ML19345B575

Environ Rept,Vol 2,for Wolf Creek 1

ML19345B575
Person / Time
Site:	Wolf Creek
Issue date:	11/25/1980
From:	KANSAS GAS & ELECTRIC CO.
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ML19345B571	List: ML19345B570 ML19345B572 ML19345B575
References
ENVR-801125-01, ENVR-801125-1, NUDOCS 8012020093
Download: ML19345B575 (400)

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{{#Wiki_filter:.. _ _ _ _ O O i W'OLF CREEK GENERATING STATION i UNIT NO.1 l l ENVIRONMENTAL REPORT OPERATING LICENSE STAGE

l O COPY NO. l . sc1109.00931,

WCGS-ER(OLS) in HYDROLOGY V)

 !       2.4 The sur face-water , g round-water, and w iter-quality character-istics of the Wolf Creek Generating Station site and vicinity have previously been described in Section 2.5 of the Environ-mental Report - Construction Permit Stage [ER(CPS)].            Section 2.4 of the ER(OLS) updates some of the information previously presented and also repeats much of the information from the ER (CPS) for continuity.

Section 2.4.1.1 (Hydrosphere) incorporates some new informa-tion such as the drainage area of the Neosho River upstream of Bu rl ing to n , the nearest downstream control struccure on the Neosho Rive., and the average annual snowfall near the site. Portions of the section have been repeated for continuity with some editorial changes for clarity. Section 2.4.1.2 (Flow Characteristics) includes updated information on estimated Wolf Creek monthly streamflows, and Neosho River water rights downstream of Wolf Creek. Po r tio ns of the section have been repeated with some editorial changes. Section 2.4.1.3 (Wol f Creek Cooling Lake) has been revised to include information and descriptions of the cooling lake, make-up water supply from John Redmond Reservoir, and bathy-fN metry of the circulating water intake and discharge channels. t  !

   \~ #  Section 2.4.2 (G ro und-Wa te r) includes updated information on piezometer water-level readings, and supplemental permeability lata not available at the time of the ER (CPS) . These data are presented in updated tables and figures. The text of Sec ti.ons 2. 4. 2.1 through 2. 4. 2. 3 has been repea ted for continuity with some editorial changes. Section 2.4.2.4 (Ground-Water Models - Seepage f rom the Cool ng Lake) has been added to present the results of seepage analyses which were not available at the time of the ER(CPS).

Figures which illustrate the locations of piezometers relative to site structures have also been updated to show the revised arrangement of site facilities. Section 2.4.3 (Water Quality) has been revised to reflect the ongoing water quality -monitoring program which has been conducted near the WCGS site since 1973. 2.4.1 SURFACE WATER The site of the Wolf Creek Generating Station is located in the Wolf Creek we.tershed. Natural to pog ra phical , hydrological and other physical features of the Wolf Creek watershed as well as site facilities are shown on Figure 2.4-1

WCGS-ER (OLS ) 2.4-1. Figure 2.4-2 shows the site location within the Neosho River Bacin in Kansas. The Wolf Creek cooling lake main dam has been constructed about 5-1/2 river miles north of the creek's confluence with the Neosho River. The cooling lake behind the dam has a surface area of 5,090 acres at a normal operating level of 1,087 feet above mean sea level (MSL). The primary makeup-water supply to the cooling lake will be derived from the conservation pool of the John Redmond Reservoir. The following subsections describe the site and the regional setting for both the surface-water and ground-water regimes. Water usage has been discussed in Section 2.1. 2.4.1.1 Hydrosphere 2.4.1.1.1 Wolf Creek Watershed Wolf Creek originates about three-quarters of a mile south-west of Halls Summit and flows generally in a southerly direction to the Neosho River about 3.6 miles downstream of the U.S. cerlogical Survey gaging station at Bu rl ing ton . Wolf Creek dra.ns 6 bout 35 square miles and has a natural stream gradient of about 7.4 feet per mile. The lower stream reaches share a cor. mon floodplain with the Neosho River where Wolf Creek's gcadient approximates 3.7 feet per niile . Wolf Creek's channel is well defined and characterized by many meander bends. The upper part of the Wolf Creek watershed is characterized by undulating to level topography, whereas the lower part is flat with well-established floodplains subj ect to frequent inundation. Differential erosion of westward-dipping lime-stone and intervening Jhales and sandstones has created hilly terrain in the upper part of the watershed. There are many small farm ponds, both natural and man-made, within the Wolf Creek watershed. These ponds are used primarily during dry periods when natural streamflow is minimal. Some of the ponds also serve as floodwater impound-mentc. The Wolf Creek cooling lake is the only major runoff control structure in the Wolf Creek watershed. Precipitation near the site has varied considerably from year to year. The nearest precipita tion measurement station to the site is at Bu rl ing to n . Data on average and maximum precipitation at this station are presented in Table 2.4-1 and in Section 2.3. The recorded precipitation averages about 38.0 inches annually with snowfall averaging about 15.2 inches. 2.4-2 O l l

! WCGS-ER (O LS ) 2.4.1.1.2 .Neosho River Basin ( l The-Neosho River originates in Morris. County, Kansas and 4 flows generally in a -southeasterly direction through the state and eventually joins-the' Arkansas River near Muskogee, j Oklahoma. The major _ tributary'to the Neosho River above j the site is_the_ Cottonwood River,.which~ rises near the l' McPherson-Marion_ county line and joins the main stem river abou. 6. miles east of Emporia,_ Kansas. -Three tributary streams to1the Neosho River immediately downstreaa of-the site areLLong, Big,'and Turkey Creeks (Figure 2.4-2). Each o f these drains an area g reater than 70 square miles and -joins the Neosho River in the vic'11ty of LeRoy, Kansas. 1 - The Neosho River drains 5,793 square miles and flows more than

300 river miles in Kansas alone. The drainage area of the Neosho River at Burlington, near the site, is 3,042 square i miles (U.S. Geological Survey, 1974). The headwater region of 2 the basin.is approximately 30 miles wide. The basin then increases to about 80 miles in width to include the drainage system of the Cottonwood River, and then decreases to about an average of 25 e nes in width at the state line. The floodplain 4

of the Neosho River is developed to a maximum width of about 5

,                    miles near Neocho Rapids and LeRoy, immediately upstream and j                    downstream offthe site area, respectively. However, a natural
           '"%       constriction is located in the valley near Burlington, where the floodplain narrows appreciably to approximately three-i       (%            quarters of a' mile (Kansas Water Resources Board, 1961; U.S.

i Army Corps o f Engineers, ~196 5) . . In the upper reaches of both the Neosho and Cottonwood rivers, stream gradients exceed 8 and 6 feet per mile, respectively, 1 but then decrease to less than 2 feet per mile near Emporia. Near the site, the river channel gradient remains at about i 1.5 feet per mile, being largely controlled by outcropping limestone-and shale (Kansas Water Resources Board, 1961; U.S. i- Army Corps 'of Engineers, 1965). Some parts of the headwater ] region are at elevations over 1,500 feet above MSL, while -the river channel at the s: ate.line is about 757 feet above MSL. The river-channel elevation near its confluence with Wolf Creek is 978 feet above MSL. The river banks are rather stable and usually covered with brush and trees (U.S- Army j Corps o f Engineers, .1965) . 1 Council Grove, Mar ion, and John Redmond Reservoirs are three-1 major surface-water impoundments within the Neosho River Basin.above the site which were constructed for purposes of flood control and low-flow augumentation. A fourth ) reservoir, Cedar Point Lake, is now in the final stages of l design and will be constructed in the future. Downstream of the site, there are no major river control structures-

- \

2.4-3 b 4 9

WCGS-ER(OLS) within the state of Kansas. The nearest downstream control structure is Pensacola Dam, near the City of Disney in Oklahoma, approximately 260 river miles from the site. Also, numerous small farm ponds exist in the site region, but they do not have an appreciable ef fect on the streamflow characteristics of the Neosho River. Mean annual precipitation over the Neosho River basin area in Kansas varies from about 28 inches near the headwater reg ion o f the Cottonwood River to about 42 inches near the state line (U.S. Army Corps of Engineers, 1965). The average annual snowfall in the Upper Neosho River Basin is about 18 inches (U.S. Army Corps o f Engineers, 1958), but decreases to about 15 inches near the site (see Table 2.4-1). O l l 4 l l l l l 2.4~4

WCGS-ER ' (OLS) - 2.4.1.2 Flow' Characteristics

    \

2.4.l'.2.1 Wolf Creek Since Wolf Creek is ungauged, no records of~streamflow are

available. .Streamflow data for the creek were extrapolated

from U.S. Geological-SLrvey records (1966-1977; no date) obtained from gauging s.ations at Council Grove, Americus, Strawn, Burlington,-and .?la,. Kansas, on the Neosho River and Madison, Kansas, on the Verdigris River. All of those stations are located adjacent to the Wolf Creek drainage area, and data are adjusted to correlate with the creek's i~

drainage area. .The average intensity of streamflow at the gauging stations was applied to the drainage area of Wolf Creek. Theyestimated average monthly streamflow for the creek at its confluence with Neosho River is 1,080 acre-feet . (18 cubic feet per second [cfs]) . Estimated average streamflows are as follows: i Estimated Wolf Creek

;                                                                                        Streamflow l                                   Month                                                  (acre-feet) l j                                January                                                              545 February                                                             615

[~' N- March 1,115 April 1,180 May 1,680 ? June 1,850 l July 2,58^

August 510 t

September 985 l October 965 j November 550 j December 410 Magnitudes and probabilities of natural daily flows for Wolf Creek were estimated using the daily-flow duration curves calculated for Salt Creek (Kansas Water Resources Board 1959) and the Wolf Creek drainage area. Figure 2.4-3 , shows an estimated _ natural daily-flow duration curve for Wolf Creek at its mouth. Rather severe droughts of various durations nave occurred

in the site region. . The1most severe drought of record lasted

[

s from November 1951.through March 1957 (Ka . sos Water Resources Board 1967a). Wolf Creek ceased to flow altogether during

, 2.4-5 I-

WCGS-ER (OES) much of this period. Groundwater contributes little to sustain streamflow in the region during periods of little or no surface runoff (Kansas Water Resources Board 1960). The estimated 7-day, 10-year low flow of Wolf Creek is O cfs (Kansas Water Resources Board 1960). Wolf Creek is characterized as an effluent stream (a stream that gains water from the groundwater cystem). The ground-water and piezometric levels in the geologic units of the area are hydraulically continuous with the water levels of Wolf Creek and are higher than the levels in the creek in areas where the units underlie or are adjacent to the creek. Figure 2.4-4 shows a generalized east-west cross section through the plant site. Alluvium and weathered bedrock are the only water table units in the area, and the Plattsmouth and Toronto limestone members are the only semi-confined strata that crop out along Wolf Creek and are a potential water source for domestic or livestock use. The water table in the alluvium and weathered bedrock and the piezometric surface in the Plattsmouth and Toronto lime-stone members slope toward Wolf Creek, indicating discharge to the creek. However, because of the low permeability of the weathered and unweathered bedrock strata, only a small quantity of groundwater discharges to Wolf Creek. 2.4.1.2.2 Neosho River Regulation of streamflows in the Neosho River near the Wolf Creek Generating Station by the John Redmond Reservoir since 1963 (when the reservoir began operating) is reflected in the river flcss at gauging stations near Iola, Chanute, and Parsons, Kansas, about 55, 69, and 133 river miles down-stream from the mouth of Wolf Creek, respectively. Natural and regulated streamflow data for the Neosho River are given in Tables 2.4-2 and 2.4-3, respectively. Discharge-fre-quency curves for the gauging stations at Iola and Parsons, which were developed by the U.S. Army Corps of Engineers (1965) based on upstream reservoir regulation, are shown on Figure 2.4-5. Curves for the John Redmond Reservoir dam site and for the stage gauge at LeRoy are also included on Figure 2.4-5. The channel capacity of the Neosho River near the site is approximately 16,000 cfs, so that bank-full discharges would probably be exceeded during floods with recurrence intervals of about 16 years or greater. However, due to the topography and the expected flood levels, the plant and related facilities will not be endangered by flooding. There are no records of severe flooding due to stream or river ice formation in the site region or of ice-jams af-fecting reservoir operation. Based on historical records, any severe ice-jam flood potential is minimal. 2.4-6

WCGS-ER (OLS) I

  /~N.

The Kansas Water Resources Board calculated hydraulic geome-f\-s'} try parameters for streamflows of 50 and 80 percent dura-tions and for average discharges in the Neosho River at two gauging stations downstream from the site (Kansas Water Resources Board 1971) . These stream parameters, which re-flect unregulated flows, are shown in fable 2.4-4. In-chan-nel hydraulic geometry parameters f. average discharge of the Neosho River near Chanute are included for compari-son but reflect streamflows regulated by the John Redmond Reservoir. The regulated streamflow period of record from October 1, 1964 through September 30, 1972 war used to de-fine these parameters. The Neosho River may also be characterized as an effluent stream. Figure 2.4-6 shows water table contours within a 5-mile radius of the site. The configuration of these contours indicates groundwater discharges to the Neosho River. However, because of the low permeability of the weathered bedrock and associated rock units in the area, only a small quantity of groundwater discharges to "he Neosho River. Several cross sections showing groundwater gradients sloping toward the Neosho River show that the river gains ground-water downstream from the John Redmond Reservoir from at (TI

 ;#

least as far away as Iola, the farthest downstream gauge studied (O' Conner 1974; Stocking 1974). During periods

  '-    of low flow, the Neosho River derives almost all, if not all, of its flow from groundwater discharges. November 1950 was chosen as a representative low flow period for the Neosho River as t'.ere was probably little phreatophyte water consumption and nu surface water inflow to or diver-sion outflow from the river between New Strawn and Iola during this period. The mean daily discharge was 200 cfs at New Strawn and 224 cfs at Iola (U.S. Geological Survey, no date [ Water Supply Paper No. 1177]). The difference of 24 cfs probably represents the approximate groundwater inflow to the Neosho River between these two cities.

Low-flow augmentation to the Neosho River from the John Redmond Reservoir depends or local and downstream water requirements, including plant operating requirements. De-termining low flow probability of the Neosho River near the site is impractical because any natural low flow'would be augmented by available reservoir stcrage. Minimum in-flows to the John Redmond heservoir are provided from major upstream reservoirs. The city of LeRoy is the nearest municipal water user down-stream of the Wolf Creek Watershed. The city's water intake is located about 14 river miles downstream from the conflu-ence of Wolf Creek and the Neosho River. 2.4-7

WCGS-ER (OLS) Incorporated municipal water supply systems from Coffey County to Oklahoma, which utilize the Neosho River as the source of supply, are listed in Table 2.4-5. These include domestic, commercial, industrial, and public-use water re-quirements. Rural water districts in Kansas utilizing the Neosho River as the source of supply, either directly or indirectly, are also listed in Table 2.4-5. They have been formed in those areas where groundwater resouroes are lim-ited. There are 34 water right permits granted for irrigation use along the Neosho River from the mouth of Wolf Creek to Oklahoma. The maximum rate of appropriated surface water from the John Redmond spillway location to the Oklahoma state line is 239,404 gallons per minute, with a maximum annual quantity of 117,065 acre-feet (Kansas State Board of Agriculture 1979). Further description of water use is provided in Section 2.1.3.4. 2.4.1.3 Wolf Creek Cooling Lake The cooling lake is formed by a " main" earth dam cc.structed across Wolf Creek and saddle dams built along the periphery of the lake. The tops of the dams are at an elevation of 1,100 feet above mean sea level (MSL) to provide sufficient freeboard and prevent overtopping of the dams by the prob-able maximum flood and wind and wave action. Service and auxiliary spillways are provided on the east abutment of the main dam to pass floods of elevations up to and includ-ing that of the probable maximum flood. The maximum cool-ing lake elevation of 1,095 feet MSL occurs when the prob-able maximum flood is preceded by the standard project flood and both are routed through the spillways. The normal operating elevation of the cooling lake is 1,087 feet MSL. At this elevation the lake has a capacity of 111,280 acre-feet and a surface area of 5,090 acres. Esti-mated sedimentation during the life of the plant in the cooling lake from the Wolf Creek stream flow and from the makeup pumped from the Neosho River below the John Redmond Re.3rvoir is 1 percent of the lake's storage volume at its norral operating level and thus does not affect the func- l tioning of the lake. 1 2.4.1.3.1 Makeup Water Supply to Wolf Creek Cooling Lake l A major source of makeup water to the cooling lake is the conservation storage of the John Redmond Reservoir, providing that the low flow downstream water requirements are satis-fied. Additional makeup water is supplied by natural runoff 2.4-8

~ WCGS-ER (OLS)

((N

     ,)      from the Wolf Creek watershed and by direct precipitation on the cooling lake surface.

The conservation storage in the John Redmond Reservoir is used to maintain downstream water quality requirements, supply present and future municipal and industrial water

            'needs,'and maintain capacity lost in the reservoir due to sedimentation.

The Kansas Water Resources Board purchased 34,900 acre-feet of water from the John Redmond Reservoir conservation storage from the U.S.-Army Corps of Engineers. The Board estimated that a 2 percent chance drought yield of this 34,900 acre-feet of water would be 26.5 million gallons per day (mgd) (41 cfs) (Kansas Water Resources Board 1978) after adjusting for 50 years of sedimentation in the reservoir. The Appli-cants have a contract (Water Purchase Contract No. 76-2, dated March 13, 1976) with the Kansas Water Resources Board to purchase rhis 26.5 mgd of water to supply makeup to the Wolf Creek caoling lake. Makeup water released from the John Redmond heservoir will be pumped from the Neosho River downstream from the reservoir and discharged into the cool-ing lake. The ability of the Wolf Creek cooling lake to supply ade-quate water for plant operation during the period of record O- drought is discussed in Section 3.3.6. The flow rates, evaporation, drawdown, and elesation area-capacity informa-tion for the le6a are discussed in Sections 3.3.6 and 3.4. 2.4.1.3.2 Bathymetry in the Vicinity of the Plant Intake and Discharge Structure An intake channel in front of the circulating water intake structure and a discharge channel downstream from the cir-culating water discharge structure are provided in the cool-ing lake. The intake and discharge structures are described in Section 3.4. Bathymetry of these channels is shown on Figures 2.4-7 and 2.4-8. i 4 2.4-9

WCGS -E R (O LS ) 2.4.2 G ROUN D-WATER 2.4.2.1 Formational Hydrogeologic Characteristics Small quantities of ground-water are regionally available from three sources within a 50-mile radius of the site:

1. The alluvial deposits in the river valleys;

2. The shallow soils and weathered bedrock; and

3. The deep bedrock.

2.4.2.1.1 Alluvium The river alluvium in the region is composed of silt, sand, and gravel. The Neosho River flows southeast through Morris, Chase, Lyon, Cof fey, Anderson, Woodson, Allen and Neosho co un tie s , and passes within 3 miles of the site. The width of the alluvium in the valley ranges f t om about 1 to 10 miles. Other alluvial aquifers are associated with the Marias des Cygnes River in Osage, Franklin, Miami, Anderson, and Linn counties; the Verdig ris River in Lyon, Greenwood, Woodson, Elk, and Wilson counties; and the Osage River in Bourbon County adjoining the state of Missouri. The alluvium along the Neosho River in Coffey, Woodson, and Allen counties is less than 20 feet thick, has a water pro-ducing potential of less than 100 gallons per minute (gpm) to wells. The alluvium receives recharge mainly from pre-cipitation and from bedrock discharge in areas where an artesian head is higher than the river surface. The alluvium discharges g round-wa ter to the Neosho River; the ground-water system contributes water to the Neosho, an effluent stream, from John Redmond Reservior to at least as far downstream as Iola, Kansas (the furthest downstrean place studied). As there are no large withdrawals of ground-water to create water level declines in the alluvium, water from the Neosho River is not being artifically induced into the alluvium because of a gradient reversal. Other than the supply well of the city of New St rawn , located above the confluence of Wolf Creek and the Nonsho River, there are no irrigation, industrial, commercial, or public supply wells tapping the alluvium along the Neosho River as far downstream as Iola, Kansas. Because the alluvium does not yield sufficient quantities of water for irrigation, it is unlikely that significant irrigation withdrawals will be developed in the future. A detailed discussion of ground-water use along the Neosho River is presented in Section 2.1.3.4. High-water conditions of the Neosho River are not likely to af fect g round-wa ter conditions significantly. Normal 2.4-10

WCGS-ER (OLS ) 1 [ \ seasonal increuses of the river stage increases bank storage

  \% ,l  (water absorbed into ' the banks o f the stream channel) in'the.

alluvium. 14 the stage recedes, the water returns from the banks to the river. The actual horizontal migration

distance of river water back into the alluvium under these conditions is on the order. of up to 100 to 200 feet. The high volume of runoff during high river stage would dilute any blowdown ef fluent that might recharge the shallow ground water during that period. There are probably no domestic or stock wells that would be affected by normal high seasonal stages of 4

the Neosho River at least as far downstream as Iola, Kansas. Therefore, the discharge of any effluents to the Neosho River is _ not expected to ~ contaminate the shallow ground-water system. The flood control dams at Council Grove, Marion, Cedar Point and John Redmond Reservoirs help reduce the severity of flooding. The July 1948 flood, selected as an inter-mediate flood by the U.S. Army Corps of Engineers (1965), would not have' flooded Neosho Falls had the flood control dams been constructed. Th us , privately-owned water wells in the community of Neosho Falls would not now (1979) be affected by a. flood of the July 1948 magnitude, and there are-few residences and wells on the floodplain of the Neosho River. In a small watershed such as the Neosho River Basin, ground-r- water levels in the floodplain will have already risen and the (N# soil will be saturated in response to precipitation so that, by the time a flood occurs, there will be little available room for additional recharge from the flood waters.- Most of the flood waters would retreat by runoff as the stage falls. High dilution of any blowdown effluent would preclude deter-ioration of ground-water quality by recharge of flood waters. 2.4.2.122 Soil and Weathered oedrock The soil and. weathered bedrock is composed of. weathered shales, siltstones, sandstones, and limestones and the soils derived from them. The weathered materials usually retain some of the characteristics of the parent rock. Wells in the weathered zone yield up to 10 gallons per minute in the region (Bayne and Ward, 1967), and are gen-erally .used domestically and for livestock.- Recharge to the weathered zone which may extend down to about 20 feet is from local precipitation. Discharge is into the alluvium, streams, and local ~ wells. Water levels in the wells and shallow piezometers show that the shallow ground-water table closely resembles the top-ography_within a 5-mile radius of the site area, as shown on Figure 2.4-6. 2.4-11 s

;

4 ___________.___._._m._ _.__m._.__.m____.__ _ . . . . _ _ _ _ _ _ . . . _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ . _ _ _ . . . _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _

WCGS-ER(OLS) The permeability values presented for the geologic strata in Tables 2.4-6 and 2.4-7 represent estimated horizontal permeabilities. The actual vertical permeabilities are probably several orders of magnitude less than the horizontal permeabilities showr.. There are, however, no accurate means to approximate the ratio of the vertical to the horizontal permeability using existing data. The vertical permeability can best be determined from laboratory tests. Laboratory tests of samples will only be reliable if the samples are consolidated and relatively undisturbed. The methods and techniques utilized in the determination of the in-situ permeabilities are outlined in Section 2.5.4 of the Wolf Creek Generating Station, Unit No. 1 Final Safety Analysis Report (WCGS FSAR). Permeability of the surficial materials is primarily de-pendent upon the intensity of weathering of the parent rock. Near and at the surface, the weathered limestones are vuggy and exhibit a much higher permeability than do the weath-ered shales. The sandy f acies of the Jackson Park Shale Member commonly has an appreciably higher permeability than the shaley facies. The depth of the weathered zone on the hill tops and upper hill , slopes is less than the depth of weathering in lower , flatter areas where g round-water is closer to the g round surface. Generally, the surficial weathered zone in the upper 5 to 10 feet is comprised of residual clayey soils (from shale parent rocks) with numerous root holes, insect burrows, and animal burrows. Desiccation and soil creep have opened minute cracks. These openings provice water channels that allow the rapid infiltration of water. As infiltration continues, internal scour produces detached particles that gradually clog the narrowest parts of the water passages, and swelling of the desiccated clay particles further re-duces the effective size of the openings. In response to r ec ha rg e , the coeffcient of permeability decreases to a small fraction of its " dry" or initial value. Where it is saturated, the weathered bedrock (except lime-stone) has a g reater permeability than the overlying soil zone. Table 2.4-7 provides a summary of the permeabilities of the bedrock as related to depth. The permeability values were broken down according to depth because of the variation with depth. The column labeled 0 > 20 feet provides a tabulation of the permeabilities (essentially horizontal permeabilities) of the weathered bedrock units. The perme-abilities of the deeper bedrock (greater than 20 feet) are generally less and are representative of unweathered bedrock. 2.4-12

WCGS-ER(OLS)

  /~'\     As indicated on Tables 2.4-6 and 2.4-7, the numerous un-k ,)     weathered shale units in the area. retard the vertical movement o f water. In the site area, the.in-situ permeabilities obtained for the deeper bedrock strata are essentially hori-zontal. permeabilities.           During the various in-situ tests, the shales restricted water flow in the vertical direction and the water, taking the path of least resistance, flowed radially and horizontally out from the tested interval.

Briefly, the numerous shale units and residual soils, because of their horizontal bedding structure, have permeabilities in the vertical direction of several orders of magnitude less i than in the horizontal direction. The in-situ permeability tests performed were adequate for measuring these values, and the horizontal permeabilities obtained are presented in Tables 2.4-6 and 2.4-7. 2.4.2.1.3 Consolidated Bedrock 4 The sandstone and limestone bedrock below the weathered zones in the region yield small quantities of water to wells (Merriam, 1963; and Bayne and Ward, 1967). Their strati-graphy and lithology are described in Section 2. 5.6.1; a detailed site stratigraphic column is presented on Figure 2.5-9. The strata as determined from borehole data range upwards from the Lansing Group (Missourian stage) of the Pennsylvanian System. The yield of water from wells in

    /      these rocks ranges from 1 to 10 gallons per minute (Bayne and Ward, 1967).           Practically all recharge is from rainfall
,          and runoff, and occurs where the formations crop out at the surface. In the subsurface, the bedrock is commonly over-lain by shales and siltstones which partly confine and retard the vertical movement of water.

Only a few of the deeper bedrock units have any appreciable permeability; four of them are described in the following paragraphs. There are no published reports on aquifiers in Coffey County. A summary of the hydrogeologic characteristics of the bedrock strata is given in Table 2.4-6. The Plattsmouth Limestone Member of the Oread Formation is a fine-grained, medium-bedded, fossiliferous , slightly f rac-tured limestone with thin shale and silty clay layers. It is from 11 to 14 feet thick. It generally yields less than 1 gallon per minute of water to wells and has vertical fractures near the surface when weathered. The Plattsmouth Limestone Member, which is semiconfined by the overlying Heumader Shale Member, exhibited a slight seasonal artesian head in piezometers located in the plant site area. The top of the Plattsmouth Limestone at the

    'N     plant site is at an elevation of about 1,065 feet.              The 2.4-13

WCGS-ER (OLS ) piezometric surface o f g round-water in the Plattsmouth Limestone has ranged ~ in elevation from 1,064 to 1,069 feet, fluctuating with variations in rainfall. The undisturbed piezometric level is about 1,068 feet ( Fig ure 2. 4-9) . The estimated (conservative) permeabglityofthe Plattsmouth Limestone is very low (2.3 x 10 cm/sec, Table 2.4-6). At the WCGS site the Plattsmouth Limestone Member is un-weathered underneath the Heumader Shale Member. Further to the south, where the Plattsmouth is overlain by only a thin layer of shale or is exposed at the surface, the Plattsmouth may be weathered, and its permeability is slightly greater. The Toronto Limestone Member of the Oread Formation is 14 to 19 feet thick, and is a fine-grained, thin to thick-bedded limestone with pinpoint vugs, than shale layers, and fossil fragment beds. Yields to wells are estimated to be less than 2 gallons per minute. The Toronto Limestone crops out east and south of the plant site. Discha rg e from this formation occurs in the valley of Wolf Creek. Th e relatively impermeable nature of the over-lying shale units retards vertical water movement except where the depth of weathering has extended downward through the shale. In the vicinity of the site the Toronto Limestone is under semi-artesian conditions, and its potentiometric surface is at about elevation 1,054 (Figure 2.4-10). The Ireland Member of the Lawrence Formation is a fine-grained, calcareous sandstone with interbedded siltstone and laminated with clayey shale layers. It has some fractured zones and coal seams and is from 40 to 117 feet thick. It yields small quantities of water to wells, estimated to be less than 0.5 gallon per minute. The formation exhibits an artesian head at about elevation 1,049 in the vicinity _f the site (Figure 2.4-11). It does not crop out in the valleys of  ; ne:Loy drainage areas. Most recharge into the Ireland occurs  ! vnere it is exposed to land surface, approximately 6 to 10 i miles east of the site. The Tonganoxie Sandstone Member of the Stranger Formation ranges from 42 to 142 feet thick, is a fine-g ra ined , slightly calcareous, micaceous sandstone interbedded with shale and siltstone, and has some vertical fractures. The Tonganoxie Sandstone yields to wells small to moderate quantities of water estimated at about 3 gallons per minute. 2.4.2.2 Ground-Water Recharge and Discharge 2.4.2.2.1 Recharge and Discharge in Alluvium and Weathered Bedrock Recharge to the alluvium is from rainfall and the rivers during periods of flooding. Discharge is to the rivers es 2.4-14

WCGS-ER(OLS) n ( ) the ground-water table in the alluvium is normally above the \_) river surface. Within a 20-mile radius, the towns of New Strawn and Hartford obtain water from an alluvial aquifer (Figure 2.4-12). Recharge to the weathered rock aquifer is from rainfall and vertical percolation through the soils. The rate of infiltration is high, as demonstrated by the high degree of correlation between rainfall and water levels (Figure 2.4-13). During periods of drought, water levels in the weathered rocks drop significantly (Broeker and Fishel, 1961). A well inventory (Table 2.1-24) shows that there are num-erous dug wells within a 5-mile radius. Withdrawal from these wells constitutes an artificial discharge from the weathered bedrock. 2.4.2.2.2 Recharge and Discharge in Consolidated Bedrock Strata There is some cross-bed leakage and recharge to the bedrock strata as deep as the Toronto at the plant site. In the deeper bedrock strata, recharge is essentially by rainfall and runoff where the formations crop out at the surface east of the site. Pressure tests show that the shate zones about r'N 40 feet below land surface have very low permeability (Table (# \-

   ) 2.4-7). The semi-artesian heads measured in the Plattsmouth Limestone below the weathered bedrock indicate that the shale beds partly confine and retard the vertical movement of water f rom and to the limestone beds. The ground water frequently discharges from units lying within 30 to 50 feet below the stream beds in the low-lying areas. During the boring prog ram, none of the formations yielded more than 2 gallons per minute in a 3-inch test hole. The permeability was determined by falling head permeability tests in the piezometers having slotted intervals for the various formations (Table 2.4-7).

2.4.2.3 Ground-Water Hydraulic Gradients Potentiometric contour maps for the Plattsmouth Limestone, Toronto Limestone, and the Ireland Sandstone are shown on Figures 2. 4-9 through 2. 4-11, respectively. The locations of the B-series piezometers are shown on Figure 2.4-14. The locations of the P , HS , and ESW-series piezometers are shown on Figure 2.4-15. A summary of water levels of each B-series piezometer is given in Table 2.4-8. A summary of the P , HS , ESW , and LK-piezometer water levels is given in Table 2.4-4 Fluctuations in shallow piezometers (Figure 2.4-16, Tables {} v 2,4-8 and 2.4-9) reflect residual boring and testing effects, 2.4-15

j WCG S -ER (O LS ) 0 seasonal variations and sometimes nearby drilling and testing I operations. Water levels in the deeper piezometers fluctuate less than a few feet in response to natural seasonal changes. The water-table contour map of the ground-water in the weathered rock zone generally reflects the topographic sur-face. In the site vicinity, the gradients range from 20 to 160 feet per mile. The direction of g round-water flow in the weathered rock zone is perpendicular to the ground-water elevation contour lines (Figure 2.4-6). The gradient of the po tentiometric surf ace of g round-water in the Plattsmouth and Toronto limestones tends to follow the local and regional structure of those rock layers. The Plattsmouth Limestone is hydraulically connected to the weathered rock zone at the site area. The Heebner Shale retards the vertical movement of water and the transmission of head between the Plattsmouth and the Toronto limestones. The Ireland Sandstone does not crop out in the site area. 2.4.2.4 Ground-Water Models_- Seepage from the Cooling Lake 2.4.2.4.1 Introduction Seepage from the cooling lake was analyzed to assess its ability to deg rade ground-wa ter in the downg radient area by increasing the concentration of total dissolved solids (TDS) and radionuclides. The analysis included the effects of both normal and drought conditions. 2.4.2.4.2 Seepage When the cooling lake area is flooded, the following bed-rock units, which are exposed in the Wolf Creek Valley, will be inundated: Stull Shale Member, Clay Creek Limestone Member, Jackson Park Shale Member, Heumader Shale Member, Plattsmouth Limestone Member, Heebner Shale Member, Leaven-worth Limestone Member, Snyderville Shale Member, Toronto Limestone Member, and part of the Lawrence Formation. These units are shown in the Detailed Site Stratig raphic Column (Fig ur e 2.5-9) described in Section 2.5.6. A description of the water-bearing characteristics of these units is pre-sented in Section 2.4.13 of the WCGS FSAR and Section

2. 4. 2.1. 3 o f thi s repo r t.

Water from the cooling lake may migrate through either the I inundated bedrock units, which dip gently to the southwest, or through the weathered bedrock that serves as the lateral confinement for the lake. The bedrock units may transmit water from their outcrops in the inundated valley to their outcrop on the hill slope opposite the lake. For the analysis, the eastern and western ridges bordering the lake were divided 2.4-16

WCGS-ER(OLS) [' into 10 sectors which have similar geologic and seepage

 \ ,_,)f'   characteristics.      The sectors are shown in Figure 2.4-17.

The amount of seepage through bedrock units in each sector can be calculated using the Darcy equation (Ferris and others 1962): q = kia, [2.4-1] where: q = quantity of g round-water seeping through the bedrock in a given sector, taken at an average width, of the sector (cubic feet per second); k = permeability of the bedrock unit (foot per year); i = hydraulic' gradient of the head difference between the cooling lake surface and the bottom of the bedrock unit outside of the cooling lake divided by the horizontal distance between them; a = cross-sectional area; or outcrop width multiplied by the bed thickness, the values used age average values for the particular sector (feet ). [)

 \- '

Table 2.4-10 lists the results of the-analysis and shows that seepage from the cooling lake will be negligible, about 0.014 cfs (6.1 gpm). That value was obtained using aver-age permeability values obtained from pressure testing (Table 2.4-6). If the maximum known permeabilities are used (Table 2.4-7), the seepage is calculated to be about 0.029 cfs (13.0 gpm) . For conservatism, seepage was cal-culated for the weathered portions of the Jackson Park Shale, Heumader Shale, and other bedrock units cropping out around the cooling lake, but the construction of saddle dams will significantly reduce seepage in those areas. Quarrying of portions of the Plattsmouth and Toronto limestones during construction will not significantly increase the rate of

                      ~

seepage a ter the filling of the cooling lake. 2.4.2.4.3 Ground-Water Movement The actual rate of ground-water movement in response to the cooling lake will be very slow. The g round-water velocity can be calculated by modifying the Darcy equation: V= kin (2.4-2) ( \

 \- J 2.4-17

WCGS-ER(OLS) where: v = velocity (feet per year); k = average permeability (feet per year); i = hydraulic gradient; n = effective porosity (estimated to be 5 percent based on examination of core). For the Plattsmguth Limestone in Sector 3, k = 2.38 feet per year (2.3 x 10 cm/sec, Table 2.4-6), i = 0.022, n = 5 per-cent, and v = 1.04 feet per year. Similarly, for the Jackson Parg and Heumader Shale Members, k = 24.8 feet per year (2.4 x 10 cm/sec), i = 0.065, n = 20 percent, and v = 8.1 feet per year. The outcrop of tia Plattsmouth that is closest to the cooling lake is about 2,500 feet away, and, according to this analysis, the time of travel for ground-water for that distance is about 2,400 years. For g round-water to move 800 feet through the Jacksun Park Shale and Heumader Shale, the time of travel would be about 100 years. The time of travel to wells D-42 and C-50 is several *housand years. 2.4.2.4.4 Total Dissolved Solids and Radionuclide Con-centrations in Ground Water Data on existing ground-water quality in the site area are presented in Section 2.4.3. The total dissolved solids (TDS) concentrations and radionuclide concentrations which are ex-pected to occur in the cooling lake due to routine operations are presented in Sections 3.6 and 5.2, respectively. Due to the negligible seepag ' f rom the cooling lake, the seepage will not significantly degrade the ground-water in the downs.adient area. 1 0 2.4-18

WCGS-ER(OLS)

/N, I
      ) 2.4.3   WATER QUALITY

\ ,e 2.4.3.1 Surface Water Quality An ongoing surface water quality monitoring program has been con-ducted near the WCCS site since 1973. Water samples for chemical and bacteriological analysis have been collected from John Radmond Reservoir (1973-75), the Neosho River (1973-present), and Wolf Creek (1973-present). Collections were conducted quarterly from 1973 through 1975 and bimonthly thereafter. Sampling locations and parameters analyzed have been modified over the period of the study in response to recommendations in the FES(CPS) (See Section 6.1.1). 2.4.3.1.1 Water Chemistry and Bacteriology The study area is geographically and hydrologica!1y divided into three water systems: John Redmond Reservoir, the Neosho River, and Wolf Creek. The chemical characteristics of John Redmond Reservoir and the Neosho River are generally similar with the latter being dependent on the reservoir for the majority of its flow. Wolf Creek is an intermittent stream which generally has limited chemical impact on the Neosho River, therefore, the Wolf Creek water quality data will be discussed separately from the e- John Redmond Reservoir and Neosho River data. Surface water chemical and bacteriological data are summarized in Table 2.4-11 (x-w/) and sampling locations are presented in Figure 2.4-18, 2.4.3.1.1.1 John Redmona Reservoir anc the Neosho River Rainfall and its associated effect on reservoir level and stream-flow have major influences on chemical concentrations in both water systems (Industrial BIO-TEST Laboratories, Inc., 1975; Nalco 'nvironmental Sciences, 1976). Precipita: ion caused an increase in the concentration of some parameters but a decrease in others. Sampling was often preceded by precipitation and subsequent runoff which affected the quality of watet being sampled. Annual precipitation levels varied throughout the 1973-78 study period ranging from 28.2 to 80.8 cm (4.3 to 56.8 cm below normal) at John Redmond Reservoir (U.S. Department of Commerce, 1974, 1975, 1976, 1977, 1978). Peak flows in the Neosho River occurred from April through July each year. During the remainder of the year flows were often below 50 cfs. These fluc-tuations in flow have affected dissolved oxygen, pH, conductivity, filtrable residue, turbidity, non-filtrable residue and associsted . constituents in the Neosho River (Nalco Environmental Sciences, ' 1976, 1977, 1978; Hazleton Environmental Sciences, 1979). Water quality is generally suitable for the protection and propagation  ; of the indigenous aquatic populations in the Neosho River. I g s_s I l 1 2.4-19 l l l

WCGS-ER(OLS) Water temperature, dissolved oxygen, and percent oxygen saturation levels exhibited normal seasonal patterns in John Redmond Reservoir and the Neosho River. Water terperatures were highest in the summer and there was an inverse relationship between water tempera-ture and dissolved oxygen concentrations. Dissolved oxygen concentrations were consistently above 5 mg/l throughout the study and ranged from 6.5 to 13.5 mg/l in John Redmond Reservoir and 5.1 to 14.1 mg/l in the Neosho River. Annual mean levels of pH, total alkalinity, conductivity, sulfate, manganese, color, total phosphate, hexane soluble materials, and mercury in the Neosho River were higher during the 1976-78 study period than during the 1973-75 study period (Table 2.4-11). These increases were attributed to lower tnan normal precipitation and subsequent low flows in the Neosho River. Temporal variability during the 1974-78 study period has resulted in the wide range of concentrations observed in most of the above constituents. Decreased concentrations of total dissolved and total suspended solids, turbidity, total ircn, ammonia, nitrate, total organic nitrogen, soluble orthophosphate, fecal coliform bacteria, copper and zine were noted during the 1976-78 study period. These de-creased concentrations have been related to below normal precipi-tation and low river flows (Nalco Environmental Sciences, 1976, 1977, 1978; Hazleton Environmental Sciences, 1979). Aquatic nutrient concentrations have shown both temporal and spatial variation (Nalco Environmental Sciences, 1976, 1977, 1978). Con-centrations in the Neosho River varied with changing river flows and precipitation levels. The relationship between precipitation and nutrient concentrations indicates that surface runoff is an important source of these materials (Nalco Environmental Sciences, 1976). Ammonia, nitrate, nitrite, total organic nitrogen, soluble ortho-phosphate, total phosphorus, and silica concentrations ranged from <0.01 to 0.32 mg/1-N, <0.01 to 3.1 mg/1-N, <0.001 to 0.13 mg/l-N, 0.37 to 3.3 mg/1-N, <0.001 to 1.1 mg/1-P, 0.005 to 1.7 mg/1-P, and 1.0 to 19 mg/1-SiO respectively (Table 2.4-11). The ranges and annual mean concenkr,ations of ammonia, total organic nitrogen, soluble orthophosphate, total phosphorus and silica in the two water systems were similar throughout the 1973-78 study period (Table 2.4-11). This similarity reflects the impact that the releases from John Redmond Reservoir have on the Neosho River. Fecal coliform bacteria densities in John Redmond Reservoir and the Neosho River ranged from 0 to 2000 organisms /100 ml and 0 to 2600 organisms /100 ml, respectively, and were generally lower during the 1976-78 study period (Table 2.4-11). Bacteria densities in the Neosho River have been attributed to localized runoff of animal O 2.4-20

WCGS-ER(OLS) [ ~) \s,/ wastes in the study area (Industrial BIO-TEST Laboratories, Inc., 1975) and to sewage treatment plant discharges at Burlington, Kansas (Nalco Environmental Sciences, 1977, 1978; Hazleton Environ-mental Sciences, 1979). Biochemical oxygen demand, chemical oxygen demand, total organic carbon, and hexane soluble material concen-tration in the Neosho River ranged from: 0.6 to 5.2 mg/1, 12 to 37 mg/1, 5.5 to 30 mg/1, and <1.0 to 6 mg/1 respectively (Table 2.4-11). Total organic carbon concentrations were lower and hexane soluble material concentrations were higher in the Neosho River during the 1976-78 studies. Peak concentrations of oxygen demand materials were observed following periods of surface runoff which increased the amount of suspended solids and their associated constituents in the river. Data compiled by Nalco Environmental Sciences (1976) indicate that discharges from Wolf Creek occasion-ally affect chemical oxygen demand (COD) levels in the Neosho River below their confluence. These increases in COD levels occur during rairifall events and reflect the flushing of accumulated organic debris from Wolf Creek. Trace metal concentrations showed considerable spatial and temporal variability throughout the 1973-78 study period and appeared to be related to surface runoff (Nalco Environmental Sciences, 1976, 1977, 1978; Hazleton Environmental Sciences, 1979). Trace metal concentrations in the Neosho River ranged as follows: copper, 0.8 fN to 9.9 mg/1; lead, <1.0 to 94 ug/1; mercury, <0.05 to 98 pg/1; selenium, <1.0 to 12 ug/1; zinc, <0.1 to 110 pg/l (Table 2.4-11). (' /) With the exception of mercury, annual mean trace metal concentra-tions were lower in John Redmond Reservoir than in the Neosho River during the 1973-75 study period. 2.4.3.1.1.2 Wolf Creek Chemical and bacterial water quality constituents in Wolf Creek have shown considerable temporal and spatial variability (Nalco Environmental Sciences, 1977, 1978; Hazleton Environmental Sciences, 1979). Water quality in Wolf Creek was generally good during periods of flow; however, long periods of low or zero flow have resulted in poor water quality. Due to intermittent flow, chemical concentra-tions of materials associated with surface runoff varied consider-ably throughout the sampling program in Wolf Creek. Dissolved oxygen and percent oxygen saturation levels indicated that the creek was occasionally anoxic. Concentrations of dissolved oxygen were generally lower during the 1976-78 study period than from 1973 through 1975 (Table 2.4-11). Extreme low flows, biologi-cal decomposition, and ice cover during the 1976-78 study period were the principal reasons for these low values. Dissolved oxygen and percent saturation levels ranged from <1.0 to 14.5 mg/l and

      <1.0 to 114 percent, respectively.
/N' f

(/ 2.4-21

WCGS-ER(OLS) Mean annual concentrations of total alkalinity, 150 to 156 mg/1-Caco 3; manganese, 287 to 399 pg/1; biochemical oxygen demend, 3.4 to 4.8 mg/1; chemical oxygen demand, 35.4 to 38 mg/1; hexane soluble materials, 0.52 to <3 mg/1; and lead, 10 to 17.2 ug/l were highest during the 1976-78 study period. Mean annual total suspended solids and turbidity levels ranged from 38 to 70.4 mg/1, and 27 to 48.2 NTU, respectively, during the 1976-78 study period. Annual mean fecal coliform bacteria densities ranged from 149 to 1075 organisms /100 mt. These values were below the levels reported during the 1973-75 study period and generally reflected the lack of flow in Wolf Creek. Nutrient ~ concentrations, with the exception of nitrate and nitrite, showed little variability during the 1973-78 study period. Annual mean concentrations ranged from 0.03 to 0.05 mg/1-N ammonia; 0.1 to 1.1 mg/1-N nitrate; 0.005 to 0.023 mg/1-N nitrite; 0.71 to 1.35 mg/1-N total organic nitrogen; 0.02 ;o 0.09 mg/1-P soluble ortho-phosphate; 0.11 to 0.22 mg/1-P total phosphorus; and 6.2 to 11 mg/1-SiO2 silica. Annual mean concentrations of trace metals in Wolf Creek ranged as follows: copper, 2. 2 to 6. 2 pg/1; lead, 5.8 to 17.2 pg/1; mercury 0.15 to 1.6 ug/1; selenium, 2 to 3.0 pg/1; and zinc, 8.2 to 28 u9/1 (Table 2.4-11). Copper and zinc concentrations were lower from 1976-78 than during ti. i 1973-75 study period. Trace metals exhi-bited considerable spatial and temporal variability. Water quality in Wolf Creek was variable, depending upon the amount of precipitation and subsequent surface runoff. Periods of good water quality were observed; however, extended periods of marginal and poor quality prev 041ed when flow was absent. 2.4.3.2 Ground-Water Quality Ground-water in the vicinity of the WCGS site was sampled quarterly in 1974 and 1975, cnd three times per year since 1976. Samples were collected from two to nine wells located near the perimeter of the cooling lake (Figure 2.4-19). Chemical quality data for the ground-water samples collected from 1973-78 are presented in Table 2.4-12. Wide spatial and temporal variability in concentrations of most constituents was observed throughout the study (Nalco Environmental Sciences, 1976, 1977, 1978; Hazleton Environmental Sciences, 1979). Variation in well water quality was related to water table fluctua-tions, well construction, the condition of well casings and pumps, surface water inflow and in some cases water supplies had been sup-plemented with water from rural water districts or municipal sup-plies. O 2.4-22 m

WCGS-ER(OLS) N 4 Groundwater in the study area was generally high in total dissolved solids (TDS) and conductivity. Mean TDS concentrations ranged from 408 mg/l in Well D-55 to 3775 mg/l in Well D-65. Mean conductivity values for the same wells ranged from 654 umhos/cm to 5123 umhos/cm, respectively (Table 2.4-12). Throughout the study well D-65 3 generally had the highest concentrations of all the constituents analyzed with the exception of total alkalinity, sulfate, soluble iron, and silica. Water quality in Well D-55 was generally better than the other wells throughout the study; however, in 1979 it was learned that this well had been supplemented with water from a municipal water system. Selenium concentrations in Wells C-50, D-28, D-42 and D-65 occasion-ally exceeded the recommended 10 ug/l criterion for drinking water (U.S. Environmental Protection Agency, 1975). The 10 mg/1-N j criterion for nitrate in drinking water was exceeded occasionally in all wells except D-55 and C-6. Concentrations of nitrate in I Well D-65 were consistently above this level and ranged from 365 1 to 550 mg/1-N. This well is located at the edge of a garden and an abandoned feed yard both of which probably contributed to the high nitrate levels. 2.4.3.3 State Standards ) Kansas Department of Health and Environment's surface wat&; quality

!          standards applicable to the Neosho River are presented in Table 2.4-13. The 2000 organisms /100 ml fecal coliform limit was violated once on June 11, 1974. Ammonia concentrations in March and December 1974 and April 1975 exceeded the 0.15 mg/l ammonia as nitrogen limitation at Locations 4 and 10. Water quality of the Neosho River generally meets the criteria for Class B waters as descibed by the Kansas Department of Health and Environment.

i a 2.4-23 i _. - -- . - -, , -- , , ,, ,,r -- , - , r,,-, ~ - . - ,

hCGS-9R(OLS) 2.

4.4 REFERENCES

Bayne, C.K., and Ward, J.R., 1967, General availability of ground water in Kansas: Map, Kansas Geol. Survey, Lawrence, Kansas. Broeker, M.E., and Fish =1, V.C., 1961, Groundwater levels in observation wells in Kansas, 1960: Kansas Geol. Survey, Bull. 153. Ferris, J.G., and others, 1962, Theory o f aqui f er tests: U.S. Geol . Su rvey, Washing ton , D.C., water supply paper 1536-E. Hazleton Environmental Sciences, 1979, Final report of con-struction environmental monitoring program, Wolf Creek Generating Station, March 1978 - February 1979 (Proj ec t No. 8917), Report prepared for Kansas Gas and Electric Company, Wichita , pp. 1-244 + 7 appendices. Industrial BIO-TEST Laboratories, Inc., 1975, Final report of preconstruction environmental monitoring prog ram, Wolf Creek Generating Station, March 1974 - February 1975 (IBT No. 64304971), Repor t prepa red for Kansas Gas and Electric Company, Wichita, pp. 1-188 + 8 appendices. Kansas State Board of Agriculture, 1979, open file material of the Division of Water Resources, Topeka, Kansas. Kansas Water Resources Board, 1959, Kansas streamflow charac-teristics, Part 1, Flow duration: Tech. rept. no. 1.

     , 1960, Kanaas streamflow characteristics, Part 2, Low-flow frequency:     Tech. rept. no. 2.
     , 1961, State water plan studies, Part A, Section 7, Neosho unit.
     , 1967a, Kansas water atlas:       Project No. 701, Report     i No. 16(a), p. 43.                                              l l
     , 1967b, Irrigation in Kansas:       Project No. 701, Report   l No. 16(c), p. 43.
     , 1971, Kansas streamflow characteristics, Part 8, In-channel hydraulic geometry of streams in Kansas:

Tech. rept. no. 8.

     , 1978, The fifth annual report to the governor and legislature, Kansas State water plan - Water supply and storage program.

O 2.4-24

                                  .          WCGS-ER(OLS)

Merriam, D.F., 1963, The geologic history of Kansas: Geol. Survey, Bull. 162. Nalco Environmental. Sciences, 1976, Final report of con-struction environmental monitoring program, Wolf Creek Generating Station, March 1975 - February 1976 (P roj ec t No. 5501-06714), Report prepared for Kansas Gas and Electric Company, Wichita, pp. 1-250 + 6 appendices.

               , 1977, Final report of construction environmental monitoring program, Wolf Creek Generating Station, March 1976-February 1977 (Proj ect No. 5501-07688), Re po r t prepared for Kansas Gas and ElectrJe Company, Wichita, pp. 1-258 + 7 appendices.
               , 1978, Final report of construction environmental monitoring program, Wolf Creek Generating Station, March 1977 - February 1978, (Project No. 5501-08796),

Report prepared for Kansas Gas and Electric Company, 1 Wichita, p. 1-253 + 7 appendices. 4 O' Conner, H.G., 1974, Hydrologist, Water Resources Divi-sion, U.S. Geol. Survey, Lawrence, Kansas, Written communication on May 20 to Dames & Moore, Park Ridge, Illinois, l ) Stocking, C.I., 1974, Engineer, Kansas State Board of Agri-culture, Topeka, Kansas, Telephone and written commu-nication on May 20 and 21', respectively, with Dames & Moore, Park Ridge, Illinois. f U.S. Army Corps of Engineers, 1958, Design memorandum no. 2, Hydrology, Strawn Reservoir: Tulsa District. ,

               , 1965, Floodplain information Neosho and Cottonwood rivers:    Tulsa District.

U.S. Depa rtment o f Commerce, 1974, Climatological data Kansas: Nat. Oceanic and Atmospheric Admin., Environmental Data Service, Asheville, N.C., vbl. 88.

               , 1975, climatological data Kansas:              Nat. Oceanic and Atmospheric Admin., Environmental Data Service, Ashe-ville, N.C., vol. 89.
               , 1976, Climatological data Kansas:              Nat. Oceanic and Atmospheric Admin., Environmental Data Service, Ashe-ville, N.C., vol. 90.
               , 1977, Climatological data Kansas:              Nat. Oceanic and Atmospheric Admin., Environmental Data Service, Ashe-ville, N.C. , v al . 91.

2.4-25

WCGS-ER(OLS)

      ,  1978, Climatological data Kansas:    Nat. Oceanic and Atmospheric Admin., Environmental Daca Service, Ashe-ville, N.C., vol. 92.
 !) . S . Environmental Protection Agency, 1975, National interim primary drinking water regulations:     EPA-5070/9-76-003, Washi ng to n , D.C.

U.S. Geological Survey, 1966-1977, Surface water records, Water resources data for Kansas, Part 1.

       , 1974, Water resources data for Kansas, !,rt 1:            Sur-face Water Records Water Year 1973.
       , no date, Wa ter-supply pa pers : Publication no,'s 896, 926, 956, 976, 1006, 1036, 1056, 1086, 1116, 1146, 1176, 1177, 1730, 1919.

O O 2.4-26

    . .     .. -. - .-... - ~                                . . . .                 ~.          _ , . . -      - -                .-                   .                    - . . . - - . _ - . . .                                               . _        . - _ - . _  - .

i j TABLE 2.4-1 PRECIPITATION AND SNOWFALL DATA FOR BURLINGTON, KANSAS i i Average Maximum Average Maximum I Precipitation ("} Precipitation Snowfall (CI Snowfall II q Month (inches) (inches) (inchts) (inches) 4 January 1.19 4.8f 3.8 19.0 February 1.25 2.77 3.8 8.5

March 2.59 7.68 3.2 16.0 i April 3.78 10.49 0.3 3.0 i i

May 5.34 15.34 Trace Trace , l June 4.87 8.71 0.0 0.0 July 4.23 14.63 0.0 0.0 x t

August 4.04 9.69 0.0 0.0 S j September 4.38 12.97 0.0 0.0 y j' October 2.99 9.11 0.2 Trace m November 1.94 9.52 0.8 4.0 3E

! December 1.41 3.72 3.1 10.0 O n m  !

                                                                                                                                                                                                                                                                                 ~

j Annual 38.01 15.2 i l

                                                     ^ Period of record 1895-1965.

T 1 ' b Data period 1931-1965. l c Period of record 1896-1965. d Data period 1949-1965. j Note: Information based on U.S. Department of Commerce, National } and Annual Summaries (data period 1895-1965). 1 . I 4

  -     _ _ . . -             ._ ._ - _ _ _ - _ _ _ _ - -_           _.__._____,_,4m      . _ , , _ . _ _ . _       ._--_____.m_ .

TABLE 2,4-2 NATURAL STREAMFLOW OF THE NEOSHP " "1" o 1948-1963 Neosho River Streamflow at Burlington, Kansas (# Neosho River Streamflow near Iola, Kansas (' (R.M. 338.4) (R.M. 284.4) Recorded Discharges Recorded Discharges (cfs) (cfs) M nthly Maximum Minimum Monthly __ Maximum Minimum Month (b) Average Daily Daily Month Average Daily Daily Oct 921 16,300 0 Oct 1,15'1 19,400 0.1 Nov 648 13,900 0 Nov 958 25,400 0.2 Dec 306 4,820 0 Dec 393 9,370 0.5 y Jan 639 15,600 0 Jan 792 16,000 0.7 d Feb 970 18,000 0 Feb 1,254 21,000 0.9 @ Mar 1,467 17,400 0 Mer 1,977 17,300 0.9 i Apr 1,286 15,800 7.3 Apr 1,661 16,100 7.1 $ May 2,676 42,600 6.2 May 3,126 36,200 17 3 Jun 1,737 19,900 2.3 Jun 2,262 13,000 11 M Jul 4,284 284,000 1.0 Jul 5,843 344,000 0.5 3 Aug 908 18,100 0 Aug 1,239 18,800 0.6 Sep 1,538 31,600 0 Sep 2,278 41,300 0 Period of Record 1 July 1948 - 30 June 1963; discharge values reflect natural flow, unregulated by major upstream dams. b Estimated discharges based on recorded streamflow data at the Strawn gaging station (Period of Record 8 June 1948 - 30 June 1963) with linear extrapolation to the present gage location at Burlington (drainage area ratio equal to 1.037 for extrapolation purposes).

References:

Surface Water Supply of the United States, Part 7, Lower Mississippi River Basin, Water-Supply Papers 1117, 1147, 1177, 1211, 1241, 1281, 1341, 1391, 1441, 1511, 1561, 1631, 1711, 1921. O O O

[ WCGS-ER (OLS) l TABLE 2.4-3 i J N REGULATFD STREAM FLOWS OF THE NEOSHG RIVER i ) FROM 1964 TO 1977 1 (All Values in Cubic Feet per Second) i I RECORDED DISCHARGES AT RECORDED DISCHARGES AT

!                           BURLINGTON, KANSAS                              IOLA, KANSAS (RM 338.4)                                  (RM 284.4)

MONTHLY MAXIMUM MINIMUM MONTHLY MAXIMUM MINIMUM MONTH AVERAGE DAILY DAILY AVERAGE DAILY DAILY ! Oct 1,774 13,400 2.8 2,284 29,500 25 J I Nov 1,379 13,400 29 1,897 24,900 27

Dec 1,005 6,240 14 1,316 15,200 21 i Jan 951 7,180 14 1,339 12,800 14 Feb 1,024 12,400 21 1,299 14,200 18 s Mar 1,461 15,100 20 2,035 22,100 15 l I Apr 2,002 14,000 30 2,633 30,200 38 4

May 2,433 12,200 21 2,758 15,100 40 } Jun 4,080 14,700 31 5,314 26,100 68 Jul 2,884 13,000 18 3,412 29,500 37 Aug 532 9,750 2.0 698 11,100 31 f Sep 930 11,900 5.9 1,495 24,100 19 Sources: U.S. Geological Survey (1969) and U.S. Department of the Interior (1966-1977).-

Note: Period of record is from September 1, 1964, through September 30, 1977. Regulated storage of the John Redmond Reservoir. began on September 1, 1964; flow at the Burlington

gauge has been completely regulated by the reservoir since 1963;

          -flow at the gauge near Iola has reflected considerable regula-

. tion since 1963.

                                                                                                      ;

i

WCGE-CR(OLS) TABLE 2.4-4 IN-CHANNEL HYDRAULIC PARAMETERS FOR THE NEOSHO RIVER (1) Near Iola: D.A. - 3.818 sq. mi. Discharge width Average Depth Velocity (cfs)a (feet) (feet) (fps L 050 140 1.6 1.6 0 80 88 .90 1.1 Qa 220 3.2 2.5 (2) Near Parsons: D.A. - 4,905 sq. mi. 0 50 130 2.1 1.5 080 82 1.1 .9 Qa 220 4.0 2.5 (3) Near Chanute: D.A. - 4,195 sq. mi. b 254 3.52 2.87 Qa a 050' &080 are those discharges which are exceeded 50 and 80 percent of the time, respectively. Qa is average discharge. b g50 and 080 information are not available. Source: Kansas Water Resources Board, 1971, Kansas Streamflow characteristics, Part 8, In-channel hydrauli: goemetry of streams in Kansas: Technical Report no. 8. O

9 O O TABLE 2.4-5 sheet 1 of 2 MUNICIPALITIES AND RURAL WATER DISTRICTS IN KANSAS l UTILIZING Ti!E NEOS1tO RIVER DOWNSTREAM OF TiiE SITE I 1976-1977 2000 City or Rural Population Annual Water Population Annual Water Source Water District Served Use (acre-feet) Served Use (acre-feet) of Water Coffey County Le Roy 653 47.6 992 93.1 Neosho River I ! Anderson County

                                                                                                                   *

• City of Iola, Allen Co.

RWD 15 1,205 135.0 Kincaid 350 28.0 *

• kWD 85  :

RWD iS to Allen Co. 240 18.1 240 22.0 City of Iola, Alleen Co. RWD #5 to Coffey Co. 55 6.2 58 7.7 City of Iola, t.llen Co.

                                                                                                                   *

• City.of Iola, Allen Co.

RWD #5 to Franklin Co. 90 10.6 g O Woodson County o RWD #1 360 21.9 462 34.8 Neosho River 3 RWD 81 to Allen Co. 200 15.1 200 18.3 Neosho River

                                                                                                                                                                                           ^t Allen County                                                                                                                                                                      O j t**  '

iluraboldt Iola 2,444 6,968 472.7 1,197.9 2,610 7,500 511.8 1,309.8 Neosho River Neosho River 3 .f Sassett 32 8.0 28 7.0 City of Iola Gas City 522 73.7 580 89.4 City of Iola Lallarpe 621 87.7 670 104 9 City of Iola RWD #1 26 3.7 22 3.2 City of Iola RWD #2 42 7.0 38 6.3 City of Iola i j RWD #3 60 5.3 64 5.7 City of Iola 1 RWD 44 28 5.9 24 5.3 City of Iola l RWD IS 20 8.8 18 80 City of Iola j kWD #6 54 6.9 50 6.4 City of Iola i RWD 47 152 17.8 145 16.9 City of Iola } RWD 48 180 27.7 352 32.4 City of Iola RWD #9 34 4.3 38 4.8 City of liumboldt RWD 810 84 11.7 164 36.2 City of Humboldt i

• Ptesent population and water use greater than year 2000; use present values for delivery.

u d l - - _ _ _ . _ _. _ _ _ _ _ _ _ _ __

I l l I ! TABLE 2.4-5 (continued) sheet 2 or 2 1 1976-1977 2000 i City or Rural Population Annual Water Population Annual Water Source Water District Served Use (acre-feet) Served Use (acre-feet) of Water Neosho County l Chanute 10,400 1,309.1 12,526 2,011.0 Neosho River Erie 1,425 172.0 1,787 469.6 Neosho River St. Paul 713 92.1 921 110.5 Neosho River

BWD 43 107 12.3 115 12.5 City of Erie j RWD #4 340 30.5 3 t2 0 32.5 City of Erie RWD #7 620 67.5 700 76.8 City of Chanute RWD #8 196 26.6 231 108.7 City of St. Paul

! RWD #9 182 26.1 274 43.0 City of Chanute ' 25 City of Chanute RWD #7 to Allen Co. 19 2.0 2.7 5C Chanute to Petrolia 83 18.8 100 22.7 City of Chanute h , (Allen Co.) m 1 , Labette County b1 i N Chetopa 1,663 168.9 1,997 233.3 Neosho River 9 Oswego 2,167 456.2 2,250 437.7 Neosho River p l Parsons 13,344 2,151.4 16,654 2,345.1 Neosho River U2 Standby and ! Imp. Res. l BWD #1 220 11.0 400 20.0 City of Oswego l RWD #2 105 5.2 200 10.7 City of Parsons 4 RWD 44 141 15.4 170 21.5 City of Oswego RUD #7 186 13.I 230 18.4 NeoshJ RWD $4 RWD #8 700 73.7 900 94.7 Labette RWD 42 i

Source

l Flickenger, G., 1979, Associate Engineer, Written communication, Water Resources Board, j Topeka, Kansas (March 9). I i i i O O O

(%%/ ,) b 1 TAB 3 2.4-6 Sheet 1 af 3 NTDDDGEC W IC CHAirACTERISTICS OF BEDROCK WITHIN A 5-MIM RADIUS OF SITE i Approulmate 8 ' Typica1 Typical Rock LMits Physical nickness teater Yield Permeability Yield Well Depth And Age Properties ( qre ) (feet) Charact eri st ics fem /sec) (feet) Alluvium Silt, clay, sand, and gravel in 0- 3C Reall to moderate 50 10- 30 river channels. yields from sand , aquifers in valley bottom Doniphan n inly laminated shales ir.ter- 35+ Wegligible 1.0x10' I'I Shale bedded fine grained medium bedded sandstone. Spring Branch h in-bedded limestone with 8+ hegligible 1.0x10'4(*I (1 Limestone interbedded laminated shale. Stuli Shale E inly laminated shales inter- 50+ Very small yields 2.0x10 *I

                                                                                                                                            <1 bedded fine gralned sandstone                                    from sand lenses
                          & laminated siltstone.                                                                                                                                             m

- .g

                                                                                                                             'I                                                             in Clay Creek          Win- to medium-bedded, fine-                  4.                 Negligible              6.1x10'                  <1                                               M Limestone      grained limestone.
                                                                                                                                                                                            ]t'*
                                                                                                                                                                                                   ;

Jackson Park h inly laminated shale with in- 17- 30 Very small yields 4.4x10 <3 (13 Shale terbedded limestone & sandstone.

• Limestone Thin-bedded, fine-grained lime- 0-9 Very small yields 1.9x10

Member of stone with sand & shale zones. Jackson Park Shale Heumader Thinly laminated shales lime- 19- 34 megligible 3.Dx10~ <3 Shale stone lenses at base. i Plattsmouth Thin- to thick-bedded, fine- 11-13 Small yields 2. 3x 10' (1 10-40 Limestone grained limestones inter-t bedded thinly laminated shale.

      ' Physical properties f rom information presented ir. Section 2.5.

b mange of thickness encountered in Borings 9-1 through B-21. Average permeabilities from pressure tests in Borings B-1 throuG B-21. Typical yield estimated from known well usage in dug arJ drilled wells. j ' Measured frcus pressure tests in borings in cooling lake area.

TAB 12 2.4-6 (continued) Sheet 2 of 3 Approximate ( b) Typical (d) Typical k>ck Unita Physical nickness Water Yield Permeability Yield hell Depth And Age Prognerties (feet) Characteristics ins /sec) ( q1mi) (feet) heebner Shale h inly laminated, fissile, 2.5-4 Negligible 1.0x10 carbonaceous shale, leavenworth m=diume-bedded, fine grained 1.0 toegligible 3.7m10 Limestone timestone. Snyderville Iaminated to thim-bedded shale. 5-14 Megligible 1.1s10 Shale Toronto h in- to thick-bedded, fine- 14-19 *tmall yields 1.2x10~ <2 10-75 Lime stone grained limestones rare shale partings & lenses. Linna med hinly laminated shaler ir.cer- 18 - 30 Possibly small 1.8x10 Lawrence bedded, imminated to thi',r-bedded yields frons sa nds tc ne. sandstone $ O Amazonia nin- to mediume-bedaed, fine- 2-18 Wegligible 1.0x10~ Limestone grained, shaley time stones g interbedded, t hinly i mminated M st.a l e . 70

                                                                                                        -6 Ireland            h inly laminated shales c oss-          40-108        Possibly very small     3.3 min       0.5 Sa nd s t.ine   bedded, laminated to medith-                          yields from sand-                                                (f) bedded, fine grained sand-                            stone layers                                                     v stone.

Senbbins Thinly laminated shales this 14-90 Wegligible 2.6x10 Shale to mediuma %dded, shaley limestone. haskell hin- to thick-beddeds fine- 1-3 hegligible 2.1x10 Lime stone grained limestone. Vinland Thinly laminated to thin-bedded 4-65 Wegligible 3.0m10~ Shale shales interbedded, di scon tinuous, t hin- to medium-bedded, very fine to mediume grained sandstone. Westphalia Thin- to medium-bedded shaley 0-13 Possibly very 4.8x10 Limestone limestone. small yields Tonganoxie Thinly laminated to thin-bedded, 42-142 Small yields 2.8x10~ 3 200-300 Sandstone clayey shales interbedded with cross-bedded, lasinated to mediumn-bedded sandstone and siltstone. O - - O O

    . . . . _ , .            .._.m.... _ . _ _ _ . . . . _ _ . . _ . . . . ~ _ . . . _ . _ .__ _ ._.                                                                . _ _ _ ._                                ..__..-_m.__.._.__._...m..                      _       . . _ _ _ . . _ . _ _ . . . . . . _ . . . _ _ _ . . _ _ _ . _ _ . _ _ _ _ _ . . _ _        _ . _

f r i G 9 9  !

 \

{ Sheet 3 of 3

 !                                                                                                                                                                                                                     TABLE 2.4-6 (continued)

I Approximat.e

                                                                                                                                                                                                                                         '                                                   Typical' '                    Typical f                                                                                                                                                                                                                                                                                 g,                                     tiell Depth Stock Uunits                                                 Physical                                                                                                nickness                       Water Yield   Permeability                        Yield Properties                                                                                                      (feet)                Characteristics     (en/sec)                        (gral                       (feet)                                      !

And Age bleston shale Thinly laminated shale. '-109 begligible 9.2x10~ South Bend Wick- to thin-beddeds fine- 4-6 toegligible 3.8x10~ j Limestone grained limestones sandy i at base. I,

]

l ! 5; l o i o 1 CO l

                                                                                                                                                                                                                                                                                                                                                               '       -l M

D n O M tn v l i i l 4

           - - . - .                              -. -           - _ . - . .-        ~--_                    .- - -. .

WCGS-ER(OLS) , i l l l TABLE 2.4-7 [ PERMEABILITIES CF ROCK UNITS (a,b) a BY DEPTH Permeability (cm/sec) 0 - 20 Feet Greater Than 20 Feet he ig h t ed I*I heightedI 'I Range j Bock Units ICI Average Range Averaqe,, Alluvium 3x10

                                                                                          ~b 2x10 ~b to 4x10~                                 --(d)             ,,(d) 6                                                                                          ,,(d)             ,,(d)

Doniphan 5x10 ,, Shale

                                                                                          -6                                                                               -5        ,,(d)             ,,(d)

Spr ing Branch 4x10 3x10" to 7x10 Limestone

                                                                                                                                                                                         -6                      -6 Stull Shale                        --                                                                          --

2x10 3x10~ to 4x10 Clay Creek -- -- -- -- Limestone

                                                                                                                                                                           -5            -6 Jackson rack                    4x10'                                                 5x10~                         to 5x10          4x10         9x10~    to 1x10~

Shale Heumader 6x10'b 3x10~ to 3x10~ 8x10~ 5x10~ to Bx10" Shale Plattsmouth 2x10

                                                                                          -5                                        4x10 -6 to 2x10 ~4                             2x10
                                                                                                                                                                                         -6 1x10~    to 3x10
                                                                                                                                                                                                                 -5 Limestone
                                                                                          -6                                                                                             -6 Heebner                         4x10                                                                            --

lx10 9 to 2x10~ Shale

                                                                                          -6                                                                               -6 Leavenworth                    lx10                                                                       9 to 4x10                 4x10~        2x10~    to 4x10~

Limestone

                                                                                          -6                                                                               -6 Snyderville                     1x10                                                                       9 to 4x10                 6x10"              7 to 9x10~

Shale

                                                                                                                                                                                         -6                      -6 Toronto                         2x10~                                                                            --

lx10 9 to 5x10 Limestone unnamed Lawrence 2x10 -5 g to 6x10 -5 2x10

                                                                                                                                                                                         -6           g to 2x10 -5 Shale Amazonia                        2x10~                                                                            --

3x10 -6 9 to 3x10" Limestone Ireland --d ,,d 4x10

                                                                                                                                                                                         -6 9 to 2x10
                                                                                                                                                                                                                 -5 Sandstone Robbins                             --d                                                                          ,,d lx10'              7 to 1x'.

Shale 4

• Typical permeabilities for units below the Robbins Shale are presented in Table j 2.4-6.

b riumbers refer to the depths below ground surface for which the indicated per-meability values are valid. Lithologic descriptions are presented in Table 2.4-6. d unit not penetrated at this depth in the test borings.

 '                                            'heighted averages were calculated from water pressure test data by sunning over the thickness of each formation, the product of the permeability, and the thick-ness over which it was applicable. Then the sum was divided by the formation thickness.

9 Represents "no take" during test.

WCGS-ER(OLS)

 ;

TABLE 2.4-8 Page 1 of 42 PIEZOMETER WATER LEVEL READINGS - B BORINGS Water Level Water Level Boring / Piezometer Date Depth Elevation B-1, P-1 8-04-73 8-04-73 11.5 10.1 g ,) 1,008.3 1,009.7 8-11-73 11.2 1,008.7 8-23-73 11.7 1,008.1 Interval: 132-272 8-30-73 11.5 1,008.3 (130-272) 9-06-73 11.3 1,008.5 Tonganoxie 9-13-73 11.4 1,008.4 Sandstone 9-20-73 11.4 1,008.4 9-27-73 10.9 1,008.9 10-18-73 10.9 1,008.9 11-15-73 10.9 1,008.9 12-14-73 5.4 1,014.4 1-14-74 10.8 1,009.0 3-14-74 10.9 1,008.9 4-19-74 11.0 1,008.8 5-16-74 10.9 1,008.9 7-18-74 11.5 1,008.3 ( 8-15-74 9-12-74 11.5 11.2 1,008.3 1,008.6 10-17-74 11.2 1,008.6 11-14-74 11.0 1,008.8 12-19-74 11.0 1,008.8 1-15-75 11.2 1,008.6 3-13-75 11.0 1,008.8

,                                              4-18-75             10.9               1,008.9 i                                               5-22-75             11.1               1,008.7 9-15-75             11.6               1,008.2 12-22-75             11.6               1,008.2 3-25-76             11.6               1,008.2 9-10-76             14.8               1,005.0 12-14-76             14.6               1,005.2 Note:   Effective interval given in parenthesis following slotted interval if intervals differ.               Interval depths reported are to the nearest foot.

a value obtained following falling head permeameter testing.

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 2 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-1, P-1 (cont'd) 4-15-77 11.9 1,007.9 6-03-77 11.6 1,007.1 8-10-77 12.7 1,007.1 11-04-77 11.7 1,008.1 4-21-78 12.5 1,007.3 8-25-78 Lost -- B-1, P-2 8-04-73 12.2 1,007.6 8-04-73 +2.4(a,b) 1,022.2 8-11-73 6.3 1,013.5 8-23-73 9.6 1,010.2 Interval: 118-125 8-30-73 10.3 1,009.5 9-06-73 10.3 1,009.5 Vinland 9-13-73 10.5 1,009.3 Shale 9-20-73 10.6 1,009.2 9-27-73 10.6 1,009.2 10-18-73 10.6 1,009.2 10-15-73 10.6 1,009.2 12-14-73 10.6 1,009.2 1-14-74 10.5 1,009.3 3-14-74 10.6 1,009.2 4-19-74 11.0 1,008.8 5-16-74 11.2 1,008.6 7-18-74 11.8 1,008.0 8-15-74 11.8 1,008.0 9-12-74 12.0 1,007.8 10-17-74 12.1 1,007.7 11-14-74 12.2 1,007.6 12-19-74 12.1 1,007.7 l 1-15-75 12.7 1,007.1 1 3-13-75 12.6 1,007.2 l 4-18-75 12.6 1,007.2 5-22-75 12.7 1,007.1 9-15-75 12.4 1,007.4 12-22-75 12.8 1,007.0 3-25-76 , 12.9 1,006.9 9-10-76 15.3 1,004.3 12-14-76 15.6 1,004.2 b+ indicates value above ground surface. O

WCGS-ER(OLS) p-~ TABLE 2.4-8 (continued) Page 3 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-1, P-2 (cont'd) 4-15-77 13.0 1,006.8 6-03-77 12.8 1,007.0 8-19-77 11.6 1,008.2 11-04-77 13.2 1,006.6 4-21-78 13.2 1,006.6 8-25-78 Lost Lost B-1, P-3 8-04-73 1,007.9 8-04-73 11.9(a) 6.7 1,013.1 8-11-73 6.8 1,013.0 8-23-73 7.0 1,012.8 Interval: 24-84 3-30-73 7.2 1,012.6 9-06-73 7.1 1,012.8 Ireland 9-13-73 7.0 1,012.8 Sandstone 9-20-73 7.1 1,012.8 9-27-73 6.5 1,013.3 10-18-73 6.2 1,013.6 10-15-73 5.9 1,013.9 12-14-73 5.5 1,014.3 r3 I 1-14-74 5.1 1,014.7 ' )

 '/                              3-14-74          4.7        1,015.1 4-19-74          5.0        1,014.8 5-16-74          5.1        1,014.7 7-18-74          6.2        1,013.6 8-15-74          6.6        1,013.2 9-12-74          6.0        1,013.8 10-17-74          6.1        1,013.7 11-14-74          5.4        1,014.4 12-19-74          5.5        1,014.3 1-15-75          5.1        1,014.7 3-13-75          4.3        1,015.5 4-18-75          4.3        1,015.5 5-22-75          4.9        1,014.9 9-15-75          6.7        1,013.1 12-22-75          7.1        1,012.7 3-25-76          7.5        1,012.3 9-10-76        11.4         1,008.4 12-14-76        11.8         1,008.0 4-15-77          9.2        1,010.6 6-03-77          7.6        1,012.2 8-19-77          8.2        1,011.6 1,008.3

./s 3 11-04-77 11.5

  %s

WCGS-ER(OLS) l TABLE 2.4-8 (continued) Page 4 of 42 Water Level Water Level O Boring / Piezometer Date Depth Elevation B-1, P-3 (cont'd) 4-21-78 12.4 1,007.4 8-25-78 Lost Lost B-4, P-1 8-07-73 1,038.3 8-07-73 60.2(a) 10.8 1,087.7 8-23-73 50.0 1,048.5 8-30-73 50.0 1,048.5 Interval: 109-188 9-06-73 50.0 1,048.5 9-13-73 49.9 1,048.6 Ireland 9-20-73 49.9 1,048.6 Sandstone 9-27-73 51.8 1,046.7 10-04-73 49.9 1,048.6 10-18-73 50.0 1,048.5 11-15-73 50.0 1,048.5 12-13-73 49.9 1,048.6 1-14-74 49.8 1,048.7 2-14-74 49.8 1,048.7 3-14-74 49.7 1,048.8 4-19-74 49.7 1,048.8 5-16-74 49.7 1,048.8 6-07-74 49.8 1,048.7 7-18-74 50.1 1,048.4 8-15-74 50.1 1,048.4 9-12-74 49.8 1,048.7 10-17-74 49.8 1,048.7 11-14-74 49.8 1,048.7 12-19-74 49.8 1,048.7 1-15-75 49.9 1,048.6 2-14-75 49.9 1,048.6 3-12-75 49.9 1,048.6 4-18-75 49.9 1,048.6 5-21-75 50.1 1,048.4 6-19-75 50.0 1,048.5 9 .1;-75 50.2 1,048.3 12 22-75 50.4 1,048.1 3-25-76 50.4 1,048.1 9-10-76 52.9 1,045.6 12-14-76 52.8 1,045.7 B-4, P-2 8-07-73 57.8 1,040.7 l 8-07-73 18.0 a) 1,080.5 l 8-23-73 48.6 1,049.9 l 8-30-73 48.3 1,050.2 0

r I WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 5 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-4, P-2 (cont'd) 9-06-73 48.4 1,050.1 , 9-13-73 48.1 1,050.4 Interval: 60-86 9-20-73 48.1 1,050.4 9-27-73 48.2 1,050.3 Snyderville Shale to 10-04-73 47.6 1,050.9 Unnamed 10-18-73 47.8 1,050.7 Lawrence 11-15-73 46.1 1,052.4 12-13-73 45.7 1,052.8 1-14-74 45.2 1,053.3 2-14-74 46.1 1,052.4 3-14-74 46.0 1,052.5 4-19-74 46.4 1,052.1 5-16-74 46.3 1,052.2 6-07-74 46.2 1,052.3 7-18-74 46.9 1,051.6 8-15-74 46.8 1,051.7' 9-12-74 46.6 1,051.9 10-17-74 46.5 1,052.0 46.5 1,052.0 O 11-14-74 12-19-74 1-15-75 46.2 46.3 1,052.3 1,052.2 2-14-75 46.2 1,052.3 3-12-75 46.1 1,052.4 4-18-75 45.7 1,052.8 5-21-75 46.1 1,052.4 6-19-75 45.9 1,052.6 9-15-75 46.6 1,051.9 12-22-75 47.2 1,051.3 3-25-76 47.0 1,052.5 9-10-76 49.8 1,049.7 12-14-76 49.7 1,049.8 B-4, P-3 8-07-73 42.6 1,055.9 8-07-73 +1.0(a,b) 1,099.5 Interval: 35-48 8-23-73 12.5 1,086.0 8-30-73 13.6 1,084.9 9-06-73 14.2 1,084.3 9-13-73 14.3 1,084.2  ; Heumader Shale to 9-20-73 14.3 1,084.2 l Pla t tstr.ou th 9-27-73 37.9 I) 1,060.6 I Limestone 10-04-73 35.4 IC) 1,063.1 c Low value resulting from slow recovery following purging of piezometers. 1

                                                            ,-, .   .   ._. - . . - - . . _ - _ . , ~ . . - , - ~ - - - , _ - -

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 6 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-4, P-3 (cont'd) 10-18-73 30.7fc 1,067.8 11-15-73 18.5 1,080.0 12-13-73 14.3 1,084.2 1-14-74 12.2 1,086.3 2-14-74 10.9 1,087.6 3-14-74 16.0 1,082.5 4-19-74 10.9 1,087.6 5-16-74 9.5 1,089.0 6-07-74 9.0 1,089.5 7-18-74 9.3 1,089.2 8-15-74 9.5 1,089.0 9-12-74 9.4 1,089.1 10-17-74 9.5 1,089.0 11-14-74 9.3 1,089.2 12-19-74 8.9 1,089.6 1-15-75 8.3 1,090.2 2-14-75 7.7 1,090.8 3-12-75 7.3 1,091.2 4-18-75 6.8 1,091.7 5-21-75 6.8 1,091.7 6-19-75 7.0 1,091.5 9-15-75 8.6 1,089.9 12-22-75 8.9 1,089.6 3-25-76 7.4 1,091.1 9-10-76 10.8 1,087.7 12-14-76 10.9 1,087.6 B-4, P-4 8-07-73 20.3 1,078.2 8-07-73 +1.0(a,b) 1,099.5 8-23-73 6.5 1,092.0 8-30-73 6.5 1,092.0 Interval: 5-26 9-06-73 6.5 1,092.0 9-13-73 6.4 1,092.1 Heumader 9-20-73 6.3 1,092.2 Shale 9-27-73 10.0 5I 1,087.7 10-14-73 1,090.5 11-18 ,3 8 8.4. 0C)(# ) 1,090.1 11-15-73 6.3 1,092.2 12-13-73 5.2 1,093.3 1-14-74 3.4 1,095.1 2-14-74 3.8 1,094.7 3-14-74 7.6 1,090.9 4-19-74 5.7 1,092.8

WCGS-ER(OLS) f TABLE 2.4-8 (continued) Page 7 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-4, P-4 (cont'd) 5-16-74 4.9 1,093.6 6-07-74 4.5 1,094.0 7-18-74 4.6 1,093.9 8-15-74 4.7 1,093.8 9-12-74 4.2 1,094.3 10-17-74 3.7 1,094.8 11-14-74 3.1 1,095.4 12-19-74 2.8 1,095.7 1-15-75 2.6 1,095.9 2-14-75 2.6 1,095.9 3-12-75 2.8 1,095.7 4-18-75 3.0 1,095.5 5-21-75 3.8 1,094.7 6-19-75 3.9 1,094.6 9-15-75 4.4 1,094.1 12-22-75 6.8 1,091.7 3-25-76 8.1 1,090.4 9-10-76 8.8 1,089.7 O 12-14-76 9.1 1,089.4 1,034.4 B-5, P-1 8-09-73 8-09-73 59.5 4.1 g ,) 1,089.8 8-23-73 73.7 1,020.2 l 8-30-73 74.8 1,019.1 Interval: 288-348 9-06-73 75.4 1,018.5 9-13-73 75.9 1,018'.0 Tonganoxie 9-20-73 1,018.0 Sandstone 9-27-73 75.9(c) 78.1 1,015.8 10-04-73 77.5 1,016.5

.                                          10-18-73         77.5           1,016.4 l                                          11-15-73         77.6           1,016.3 12-13-73         77.3           1,016.6 1-14-74         77.6           1,016.3 2-14-74         77.8           1,016.1 3-14-74         77.6           1,016.3 4-19-74         77.7           1,016.2 5-16-74         77.7           1,016.2 6-07-74         77.7           1,016.2    ,

7-18-74 78.1 1,015.8 8-15-74 78.0 1,015.9 9-12-74 77.9 1,016.0 10-17-74 77.8 1,016.1

  /                                        11-14-74         77.6           1,016.3
  \ -

12-19-74 77.8 1,016.1

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 8 of 42 Water Level Water Level Borirl/ Piezometer Date Depth Elevation B-5, P-1 (cont'd) 1-15-75 77.7 1,016.2 2-14-75 77.8 1,016.1 3-12-75 77.6 1,016.3 4-18-75 77.5 1,016.4 5-21-75 77.4 1,016.5 6-19-75 77.6 1,016.3 9-15-75 77.8 1,016.1 12-22-75 77.8 1,016.1 3-25-76 77.8 1,016.1 9-10-76 79.0 1,014.9 12-14-76 78.6 1,015.3 B-5, P-2 8-09-73 59.0 1,034.9 8-09-73 11.4 a) 1,082.5 8-23-73 53.6 1,040.3 8-30-73 53.5 1,040.4 Interval: 86-98 9-06-73 53.4 1,040.5 9-13-73 53.1 1,040.8 Unnamed 9-20-73 52.9 1,041.0 Lawrence 9-27-73 52.7 1,041.2 1 10-04-73 52.1 1,041.8 10-18-73 52.1 1,041.8 11-15-73 51.1 1,042.8 12-13-73 49.4 1,044.5 1 1-14-74 47.8 1,046.1 l 2-14-74 46.5 1,047.4 3-14-74 46.0 1,047.9 4-19-74 45.9 1,048.0 5-16-74 45.8 1,048.1 6-07-74 45.4 1,048.5 7-18-74 45.7 1,048.2 8-15-74 45.7 1,048.2 9-12-74 45.6 1,048.3 10-17-74 45.5 1,048.4 11-14-74 45.4 1,048.5 12-19-74 45.6 1,048.3 1-15-75 45.5 1,048.4 2-14-75 45.5 1,048.4 3-12-75 45.4 1,048.5 4-18-75 45.4 1,048.5 5-21-75 45.5 1,048.4 6-19-75 45.5 1,048.4 9-15-75 45.9 1,048.0 12-22-75 46.0 1,047.9

WCGS-ER(OLS) h TABLE 2.4-8 (continued) U[ Page 9 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-5, P-2 (cont'd) 3-25-76 45.9 1,048.0 9-10-76 48.0 1,045.9 12-14-76 49.0 1,044.9 B-5, P-3 8-09-73 30.9 1,063.0 8-09-73 17.3g ,) 1,076.6 8-23-73 9.6 1,084.3 8-30-73 10.5 1,083.5 Interval: 5-72 9-06-73 12.7 1,081.2 9-13-73 9.3 1,084.6 Overburden to 9-20-73 8.7 1,085.2 Toronto 9-27-73 -0.2 1,093.7 Limestone 10-04-73 0.4 1,093.5 10-18-73 6.3 1,087.6 11-15-73 1.5 1,092.4 12-13-73 0.8 1,093.1 2-14-74 0.7 1,093.2 3-14-74 0.4 1,093.5 4-19-74 1.7 1,092.2 T 5-16-74 1.4 1,092.5 6-07-74 1.4 1,092.5 7-18-74 7.2 1,086.7 8-15-74 9.9 1,084.0 9-12-74 5.9 1,088.0 10-17-74 6.7 1,087.2 11-14-74 1.8 1,092.1 12-19-74 1.4 1,092.5 1-15-75 5.9 1,088.0 2-14-75 2.7 1,091.2 3-12-75 0.7 1,093.2 4-18-75 1.4 1,092.5 5-21-75 5.3 1,088.6 6-19-75 1.4 1,092.5 9-15-75 25.5 1,068.4 12-22-75 25.6 1,068.3 3-25-76 23.6 1,070.3 9-10-76 31.9 1,062.0 12-14-76 34.3 1,059.6 B-6, P-1 7-06-73 102.4 1,026.0 7-28-73 91.5 1,036.9 7-28-73 92.9 I *I' 1,035.5 O

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 10 of 42 Water Level Water Level 3oring/ Piezometer Date Depth Elevation B-6, P-1 (cont'd) 8-09-73 100.7 1,027.7 8-23-73 93.2 1,035.2 Interval: 263-333 8-30-73 93.4 1,035.0 (262-333) 9-06-73 93.5 1,034.9 9-13-73 93.2 1,035.2 Tonganoxie 9-20-73 93.4 c 1,035.0 Sandstone 9-27-73 179.1(c) 949.3 10-04-73 125.5(I")) 1,002.9 10-18-73 114.4 1,014.0 11-15-73 97.7 1,030.7 12-13-73 94.0 1,034.4 10-17-74 93.3 1,035.1 11-14-74 93.3 1,035.1 12-19-74 93.5 1,034.9 1-15-75 93.3 1,035.1 2-14-75 93.4 1,035.0 3-12-75 93.4 1,035.0 4-18-75 93.5 1,034.9 5-21-75 93.4 1,035.0  ; 6-19-75 93.6 1,034.8 i 9-15-75 93.6 1,034.8 l 12-22-75 93.9 1,034.5 i l 3-25-76 93.8 1,034.6 9-10-76 96.6 1,031.8 12-14-76 96.2 1,032.2 4-15-77 94.4 1,034.0 6-03-77 94.0 1,034.4 8-19-77 93.4 1,035.0 11-02-77 93.3 1,035.1 4-21-78 93.4 1,035.0 8-25-78 94.5 1,033.9 4-03-79 93.8 1,034.6 7-25-79 93.6 1,034.8 B-6, P-2 7-06-73 24.1 1,104.3 7-29-73 23.2 1,105.2 7-29-73 17.7(a) 1,110.7 Interval: 83-99 8-09-73 30.1 1,098.3 8-23-73 22.9 1,105.5 Snyderville Shale to 8-30-73 23.2 1,105.2 Toronto 9-06-73 23.2 1,105.2 Limestone 9-13-73 23.0 1,105.4

WCGS-ER(OLS) [

 \m ,/
      }                       TABLE 2.4-8 (continued)          Page 11 of 42 Water Level     Water Level         l Boring /Piezameter           Date           Depth         Elevation B-6, P-2 (cont'd)           9-20-73          23.1          1,105.3 10-04-73          22.3          1,106.1 10-18-73          23.0          1,105.4           ;

11-15-73 22.8 1,105.6 12-13-73 49.8 1,078.6 1-14-74 60.7 1,067.7 2-14-74 61.6 1,066.8 3-14-74 62.4 1,066.0 4-19-74 63.5 1,064.9 5-16-74 64.2 1,064.2 6-07-74 63.5 1,064.9 7-18-74 65.4 1,063.0 8-15-74 66.0 1,062.4 9-10-74 66.2 1,062.2 10-17-74 66.3 1,062.1 11-14-74 66.2 1,062.2 12-19-74 66.3 1,062.1 1-15-75 66.4 1,062.0 , 2-14-75 66.3 1,062.1 3-12-75 66.4 1,062.0 4-18-75 66.5 1,061.9 5-21-75 66.8 1,061.6 6-19-75 66.8 1,061.6 9-15-75 67.6 1,060.8 12-22-75 67.4 1,061.0 3-25-76 67.2 1,061.2 9-10-76 70.1 1,058.3 12-14-76 69.8 1,058.6 4-15-77 67.8 1,060.6 6 s3-77 67.4 3,061.0 8-19-77 67.3 1,061.1 11-02-77 67.3 1,061.1 4-21-78 67.1 1,061.3 l 8-25-78 67.9 1,060.5 1 4-03-79 67.1 1,061.3 7-25-79 67.6 1,060.8 L B-6, P-3 7-06-73 23.4 1,105.0 7-29-73 1,105.7 N 7-29-73 22.7(a) 6.2 1,124.2 Os Interval: 5-26 8-09-73 8-23-73 22.4 22.7 1,106.0 1,105.7

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 12 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-6, P-3 (cont'd) 8-30-73 22.9 1,105.5 9-06-73 23.1 1,103.3 Jackson Park 9-13-73 22.8 1,105.6 Shale 9-20-73 23.0 1,105.4 9-27-73 23.1 1,105.3 10-04-73 22.3 1,106.1 10-18-73 22.8 1,105.6 11-15-73 22.5 1,105.9 12-13-73 21.4 1,107.0 1-14-74 21.5 1,106.9 2-14-74 20.8 1,107.6 3-14-74 18.7 1,109.7 4-19-74 18.8 1,109.6 5-16-74 17.9 1,110.5 6-07-74 18.8 1,109.6 7-18-74 21.1 1,107.3 8-15-74 21.7 1,106.7 9-10-74 21.1 1,107.3 10-17-74 21.7 1,106.7 11-14-74 15.8 1,112.6 12-19-74 16.2 1,113.2 1-15-75 13.7 1,114.7 2-14-75 12.1 1,116.3 3-12-75 10.9 1,117.5 4-18-75 8.7 1,119.7 5-22-75 9.9 1,118.5 6-19-75 8.6 1,119.8 9-15-75 12.9 1,115.5 12-22-75 15.9 1,112.5 3-25-76 11,5 1,116.3 9-10-76 16.0 1,112.4 12-14-76 19.9 1,114.0 4-15-77 14.4 1,114.0 6-03-77 9.5 1,118.9 8-19-77 11.9 1,116.5 11-02-77 10.3 1,118.1 4-21-78 6.7 1,121.6 8-25-78 9.9 1,118.4 4-03-79 10.1 1,118.3 7-25-79 9.5 1,118.9 1 1

;

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 13 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation i B-7, P-1 8-09-73 37.7(a) 1,060.8 8-23-73 53.9 1,044.6 Interval: 145-195 8-30-73 52.0 1,046.5 9-06-73 55.0 1,043.5 9-13-73 53.4 1,045.1 9-20-73 54.7 1,043.8 Ireland 9-27-73 54.5 1,044,0 Sandstone 10-18-73 54.7 1,043.8 B-7, P-2 8-09-73 51.8 1,046.7 8-09-73 +0.9 (a ,b) 1,099.4 Interval: 79-99 8-23-73 52.3 1,046.2 8-30-73 52.3 1,046.2 9-06-73 52.3 1,046.2 9-13-73 52.3 1,046.2 Snyderville Shale to 9-20-73 52.5 1,046.0 Toronto 9-27-73 52.4 1,046.1 Limestone 10-18-73 52.4 1,046.1

  /N     B-7, P-3                     8-09-73                                         48.3                  1,050.2

( ) Interval: 40-50 8-09-73 8-23-73

                                                                                       +1. 8 (a , b) 3.2 1,100.3 1,095.3 8-30-73                                               4.6             1,093.9 9-06-73                                               5.8             1,092.7 9-13-73                                               4.2             1,094.3 Kereford Limestone to        9-20-73                                               8.2             1,090.3 Heumader Shale               9-27-73                                        10.2                   1,088.3 10-18-73                                         11.7                   1,086.8 B-8, P-1                     8-09-73                                        20.2                   1,047.4 8-09-73                                               6.0 9)          1,061.6 Interval:   44-64            8-23-73                                        20.4                   1,047.2 8-30-73                                        20.4                   1,047.2 9-06-73                                        20.6                   1,047.0 9-13-73                                        20.5                   1,047.1 Snyderville Shale to         9-20-73                                        20.5                   1,047.1 Toronto Limettone            9-20-73                                        20.5                   1,047.1 9-27-73                                       20.4                    1,047.2 10-04-73                                        20.2                    1,047.4 10-18-73                                         20.3                    1,047.3

! 11-15-73 20.0 1,047.6 12-14-73 19.5 1,048.1 1-14-74 18.6 1,049.0 2-14-74 18.0 1,049.6 ['h 14-74 17.7 1,049.9 ! x_,/ 4-19-74 17.6 1,050.0

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 14 of 42 Water Level Water Level Boring / Piezometer Date Depth' Elevation B-8, P-1 (cont'd) 5-16-74 17.7 1,049.9 6-07-74 17.9 1,049.7 7-18-74 19.3 1,048.3 8-15-74 19.7 1,047.9 9-10-74 19.8 1,047.8 10-17-74 19.6 1,048.0 11-14-74 19.1 1,048.5 12-19-74 19.4 1,048.2 1-15-75 17.8 1,049.8 2-14-75 17.2 1,050.4 3-12-75 16.9 1,050.7 4-18-75 16.5 1,051.1 5-22-75 17.3 1,050.3 6-19-75 12.8 1,054.8 9-15-75 19.9 1,047.7 12-22-75 18.9 1,048.7 3-25-76 17.1 1,050.5 9-10-76 21.4 1,046.2 12-14-76 20.4 1,047.2 4-15-77 17.0 1,050.6 8-19-77 18.6 1,049.0 11-03-77 19.1 1,048.5 B-8, P-2 8-09-73 Dry Dry (a) 8-09-73 0.9 1,066.7 8-23-73 13.4 1,054.2 8-30-73 14.0 1,053.6 Interval: 22-34 9-06-73 14.4 1,053.2 9-13-73 14.5 1,053.1 Plattsmouth 9-20-73 14.6 1,053.0 Limestone 9-27-73 23.1 I) 1,044.5 10-04-73 12.4 1,055.2 10-18-73 12.2 1,055.4 11-15-73 12.8 1,054.8 12-14-73 11.5 1,056.1 1-14-74 11.5 1,056.1 2-14-74 10.7 1,056.9 3-14-74 9.7 1,057.9 4-19-74 10.0 1,057.6 5-16-74 10.2 1,057.4 6-07-74 10.8 1,056.8 7-18-74 12.9 1,054.7 8-15-74 14.2 1,053.4

i WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 15 of.42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-8, P-2 (cont'd) 9-10-74 10.7 1,056.9 10-17-74 13.2 1,054.4 11-14-74 10.3 1,057.3 12-19-74 11.3 1,056.3 1-15-75 8.3 1,059.3 2-14-75 10.9 1,056.7 3-12-75 7.5 1,060.1 4-18-75 9.3 1,058.3 5-22-75 9.7 1,057.9 6-19-75 9.9 1,057.7 9-15-75 13.3 1,054.3 12-22-75 14.8 1,052.8 3-25-76 14.8 1,052.8 9-10-76 15.7 1,051.9 12-14-76 15.8 1,051.8 1,064.5 O 4-15-77 6-03-77 8-19-77 11-03-77 3.1 4.8 10.1 4.9 1,062.8 1,057.5 1,062.7 , B-8, P-3 8-09-73' Dry (3) Dry 1 8-09-73 5.9 1,061.7 Interval: 5-17 8-23-73 9.4 1,058.2 8-30-73 9.7 1,057.9 9-06-73 9.9 1,057.7 9-13-73 10.0 1,057.6 Overburden to 9-20-73 10.1 1,057.5 Heumader Shale 9-27-73 10.3 1,057.3 10-04-73 7.8 1,059.6 2 10-18-73 7.8 1,059.8 11-15-73 8.3 1,059.3 12-14-73 7.3 1,060.3 l l 1-14-74 7.3 1,060.3 2-14-74 6.6 1,061.0 3-14-74 5.8 1,061.8 4-19-74 6.2 1,061.4 l' 5-16-74 6.4 1,061.2 j 6-07-74 7.0 1,060.6 7-18-74 9.0 1,058.6 1 8-15-74 10.2 1,057.4 l , /N (,) 9-10-74 10-17-74 7.3 8.8 1,060.3 1,058.8 l j 11-14-74 7.2 1,060.4  : l 12-19-74 7.8 1,059.8

       - - .     . .-- _ . . _ - ~ ..

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 16 of 42', Water Level Water Level Boring / Piezometer Date Depth Elevation B-8, P-3 (cont'd) 1-15-75 8.3 1,059.3 2-14-75 6.9 1,060.7 3-12-75 4.7 1,062.9 4-18-75 5.2 1,062.4 5-22-75 6.0 1,061.6 6-19-75 5.4 1,062.2 9-15-75 10.4 1,057.2 12-22-75 11.6 1,056.0 3-25-76 11.8 1,055.8 9-10-76 14.7 1,052.9 12-14-76 15.3 1,052.3 4-15-77 2.4 1,065.2 6-03-77 5.8 1,061.8 8-19-77 10.9 1,056.7 11-03-77 1.9 1,065.7 B-9, P-1 7-06-73 31.9 1,046.1 7-29-73 1,046.5 7-29-73 31.5(a) 1.9 1,076.1 Interval: 56-75 8-09-73 31.8 1,046.2 8-23-73 31.9 1,046.1 8-30-73 31.9 1,046.0 Toronto 9-06-73 32.1 1,045.9 Limestone 9-13-73 31.9 1,046.1 9-20-73 31.9 1,046.1 9-27-73 32.1 1,045.9 10-04-73 51.8 II 1,026.2 10-18-73 32.1 1,045.9 11-15-73 32.2 1,045.8 12-13-73 32.0 1,046.0 1-14-74 32.3 1,045.7 2-14-74 32.1 1,045.9 3-14-74 31.8 1,046.2 4-19-74 31.6 1,046.4 5-16-74 31.3 1,046.7 6-07-74 31.1 1,046.9 7-18-74 31.4 1,046.6 8-15-74 31.6 1,046.4 9-12-74 31.3 1,046.7 10-17-74 31.6 1,046.4 11-14-74 31.8 1,046.2 12-19-74 31.7 1,046.3 O

                                         - WCGS-ER(OLS) 1 TABLE 2.4-8 (continued)                              Page 17 of 42 I

Water Level Water Level' Boring / Piezometer Date Depth Elevation

B-9, P-1 (cont'd) 1-15-75 31.8 1,046.2 2-14-75 31.4 1,046.6 3-12-75. '31 1,046.9 4-18-75 30.6 1,047.4 5-21-75 30.7 1,047.3 6-19 30.6 1,047.4 9-15-75 30.9 1,047.1 12-22-75 31.6 1,046.4 4 3-25-76 31.2 1,046.8 9-10-76 34.4 1,049.6 12-14-76 34.4 1,049.6 B-9, P-2 7-06-73 28.3 1,049.7 7-29-73 16.8(a) 1,061.2 7-29-73 8.4 1,069.6 Interval: 28-40 8-09-73 14.1 1,063.9 8-23-73 13.8 1,064.2 i 8-30-73 13.8 1,064.2 Plattsmouth 9-06-73 13.7 1,064.3 1

[)T g- Limestone 9-13-73 9-20-73 13.4 13.4 1,064.6 1,064.6 9-27-73 20.0 II 1,058.0 10-04-73 14.7 1,063.3 10-18-73 14.6 1,063.4 11-15-73 13.4 1,064.6 12-14-73 12.6 1,065.4 1-14-74 12.7 1,065.3 2-14-74 12.0 1,066.0 3-14-74 11.9 1,066.1 4-19-74 11.8 1,066.2 5-16-74 11.5 1,066.5 6-07-74 11.8 1,066.2 7-18-74 12.2 1,065.8 8-15-74 12.2 1,065.8 9-12-74 11.9 1,066.1 10-17-74 12.0 1,066.0 , 11-14-74 11.9 1,066.1 12-19-74 11.6 1,066.4 i 1-15-75 11.8 1,066.2 2-14-75 11.4 1,066.6 3-12-75 11.2 1,066.8 4-18-75 10.7 1,067.3 4 5-21-75 11.2 1,066.8 4 _ , _ _ -r-, . _ , _ , - -.,--,. w-.. , - ,.,3 -e, , w._,,

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 18 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-9, P-2 (cont'd) 6-19-75 11.5 1,066.5 9-15-75 12.1 1,065.9 12-22-75 11.9 1,066.1 3-25-76 11.5 1,066.5 9-10-76 14.8 1,063.2 12-14-76 14.2 1,063.8 B-9, P-3 7-06-73 17.8 1,060.2 7-29-73 3.1 1,074.9 7-29-73 2.4 II 1,075.6 Interval: 6-21 8-09-73 3.5 1,074.5 8-23-73 3.7 1,074.3 8-30-73 3.8 1,074.2 Overburden to 9-06-73 3.9 1,0!4.1 Heumader Shale 9-13-73 3.6 1,074.4 9-20-73 3.5 1,074.5 9-27-73 1.9 1,076.1 10-04-73 0.8 1,077.2 10-18-73 1.0 1,077.0 11-15-73 1.1 1,076.9 12-13-73 1.8 1,076.2 2-14-74 0.8 1,077.2 3-14-74 0.6 1,077.4 4-19-74 1.2 1,076.8 5-16-74 1.4 1,076.6 6-07-74 1.2 1,076.8 7-18-74 3.7 1,074.3 8-15-74 4.2 1,073.8 9-12-74 2.5 1,075.5 10-17-74 3.5 1,074.5 11-14-74 1.7 1,076.3 12-19-74 1.0 1,077.0 1-15-75 1.3 1,076.7 2-14-75 0.8 1,077.2 3-12-75 0.6 1,077.4 4-18-75 0.3 1,077.7 5-21-75 2.0 1,076.0 6-19-75 0.6 1,077.4 9-15-75 4.0 1,074.0 12-22-75 5.4 1,072.6 3-25-76 5.0 1,073.0 9-10-76 8.3 1,069.7 12-14-76 9.7 1,068.3

i

t WCGS-ER(OLS)

                                   . TABLE 2.4-8 (continued)                               Page 19 of 42 (Oj Water Level        Water Level-Boring / Piezometer                     Date                  Depth            Elevation B-10, P-1                             8-07-73                                    1,057.5 8-07-73 29.3(a) 1.3            1,085.5

' 8-23-73 22.2 1,064.4 8-30-73 19.0 1,067.8 Interval: 40-57 9-06-73 22.1 1,064.7 (38-57) 9-13-73 22.1 1,064.7 Snyderville Shale to '9-20-73 22.1 -1,064.7 Toronto 9-27-73 21.8 1,065.0

              -Limestone                            10-04-73                  24.3              1,062.5 10-18-73                  21.5              1,065.3 11-15-73                  20.8              1,066.0 12-13-73                  13 .7             1,067.1

1-14-74 18.7 1,068.1 2-14-74 17.7 1,069.1 3-14-74 17.0 1,069.8 ' 4-19-74 17.4 1,069.4 5-16-74 17.6 1,069.2 7-18-74 20.1 1,066.7

;                                                     8-15-74                 20.9              1,065.9
   -                                                  9-12-74                 19.4              1,067.4-10-17-74                  20.1              1,066.7                                                   .

11-14-74 19.7 1,067.1 ] 12-19-74 19.8 1,067.0 1-15-75 17.5 1,069.3 3-13-75 15.7 1,071.1 4-1F.-75 15.7 1,071.1 1 5-22-75 16.9 1,069.9 6-19-75 17.8 1,069.0 9-15-75 21.0 1,065.8 i 12-22-75 18.9 1,067.9 3-25-76 16.5 1,070.3 9-10-76 22.2 1,064.6 12-14-76 20.2 1,066.6 4-15-77 16.4 1,070.4 6-03-77 17.1 1,069.7 8-19-77 22.8 1,064.0 11-04-77 19.4 1,067.4 4-21-78 15.3 1,071.5 8-25-78 20.6 1,066.2 O x_/ 4-03-79 7-26-79 16.1 19.0 1,070.7 1,067.8 i

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 20 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-10, P-2 8-07-73 1,063.2 8-07-73 23.6(a) 3.7 1,083.1 8-23-73 15.3 1,071.5 8-30-73 15.7 1,071.1 Interval: 5-28 9-06-73 16.0 1,070.8 9-13-73 15.7 1,071.1 Heumader Shale to 9-20-73 15.4 1,071.4 Snyderville Shale 9-27-73 14.5 1,072.3 10-04-73 13.9 1,072.9 10-18-73 14.9 1,071.9 11-15-73 14.1 1,072.7 12-13-73 14.5 1,072.3 1-14-74 15.1 1,071.7 2-14-74 13.9 1,072.9 3-14-74 14.3 1,072.5 4-19-74 15.0 1,071.8 5-16-74 14.6 1,072.2 7-18-74 16.4 1,070.4 8-15-74 15.7 1,071.1 9-12-74 14.3 1,072.5 10-17-74 15.1 1,071.7 11-14-74 14.2 1,072.6 12-19-74 19.8 1,067.0 1-15-75 14.3 1,072.5 3-13-75 12.8 1,074.0 4-18-75 13e9 1,073.8 5-22-75 13.7 1,073.1 6-19-75 13.9 1,072.9 9 5-75 15.0 1,071.8 12-22-75 16.0 1,070.8 3-25-76 15.3 1,071.5 9-10-76 18.0 1,068.8 12-14-76 17.9 1,068.9 4-15-77 16.8 1,070.0 6-03-77 19.0 1,067.8 8-19-77 18.4 1,068.4 11-04-77 14.7 1,072.1 4-21-78 13.2 1,073.6 8-25-78 1E.8 1,070.0 4-03-79 15.0 1,071.8 7-26-79 19.2 1,067.6 .

l WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 21 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-11, P-1 8-06-73 Piezometer is inoperative 8-23-73 5.6 1,084.4 8-30 Blocked 9-06-73 Blocked Inte. val: 178-240 9-13-73 Blocked (175-240) 9-20-73 Blocked 9-27-73 Blocked Robbins Shale to 10-04-73 5.6 1,084.4 Vinland Shale 10-18-73 3.6 1,086.4 11-15-73 3.6 1,086.4 12-13-73 2.7 1,087.3 1-14-74 3.0 1,087.0 2-14 '< 4 2.9 1,087.1 3-14-74 2.5 1,087.5 4-19-74 3.6 1,086.4 5-16-74 3.7 1,086.3 6-07-74 4.1 1,085.9 7-18-74 Piezometer damaged B-11, P-2 6-26-73 24.0 1,066.0 8-06-73 5.3 1,084.7

8-06-73 +1.4I "' I 1,091.4 Interval

18-35 8-09-73 5.3 1,084.7 (16-35) 8-23-73 5.6 1,084.4 8-30-73 5.7 1,084.3 Toronto 9-06-73 5.7 1,084.3 Limestone 9-13-73 5.3 1,084.7 9-20-73 5.3 1,084.7 27-73 4.4 1,085.6 10-04-73 3.4 1,086.6 10-18-73 3.6 1,086.4 11-15-73 3.6 1,086.4

;                                                 12-13-73          2.7          1,087.3 1-14-74         3.0          1,087.0

2-14-74 3.0 1,087.0 3-14-74 2.5 1,087.5 4-19-74 3.5 1,086.5 5-16-74 3.7 1,086.3 6-07-74 4.1 1,085.9 7-18-74 Piezometer damaged B-11, P-3 7-26-73 7.5 1,082.5 8-06-73 1,086.5 <

  /"'                                              8-06-73          3.5(a) 2.4          1,087.6 N_/

1

             .y ,     e-*-       -y, y - - - -,w

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 22 of 42 Water Level hater Level Boring / Piezometer Date Depth Elevation B-ll, P-3 (cont'd) 8-09-73 2.8 1,087.2 8-23-73 3.1 1,086.9 Interval: 5-13 8-30-73 3.5 1,086.5 9-06-73 3.8 1,086.2 Overburden to 9-13-73 1.9 1,088.1 Snyderville Shale 9-20-73 2.1 1,087.9 9-27-73 6.l II 1,083.9 10-04-73 0.6 1,089.4 10-18-73 1.4 1,088.6 11-15-73 2.2 1,087.8 12-13-73 1.5 1,088.5 1-14-74 2.2 1,087.8 2-14-74 2.2 1,087.8 3-14-74 1.2 1,088.8 4-19-74 1.8 1,088.2 5-16-74 2.3 1,087.7 6-07-74 2.2 1,087.8 7-18-74 Piezometer damaged B-12, P-1 8-08-73 58.2 1,030.3 8-08-73 51.9 a) 1,036.6 8-23-73 58.7 1,029.8 8-30-73 58.8 1,029.7 Interval: 90-192 9-06-73 58.9 1,029.6 9-13-73 58.7 1,029.8 Ireland 9-20-73 58.8 1,029.7 rAstone 9-27-73 58.5 1,030.0 10-04-73 58.4 1,030.1 10-18-73 58.6 1,029.9 11-15-73 58.5 1,030.0 12-13-73 58.4 1,030.1 1-14-74 58.5 1,030.0 2-14-74 58.6 1,029.9 3-14-74 58.4 1,030.1 4-19-74 58.4 1,030.1 5-16-74 58.5 1,030.0 7-18-74 59.0 1,029.5 8-15-74 59.1 1,029.4 9-12-74 58.8 1,029.7 10-17-74 58.9 1,029.6 11-14-74 58.9 1,029.6  ; 12-19-74 58.8 1,029.7 O 1

                                             =.                   -            ..

WCGS-ER(OLS)

  /&

TABLE 2.4-8'(continued) Page 23 of 42  ! i Water Level Water Level Boring / Piezometer Date Depth Elevation B-12, P-1 (cont'd) 1-15-75 58.9 1,029.6 3-12-75 58.7 1,029.8 4-18-75_ 58.7 1,029.8 5-21-75 58.9 1,029.6 6-19-75 58.8 1,029.7 9-15-75 59.2 1,029.3 12-22-75 59.3 1,029.2 3-25-76 59.2 1,029.3 9-10-76 62.5 1,026.0 12-14-76 Blocked -- B-12, e-2 8-08-73 1,049.9 8-08-73 38.61.1 I ") 1,087.4 8-23-73 39.2 1,049.3 8-30-73 39.4 1,049.1

<    Interval:    41-61            9-06-73          39.5              1,049.0 9-13-73          39.4              1,049.1 Toronto                       9-20-73          39.4'             1,049.1 Limestone                     9-27-73          39.2              1,049.3 O-                              10-18-73 11-15-73 39.4 39.3 1,049.1 1,049.2 12-13-73          38.9              1,049.6 1-14-74          39.0              1,049.5 2-14-74          38.8              1,049.7 3-14-74          38.4              1,050.1 4-19-74          38.3              1,050.2 5-16-74          38.2              1,050.3 7-18-74          38.7              1,049.8 8-15-74          38.9              1,049.6 9-12-74          38.7              1,049.8

, 10-17-74 38.8 1,049.7 11-14-74 38.8 1,049.7 i 12-19-74 38.8 1,049.7 1-15-75 38.7 1,049.8 3-12-75 38.1 1,050.4 4-18-75 37.7 1,050.8 5-21-75 37.9 1,050.6 6-19-75 37.9 1,050.6 9-15-75 38.8 1,049.7 12-22-75 39.1 1,049.4  : I 3-25-76 38.4 1,050.1 9-10-76 41.4 1,047.1 x_ 12-14-76 41.2 1,047.3 I e-- - - - , - , y

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 24 of 42 f Water Level Water Level Boring / Piezometer Date Depth Elevation B-12, P-2 (cont'd) 4-15-78 38.4 1,050.1 6-03-78 38.3 1,050.2 8-19-78 39.2 1,049.3 11-04-78 39.4 1,049.1 B-12, P-3 8-08-73 8.8 1,079.7 8-08-73 2.4 a) 1,086.1 8-23-73 8.9 1,079.6 8-30-73 9.8 1,078.7 Interval: 5-32 9-06-73 10.7 1,077.8 9-13-73 10.8 1,077.7 Heumader Shale to 9-20-73 11.0 1,077.5 Snyderville Shale 9-27-73 11.2 1,077.3 10-04-73 13.6 1,074.9 10-18-73 11.6 1,076.9 11-15-73 13.4 1,075.1 12-13-73 15.7 1,072.8 1-14-74 15.5 1,073.0 2-14-74 15.7 1,072.8 3-14-74 15.6 1,072.9 4-19-74 18.4 1,070.1 5-16-74 23.9 1,064.6 7-18-74 25.7 1,062.7 8-15-74 26.9 1,061.6 9-12-74 9.0 1,079.5 10-17-74 14.8 1,073.7 11-14-74 4.5 1,084.0 12-19-74 5.9 1,082.6 1-15-75 7.7 1,080.8 3-12-75 9.2 1,079.3 4-18-75 10.7 1,077.8 5-21-75 11.7 1,076.8 6-19-75 11.5 1,077.0 9-15-75 13.1 1,075.4 12-22-75 15.2 1,073.3 3-25-76 14.2 1,074.3 9-10-76 27.3 1,061.2 12-14-76 Plugged -- l 1 B-14, P-1 8-05-73 1,00C.5 8-05-73 115.9(a) 72.0 1,044.4 8-11-73 113.4 1,003.0 8-23-73 115.1 1,001.3

WCGS-ER(OLS)

 \                       "ABLE 2.4-8 (continued)      Page 25 of 42

,) Water Level Water Level Boring / Piezometer Date Depth Elevation B-14, P-1 (cont'd)- 8-30-73 114.9 1,001.5 9-06-73 115.1 1,001.3 Interval: 280-290 9-13-73 114.9 1,001.5 (271-290) 9-20 114.9 1,001.5 9-27-73 114.7 1,001.7 10-04-73 114.5 1,001.9 Vinland Shale to 10-18-73 114.6 1,001.8 Tonganoxie 11-15-73 114.5 _1,001.9 Sandstone 12-14-73 114.2 1,002.2 1-14-74 114.2 1,002.2 2-14-74 114.2 1,002.2 3-14-74 114.0 1,002.4 4-19-74 114.1 1,002.3 5-16-74 114.1 1,002.3 6-07-74 114.2 1,002.2 7-18-74 114.8 1,001.6 8-15 115.0 1,001.4 9-12-74 114.6 1,001.8 10-17-74 114.7 1,001.7 11-14-74 114.6 1,001.8 C4 12-19-74 114.7 1,001.7 1-15-75 114.5 1,001.9 2-14-75 114.4 1,002.0 3-12-75 114.2 1,002.2 4-18-75 114.0 1,002.4 5-22-75 114.3 1,002.1 6-19-75 114.4 1,002.0 9-15-75 115.0 1,001.4 12-22-75 115.1 1,001.3 3-25-76 115.3 1,001.1 9-10-76 117.8 998.6 12-14-76 117.7 998.7 4-15-77 114.6 1,001.8 6-03-77 114.1 1,002.3 8-19-77 113.9 1,002.5 11-03-77 113.7 1,002.7 4-21-78 113.9 1,002.5 8-25-78 114.5 1,00 9 4-03-79 115.0 1,001.4 7-25-79 115.2 1,001.2 d

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 26 of 42 Water Level Water Level Boring / Piezometer Date Depth , Elevation B-14, P-2 8-05-73 Piezometer is inoperative 8-23-73 0.6 1,115.8 8-30-73 0.5 1,115.9 9-06-73 0.7 1,115.7 Interval: 85-100 9-13-73 0.6 1,115.8 9-20-73 0.6 1,115.8 Toronto 9-27-73 82.7 1,033.7 Limestone 10-04-73 82.7 1,033.7 10-18-73 82.7 1,033.7 11-15-73 82.7 1,033.7 12-14--73 82.5 1,033.9 1-14 -74 82.5 1,033.9 2-14-74 82.4 1,034.0 3-14-74 82.3 1 "34.1 4-19-74 82.3 1,034.1 5-16-74 82.2 1,034.2 6-07-74 82.2 1,034.2 7-18-74 82.2 1,034.2 8-15-74 82.2 1,034.2 9-12-74 82.2 1,034.2 10-17-74 82.3 1,034.1 11-14-74 82.3 1,034.1 12-19-74 82.3 1,034.1 1-15-75 82.2 1,034.2 2-14-75 82.2 1,034.2 3-12-75 82.2 1,034.2 4-18-75 82.2 1,034.2 5-22-75 82.1 1,034.3 6-19-75 82.1 1,034.3 9-15-75 82.2 1,034.2 12-22-75 82.1 1,034.3 3-25-76 82.0 1,034.4 9-10-76 84.2 1,032.2 12-14-76 84.1 1,032.3 4-15-77 80.4 1,036.0 6-03-77 80.0 1,036.4 8-19-77 80.1 1,036.1 11-03-77 80.1 1,036.3 4-21-78 79.6 1,036.8 8-25-78 79.5 1,036.9 4-03-79 79.2 1,037.2 7-25-79 79.0 1,037.4

WCGS-ER(OLS) i i TABLE 2.4-8 (continued) Page 27 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-14, P-3 8-05-73 8-05-73 15.8g ,) 1,100.6 1,102.2 14.2 8-23-73 15.7 1,100.7 8-30-73 16.0 1,100.4 Intercal: 7-30 9-06-73 16.3 1,100.1 i 9-13-73 16.6 1,099.8 Clay Creek 9-20-73 16.7 1,099.7 Limestone to 9-27 12.9 1,103.5 Kereford 10-04-73 11.3 1,105.1 Limestone 10-18-73 11.9 1,104.5 11-15-73 13.3 1,103.1 12-14-73 12.7 1,103.7 1-14-74 12.2 1,104.2 2-14-74 12.3 1,104.0 3-14-74 10.4 1,106.0 4-19-74 12.0 1,104.4 ]' 5-16-74 11.8 1,104.6 6-07-74 12.4 1,104.0 i 7-18-74 14.9 1,101.5

    -t                                                  8-15-74           16.3         1,100.1 9-12-74           13.0         1,103.4 10-17-74           16.4         1,100.0 11-14-74           11.9         1,104.5 12-19-74           14.2         1,102.2 1-15-75           12.3         1,104.1 2-14-75           11.8         1,104.6 3

3-12-75 11.4 1,105.0 4-18-75 10.7 1,105.7 5-22-75 12.8 1,103.6 6-19-75 10.3 1,106.1 9-15-75 17.0 1,099.4 12-22-75 18.6 1,097.8

3-25-76 16.2 1,100.2 9-10-76 20.4 1,096.0 12-14-76 24.2 1,092.2 4-15-77 19.7 a,036.7

., 6-03-77 12.7 1,103.7 4 8-19-77 13.8 1,102.6 11-03-77 10.1 1,106.3 !O

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 28 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-14, P-3 (cont'd) 4-21-78 10.3 1,106.1 8-25-78 16.9 1,099.5 4-03-79 13.2 1,103.2 7-2' 79 12.4 1,104.0 B-15, P-1 8-04-73 1,019.1 8-04-73 68.9(a) 56.3 1,031.7 8-11-73 64.4 1,023.6 8-23-73 64.8 1,023.2 Interval: 124-154 8-30-73 67.9 1,020.1 (122-154) 9-06-73 65.0 1,023.0 Ireland 9-13-73 64.7 1,023.3 Sandstone 9-20-73 64.9 1,023.1 9-27-73 64.8 1,023.2 ' 10-04-73 64.6 1,023.4 10-18-73 64.7 1,023.3 11-15-73 64.6 1,023.4 12-18-73 64.3 1,023.7 1-14-74 64.3 1,023.7 2-14-74 64.4 1,023.6 3-14-74 64.1 1,023.9 4-19-74 64.3 1,023.7 5-16-74 64.3 1,023.7 6-07-74 64.3 1,023.7 7-18-74 65.1 1,022.9 8-15-74 65.2 1,022.8 9-12-74 65.0 1,023.0 10-17-74 65.1 1,022.9 11-14-74 65.2 1,022.8 12-19-74 65.1 1,022.9 l-15-75 64.9 1,023.1 2-14-75 64.8 1,023.2 3-12-75 63.7 1,024.3 4-18-75 64.6 1,023.4 5-22-75 64.9 1,023.1 6-19-75 64.8 1,023.2 9-15-75 65.5 1,022.5 12-22-75 65.4 1,022.6 3-25-76 65.1 1,022.9 9-10-76 68.2 1,019.8 12-14-76 68.0 1,020.0 0

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 29 of 42 Water Level Water Level Boring / Piezometer Da03 Depth Elevation-B-15, P-1 (cont'd) 4-15-77 65.2 1,022.8 6-03-77 64.8 1,023.2 8-19-77 65.4 1,022.6 11-03-77 65.5 1,022.5 B-15, P-2 8-04-73 49.4 1,038.6 8-04-73 33.7(a) 1,054.3 8-11-73 48.9 1,039.1 8-23-73 51.0 1,037.0 Interval: 40-80 8-30-73 48.9 1,039.1 9-06-73 49.1 1,038.9 Toronto 9-13-73 48.7 1,039.3 Limestone to 9-20-73 49.0 1,039.0 Unnamed 9-27-73 48.8 1,039.2 Lawrence 10-04-73 48.6 1,039.4 i 10-18-73 48.8 1,039.2  ; 11-15-73 48.4 1,039.6 12-18-73 47.9 1,040.1 1-14-74 47.7 1,040.3 0 2-14-74 3-14-74 4-19-74 47.3 47.0 47.0 1,040.7 1,041.0 1,041.0 5-16-74 46.7 1,041.3 6-07-74 46.9 1,041.1 7-18-74 47.7 1,040.3 8-15-74 47.9 1,040.1 9-12-74 47.6 1,040.4 10-17-74 47.7 1,040.3 11-14-74 47.5 1,040.5 12-19-74 47.6 1,040.4 1-15-75 47.1 1,040.9 2-14-75 48.8 1,039.2 3-12-75 46.4 1,041.6 4-18-75 46.2 1,041.8 5-22-75 46.5 1,041.5 6-19-75 46.6 1,041.4 9-15-75 47.5 1,040.5 12-22-75 47.7 1,040.3 3-25-76 47.6 1,040.4 9-10-76 50.3 1,037.5 12-14-76 50.5 1,037.5 O

I l WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 30 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-15, P-2 (cont'd) 4-15-77 47.6 1,040.4 6-03-77 50.1 1,037.9 8-19-77 47.9 1,040.1 11-03-77 48.1 1,039.9 B-15, P-3 8-04-73 17.7,a) 1,070.3 8-04-73 1.8 t 1,086.2 8-11-73 5.3 1,082.7 8-23-73 5.4 1,082.6 Interval: 5-29 8-30-73 5.6 1,082.4 (4-29) 9-06-73 5.6 1,082.4 Heumader Shale to 9-13-73 5.7 1,082.3 Plattsmouth 9-20-73 5.8 1,082.2 Limestone 9-27-73 2.7 1,085.3 10-04-73 2.0 1,086.0 10-18-73 2.5 1,085.5 11-15-73 3.4 1,084.6 12-18-73 3.0 1,085.0 1-14-74 3.9 1,084.1 2-14-74 3.6 1,084.4 3-14-74 2.1 1,085.9 4-19-74 3.1 1,084.9 5-16-74 3.1 1,084.9 6-07-74 3.6 1,084.4 7-18-74 5.2 1,082.8 8-15-74 5.5 1,082.5 9-12-74 2.8 1,085.2 10-17-74 5.6 1,082.4 11-14-74 2.7 1,085.3 12-19-74 3.7 1,084.3 1-15-75 4.2 1,083.8 2-14-75 3.4 1,084.6 3-12-75 3.1 1,084.9 4-18-75 2.2 1,085.8 5-22-75 3.2 1,084.8 6-19-75 2.0 1,086.0 9-15-75 5.5 1,082.5 12-32-75 7.3 1,080.7 3-25-76 6.2 1,081.8 9-10-76 8.5 1,079.5 12-14-76 10.4 1,077.6 O

WCCS-ER(OLS) [' \ TABLE 2.4-8 (continued) Page 31 of 42 \-- hater Level hater Level Bo r ing/ti_e zonac te r Date Depth Elevation B-15, P-3-(cont'd) 4-15-77 9.3 1,078.7 6-03-77 3.6 1,084.4 8-19-77 5.2 1,082.8 11-03-77 2.3 1,085.7 B-16, P-1 6-27-73 47.0 1,057.7 7-28-73 64.5 1,040.2 7-28-73 17.3 I) 1,087.4 Interval: 68-91 8-11-73 14.5 1,090.2 (61-91) 8-23-73 63.4 1,041.3 8-30-73 63.4 1,041.3 Amazonia 9-06-73 63.5 1,041.2 Limestone to 9-13-73 63.5 1,041.2 Ireland 9-20-73 Blocked Sandstone 9-27-73 Blocked 10-04-73 63.5 1,041.2 10-18-73 63.8 1,040.9 11-15-73 64.8 1,039.9 12-14-73 64.5 1,040.2 (O)

'u 1-14-74 2-14-74 63.1 62.6 1,041.6 1,042.1 3-14-74        62.0            1,042.7 4-19-74        57.7            1,047.0 5-16-74        61.9            1,042.8 Piezometer Blocked B-16, P-2                      6-27-73        36.5            1,068.2 7-28-73        22.9            1,081.8 7-28-73         7.8  II        1,096.9 Interval:       23-37          8-11-73        14.5            1,090.2 8-23-73        15.1            1,089.6 8-30-73        15.2            1,089.2 To ro nto                      9-06-73       Blocked Limestone                      9-13-73       Blocked 9-20-73       Blocked 9-27-73       Blocked 10-04-73       Blocked 10-18-73       Blocked 11-15-73       Blocked 12-14-73       Blocked 1-14-74        13.8            1,090.9 2-14-74        14.1            1,090.6      i 3-14-74        14.5            1,090.2      l 4-19-74        15.4            1,089.3

(S 5-16-74 16.1 1,088.6 g

\~')                                       Piezometer Blocked

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 32 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-17, P-1 8-06-73 Piezometyg)is inoperat 1,091.3 ce 8-06-73 9.9 8-09-73 35.5 1,065.7 Interval: 186-320 8-11-73 39.5 1,061.7 8-23-73 66.4 1,034.8 8-30-73 72.7 1,028.5 Tonqanoxie 9-06-73 86.1 1,015.1 Sandstone 9-13-73 78.2 1,023.0 9-20-73 79.3 1,021.9 9-27-73 132.0 I) 969.2 I 1,000.3 10-04-73 10-18-73 100.9(c) 94.5 ) 1,006.7 11-15-73 85.0 1,016.2 12-13-73 82.3 1,018.9 1-14-74 81.5 1,019.7 3-14-74 80.2 1,021.0 4-19-74 80.0 1,021.2 5-16-74 Piezometer blocked 10-17-74 80.6 1,020.6 11-14-74 60.4 1,020.8 12-19-74 80.5 1,020.7 1-15-75 79.9 1,021.3 2-14-75 79.6 1,021.6 3-12-75 79.4 1,021.8 4-18-75 79.2 1,022.0 5-22-75 79.3 1,021.9 6-19-75 79.3 1,021.9 9-15-75 80.2 1,021.0 12-22-75 79.8 1,021.4 3-25-76 79.1 1,022.1 l 9-10-76 82.2 1,019.0 l 12-14-76 81.7 1,019.5 , 1 l 4-15-77 78.5 1,022.7 6-03-77 78.3 1,022.9 8-19-77 78.6 1,022.6 11-03-77 78.7 1,022.5 4-21-78 77.7 1,023.5 8-25-78 78.8 1,022.4 4-03-79 77.8 1,023.4 7-25-79 78.1 1,023.1

WCGS-ER(OLS) TABLE 2.4-8 (continued) (b Page 33 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-17, P-2 8-06-73 1,040.9 8-06-73 60.3(3) 5.4 1,095.8 8-09-73 59.0 1,042.2 8-23-73 53.1 1,048.1 Interval: 65-121 8-30-73 53.3 1,047.9 9-06-73 53.4 1,047.8 Ireland Sandstone 9-13-73 53.4 1,047.8 9-20-73 53.4 1,047.8 9-27-73 54.7 1,046.5 10-04-73 53.3 1,047.9 10-18-73 53.4 1,047.8 11-15-73 53.3 1,047.9 12-13-73 52.8 1,048.4 1-14-74 52.7 1,048.5 3-14-74 52.6 1,048.6 4-19-74 52.7 1,048.5 5-16-74 52.9 1,048.3 10-17-74 53.6 1,047.6 11-14-74 1,047.8 {"'js 12-19-74 53.4 53.5 1,047.7 1-15-75 53.0 1,048.2 2-14-75 52.9 1,048.3 3-12-75 52.7 1,048.5 4-18-75 52.8 1,048.4 5-22-75 53.2 1,048.0 6-19-75 53.2 1,048.0 9-15-75 54.1 1,047.1 12-22-75 53.4 1,047.8 3-25-76 53.3 1,047.9 9-10-76 56.8 1,044.4 12-14-76 56.1 1,045.1 4-15-77 53.6 1,047.6 6-03-77 53.6 1,047.6 8-19-77 53.8 1,047.4 t 11-03-77 53.7 1,047.5 4-21-78 53.3 1,047.9 ) 8-25-78 54.3 1,046.9 4-03-79 53.2 1,048.2 7-25-79 53.9 1,049.3 b I v

WCG S-ER ( O LS) TABLE 2.4-8 (continued) Page 34 of 42 Water Level Water Level Boring /Piezumeter Date Depth Elevation B-17, P-3 8-06-73 29.6 g 1,071.6 8-06-73 2.0 1,099.2 8-09-73 20.6 1,080.6 8-23-73 21.8 1,079.4 Interval: 25-40 8-30-73 21.9 1,079.3 9-06-73 21.8 1,079.4 Toronto Limestone 9-13-73 21.5 1,079.7 1-20-73 21.4 1,079.8

                        ,-27-73            21.2        1,080.0 10-04-73            19.7        1,081.5 10-18-73            19.6        1,081.6 11-15-73            18.8        1,082.4 12-13-73            18.5        1,082.7 1-14-74            19.0        1,082.2 3-14-74            19.4        1,081.8 4-19-74            20.6        1,080.6 5-16-74            20.7        1,080.5 6-07-74            21.0        1,080.2 7-18-74            21.6        1,079.6 8-15-74            21.3        1,079.9 9-12-74            19.8        1,081.4 10-17-74            19.7        1,081.5 11-14-74            18.6        1,082.6 12-19-74            18.6        1,082.6 1-15-75            18.7        1,082.5 2-14-75            18.9        1,082.3 3-12-75            18.4        1,082.8 4-18-75            19.9        1,081.3 5-22-75            21.4        1,079.8 6-19-75            20.8        1,080.4 9-15-75            20.5        1,080.7 12-22-75            20.6        1,080.6 3-25-76            24.8        1,076.4 9-10-76            24.8        1,076.4 12-14-76            23.8        1,077.4 4-15-77            25.0        1,076.2 6-03-77            24.6        1,076.6 8-19-77            22.4        1,078.8 11-03-77            19.4        1,081.8 4-21-78            21.6        1,079.6 8-25-78            22.4        1,078.8 4-03-79            21.1        1,078.1 7-25-79            22.2        1,079.0

hCGS-ER(OLS)  ! l ( } TABLE 2.1-8 (continued) Page 35 of 42

 \d Water Level         hater Level Boring / Piezometer         Date                Depth         Elevation B-18, P-1                  8-08-73                             1,050.7 8-08-73               ll.4(a) 0.1         1,062.0 8-23-73               11.5          1,050.6 8-30-73               11.5          1,050.6 Interval:    76-100        9-06-73               11.5          1,050.6 (74-100)       9-13-73               11.4          1,050.7 Ireland                    9-20-73               11.4          1,050.7 Sandstone                  9-27-73               12.3          1,049.8 10-04-73               11.4          1,050.7 10-18-73               11.5          1,050.6 11-15-73               11.4          1,050.7 12-13-73               11.4          1,050.7 1-14-74               11.5          1,050.6 2-14-74               11.9          1,050.2 3-14-74               11.6          1,050.5 4-19-74               11.7          1,050.4 5-16-74               11.6          1,050.5 7-18-74               11.9          1,050.2 8-15-74               11.7          1,050.4 9-12-74               11.5          1,050.6
  .A ')                           10-17-74               11.6          1,050.5 11-14-74               11.8          1,050.3 12-19-74               11.8          1,050.3 1-15-75               11.8          1,050.3 2-14-75               11.9          1,050.2 3-12-75               11.9          1,050.2 4-18-75               11.7          1,050.4 5-22-75               11.8          1,050.3 6-19-75               11.5          1,050.6 9-15-75               11.8          1,050.3 12-22-75               11.9          1,050.2 3-25-76               12.0          1,050.1 9-10-76               14.7          1,047.4 12-14-76               14.5          1,047.6 4-15-77               12.1          1,050.0 4

6-03-77 11.7 1,050.4 6-19-77 11.5 1,050.6 1 11-02-77 11.3 1,050.8 O) v

i 4 WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 36 of 42 hater Level Water Level Boring /Piezameter Date Depth Elevation B-18, P-2 8-08-73 1.4 II 1,060.7 8-23-73 6.5 1,055.6 8-30-73 7.3 1,054.8 Interval: 19-35 9-06-73 7.2 1,054.9 9-13-73 6.8 1,055.3 Snyderville Shale to 9-20-73 6.6 1,055.5 Toronto Limestone 9-27-73 6.5 1,055.6 10-04-73 5.3 1,056.8 10-18-73 5.3 1,056.8 11-15-73 5.4 1,056.7 12-13-73 5.8 1,056.3 1-14-74 6.9 1,055.2 2-14-74 8.5 1,053.6 3-14-74 9.1 1,053.0 4-19-74 9.7 1,052.4 5-16-74 8.6 1,053.3 7-18-74 8.8 1,053.3 8-15-74 8.3 1,053.8 9-12-74 6.4 1,055.7 10-17-74 6.6 1,055.5 11-14-74 6.1 1,056.0 12-19-74 6.5 1,055.6 1-15-75 7.6 1,054.5 2-14-75 8.7 1,053.4 3-12-75 5.9 1,052.2 4-18-75 9.4 1,052.7 5-22-75 9.4 1,052.7 6-19-75 7.2 1,054.9 9-15-75 6.9 1,055.2 12-22-75 7.8 1,054.3 3-25-76 9.9 1,052.2 9-10-76 10.8 1,051.3 12-14-76 11.4 1,050.7 4-15-77 12.0 1,050.1 6-03-77 10.4 1,051.7 8-19-77 8.0 1,054.1 11-03-77 5.0 1,057.1 l 9l

WCGS-ER(OLS) I )l TABLE 2.4-8 (continued) Page 37 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-18, P-3 8-08-73 1,057.8 8-08-73 4.3(a) 1.6 1,060.5 8-23-73 4.8 1,057.3 8-30-73 4.9 1,057.2 Interval: 5-14 9-06-73 4.9 1,057.2 9-13-73 4.8 1,057.3 lieebner Shale to 9-20-73 4.8 1,057.3 Snyderville Shale 9-27-73 3.9 1,058.2 10-C4-73 2.9 1,059.2 10-18-73 4.4 1,057.7 11-15-73 5.4 1,056.7 12-13-73' 6.3 1,055.8 1-14-74 6.6 1,055.5 2-14-74 6.6 1,055.5 3-14-74 4.5 1,057.6 4-19-74 6.7 1,055.4 5-16-74 Piezometer blocked 10-17-74 6.6 1,055.5 11-14-74 1,057.1 p/ 12-19-7-' 5.0 5.6 1,056.5 (J 1-15-75 5.7 1,056.4 2-14-75 5.3 1,056.8 3-12-75 6.2 1,055.9 4-18-75 5.7 1,056.4 5-22-75 6.1 1,056.0 6-19-75 3.3 1,058.8 9-15-75 5.8 1,056.3 12-22-75 6.7 1,055.4 B-20, P-1 8-11-73 Piezometyg'{{ inoperative 8-11-73 +2.3 1,136.8 8-23-73 13.1 1,121.4 8-30-73 17.1 1,117.4 Interval: 101-114 9-06-73 19.8 1,114.7 9-13-73 18.3 1,116.2 Clay Creek 9-20-73 24.0 1,110.5 Limestone to 9-27-73 41.3(c) 1,093.2 Jackson Park Shale 10-04-73 II 1,092.1 10-18-73 42.4(c) 42.3 1,092.2 11-15-73 42.5 I) 1,092.0 12-13-73 42.4 I) 1,092.1 /N i L]

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 38 of 42 Water Level Water Level Boring' Piezometer Date Depth Elevation B-20, P-1 (cont'd) 1-14-74 42.5 1,092.0 2-14-74 42.5 1,092.0 3-14-74 42.3 1,092.2 4-19-74 42.3 1,092.2 5-16-74 42.4 1,092.1 6-07-74 42.5 1,092.0 7-18-74 42.4 1,092.1 8-15-74 42.5 1,092.0 9-10-74 42.5 1,092.0 10-17-74 42.5 1,092.0 11-14-74 42.5 1,092.0 12-19-74 42.6 1,091.9 1-15-75 42.5 1,092.0 2-14-75 42.5 1,092.0 3-12-75 42.5 1,092.0 4-18-75 42.5 1,092.0 5-21-75 42.4 1,092.1 6-19-75 42.6 1,091.9 9-15-75 42.6 1,091.9 12-22-75 42.5 1,092.0 3-25-76 42.7 1,091.8 9-10-76 45.7 1,088.8 12-14-76 45.4 1,089.1 4-15-77 42.0 1,092.5 6-03-77 42.4 1,092.1 8-19-77 42.5 1,092.0 11-03-77 42.5 1,092.0 4-21-78 41.6 1,092.9 8-25-78 44.8 1,089.7 4-03-79 42.7 1,091.8 7-25-79 43.1 1,091.4 B-20, P-2 8-11-73 38.6 1,095.9 8-11-73 +2.2(a'b) 1,136.7 8-20-73 36.3 1,098.2 P-23-73 32.8 1,101.7 Interval: 41-81 9-06-73 37.7 1,096.8 9-13-73 38.3 1,096.2 Spring Branch 9-20-73 33.8 1,095.7 Limestone to c 9-27-73 1,077.8 Stull Shale 10-04-73 56.7(c) 49.9 ) 1,084.6 10-18-73 42.3(c) 1,092.2 11-15-73 43.9 II 1,090.6 12-13-73 41.1 1,093.4

         .       .-           - -                . _ - . .              . - ~   .
                                      'hCGS-ER(OLS)

TABLE 2.4-8 (continued) Page 39 of 42 [a'}

j Water Level Water Level i_ Boring / Piezometer 'Date Depth Elevation B-20,.P-2 (cont'd) 1-14-74 41.1 1,093.4 2-14-74 40.4 1,094.1 3-14-74 39.9 1,094.6 '

4-19-74 39.8 1,094.7

5-16-74 3's.3 1,095.2 6-07-74 39.5 1,094.9 7-18-74 40.0 1,094.5 8-15-74 39.6 1,094.9 9-10-74 41.8 1,092.7 10-17-74 39.4 1,095.1 11-14-74 39.1 1,095.4

12-19-74 39.0 .1,095.5

) i 1,095.9 1-15-75 38.6 2-14-75 38.2 1,096.3 i 3-12-75 37.8 1,096.7 4-18-75 37.5 1,097.0 5-21-75 37.6 1,096.9 6-19-75 37.7 l',096.8 fg 9-15-75 37.9 1,096.6 ( 12-22-75 37.1 1,097.4

      )

3-25-76 36.3 1,098.2 9-10-76 40.0 1,094.5 12-14-76 39.4 1,095.1 1 4-15-77 35.7 1,098.8 6-03-77 35.8 1,098.7 8-19-77 36.4 1,098.1 11-03-77 36.3 1,098.2 1 4-21-78 34.3 1,100.2 8-25-78 37.6 1,096.9 4-03-79 34.9 1,099.6 7-25-79 35.9 1,098.6 B-20, P-3 8-11-73 1,121.8 8-11-73 12.7

                                                                      .2.0 I "I 1,122.5 l

l 8-23-73 12.6 1,121.9 l 8-30-73 13.0 1,121.5 Interval: 21-29 9-06-73 13.2 1,121.3 l 9-13-73 13.0 1,121.5 i Doniphan Shale 9-20-73 13.3 1,121.2 9-27-73 13.8 1,120.7 10-04-73 13.0 1,121.5 i , 10-18-73 13.4 1,121.1

    -/                                  11-15-73                      13.0             1,121.5 12-13-73                      13.0             1,121.5

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 40 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-20, P-3 (cont'd) 1-14-74 13.5 1,121.0 2-14-74 13.4 1,121.1 3-14-74 13.1 1,121.4 4-19-74 12.7 1,121.8 5-16-74 12.0 1,122.5 6-07-74 11.9 1,122.6 7-18-74 12.2 1,122.3 8-15-74 12.6 1,121.9 9-12-74 12.7 1,121.8 10-17-74 13.4 1,121.1 11-14-74 13.7 1,120.8 12-19-74 13.7 1,120.8 1-15-75 14.0 1,120.5 2-14-75 13.6 1,120.9 3-12-75 13.0 1,121.5 4-18-75 11.5 1,123.0 5-21-75 11.8 1,122.7 6-19-75 11.5 1,123.0 9-15-75 12.1 1,122.4 12-22-75 14.5 1 ,1. 2 0 . 0 3-25-76 15.8 1,118.7 9-10-76 17.0 1,117.5 12-14-76 18.7 1,115.8 4-15-77 17.1 1,117.4 6-03-77 15.8 1,118.7 8-19-77 14.1 1,120.4 11-03-77 12.9 1,121.6 4-21-78 12.6 1,121.8 8-25-78 14.7 1,119.8 4-03-79 15.5 1,119.0 7-25-79 11.9 1,122.6 B-21, P-1 8-10-73 62.8 1,055.0 8-10-73 +2.1(a,b) y,119,9 8-23-73 51.6 1,066.2 8-30-73 57.5 1,060.3 Interval: 74-91 9-06-73 60.5 1,057.3 , 9-13-73 61.9 1,055.9 i Toronto 9-20-73 1,054.9 Limestone 9-27-73 62.9(a) 11.7 1,106.1 10-04-73 64.8 1,053.0 l 1 l

4-WCGS-ER(OLS) l TABLE 2.4-8 (continued) Page 41 of 42 { Water Level Water Level Boring / Piezometer Date Depth Elevation ! B-21, P-1 (cont'd) 10-18-73 64.3 1,053.5 11-15-73 63.6 1,054.2 12-13-73 63.0 1,054.8 1-14-74 62.7 1,055.1 t 2-14-74 62.5 1,055.3 l 3-14-74 62.4 1,055.4 l 4-19-74 62.6 1,055.2 5-16-74 62.8 1,055.0 6-07-74 62.9 1,054.9 7-18-74 63.1 1,054.7 8-15-74 63.2 1,054.6 9-12-74 63.1 1,054.7 10-17-74 62.9 1,054.9 11-14-74 63.1 1,094.7 12-19-74 62.7 1,055.1 1-15-75 62.6 1,055.2 2-14-75 62.6 1,055.2 3-12-75 62.5 1,055.3 4-18-75 62.5 1,055.3 0- 5-21-75 6-19-75 62.6 62.5 1,055.2 1,055.3 9-15-75 62.9 1,054.9 12-22-75 62.8 1,055.0 3-25-76 63.0 1,054.8 9-10-76 65.8 1,052.0 12-14-;d 65.4 1,052.4 B-21, P-2 8-10-73 Piezomeyg{is inoperative 1,116.5 8-10-73 1.3 8-23-73 8.4 1,109.4 l 11.0 1,106.8 l 8-30-73 i Interval: 48-60 9-06-73 13.2 1,104.6 t 9-13-73 15.2 1,102.6 Plattsmouth 9-20-73 17.0 1,100.8 I 1,080.7 Limestone 9-27-73 i l 10-04-73 37.1(#I 37.4 c) 1,080.4 10-18-73 II 1,080.2 I 37.6(c) 11-15-73 38.7 1,079.1 12-13-73 38.5 II 1,079.3 l 1-14-74 40.1 1,077.7 2-14-74 40.3 1,077.5 3-14-74 40.1 1,077.7 4-19-74 40.1 1,077.7 I 1

WCGS-ER(OLS) TABLE 2.4-8 (continued) Page 42 of 42 Water Level Water Level Boring / Piezometer Date Depth Elevation B-21, P-2 (cont'd) 5-16-74 40.1 1,077.7 6-07-74 40.3 1,077.5 7-18-74 Piezometer blocked B-21, P-3 8-10-73 1,106.4 8-10-73 11.4(a) 3.3 1,114.5 8-23-73 11.2 1,106.6 8-30-73 11.3 1,106.5 Interval: 5-43 9-06-73 11.5 1,106.3 9-13-73 11.1 1,106.7 9-20-73 11.5 1,106.3 Jackson Park 9-27-73 11.2 1,106.6 Shale to 10-J4-73 11.4 1,106.4 Heumader Shale 10-18-73 11.9 1,105.9 11-15-73 11.8 1,106.0 12-13-73 12.0 1,105.8 1-14-74 12.6 1,105.2 2-14-74 12.7 1,105.1 3-14-74 12.6 1,105.2 4-19-74 12.3 1,105.5 5-16-74 11.6 1,106.2 6-07-74 12.4 1,105.4 7-18-74 11.6 1,106.2 8-15-74 11.5 1,106.3 9-12-74 11.6 1,106.2 10-17-74 12.1 1,105.7 11-14-74 12.6 1,105.2 12-19-74 12.7 1,105.1 1-15-75 13.2 1,104.6 2-14-75 13.2 1,104.7 3-12-75 13.0 1,104.8 4-18-75 11.8 1,106.0 5-21-75 12.0 1,105.8 6-19-75 11.6 1,106.2 9-15-75 11.7 1,106.1 12-22-75 13.1 1,104.7 3-25-76 13.8 1,104.0 9-10-76 15.9 1,101.9 12-14-76 17.2 1,100.6 O

I WCGS-ER(OLS) l i N ,/ TABLE 2.4-9 Page 1 of 15 PIE 20 METER WATER LEVEL READINGS - P - HS - ESW - LK - BORINGS 4 Water Level Water Level Boring / Piezometer Date Depth Elevation P-1, P-1 12-21-73 45.9 1,056.4

1 Interval: 66-82 1-30-74 47.0 1,055.3 (65-83) 2-14-74 48.1 1,054.2 ,! 1,054.4 2-15-74 47.9 l Toronto Limestone 2-20-74 47.5 1,054.8 3-03-74 47.1 1,055.2 ! 4-22-74 48.3 1,054.0 5-21-74 48.7 1,053.6 6-25-74 49.0 1,053.3 I 9-22-74 48.7 1,053.6 10-29-74 48.6 1,053.7 3-11-75 47.9 1,054.4 4-11-75 48.3 1,054.0

P-1, P-2 12-21-73 6.0 1,096.3 Interval: 7-48 1-30-74 4.9 1,097.4 (2-50) 2-14-74 5.9 1,096.4 1 2-15-74 5.3 1,097.0 Jackson Park Shale to 2-20-74 5.2 1,097.1 Plattsmouth Limestone 3-03-74 9.4 1,092.9 j 4-22-74 4.4 1,097.9 5-21-74 4.6 1,097.7 6-25-74 4.9 1,097.4 9-22-74 6.3 1,096.0 10-29-74 6.6 1,095.7 3-11-75 4.2 1,098.1 i 4-11-75 3.9 1,098.4 P-3, P-1 12-21-73 5.1 1,108.1 Piezometer damaged Interval: 71-89 i (70-90) Toronto Limestone t Notes- Effective interval given in parenthesis following slotted interval if. intervals differ. Interval depths reported are to the nearest foot.

WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 2 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation P-3, P-2 12-21-73 Water frozen at ground surface Interval: 6-54 1-30-74 4.1 1,109.1 (4-56) 2-14-74 8.1 1,105.1 2-15-74 5.0 1,108.2 Jackson Park Shale to 2-20-74 4.8 1,108.4 Plattsmouth Limestone 3-03-74 4.7 1,108.5 4-22-74 4.7 1,108.5 5-21-74 5.2 1,108.0 6-25-74 8.0 1,105.2 9-22-74 6.9 1,106.3 10-29-74 7.4 1,105.8 3-11-75 4.8 1,108.4 4-11-75 4.5 1,108.7 P-9, P-1 12-21-73 46.3 1,058.2 Interval: 69-80 1-30-74 47.9 1,056.6 2-08-74 49.2 1,055.3 Toronto Limestone 2-15-74 48.8 1,055.7 2-20-74 48.7 1,055.8 4-22-74 49.6 1,054.9 5-21-74 50.2 1,054.3 6-25-74 50.5 1,054.0 9-22-74 50.5 1,054.0 10-29-74 50.7 1,053.8 3-11-75 49.4 1,055.1 4-11-75 t'.8 1,054.7 P-9, P-2 12-21-73 20.2 1,084.3 Interval: 4-51 1-30-74 7.1 1,097.4 2-08-74 7.2 1,097.3 Jackson Park Shale to 2-14-74 6.9 1,097.6 Plattsmouth Limestone 2-15-74 11.4 1,093.1 2-20-74 8.8 1,095.7 4-22-74 6.2 1,098.3 5-21-74 6.2 1,098.3 6-25-74 4.6 1,099.9 9-22-74 5.0 1,099.5 10-29-74 41.1 1,063.4 O

WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 3 of 15 [a} Water Level Water Level Bm ing/ Piezometer Date Depth Elevation P-9, P-2 (cont'd) 3-11-75 5.0 1,099.5 4-11-75 5.4 1,099.1 P-10A, P-1 12-21-73 44.1 1,064.3 Interval: 135-155 1-30-74 55.5 1,051.9 (134-155) 2-15-74 5 '. 2 1,051.2 2-20-74 5 *. 4 1,051.0 Ireland Sandstone 3-03-74 59.2 1,049.2 4-22-74 60.7 1,047.7 5-21-74 59.1 1,049.3 6-25-74 59.8 1,048.6 9-22-74 60.0 1,048.4 10-29-74 60.4 1,048.0 3-11-75 59.6 1,048.8 4-11-75 59.7 1,048.7 P-10A, P-2 12-21-73 47.6 1,060.8 1 Interval: 71-87 2-15-74 53.0 1,055.4

 \' /                               2-20-74        52.5       1,055.9 Toronto Limestone             3-03-74        52.3       1,056.1 4-22-74        53.6       1,054.8 5-21-74        54.3       1,054.1 6-25-74        54.9       1,053.5 9-22-74        54.8       1,053.6 10-29-74        54.6       1,053.8 3-11-75        53.8       1,054.6 4-11-75        54.1       1,054.3 P -10 A , P-3                12-21-73         5.3       1,103.1 Interval:      4-52           1-30-74         5.0       1,103.4 2-14-74         5.1       1,103.3 Jackson Park Shale to         2-15-74         9.5       1,098.9 Plattsmouth Limestone         2-20-74         7.4       1,10'.0 3-03-74         0.9       1,107.5 4-22-74         3.7       1,104.7 5-21-74         4.0       1,104.4 6-25-74         3.9       1,104.5 9-22-74         4.6       1,103.8 10-29-74         4.9       1,103.5 0

WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 4 of 15 Water Level Water L0 vel Boring / Piezometer Date Depth Elevation P-10A, P-3 (cont'd) 3-11-75 3.5 1,004.9 4-11-75 3.3 1,005.1 P-12, P-1 12-21-73 21.7 1,080.5 Interval: 67-83 1-30-74 55.9 1,146.3 2-08-74 48.0 1,054.2 To ro n to Limestone 2-14-74 47.1 1,055.1 2-15-74 48.8 1,053.4 2-20-74 53.0 1,049.2 3-03-74 51.0 1,051.2 Piezometer blocked P-12, P-2 12-21-73 8.0 1,094.2 Interval: 3-50 1-30-74 22.1 1.080.1 2-14-74 8.0 1,094.2 Jackson Park Shale to 2-15-74 7.6 1,094.6 Plattsmouth Limestone 2-20-74 7.4 1,094.8 Piezometer blocked 10-29-74 8.1 1,094.1 3-11-75 7.1 1,095.1 4-11-75 3.5 1,098.7 P-14, P-1 12-21-73 Piezometer blocked Interval: 66-83 2-15-74 49.6 1,054.3 (65-83) 2-20-74 51.6 1,052.3 4-22-74 52.1 1,051.8 Toronto Limestone 5-21-74 52.6 1,051.3 6-25-74 52.5 1,051.4 9-22-74 52.6 1,051.3 10-29-74 52.5 1,051.4 3-11-75 51.7 1,052.2 4-11-75 52.0 1,051.9 4-21-78 48.5 1,055.4 8-25-78 50.5 1,053.4 4-03-79 48.4 1,055.5 7-25-79 48.3 1,055.6 P-14, P-2 12-21-73 2.1 1,101.8 Interval: 4-49 l-30-74 0.8 1,103.1 (3-50) 2-14-74 2.0 1,101.9

WCGS-ER(OLS) i i TABLE 2.4-9 (continued) Page 5 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation ] j P-14, P-2 (cont'd) 2-15-74 2.0 1,101.9 2-20-74 2.0 1,101.9 l , Jackson Park Shale to 4-22-74 3.3 1,100.6  ! 4 Plattsmouth Limestone 5-21-74 1.8 1,102.1 6-25-74 2.6 1,101.3 i 9-22-74 4.0 1,099.9 j 10-29-74 4.6 1,099.3 3-11-75 0.9 1,103.0 l j 4-11-75 1.9 1,102.0 l j t 4-21-78 5.8 1,098.1 8-25-78 8.9 1,095.0 i 4-03-79 5.9 1,0so.u 7-25-79 8.7 1,095.2 P-20, P-1 12-21-73 48.3 1,058.2 Interval: 71-84 2-08-74 50.8 1,055.7

.

 ' \                                        (70-86)                                     2-14-74                       50.5                1,056.0 2-15-74                       53.0                1,053.5 Toronto Limestone                                                2-20-74                       50.4                1,056.1                                ,.

3-03-74 51.2 1,055.3 j 4-22-74 51.5 1,055.0 4 5-21-74 51.7 1,054.8 9-22-74 52.0 1,054.5 10-29-74 51.5 1,055.0 3-11-75 51.3 1,055.2 4-11-75 48.8 1,057.7 P-20, P-2 12-21-73 5.0 1,101.5 , Interval: 4-50 2-08-74 4.5 1,102.0 (7-50) 2-14-74 9.7 1,096.8 2-15-74 -4.5 1,102.0 > Jackson Park Shale-to 2-20-74 4.3 1,102.2 i Plattsmouth Limestone 3-03-74 4.4 1,102.1 4-22-74 3.8 1,102.7 i 5-21-74 3.8 1,102.7 ' 9-22-74 5.1 1,101.4 10-29-74 6.7 1,099.8 i i 3-11-75 3.7 1,102.8 l !  % 4-11-75 3.2 1,103.3 i I

     , ,   , . - - - -       - -   . . - - . , .       ,-, ,.           ,,, , , . - ,          . , . , , - - - ,             . .   , .      .,n,-.,         ,v - ., .. . . , , .

WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 6 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation P-32, P-1 12-21-73 45.2 1,056.0 Interval: 66-78 2-08-74 49.0 1,052.2 (65-73) 2-14-74 47.0 1,054.2 2-15-74 48.9 1,052.3 Toronto Limestone 2-20-74 46.2 1,055.0 3-03-74 46.8 1,054.4 4-22-74 47.0 1,054.2 5-21-74 47.7 1,053.5 6-25-74 48.0 1,053.2 9-22-74 47.6 1,053.6 10-29-74 48.9 1,052.3 3-11-75 46.5 1,054.7 4-11-75 46.9 1,054.3 P-32, P-2 12-21-73 4.1 1,097.1 Interval: 4-51 2-08-74 3.9 1,097.3 2-14-74 4.0 1,097.2 Jackson Park Shale to 2-15-74 3.8 1,097.4 Plattsmouth Limestone 2-20-74 3.6 1,097.6 3-03-74 3.3 1,097.9 4-22-74 3.1 1,098.1 5-21-74 3.6 1,097.6 6-25-74 4.3 1,096.9 9-22-74 5.1 1,096.1 10-29-74 6.1 1,095.1 3-11-75 2.9 1,098.3 4-11-75 2.9 1,098.3 P-36 5-13-74 41.5 1,065.6 6-28-74 39.7 1,067.4 Interval: 44-47 7-01-74 43.7 1,063.4 (41-47) 7-08-74 43.3 1,063.8 7-23-74 42.6 1,064.5 Plattsmouth Limestone 9-11-74 36.6 1,070.5 9-19-74 36.8 1,070.3 9-22-74 36.6 1,070.5 9-25-74 37.5 1,069.6 9-29-74 38.0 1,069.1 10-03-74 38.0 1,069.1 10-06-74 36.3 1,070.8 10-29-74 36.8 1,070.3 9

1 i WCGS-ER(OLS) I

i TABLE 2.4-9 (continued) Page 7 of 15 l Wate. Level Water Level Boring / Piezometer Date Depth Elevation P-36 (cont'd) 3-11-75 32.3 1,074.8 4-11-75 31.8 1,075.3 5-21-75 30.8 1,076.3 i 6-19-75 30.2 1,076.9 7-17-75 30.2 ' 076.9 8-12-75 29.2 1,077.9 9-15-75 28.8 1,078.3 10-29-75 28.3 1,078.8 11-12-75 28.2 1,078.9 12-22-75 28.1 1,079.0 1-14-75 27.7 1,079.4 2-13-76 27.5 1,079.6 3-25-76 27.3 1,079.8 26.8 5-06-76 1,080.3 9-10-76 29.2 1,077.9 10-15-76 28.9 1,078.2

!                                                          11-19-76                       28.5                                1,078.6
;                                                          12-14-76                       28.3                                1,078.8 i

l 1-26-77 28.2 1,078.9 2-09-77 28.3 1,078.8 i P-37 5-13-74 41.5 1,061.0 i 6-28-74 37.5 1,065.0 1 7-01-74 41.5 1,061.0 Interval: 47-49 7-08-74 40.9 1,061.6 i (44-50) 7-23-74 40.2 1,062.3 Plattsmouth Limestone 9-11-74 33.8 1,068.7 9-19-74 33.9 1,068.6 1 9-22-74 33.8 1,068.7 9-25-74 33.8 1,068.7 9-29-74 34.9 1,067.6 10-03-74 35.0 1,067.5 ! 10-06-74 34.5 1,068.0 10-29-74 33.5 1,069.0 3-11-75 28.4 1,074.1 i 4-11-75 27.9 1,074.6 5-21-75 26.9 1,075.6 4 6-19-75 26.3 1,076.2 7-17-75 26.3 1,076.2 , i 8-12-75 25.3 1,077.2 i 9-15-75 24.9 1,077.6 10-29-75 24.2 1,078.3 4 11-12-75 24.2 1,078.3 12-22-75 23.6 1,078.9 l l i

WCGS-ER(OLh' TABLE 2.4-9 (continued) Page 8 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation P-37 (cont'd) 1-14-76 23.4 1,079.1 2-13-76 23.1 1,079.4 3-25-76 22.9 1,079.6 5-06-76 22.4 1,080.1 9-10-76 24.4 1,078.1 10-15-76 24.4 1,078.1 11-19-76 14.0 1,078.5 12-14-76 23.7 1,078.8 1-26-77 23.6 1,078.9 2-09-77 23.9 1,078.6 HS-1, P-1 1-30-74 13.2 1,056.3 2-08-74 13.6 1,055.9 Interval: 30-37 3-08-74 14.5 1,055.0 Snyderville Shale to 4-22-74 15.8 1,053.7 Toronto Liniestone 5-26-74 19.0 1,050.5 10-29-74 17.9 1,051.6 3-11-75 13.7 1,055.8 4-11-75 15.5 1,053.8 HS-1, P-2 1-30-74 2.0 1,067.5 2-08-74 2.6 1,066.9 Interval: 3-20 3-08-74 2.5 1,067.0 (7-20) 4-22-74 1.9 1,067.6 Overburden to 5-26-74 2.6 1,066.9 Plattsmouth Limestone 6-24-74 2.1 1,067.4 10-29-74 5.2 1,064.3 3-11-75 2.2 1,067.3 4-11-75 2.2 1,067.3 HS-3 1-30-74 6.6 1,054.1 2-08-74 7.3 1,053.4 Interval: 3-18 4-22-74 6.6 1,054.1 Plattsmouth Limestone to 5-26-74 6.6 1,054.1 Toronto Limestone 6-24-74 7.5 1,053.2 10-29-74 7.2 1,053.5 3-11-75 6.5 1,054.2 4-06-75 6.8 1,053.9 e i

        .-               .  .   -                        _ . ~ . - - - - . -              - . ... - .                   _ - - .             _ ~ .                - . -  -      . . . .         -.- . . . . ~.

l  ! WCGS-ER(OLS) l i TA3LE 2.4-9'(continued) Page 9 of 15 { Water Level Water Level Boring / Piezometer Date Depth Elevation '

;                          HS-5, P-1                                                                             1-30-74                           13.2                     1,055.9 2-08-74                            13.1                     1,056.0 Interval:                                 24-30                                     3-08-74                           14.4                      1,054.7                                  ,

4-22-74 15.3 1,053.8 Toronto. Limestone 5-26-74 14.8 1,054.3 6-24-74 15.7 1,053.4 10-29-74 10.0 1,059.1 3-11-75 14.7 1,054.4 4-06-75 16.1 1,053.0

,                          HS-5, P-2                                                                            1-30-74                              9.3                    1,059.8 2-08-74                              7.4                    1,061.7
,                          Interval:                                  5-10                                     3-08-74                               7.7                    1,061.4 1                                                                      4-10                                     4-22-74                               7.4                    1,061.7.

i Plattsmouth Limestone 5-26-74 7.2 1,061.9 i 6-24-74 7.6 1,061.5

10-29-74 9.0 1,060.1

'l , 3-11-75 3.2 1,065.9

'  g                                                                                                           4-06-75                               5.8                    1,063.3                                  <

5-21-75 Piezometer d =? qed l HS-8, P-1 1-30-74 12.0 1,Cd8.5 4 2-08-74 13.0 1,057.5 { Interval: 31-40 3-08-74 13.0 1,057.5 4-22-74 14.8 1,055.7 l To ron to Limestone 5-26-74 16.5 1,054.0 6-25-74 17.7 1,052.8

,                                                                                                          10-29-74                               15.8                      1,054.7 1

1-17-75 13.5 1,057.0

3-11-75 11.8 1,058.7

, 4-06-75 13.4 1,057.1 l 4 5-21-75 18.3 1,052.2 HS-8, P-2 1-30-74 3.7 1,066.8 2-08-74 4.5 1,066.0

Interval

5-10 3-08-74 4.2 1,066.3 1

4-22-74 5.0 1,065.5 Plattsmouth Limestone- 5-26-74 5.2 1,065.3 6-25-74 5.6 1,064.9 10-29-74 7.8 1,062.7 1-17-75 7.0 1,063.5' 3-11-75 3.4 1,067.1 4-06-75 3.2 1,067.3 5-21-75 6.7 1,063.8 i.

     . . ,   .--,--n-...      .   . . , , , , . , . , . . . , . _ , ,        , , . , . ,     ,,..~,,--..,.__._,_<w,.-
                                                                                                                                -,.,.,,.,,__.,,,._,_,,.,m..,_,,.m.            ..,,,,.,,%,5._,.        . . , ..v.,w,r

WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 10 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation HS-10, P-1 2-08-74 32.5 1,045.2 3-08-74 28.6 1,049.1 Interval: 43-50 4-22-74 27.1 1,050.6 Toronto Limestone 5-23-74 27.1 1,050.6 6-24-74 27.7 1,050.0 10-29-74 30.5 1,047.2 3-12-75 26.7 1,051.0 4-06-75 26.5 1,051.2 4-12-75 26.4 1,051.3 5-21-75 29.2 1,048.1 HS-10, P-2 2-08-74 20.2 1,057.5 3-08-74 24.5 1,053.2 Interval: 17-25 4-22-74 23.1 1,054.6 5-23-74 22.4 1,055.3 Plattsmouth Limestone 6-24-74 22.1 1,055.6 10-29-74 15.1 1,062.6 3-12-75 15.1 1,062.6 4-06-75 15.7 1,062.0 4-12-75 15.8 1,061.9 5-21-75 19.0 1,058.7 HS-20, P-1 2-08-74 Frozen 3-08-74 9.1 1,073.8 Interval: 35-43 4-22-74 10.4 1,072.5 5-26-74 11.3 1,071.6 Toronto Limestone 6-25-74 7.0 1,075.9 10-29-74 7.3 1,075.6 3-11-75 Piezometer blocked HS-20, P-2 2-08-74 3.8 1,079.1 3-08-74 2.7 1,080.2 Interval: 2-18 4-22-74 2.9 1,080.0 5-26-74 2.8 1,080.1 Overburden to 6-25-74 2.7 1,080.2 Plattsmouth Limestone 10-29-74 2.8 1,080.1 3-11-75 Piezometer blocked 9

WCGS-ER(OLS) !, :(O) TABLE 2.4-9 (continued) Page 11 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation HS-29, P-1 2-15-74 41.5 1,049.9 3-09-74 42.0 1,049.4 Interval: 61-67 4-22-74 41.1 1,050.3 (57-68) 5-27-74 39.9 1,051.5 ' 6-24-74 41.5 1,049.9 Toronto Limestone 10-29-74 Piezometer blocked

3-12-75 41.3 1,050.1 4-06-75 41.2 1,050.2 4-12-75 41.2 1,053.2 6-19-75 40.6 1,050.8 , 7-17-75 40.7 1,050.7 i 8-12-75 40.7 1,050.7 9-15-75 40.7 1,050.7 10-29-75 41.1 1,000.3 11-12-75 41.2 1,050.2 i 12-22-75 46.6 1,044.8 1-14-76 40.8 1,050.6 2-13-76 41.5 1,049.9 3-25-76 41.6 1,049.8 5-06-76 41.1 1,050.3 1 9-10-76 47.6 1,043.8 10-15-76 43.1 1,048.3 11-19-76 42.7 1,048.7 12-14-76 42.9 1,048.5 1-26-77 43.0 1,048.4 2-09-77 43.2 1,048.2 ES-29, P-2 2-15-74 16.7 1,074.7 3-09-74 16.3 1,07.'s.1 Interval: 5-44 4-22-74 15.4 1,076.0 (4-44) 5-27-74 15.2 1,076.2 Overburden Heumader 6-24-74 14.9 1,076.5 Shale to Plattsmouth J.0-29-74 18.6 1,072.8 i Limestone 3-12-75 10.5 1,080.9 4-06-75 10.4 1,081.0 4-12-75 10.8 1,080.6 6-19-75 10.1 1,081.3 7-17-75 10.8 1,080.6 8-12-75 13.9 1,077.5 9-15-75 17.5 1,073.9 i 1

                                                   -       v,.,,,,.r.-,,-,.#  ,m,.     - - - , ~ ~ , .
                                                                                                        -..,-,.,m,.     ~ .    ..- - - - . . -. - , , , , ---.-

WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 12 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation HS-29, P-2 (cont'd) 10-29-75 20.3 1,071.1 11-12-75 21.1 1,070.3 12-22-75 26.1 1,065.3 1-14-76 29.1 1,062.3 2-13-76 31.8 1,059.6 3-25-76 35.t 1,055.8 5-06-76 38.7 1,052.7 9-10-76 46.2 1,045.2 10-15-76 46.3 1,045.1 11-19-76 46.5 1,044.9 12-14-76 46.4 1,045.0 1-26-77 Piezometer dry 2-09-77 Piezometer dry HSA-1, P-1 1-30-74 3.9 1,050.1 2-08-74 5.0 1,049.0 Interval: 15-22 3-08-74 5.0 1,049.0 4-22-74 4.6 1,049.4 Toronto Limestone 5-27-74 5.0 1,043.0 6-24-74 5.4 1,048.6 10-29-74 6.7 1,047.3 3-11-75 Piezometer blocked HSA-1, P-2 1-30-74 5.3 1,048.7 2-08-74 Piezometer blocked Interval: 3-12 Overburden ESW 10 9-29-74 36.1 1,059.3 Interval: 42-50 10-03-74 36.7 1,058.7 (41-50) 10-06-74 34.6 1,060.8 Plattsmouth Limestone 10-29-74 32.3 1,063.1 , 3-12-75 22.2 1,073.2 1 4-06-75 21.6 1,073.8  ! 4-12-75 21.5 1,073.9 5-21-75 20.7 1,074.7 6-19-75 20.2 1,075.2 7-17-75 20.2 1,075.2 8-12-75 19.7 1,075.7 9-15-75 19.7 1,075.7 O

,                                      WCGS-ER(OLS) i TABLE 2.4-9 (continued)                    Page 13 of 15 Water Level          Water Level Boring / Piezometer            Date                 Depth             Elevation ESW-10 (cont'd)              10-29-75                19.9              1,075.5 11-12-75                20.0              1,075.4 12-22-75                20.3              1,075.1 1

1-14-76 20.2 1,075.2 2-13-76 20.2 1,075.2 3-25-76 20.3 1,075.1 5-06-76 19.8 1,075.6 9-10-76 21.5 1,073.9 10-15-76 22.0 1,073.4 11-19-76 21.8 1,073.6 12-14-76 21.9 1,073.5 1-26-77 21.9 1,073.5 . 2-09-77 22.2 1,073.2 t ESW-23 9-29-74 Piezometer dry i Interval: 36-44 10-29-74 43.5 1,049.3 l (35-44) i Plattsmouth imestone 2-20-75 43.3 1,049.5 3-12-75 43.3 1,049.5 4-06-75 43.2 1,049.6 3 4-12-75 43.2 1,049.6 5-21-75 34.5 1,058.3 4 6-19-75 34.8 1,058.0 7-17-75 34.8 1,058.0 8-12-75 35.1 1,057.7 9-15-75 Piezometer damaged LK-3, P-1 1-30-74 Piezometer dry Interval: 3.0-7.0 1-31-74 Piezometer dry

          . Brown Silty Clay             2-09-74                     Piezometer     dry 4-13-74                     Piezometer     dry 5-22-74                     Piezometer     dry LK-3, P-2                     1-30-74                49.4               1,043.1 Interval: 81.5-96.5           1-31-74                49.8               1,042.7 Toronto Limestone             2-09-74                49.3               1,043.2 4-13-74                49.5               1,043.0 5-22-74                44.1               1,048.4 6-25-74                50.0               1,042.5 10-29-74                50.9               1,041.6-

UCGS-ER(OLS) TABLE 2.4-9 (continued) Page 14 of 15 Water Level Water Level Boring / Piezometer Date Depth Elevation LK-3C 2-09-74 1.7 1,073.1 Interval: 1.5-5.0 4-13-74 1.3 1,073.5 Brown Silty Clay 5-22-74 2.5 1,072.3 6-25-74 3.3 1,071.5 10-29-74 5.1 1,069.7 LK-3D 2-09-74 Ground surface 1,070.7 Interval: 10.5-14.0 4-13-74 Ground surface 1,070.7 Jackson Park Sandstone 5-22-74 1.5 1,069.2 6-25-74 2.0 1,068.7 10-29-74 3.3 1,067.4 LK-6A 1-30-74 1.3 1,056.0 Interval: 2.0-10.0 2-09-74 2.3 1,055.0 Platt.smouth Limestone 4-13-74 2.0 1,055.3 5-21-74 2.7 1,054.6 10-29-74 3.7 1,053.6 4-15-77 1.6 1,055.7 6-03-77 2.2 1,055.1 8-19-77 3.1 1,054.2 11-03-77 0.5 1,056.8 4-21-78 1.5 1,055.8 8-25-78 3.4 1,053.9 4-03-79 1.4 1,055.9 7-25-79 2.2 1,655.1 LK-7, P-1 1-28-74 3.0 1,050.0 Interval: 5.0-10.7 2-09-74 4.1 1,048.9 Toronto Limestone 4-13-74 5.2 1,047.8 5-22-74 5.4 1,047.6 10-30-74 7.7 1,045.3 LK-7, P-2 1-28-74 34.0 1,019.0 Interval: 33.0-91.7 2-09-74 34.2 1,018.9 Lawrence Formation 4-13-74 33.0 1,020.0 5-21-74 37.5 1,015.5 10-30-74 35.3 1,017.7 LK-8 1-30-74 8.7 1,015.0 Interval: 8.6-24.6 2-09-74 9.4 1,014.3 Silty Clay (Alluvium) 4-13-74 10.9 1,012.8 5-21-74 11.5 1,012.2 10-30-74 11.8 1,011.9

'Y WCGS-ER(OLS) TABLE 2.4-9 (continued) Page 15 of 15 Water Level Water Level

  , Boring / Piezometer         Date         Depth         Elevation LK-9                       1-30-74           4.6        1,069.2 Interval:    3.0-6.0       2-09-74           54         1,068.4 Brown Silty Clay           4-13-74           5.8        1,068.0 5-22-74           5.8        1,068.0 10-30-74           5.9        1,067.9 LK-10                      4-13-74           2.4        1,095.2 Interval:    2.0-5.0       5-09-74           2.4        1,095.2 Silty Clay                 5-22-74           2.4        1,095.2 11-03-77           0.9        1,096.7 a                               4-21-78           1.7        1,095.9 8-25-78             Piezometer dry 4-03-79           1.3        1,096.3 4
                                                                          ;

l 1

NCGS-ER(OLS) TABLE 2.4-10 lage 1 of 2 CDCLING LAKE SEEPAGE ANALYST.S M L H k W Unit A Average Average Pe rmea Outcrop nick- Average Flow Bottom bilig Q Geologic Width ness Ar ga langth Elevation fH (10 S$epage Unit Sector (ft) (ft) (ft ) (ft) (ft) (ft) en/sec) ft / min stull B 4,000 20 80,000 4,000 1,060 30 10 .0012 7 5,000 10 50,000 1,600 1,060 30 10 .0019 Total 0.0031 Clay Creek 7 9,000 to 90,000 5,000 1,052 38 6II 'II .0008

                                                                                                       .0007 6        3,000     10        30,000      1,500 2,500 1,060 1,065 30 25 6

6I .0001 5 1,500 8 12,000 Total 0.0016 Jackson 7 5,500 25 137,500 8,000 1,042 48 240 gg .0390 Park - 6 3,000 30 90,000 3,500 1,040 50 240 .0607 Heumader 5 6,000 45 270,000 3,500 1,040 50 240 .1822 I 4 3,000 30 90,000 000 1, 0 38 52 240 .2764 3 3,500 25 87,500 000 1,050 40 240 .2067 1A 5,000 20 100,000 4,000 1,083 7 240 .0083 0.7733 Total Plattsmouth 6 2,500 10 25,000 6,500 1,040 50 23 .00087 5 6,000 12 72,000 9,500 1,025 65 23 .00223 4 3,l100 12 36,000 4,000 1,024 66 23 .00269 3 3, 100 12 42,000 2,500 1,0 35 55 23 .00419 2 1 5, iC0 8 44,000 3,000 1,060 30 23 .00199 1A 5,500 12 66,000 6,000 1,070 20 23 .00100 Total 0.01297 I ' Heebner, 5 5,000 15 75,000 9,500 1,015 75 8 .00094 Le ave nwor th 4 3,000 15 45,000 7,500 1,022 E8 8 .00065 Snyderville 3 3,000 15 45,000 4,000 1,0 32 58 8 .00104 2 3,000 15 45,000 800 1,067 23 8 .00207 2A 3,000 '5 45,000 3,500 1,085 5 8 .00010 II 1 5,500 1. 82,500 3,500 1,069 21 8 .00079 1A 8,500 15 127,500 6,000 1,055 35 8 .00120 Total 0.00679 48,000 8,500 1,010

                                                                                       '   12           .0011 Toronto              4        3,000     16 80(dI 75                       .0016 3        3,500     16       06,000       6,000    1,015                1.

2 2,000 16 32,000 1,800 1,047 43 12 .0018 2A 6,000 16 96,000 5,000 1,075 15 12 .0007 1 6,500 16 104,000 7,000 1,050 40 12 .0014 1A 6,000 16 96,000 9,000 1,045 45 12 .0011 Total 0.0077

' location of sectors are shown on Figure 2.4-17.

Average values from Table 2.4-6. Outcrop area insignificant. Proje ct ed .

'Used available values   o*'   k.

Weighted average permeability. O

                                                                 - _ . - . - - ,                  -.-                          - - - - - - -                   _ - - - - . . , - - - . - ~ .

WCGS-ER(OLS) TABLE 2.4-10 (continued) Page 2 of 2 6 M L M k j W Unit A Average Avarage Pesmeag l q l outcrop 7 hick- Average riow abttom bill y , Q Coologic Width ness Length Einwation AM (10 gepage g,3 Arp) Unit sector (ft) (ft) (ft (ft) (ft) (ft) cm/sec) ft /ain i 2,000 15 30,t 00 9,500 995 95

                                                                                                                                                   '  18                           .0011            j Lawrence                              4 3,500                20    70,000       6,500                   995                    18                           .0036             1 3

1,000 15 15,000 2,500 1,0 32 95(d) 58 d) 18 .0012 - 4 2

2A 6,000 20 120,000 8,000 1,055 35 g) 18 .0019 l 4 1 5,000 20 100,000 11,000 1, 0 30 60 18 .0020 i 1A 2,500 15 37,500 11,000 1,0 35 55 18 .0007  !

Total 0.0105  ! 1 Total (all sectors and geologic units) 0.82 ft / min. i (0.014 cfs) 1 (6.1 gpe)  ; i l l i i O  ; I i I I t i i l' i , I 1 l

I l

l O

TABLE 2.4-11

SUMMARY

OF SURFACE WATER OUALITY DATA COLLECTE) DURING THE PRECONSTRUCTION AND CONSTRUCTION '10NITORING STUDIES John Redmond Neosho River Wolf Creek R?servoir Preconstruction fonstruction Preconstructton ConstructI(9 ~~kreconstruction m oeter Rme TOF14 H IGH M76 1977 1976 19M 19 H74M 1976 147 F 3 Ti W7i747MS water n 8 8 16 18 18 16 16 16 16 18 16 15 8 2 8 temperature Min 2.5 10.8 2.8 1.2 0.7 0.5 2.4 0.7 2.2 5.5 0.7 6.0 2.2 0.8 0 (*Cl Mar 24.6 20 24.1 26.6 29.0 26.7 22.5 19.7 20.3 21 24.4 25.6 24.5 19.9 23.9 Mean 14.8 12.4 14. 't 15.2 14.3 11.9 13.9 11.9 13.7 13.5 12.8 10.5 14.7 11.4 14.8 Oxygen, n 8 16 16 36 35 32 16 32 32 36 30 30 8 2 8 dissolved Min 7.3 8.6 5.6 6.0 6.2 5.1 1.1 5.9 0.2 1.9 0.7 (0.1 7.0 6.5 6 (ag/l) Mas 14.1 14.4 13.6 13.6 14.4 16 !!.5 14.5 9.6 8.2 12.9 9.3 12.5 13.0 13.5 Mean 10.3 11.1 9 .1 9.3 9.8 10 6.7 9.7 5.9 4.8 5.5 4.9 8.2 19.1 9.4 n 8 16 1% 36 35 26 16 32 32 36 30 10 8 2 8

Oxygen, saturation Min 84 93 5% 73 79 62 12 63 2 20 6 <1.0 83 70 63 Man 120 106 101 103 105 Ill 97 114 93 67 90 88 91 98 106 (t)

Mean 10! 98 82 87.6 92 91 60 85 57 45.2 51 47 89 89 83 pH n 8 16 16 36 36 36 16 32 32 32 32 to a 8 8 f Min 7.6 7.5 7.1 7.6 7.2 7.7 7.1 6.7 6.0 7.2 6.6 7.1 7.3 7.a 7.5  ;) Mas 8.2 8.2 8.2 8.5 8.3 8.3 7.S 8.3 7.7 7.9 7.9 8.4 8.3 8.2 8.2 U2 Mean 8.0 7.9 7.7 8.1 8.0 8.1 7.5 7.6 7.1 7.5 7.4 7.5 8.0 7.9 7.9 I t1 Alkalinity, n 8 16 16 36 36 36 16 12 32 36 32 30 8 8 8 W3 total Min 113 140 92 145 94 160 95 75 52 109 51 106  !!5 125 156 215 288 195 229 198 236 276 200 196 211 201 "C') (ag/1-CACO 3) Max 194 202 19) 196 Mean 141 367 117 171.5 173 191 139 167 119 159 156 150 152 166 169 h{ Conductance, n 8 16 16 36 36 36 16 32 32 36 32 30 8 8 4 specific Min 292 365 273 442 297 450 229 310 160 410 247 350 281 361 427 (pahos/cm Mas 511 339 651 725 792 830 504 696 651 517 694 110 506 536 662 at 25 C) Mean eau 456 468 592 552 620 368 489 348 397 442 474 411 462 511 16 16 36 36 36 16 32 32 36 31 '; 8 8 8 kesidue, n 8 filterable Min 201 202 210 279 218 274 145 210 161 186 170 435 207 232 262 (solids, Man 326 325 420 490 504 516 438 454 440 368 457 537 329 341 414 total Mean 135 268 317 371 363 394 254 321 270 263 297 323 268 282 318 dissolved) (ag/l) Residue, n 8 16 16 36 36 36 16 32 32 36 32 30 8 8 8 nonfilterable Min 40 25 2 4 5 <l.0 22 7 6 3 2 3 19 13 4 (solids, Max 117 222 350 137 164 132 132 424 548 396 318 151 53 84 60 total sus- Mean 57 80 86 47 55 42 73 88 133 70.4 38 48 40 41 31 pended (ag/l) Turbidity n 8 16 16 36 36 36 16 32 32 36 32 3 8 8 8 (N.T.U.) Mise 21 5 8 5 5 2 25 3 12 1 5 6 14 1 14 Maa 70 84 190 90 99 73 87 280 250 150 64 74 58 38 45 Mean 48 35 81 27 el 27 56 60 104 48.2 27 37 42 21 27.5 O O O

TABLE 2.4-11' (Sheet 2 of 4) John Redmond Meosho River Wolf Creek Reservoit 1 . Preconstruction Construction Preconstruction Consttuction Precons{ruciton

!                                     Perimeter     Range   1973    197 F--~1973     TY7n177--- ITTE     T173--- 197F--~IUT IT76            1977    1975     li73747FTU5 Calcium        n          8        -      -

36 35 36 16 - - 36 32 30 8 - - tog /1) Min 32 - - 55 32 59 33 - - 38 26 38 33 - - Mas 68 - - 81 83 154 67 - - 66 98 90 67 - - j Mean 57 - - 68.2 63 74 47 - - 52.2 57 50 52.2 - - Chloride n 8 - - 36 30 36 16 - - 36 26 30 8 - (og/l) Min 5.0 - - 11 10 9 1.8 - - 3.0 4.1 3.7 5.0 - - Mas 17.5 - - 44 140 73 6.0 - - 12.2 30 32 17.8 - - Mean 10.3 - - 25.5 34 31 3.5 - - 7.0 9.9 9.0 10.3 - - Magnestur n 8 - - 36 16 36 16 - - 16 32 30 8 - - ing/1) Min 8.2 - ~ 14 8 14 5.6 - - 6.7 82 6.4 8.1 - - Mas 16.2 - - 27.4 25.4 39 13.3 - - 14.7 750 19 16.2 - - , Mean 12.3 - - 20 16.4 21 9.4 - - 9.9 287 12 12.4 - - Potassium n 6 - - 36 34 36 16 - - 36 32 30 8 - - 3.2 4.0 3.9 4.2 2.6 2.6 4.4 IU (eg/1) Min 4.5 - - 2.9 - - - - Il Man 5.4 - - 5.1 5.7 6.0 6.5 - - 10.0 11 9.0 5.7 - - Mean 4.8 - - 4.2 4.9 4.9 4.7 - - 6.7 5.1 4.9 4.9 - - hf I Sodium n 8 - - 36 36 36 16 - - 36 32 30 8 - - tg (eg/1) Min 6.6 - - 12 8.2 12 5.5 - - 5.5 3.2 8.6 6.5 - -  ;) Mas 18.8 - - 30.9 40 39 19.3 - - 25 40 32 18.5 - - Mean 5.9 - - 22.2 21 25 12.2 - - 11.4 14.5 16 5.9 - - C) C' 32 32 36 32 30 31 4 Sulfate n 8 16 16 36 36 36 16 8 8 8 i leg /1) Min 27 32 29 53 31 46 10 50 7 8 31 33 26 27 40 Mas 56 93 99 149 130 130 70 130 148 99 190 230 60 67 89 Mean 21 51 59 89 70 90 41 75 49 36.4 El 79 43 49 63 , t Iron, n - - - 36 34 36 - - - 36 28 30 - - - soluble Min - - -

                                                                                       <1       6      7      -       -        -

14 9 10 - - - (vg/l) Man - - - 2000 350 210 - - - 570 2200 1400 - - - Mean - - - 98 88 55 - - - 180 314 171 - - - Iron, total n 8 16 16 36 36 36 If 32 32 36 32 30 8 8 8 0.19 0.084 0.10 1.1 0.23 0.32

.                                     Ing/1)         Min     1.1     0.81                   0.10                    0.28    0.58     0.22                     0.78         0.72         0.32 Mas     3.8       4.0     1.1    2.7    4.8     6.2     6.3    11.9    17.9      7.2      3.4     5.8      3.4          1.8         2.5 Mean    2.5       2.0     3.3 0.817     1.9     2.0     3.8     2.8     6.4      1.7      1.3     2.3     2.4           1.3         1.3 Manganes;      -          8          16     16   36      36     35       16      32       32     36        32      30        8               8         8 i                                      total          Min      56          55      30   31    1.9       2      47       10    100      100       82       31       32           29          22 (og/1)         Man     180       150     220    250    ISO     130  1600       410     420     1200      750 2000        200             66        100 l

Mean 55 79 97 117 121 91 265 185 285 398 287 399 48 54 66 Color, true n 8 16 16 36 36 36 16 32 32 36 32 30 8 8 8 (unital Min 12 14 7 7 7 8 15 11 13 20 8 15 9 13 8 Man 28 20 52 22 60 17 50 68 104 64 93 120 27 22 20 Mean 19 16 19 9 22 12 le 30 48 31 38 36 le 16 13 l

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3 LJ  %. Q ,, TABLE 2.4-11 (Sheet 4 of 4) John Redmond Neosho River Wolf Creek Reserwolr Pr econst r uct ion Construction Freconstruction Construction P r e con s t r uct ion Parameter Range 1973 1374 1975 II73I II77 197I ITTl 147f ~ II75 147f ~1477 lI7I 1971-~~1974~~l)75 36 36 16 32 32 36 12 30 8 8 8 Chemical n 8 16 16 36 Min 15 13 12 14 15 15 12 18 9.3 15 18 15 15 13 ox ygen 14 84 21 21 27 Mas 24 21 37 31 26 36 35 51 50 120 150 demand 20 (m1/1) Mean 20 17 23 18.5 19 20 28 23 33 35.4 35 38 19 17 34 16 32 32 30 29 27 8 8 8 Henane n 8 16 16 35 31 Min <0.1 <0.1 0.5 <0.1 (3 <3.0 (0.1 <0.1 0.2 <0.1 <3 <3 <0.1 (0.1 0.8 soluble materials Mas 3.4 1.8 2.3 1.4 6 6.0 2.2 2.1 4.1 2.8 4 6.0 1.8 2.0 2.0 Mean 0.9 0.6 1.4 0.43 3 2.5 0.7 0.6 1.3 0.52 <3 2.0 0.5 0.6 1.4 Ing/1) 16 36 36 16 16 32 32 36 12 30 8 8 8 Organic n 8 16 carbon, M i n .. 6 9 6.8 6.0 5.8 5.5 9 11 8 9.0 4.6 5.6 5 6 8.6 28 30 10.0 12 21 28 34 37 40 58 35 21 26 25 -g Man 22 total (ag/1) Mean 12 13 17.9 7.56 8.2 0.0 14 18 23 15.2 14 12 12 13 15 () O 32 32 36 32 30 8 8 8 U3 Copper, n 8 16 16 36 16 36 16 I Min 3 1.5 1.5 0.8 1.3 1.5 0.9 0.1 1.2 0.7 0.1 0.9 3 3 1.8 total 4.1 8.2 10 7 5.3 E7 Mas 4.3 9.9 10 5.5  !! 5.6 25 7 19 7.6 (og/1) Mean 2.8 4.8 4.2 2.4 3.9 2.8 4.6 4.6 6.2 3 2.2 3.05 4.5 5 1,0 j{ C) 30 36 16 12 12 36 26 30 8 8 8 Lead, total n 8 16 16 36 (99/1) Min <1 1 <1 <1 <1 <1 (1 1 <!.0 <1 <1 <l.0 <1 1 <l.0 hh Mas 3 73 9 6 46 94 5 44 30 96 150 140 8 13 2.0 -- Mean 1.1 7 3.0 2 3.7 9.4 1.1 10 5.8 to 13 17.2 2.5 6 1.3 30 35 36 16 32 32 28 32 30 8 8 8 Mercury, n 8 16 16 Min (0.05 <0.05 0.45 0.2 <0.05 0.29 <0.05 <0.05 0.18 0.26 (0.05 0.2 <0.05 0.05 0.76 total 69 3.4 3.2 1.2 (og/1) Mas 0.19 0.93 6.7 98 8.3 2.9 0.19 0.71 6.4 0.39 9.2 Mean 0.09 0.15 2.0 6.5 1.1 1.1 0.14 0.15 1.6 6 0.81 1.2 n.24 0.13 3.9 36 36 36 - - - 36 32 30 - - - Selenium n - - -

                                                              <l     <1      <1    -        -       -      <1      <1  <!.0      -          -           -

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                                                      -       12       6    6.0    -        -       -

11 - - Man - - Mean - - - 3.8 2 2.8 - - - 3.6 2 2.8 - - - 16 32 22 36 28 30 8 8 8 tine n 8 16 16 36 30 36 Min <1 5.6 a.6 1.2 1.2 <0.1 <1 1.0 2 1.4 1.5 0.1 (1 7 4.6 (pg/I) 280 15 45 83 Mas 3.6 76 5? 16 50 110 22 61 80 88 14 Mean 0.2 21.5 12.8 8.7 17.5 15.7 3.2 28 28 14.8 8.2 18 6.1 19 16.4 4

TABLE 2.4-12 SUBitiARY OF GROUNDNATER OUALITY DATA FRO 51 1973-78 Well Number Parameter Range B-12 C-6 C-10 C-50 D-26 D-28 D-42 D-55 D-65 pH n 13 9 5 9 - 12 12 6 13 Min 6.6 7.3 7.1 6.9 - 7.1 6.8 6.8 f.~ Max 7.8 7.7 7.7 7.9 - 8.2 8.0 7.5 7.8 Mean 7.3 7.5 7.3 7.4 - 7.7 7.3 7.2 7.2 Alkalinity, total n 13 9 5 9 4 16 12 6 13 (mg/1-Caco 3) Min 256 238 240 262 155 113 246 195 110 Max 490 295 280 483 237 351 386 314 168 e Mean 372 361 258 373 195 225 341 239 138 5 a Residue, filtrable n 13 9 5 9 4 16 12 6 13 (total dissolved Min 334 726 860 632 472 379 784 248 1890 M solids) (mg/1) Max 1228 792 1490 1810 936 1750 1170 612 6060 3. Mean 622 741 1168 865 605 970 969 408 3775 to Conductance, specific n 13 9 5 9 4 16 12 67 13 -- (umhos/cm at 25 C) Min 740 1140 1370 962 713 740 1160 460 4130 Max 1750 1350 1600 2700 1360 2360 1510 862 5800 Mean 989 1226 1536 1563 909 993 1326 654 5123 Calcium, total n 13 9 5 9 4 16 12 7 13 (mg/1) Min 75 100 200 106 86 90 110 71 450 Max 160 131 276 230 122 164 320 130 690 Mean 97 114 225 146 101 114 152 94 539 Chloride n 13 8 5 9 4 16 12 7 13 (mg/1) Min <0.5 180 62.5 22 49 35 26 7.5 375 Max 140 205 170 290 77 140 79 44 590 Mean 39 191 135 111 60 486 40 17.5 512 Magnesium n 13 9 5 9 4 16 12 7 13 (ag/1) Min 14.4 15.4 19 27 12.5 15.2 45 10 112 P.a x 34 19.3 21.9 68 35 83.8 64 21.8 148 Mean 19 17.2 20.8 45 20 41 54.2 16.2 124.4 l l 9 O O

D. q) (I ' TABLE 2.4-12 (Shcet 2 of 3) Well Number Parameter Range B-12 C-6 C-10 C-50 D-26 D-28 D-42 D-55 D- 6__5 Potassium, total n 13 9 5 9 4 16 12 7 13 1 (mg/1) Min 1.9 5.5 1.2 0.9 1.5 1.6 0.6 3.0 2.5 Max 3.2 7.2 1.8 1.5 4.8 11.1 1.0 4.3 3.4 Mean 2.4 6.3 1.5 1.2 2.5 5.5 0.8 3.4 2.9 Sodium n 13 9 5 9 4 16 12 7 13 r (ag/1) Min 78 98 23 36 34 32 66 6.2 160 Max 190 105 36 280 122 250 97 26 320 Mean 99 103 27 142 82.3 126 82 14 265 Sulfate n 13 9 5 9 4 16 12 7 13 (mg/1) Min 9 11 12 50 95 21 226 29 <1 Max 320 68 50 700 140 450 410 210 37 s Mean 106 50 38 320 131 201 327 87 12 Q m Iron, soluble n 13 9 5 9 - 11 10 7 13 i (pg/1) Min 31 19 14 12 - 6 8 21 7 Q Max 2000 170 120 440 - 28 120 500 2700 -- Mean 363 103 52 68 - 70 44 156 293 @ m Iron, total n 13 9 5 9 4 16 10 7 13 (mg/1) Min 0.51 0.13 0.71 0.19 0.046 0.027 0.020 0.12 2.7 Max 5.7 1.2 3.9 3.8 0.36 2.2 0.04 3.S 23 l Mean 3.3 0.6 1.8 1.1 0.15 0.39 0.09 1.2 13  ! l Manganese, total n 13 9 5 9 4 16 12 7 13 (mg/1) Min 0.055 0.007 0.055 0.009 0.004 0.001 0.003 0.013 0.48

Max 1.9 0.56 0.18 0.074 0.071 1.5 0.14 0.14 1.0 j Mean 0.99 0.11 0.10 0.04 0.03 0.21 0.05 0.08 0.72 Manganese, soluble n 4 4 1 3 -

4 3 4 4 (mg/1) Min 0.66 0.008 0.054 0.012 - 0.002 0.011 0.013 0.046 Max 1.7 0.13 0.054 0.055 - 0.058 0.048 0.11 0.52 Mean 1.2 0.06 0.054 0.04 - 0.02 0.03 0.07 0.49 I i i

TABLE 2.4-12 (Sheet 3 of 3) Well Number Parameter Range B-12 C-6 C-10 C-50 D-26 D-28 D-42 D-55 D-65 Nitrate n 10 9 2 7 4 14 9 4 10 (my/1) Min 0.01 0.02 61 3.9 2.6 0.45 0.38 0.11 365 Max 30.0 3.9 77 19 74 120 13 1.4 550 Mean 3.4 1.3 69 8.7 24 46.7 6.6 0.8 457 Phosphorus, total n 13 9 5 9 4 16 12 7 13 (mg/1) Min 0.044 0.15 0.001 0.008 0.018 0.036 <0.001 0.003 0.02 Max 0.73 0.32 0.039 0.033 0.21 0.61 0.036 0.076 0.13 E Mean 0.20 0.22 0.013 0.015 0.07 0.14 0.020 0.030 0.054 Q rn Silica, soluble n 13 9 5 9 4 16 12 7 13 ' (mg/1-SiO 2) Min 9.2 13 10.9 8.3 2.1 1.7 12.6 3.2 3 $ Max 24 28 12 13 5.8 18 16.1 6.8 14 -- Mean 13.1 22.6 132 10.3 4.1 8.3 15.9 4.7 10.4 h a Selenium n 9 5 4 6 - 8 9 3 9 (ug/1) Min <1 <1 <1 <1 -

                                                             <1     <1      2    <1 Max        8    9       8    13     -

10 15 4 18 Mean 2.7 3 2.8 3.8 - 4.5 4.8 3 6.3 O O O -

h J i / V U TABLE 2.4-13 KANSAS WATER OUALITY CRITERIA APPLICABLE TO TIIE NEOSilO RIVER" Sampling Sampling Location (s) Location (s) at Which at Which Criterion Criterion Constituent criterion is Applicable Was Not Met Bacteria Ti,e fecal coliform content based on not less Ib Nonec enan five samples taken during separate 24-hour periods over not more than a 30-day period, shall not exceed a geometric mean of 200 per 100 ml sample, nor shall more than 10 percent of total samples during any 30-day period E exceed 400 per 100 mi sample. O U2 The fecal coliform content shall not exceed 1, 4 and 10 Loc. 1 (June $ 2I30 per 100 ml sample. 1974) x Dissolved oxygen The dissolved oxygen content shall be main- Ib None tained at or above 5 mg/1. Dissolved oxygen 1, 4 and 10 None U3 concentrations less than 5 mg/l shall not be due to man-made point source waste discharges. Ammonia Man-made point source waste discharge shall Ib Loc. 1 (March, nat cause the undissociated ammonium hydroxide December 1974) concentration of waters of the state to exceed 1, 4 and 10 Loc. 4 and 10 0.15 mg/l as N. (March, October 1974; April 1975) Oil and grease All waters shall be essentially free of visible I b None oil and grease. Dissolved or emulsified grease 1, 4 and 10 None concentrations shall be kept below levels which will interfere with use as designated in thesa standards.

TABLE 2.4-13 (Sheet 2 of 3) Sampling Sampling Location (s) Location (s) at Which at Which Criterion Criterion Constituent Criterion is Applicable Was Not Met Solids There shall be no man-made deposits of solids Ib None in waters of the state, either organic or in- 1, 4 and 10 None organic, which will be detrimental to the designated use. All waters shall be free of floating debris, scum, and other floating materials attributable to ranicipal, industrial, or other waste disposal practices in amounts sufficient to be unsightly or detrimental to the designated use. Turbidity There shall be no turbidity increase in waters Ib None E of the state, of other than natural origin, 1, 4 and 10 None $ that will cause substantial visible contcast m with the natural appearance of the water or be y detrimental to the designated use. x n Temperature Man-made point source discharges shall not Ib None h elevate the temperature of receiving water 1, 4 and 10 None W above 90P. Ileat of artificial origin shall not be added to a stream in excess of the amount that will raise the temperature of the water more than SF above natural conditions. The epilimnion of lakes shall not be raised more than 3P above that temperature which existed before the addition of heat of artificial origin. The normal daily and seasonal temperature variations before the addition of heat due to other than natural causes should be maintained. The measurement system used in each case should provide for temperature measurements which reflect the temperature differential induced after a reasonable mixing zone. A zone of passage for free-swimming and drifting aquatic biota must be provided for the water affected by each discharge. O O O

N

                                                                     \~                                               s.

4 TABLE 2.4-13 (Sheet 3 of 3) Sampling Sampling Location (s) Location (s) at Which at Which Criterion Criterion Constituent Criterion is Applicable Was Not Met pH Man-made point source waste discharge shall 1 None not cause the pH of waters of the state to 1, 4 and 10 None vary below 6.5 nor above 8.5 Taste and odor Taste and odor producin- substances from Ib Constituents producing man-made point sources anall be limited to not analyzed substances concentrations in the receiving wacer that will not interfere with the production of potable water by reasonable. water treatment-processes, or impart unpalatable flavor to

E fish, or result in noticeable off,nsive O i

odors in the vicinity of the water, or S otherwise interfere with the desigs.ated I use of the water, jj Color Man-made point source discharges of color Ib None k

producing substances shall be limited to 1, 4 and 10 None h concentrations which will not be detrimental

to the designated use of the receiving water. 2 Tor.ic substances Toxic substances or synergistic effects of Ib Constituents toxic substances from man-made point sources not analyzed shall be limited to concentrations in the 1, 4 and 10 receiving water that will not be harmful to human, animal, plant, or aquatic life, or

,                                   otherwise interfere with the designated use i.

of the water. 1 ! JKansas State Department of Health and Environment (Revised 1977). < bJohn Redmond Reservoir location from 1973 through 1975; Location 1 moved to tailwaters in 1976. CThe 10 percent of total samples during any 30-day period criterion was not exceeded. Sampling ^i frequency was inadequate to assess whether the five samples during a separate 24-hour period criterion was exceeded, i. I

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REFERENCE:

e REPROCUCED FROM U.S. ARMY CORPS

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REFERENCE:

U,$. ARMY CORPS OF ENGINEERS, I 1965. PL ATE A-4 7. i

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WCGS-ER(OLS) /N 2.5 GEOLOGY \_) The broad features and general geologic characteristics of the site area are described in this section. A more detailed treatment o f specific geologic aspects is pre-sented in Section 2.5 of the Wolf Creek Generating Station, Unit No. 1 (WCGS) Final Safety Analysis Report (FSAR). The broad features and general geologic characteristics of the site area have previously been described in Section 2.4 of the Environmental Report - Construction Permit Stage [ER (CPS)] . Section 2. 5 of the ER(OLS) includes updated information and also repeats much of the information from the ER(CPS) for continuity. The revisions have been made in order to incorporate new data f rom additional drilling prog rams and from the geologic excavation mapping program. Additional revisions have been made to include data from recent technical publications. Section 2.5.2 (Physiog ra phy) includes new information on the physiog raphic changes at the site which result from construction of the cooling lake. Section 2.5.3 (Generalized St ra tig ra ph y) has been expanded to include supplemental new data and a discussion of the Precambrian basement lithologies. Section 2.5.4 (Geologic Structure) has also been ' expanded to 7-"N include discussions of the Precambrian age Central North ( '/ ) American Rift System, and of minor, noncapable faults exposed in excavations at the site. Section 2.5.5 (Seismology) has been expanded to include new information from recent technical literature, including the addition of the 1906 Manhattan, Kansas earthquake as one of the earthquakes perceptible at the site. Although this earthquake may not have been perceptible at the site, it is included as a result of more conservative evaluations. The discussion of seismicity and tectonic structures in Section 2.5.5.2 has been revised to include supplemental information on the Nemaha Uplift, the adjacent Central North American Rift System, and the seismicity associated with these features. Section 2.5.6 (Site Geologic Conditions) has been revised due to the availability of new information obtained from additional test borings and from the geological foundation excavation mapping program. The changes include revisions in stratigraphic interpretation and in the thicknesses of the geologic units. A minor amount of supplemental information has also been added to Section 2.5.7 (Economic Geology). The indicated revisions to Section 2.5 of the ER(OLS) have been made to incorporate new data and to maintain consistency O) (

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2.5-1

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WCGS-ER(OLS) with the more comprehensive treatment of geology and seis-mology presented in Section 2. 5 of the Final Sa fety Analysis Re po r t . 2.5.1 REGIONAL GEOLOGIC SETTING The region surrounding the site (Figure 2.5-1) lies within the Central Stable Region of the North American Continent (King, 1959). This province is a tectonically stable area characterized by gently dipping sedimentary rock of Mesozoic and Paleozoic age that overlies a basement complex of Pre-cambrian igneous and metamorphic rocks. Scattered surficial deposits of Tertiary and Quaternary age are present throughout the r eg io n . In the region surrounding the site, the Paleozoic bedrock dips very gently to the west. Erosion has truncated many of the units, and surface rocks become progressively older from west to east across the regional area. The regional distribution of geologic units is shown on Figure 2.5-2, and generalized west-to-east and south-to-north geologic cross-sections are shown on Figure 2.5-3. 2.5.2 PHYSIOGRAPHY The site, as shown on Figure 2. 5-4, is located within the Osage Plains Section of the Central Lowland Province (Fenne-man, 1957; Schoewe, 1949). The Central Lowland Province, a major subdivision of the Interior Plains Physiographic Division, is characterized by low to moderate relief. Within the regional area, the Central Lowland Province is subdivided into the Osage Plains Section, the Dissected Till Plains Sec tion, and the Arkansas River Lowlands Section. The site is located within the Osage Plains Section which is bounded by the Dissected Till Plains Section to the north, by the Great Plains Province to the northwest, by the Arkansas River Lowlands Section to the southwest, and by the Interior Highlands Physiographic Division to the southeast. The Osage Plains Section is characterized by relatively low relief, gently dipping rock strata , and east-facing e sca r pm en t s . Bedrock is present at or near the earth's surface and consists of alternating beds of limestone, shale and sandstone which dip gently to the west and northwest. The major rivers in the area are entrenched and drain from the northwest towards the southeast. The site is located in the Osage Cuestas subdivision of the Osage Plains Section. The cuestas are east-facing esca r pm en ts , irregularly trending northeast-southwest, which 2.5-2 9.j I

WCGS-ER(OLS)

 /^"T have resulted from differential erosion of the bedrock. The

( ,/ cuestas are separated by flat to gently rolling plains developed on the less resistant rock strata. The site can be divided into three basic physiographic areas (Figure 2.5-5). Level to gently rolling uplands form the drainage divides within the site area. These uplands are generally underlain by limestone, although remnants of Tertiary alluvial gravel are found on some of the higher hills (Figure 2.5-6). The bottomlands and floodplains consist mainly of recent alluvial depasits along the Neosho River and its tributaries. Between the bottomlands and the uplands are moderate to steeply sloping uplands and valley walls. The slopes are developed on exposed strata, and their steepness indicates the underlying lithology. Although controlled largely by the limestone and sandstone, the slopes are mostly developed in shales, and, in the northern portion of the site in sandstone. Construction at the plant site and Category I area has modified a portion of the moderately to steeply sloping uplands and valley walls (Figure 2.5-5). When the cooling lake has been filled, the Wolf Creek bottomland and flood-plain, as well as portions of the valley walls, will be submerged. The cooling lake will then be a dominant feature 7- s at the site. Level to gently rolling uplands will be modified V) ( only in areas affected by plant and dam construction ( Fig ure 2.5-5). The Neosho River is the major drainage within the site area, flowing northwest to southeast. Wolf Creek and Long Creek, the principal tributaries to the Neosho River, flow north to south. The smaller tributaries have formed a dendritic pattern with a predominant east-west trend. The Neosho River and its tributaries have provided the controlling influence in the development of the slopes and land forms in the project area. The to pog ra phic reliet in the area varies, depending on distance from the main streams and tributaries, with a maximum relief of 100 feet or less from the uplands to the valley floors. 2.5.3 GENERALIZED STRATIGRAPHY The stratigraphic section at the WCGS site is composed of Precambrian and Paleozoic sedimentary rocks overlying a basement complex of Precambrian igneous or metamorphic rocks (Figure 2.5-7). Scattered Tertiary and Quaternary age allu-vial deposits rest unconformably upon the Paleozoic strata (Figuts 2.5-2). 1 0 2.5-3 t I

WCGS-ER(OLS) Crustal movements initiated during Paleozoic time (beginning of that era is approximately 600 million years ago) caused intermittent emergence and submergence of the land surfaces, producing a wide range of depositional environments through time. As a result, the stratigraphic column at the site represents a complex series of marine sedimentary rocks with occasional interbeds of non-marine origin. Emergence of the land masses resulted in periods of erosion and the creation of unconformities within the stratigraphic record. Cole (1976) indicates that the Precambrian surface occurs at a depth of approximately 2,750 feet beneath the site. The lithologic nature of this surface, however, is still open to debate since no wells have penetrated the Precambrian sur face in Coffey County. One interpretetion of available well data indicates that a sequence, which may exceed 1,000 feet in thickness, of undifferentiated Cambrian to Precambrian sediments, meta-sediments, igneous and metamorphic rock fragments, and " granite wash" may overlie the crystalline basement complex in a wide band that may extend from Missouri through Kansas into Nebraska (Merriam, 1963). Geophysical data from a well in Woodson County, 20 miles from the site, further support this interpretaticn. Coarse- to medium-grained clastic rocks were encountered at a depth of 2,750 feet. This well was drilled through 140 feet of clastic material before reaching crystalline basement at a depth of 2,890 feet (Cornish oil Well Services, 1968). This par-ticular well is located on the thinner, southern margin of the undifferentiated clastic belt which appears to thicken toward the site. These data , therefore, support the existence of clastic material between Paleozoic sediments and granitic crystalline basement (Merriam, 1963). However, the precise thickness of this clastic material at the site is still open to question. Another interpretation (Bickford and others, in press) indi-cates that the crystalline basement north and west of the site consists of granitic rocks which range in composition from granite to quartz monzonite and were emplaced at medium crustal lev el s . The crystalline basement south of the site consists of granitic plutons which appear to have been emplaced at shallow crustal levels. Radiometric age dates range from 1,750 mII' ' years to 1,200 million years with an average date of 1,31 or the shallow plutons. Due to the absence of deep well- 3ickford and others (in press) do not indicate the nature of the crystalline basement beneath the site (Wilson, 1979). This alternate interpretation of basement lithology does not show the wide band of Precambrian 2.5-4

                                     - WCGS-ER (OLS )

sediments crossing eastern Kansas but does show several [}j (, isolated areas containing metasedimentary' rocks (Wilson, 1979). Neither the existence and thickness of clastic material nor the exact nature of the - Precambrian crystalline basement complex has an impact on site safety. The configuration of the Precambrian surface is generally gentle, but locally exhibits considerable relief across the regional area (Cole, 1976) and it is likely that much of this topography reflects conditions in Precambrian time. Approximately 2,750 feet of Paleozoic rocks overlie the Precambrian surface at the site. The Cambrian through Missis-

        -sippian age deposits consist primarily of dolomites and limestones with a few interbeds of shale and sandstone.

The Pennsylvanian rocks extend from the surface to a depth of about 1,500 feet and consist of many alternating layers -of shale, siltstone, sandstone, limestone, and a few seams of coal. Late Pennsylvanian through Early Tertiary rocks and sediments are absent f rom the site area. These materials were either never deposited or have been removed by subsequent erosion. Scattered Tertiary alluvial deposits cap some of the higher hills on the site. These deposits are remnants of a late Tertiary alluvial plain which extended from the Rocky Mountains eastward across the site (Zeller, 1968). At the site these deposits consist of clayey chert gravel to g ravelly

      } clay and reach a probable maximum thickness of about 9 feet.                        <

The southern limit of Quaternary glaciation is located about 40 miles north of the site, and consequently, ice-deposited sed imen tr, are.not present at the site. Wind-deposited sediments are very thin or absent. Quaternary alluvial 4 deposits are present in stream valleys and consist mainly of silt and clay with minor amounts of sand and gravel. 2.5.4 GEOLOGIC STRUCTURE As mentioned in Section 2.5.1, the WCGS site lies within the Central Stable Region of the North American Continent. This tectonic province is characterized by a sequence of sedi-mentary strata overlying the Precambrian basement. With the exception of the Nemaha Anticline, discussed below, where the basement complex rises to within approximately 600 feet of the g round surface, the sediments generally increase in thickness towards the west. ' The regional area was subjected .co a series of crustal movements during Paleozoic and Mesozoic time which resulted in the formation of basins and arches (Figure 2.5-1). These major features have been further modified by localized folding and faulting.  ; A ( i v. 2.5-5

WCGS-ER(OLS) The Nemaha Anticline (Figure 2.5-1) and the Midcontinent Gravity Anomaly (MGA) , which is a reflection of the Precam-brian Central North American Rift System (CNARS) (Figure 2.5-1) in the basement, are the most significant structural eleuents in the r eg io nal area. The Nemaha Anticline trends N20 E and comes to within 50 miles of the site. In Kansas the rift system is located west of, and trends parallel to, the Nemaha Anticline. The CNARS is approximately 75 miles from the site at its closest approach. Rocks within the CNARS appear to be a subsurface extension of the Keweenawan Series which is exposed in the Great Lakes region and is dated as 1.1 billion years old. Although deformation occurred during the Late Precambrian, uplift of the Nemaha Anticline began in early Mississippian time and major deformation occurred from the end of the Mississippian (approximately 310 million years ago) , to the beginning of middle Pennsylvanian time (approximately 295 million years ago), with some deformation continuing into Permian time (280 million years ago). The Nemaha Anticline and CNARS are discussed in greater detail in Sections 2.5.1, and 2.5.2 in the WCGS FSAR. The other structures shown on Figure 2.5-3 are also discussed in Section

2. 5.1 o f the FSAR.

The geologic structure at the site consists of a sequence of sedimentary strata dipping gently to the northwest at 20 to 30 feet per mile with minor folds superimposed on this regional trend. Minor faulting at the site is confined within the Heumader Shale Member of the Oread Formation and within the Unnamed Member of the Lawrence Formation. These faults appear l to be the result o f penecontemporaneous deformation, are l noncapable as defined by Appendix A to 10 CFR 100, and are

d isc us sed further in Section 2.5.1 of the FSAR. Three prominent jointing patterns are present within the site. One trends to the northwest and the other two to the northeast.

l These trends are prominent on aerial photographs of the site, at many outcrops, and in many excavations. 2.5.5 SEISMOLOGY The site is located within a seismically stable area; the Central Stable Region tectonic province of the central United States. No earthquake epicenter has been reported within 40 miles of the site. The maximum site seismic intensity occurred during the 1811-1812 New Madrid Earthquakes that I originated over 300 miles from the site, and gave site i intensities of V-VI on the Modified Mercalli Intensity (MMI) l Scale (Table 2.5-1). Earthquakes with MMIs of up to VII at l about 90 miles from the site have produced site intensities of 2.5-6

WCGS-ER(OLS) 3- IV. The 1867 Manhattan, Kansas Earthquake may have resulted I

       \  in a site MMI. o f V (DuBois and Wilson, 1978).

[Q 2.5.5.1 Seismicity A list of seismic events significant to the site is presented in Table 2.5-2. This table includes all earthquakes within 100 miles of the site, earthquakes of Intensity III and greater that have occurred within about 200 miles of the site, and_all other earthquakes that were felt at the site. The epicenters of these earthquakes are plotted on Figure 2.5-8. Table 2. 5-3 lists the earthquakes that were percep-tible at the site and their MMIs at the site. The site has been within -the limits of perceptibility of at least 17 shocks, but the maximum site intensity has exceeded IV only during the New Madrid Earthquaxes of 1811-1812 and possibly during the Manhattan, Kansas Earthquake of 1867. Since 1800, there have been only eight earthquakes of MMI V or greater within 200 miles. The maximum site MMI of IV or V developed by any of these nearby earthquakes was not damaging. The most significant earthquakes were evaluated by considering epicentral intensity, relation to geologic structure, and level of site intensity (DuBois and Wilson, 1978; Co f fman and Von Hake, 1973; Docekal, 1970; Eppley, 1965; and Merriam, 1956). The closest earthquake to the site was an MMI I-II and

     'g  occurred 40 miles away near Baldwin, Kansas.        Another event, near Lawrence, Kansas (60 miles away) , had an MMI of III.
   '--)  These small events are not known to be related to any geologic structures.

The MMI VII Manhattan, Kansas Earthquake of 1867 can bv considered a typical maximum event associated with the Nemaha Anticline. It occurred about 110 miles northwest of the site and generated a site MMI of IV. It was felt over an area of 300,000 square miles. In Manhattca several persons were 9 injured, there was considerable structural damage, and a water wave was generated.in the Kansas River. DuBois and Wilson (1978) sta te that the 1367 Manhattan event may have had an MMI of VII-VIII and a site intensity of V. However, this re-evaluation is based upon an isolated re po r t from a floodplain south of Wamego, Kansas. Since seismic response is amplified by alluvial soil (Herrmann, 1979; Nuttli, 1973), an MMI of VII should be considered representative of this event. The 1867 Manhattan Earthquake is discussed in detail in Section 2.5.2.1 of the FSAR. A similar MMI VII event occurred at Manhattan in 1906; however, there_was only minor damage and although it may not have been felt at the site, evaluations of site intensity vary from I to IV. In 1929, there were three intensity (MM) V shocks in the same area. No damage occurred and the events were barely felt at the site. 1 C/ 2.5-7

WCGS-ER(OLS) The Tecumseh, Nebraska Earthquake of 1935 had an MMI o f VII and a site intensity o f IV. This event was also located on the Nemaha Anticline and occurred about 150 miles north of the site. There was some structural damage at the epicenter. Another MMI VII earthquake along the trend of the Nemaha Anticline occurred near El Reno, Oklahoma in 1952, over 200 miles from the site. It was felt over an area of 247,000 square miles and generated a site intensity of III-IV. At least five other events of intensity (MM) V have o; curred near El Reno. In addition to the earthquakes listed above, three other distant events generated substantial site intensities. The New Mad rid Earthqua kes o f 1811-1812 nad epicentral intensities (MM) X-XI, XI-XII, and XI-XII and generated site intensities of V-VI, although the earthquakes were 300 miles away. These events changed the topog raphy o f 30,000 to 50,000 square miles of sof t alluvium in the Mississippi Embayment and were possibly the largest earthquakes ever to occur in the United Sta tes. Th e MMI VIII Charleston, Missouri Earthquake of 1895 occurred in this same zone and generated a site intensity o f III. The Bonham, Texas Earthquake of 1882 had a maximum MMI of VII. It was felt over an area of 135,000 square miles and generated a site intensity that may have been as high as IV. 2.5.5.2 Correlation of Earthquake Activity With Geologic Structures or Tectonic Provinces All of the earthgeakes in the regional area have occurred within the Central Stable Region tectonic province. Most of the significant major earthquakes within 200 miles of the site can be a sociated with the Nemaha Uplift or adjacent Central North American Rift System (See WCGS FSAR Sections 2.5.1, and 2.5.2). Figure 2. 5-8 indicates that many of these major earthquakes appear to be associated with the west flank o f the Nemaha An ticline. Preliminary data from a microcarthquake network operated by the Kansas Geological Survey indicates that epicenters of several microearthquakes (minor, imperceptible seismic events) appear to be located on portions of the eastern flank o f the Nemaha Anticline along the discontinuous Humboldt fault zone (Wilson, 1979). In addition to earthquakes associated with these structures, there were a few other small seismic events, randomly distri-buted throughout the area that are not easily correlated with known geologic structures. Seven of the 17 events felt at the site (Section 2.5.5.1) can be associated with the Nemaha Anticline. These ea rthquakes are probably similar to others which have occurred since 2.5-8

                                            -WCGS-ER (OLS )

Cretaceous time -and are all ' interpreted as resulting from k)N _ minor adjustments of deep-seated rocks -(Section 2.5.2 of the FSAR). Historically, the anticline has been seismic only in a few spots along its 400-mile length. The maximum epicentral MMI of the events was VII,- with a resulting site intensity of IV or V. The most active seismic region in the central United States is the New Madrid-seismic zone (Nuttli and Herrmann, 1978). This area, which is located in the Mississippi Embayment section of the Gulf Coastal Plain tectonic province, is

)

approximately 350 miles east of the site. No major faults are known to occur within 15 miles of the site. However, two small faults located approximately 15 miles from the site are nontectonic and arc discussed in Section 2.5.1 of the FSAR. On the basis' of sparse well control, the Chesapeake Fault Zone (36 miles east of the site)

has been extended from southwest-central Missouri to the Kansas border then into Kansas as a fracture zone. This northwest-trending fault and other structures are discussed in Section 2.5.1 of the FSAR. No earthquake epicenters are associated with these or other Saults east or south of the site.

    -~       2.5.6   SITE GEOLOGIC CONDITIONS
  \m /       The site is characterized by erosionally dissected sedimentary rocks of Pennsylvanian age locally overlain by Tertiary and Quaternary alluvial deposits and residual soil. A detailed stratigraphic section showing the various units encountered during the exploratory drilling program and excavation mapping at the site is shown on Figure 2.5-9. The surface distri-bution of the geologic units is depicted on Figure 2.5-6, and two cross sections illustrating the_ subsurface configuration of the units are shown on Figure 2.5-10.

y 2.5.6.1 Near-Surface Stratigraphy i This section describes the characteristics of the strati-graphic units which crop out at the surface, occur at depths

of less than 100 feet at the site, and were mapped during the excavation-construction phase of WCGS. 2.5.6.1.1 overburd en overburden . deposits at the site include alluvium of Tertiary 4 and Quaternary age and residual soils developed on bedrock. Quaternary alluvium occurs in the valleys of the Neosho River and its tributaries. These depos;ts consist mainly of gray O t / V' 2.5-9

WCGS-ER (OLS ) and light brown silty clays which are often overlain by organic topsoil . Scattered lenses of sand and gravel are present in the alluvium. These deposits reach a probable maximum thickness of 36 feet in the Wolf Creek Valley. Quaternary alluvium has been excavated from the Wolf Creek floodplain in order to construct the main dam and saddle dams. The Tertiary alluvium occurs as isolated deposits of reddish-brown to g ray, clayey, chert gravel to gravelly clay capping the tops of several hills in the area, at elevations genera?ly g reater than 80 feet above present streams. These deposits reach a probable maximum thickness of 9 feet in one area of the main dam alignment and do not occur near any of the plant facilities. Since the Late Paleozoic residual soils have developed in Pennsylvanian bedrock throughout most of the site, the character of this residual soil varies, r e flec ting the compo-sition of the underlying cedrock. The soil ranges from a silty sand with traces of rock f ragments to sof t clay with a trace of sand. On the site the residual soil ranges in thickness from less than 1 foot to a maximum of about 16 feet, with weathering of the underlying bedrock extending to depths of 40 feet in some areas. 2.5.6.1.2 Rock Units The following descriptions of rock stratigraphic units at the site are organized by formation (Fig ure 2. 5-9) . Each formation includes several named members, which are described individually in order of increasing depth. The outcrop patterns of the units are illustrated on Figure 2.5-6. This discussion provides descriptions of the units as observed in core samples and outcrop prior to construction and as mapped in excavations during construction of WCGS. All the units are either in direct contact with water in the cooling lake or are present in the near-surface in the cooling-lake area; discussion regarding seepage to ground-water is presented in Section 2.4 of the FSAR. 2.5.6.1.2.1 Kanwaka Shale Formation The Kanwaka Shale Formation crops out within the northern and western quadrants of the site but has been removed by erosion from the southern and eastern portions (Figure 2.5-6). It is subdivided into three members: the Stull Shale Member, the Clay Creek Limestone Member, and the Jackson Park Shale Member. The Stull Shale Member is approximately 50 feet thick and consists mainly of gray calcareous shale. It is interbedded with shaley siltstone and prominent calcareous sandstone beds. The sandstone layers form the caprock on many 2.5-10

WCGS-ER(OLS) 7 ~3 of the upland areas in the northwestern quadrant of the site. ( ) In the northwestern portion of the site area, a 0.2-foot seam

 \m /    of black shaley coal occurs near the middle of the unit.

The Clay Creek Member is a gray, fine-grained, fossiliferous limestone from 2 to 8 feet thick. The Jackson Park Shale Member is from 19 to 30 feet thick, consists mainly of medium-gray calcareous shale, and is interbedded with thin lenses of fine-grained calcareous sandstone. At the plant site and in the southern and central portions of the site area a light brown basal sandstone facies is the major unit mapped. This basal sandstone contains interbedded limestone formerly recognized as the Kereford Member of the Oread Formation (see Section 2.5.1 of the WCGS FSAR). 2.5.6.1.2.2 Oread Limestone Formation The Oread Limestone Formation is continuous throughout the site area, except in the stream valleys where it has been removed by erosion. It forms the major part of the land s u r face in the central and southern portions of the site, and crops out in the stream valleys in the northern and western areas. Six members of the Oread Limestone are present at the site: the Heumader Shale, the Plattsmouth Limestone, the Heebner Shale, the Leavenworth Limestone, the Snyderville Shale, and the Toronto L'mestone members. ~ O) ("' The Heumader Member consists principally of dark gray, calcareous, fossiliferous shale. It contains local clayey layers and is interbedded with occasional, very thin lensen of fine-grained, calcareous sandstone. It is from 18 to 34 feet thick with a basal facies which is very fossiliferous, highly calcareous, and contains occasional limestone lenses. The Heumader Member crops out in a band running from the northeast quadrant of the site to the southwest quadrant. The Plattsmouth Limestone Member ranges from 11 to 14.6 feet thick and consists o f gray, fine-grained, dense limestone. It is interbedded with 0.02- to 0.7-foot layers of medium-gray, calcareous shale. The joints in the Plattsmouth Member are widely-spaced and tight except where this unit is exposed at or occurs close to the surface. The Heebner Member is a grayish-black, fissile, carbonaceous shale from 2.5 to 4.2 feet thick. The Leavenworth Member, from 0.7 to 2.9 feet thick, is a medium-gray, dense , fine-grained limestone. hhere it is exposed or occurs close to the surface, joints in the Leavenworth are filled with reddish-brown clay. k,m 2.5-11

WCGS-ER(OLS) The Snyderville Member is greenish-gray, calcareous, clayey shale. It ranges from 3.2 to 14.4 feet thick and is charac-terized by a very low durability to wetting and drying (slaking). The Toronto Member is from 13 to 19 feet thick and consists of light gray, fossiliferous limestone. It contains fossil-fragment beds, fusilinids, and occasional thin greenish-gray shale layers. Locally, pinpoint-si zed , isolated vugs are d evel o ped . The Toronto weathers readily at the surface to a characteristic grayish-orange to dark yellowish-brown, but weathering extends only short distances into the subsurface. Joints are typically open and clay-filled at the surface, and are widely spaced and tight in the subsurface. 2.5.6.1.2.3 Lawrence Fo rmatio n The Lawrence Formation is present throughout the site in the subsur face, except in the extreme southern portion of the site where it crops out along and forms the bedrock beneath the alluvium of the Neosho River, Long Creek, and the southernmost segment of Wolf Creek. All recognized members of the Lawrence Formation are present at the site. In order of increasing age they are: the Unnamed Lawrence, which contains the Williamsburg coal Bed , and the Amazonia, Ireland, Robbins, and Haskell members. The two basal members, the Robbins Shale and Haskell Limestone, generally occur more than 100 feet below the surface, were not utilized as foundation surfaces, and are,not. described here.

      ~

The. uppermost member. of the Lawrence Formation is unnamed and: consists principally. of dark gray. shale.. It is commonly interbedded with layers of fine-grained sandstone, . gray micaceous sil tstone., and.localaclayey shale layers.: The Unnamed Lawrence is from 18 to 30 feet. thick. The Williams-burg Coal Bed occurs near the base of the unit. This black shaley coal seam, from 0.1 to 0.8 feet thick, is present-throughout; the; subsurf ace at the. si te.. The basal. facies of the Unnamed. Lawrence,- occurring. below the. williamsburg Coal-Bed, is a- g reenish-gray, calcareous , clayey. shale.. ' The Amazonia Member consists of interbedded greenish-gray, . calcareous, clayey shale and shaley, fossiliferous limestone. It is from 2 to 18, feet' thick. -< The Ireland Member is from 40 to 108 feet thick and consists of interbedded dark gray shale, micaceous, siltstone, and. 4 fine-grained sandstone. The . upper; 20 - feet consist mainly.of i shale with-approximately.10spercent-sandstone lenses.and i layers. A 0. 6- to 0. 9-foot . seam of black shaley coalcoccurs 15 to 20 feet below the Amazonia Member throughout the site. 2.5-12

WCGS-ER(OLS) Below the coal layer, sandstone content ranges from 10 to {h 3 ,) 100 percent, although these beds rarely exceed 2 feet in thickness. The sandstone percentage decreases steadily with depth, with a corresponding increase-in the percentage of siltstone and shale. . The basal contact of the Ireland Member is a gradational facies between the shaley siltstone of the Ireland and the pure. shale of the Robbins Member. 2.5.6.2 Ground-water Hydrology A detailed treatment of the ground-water and surface-water hydrology is presented in Section 2.4 and in Section 2.4 of

;           the WCGS FSAR. This section outlines the geologic framework at the site within which the ground-water occurs.

The regional ground-water sources can be subdivided on the basis of lithology and weathering into three general types: alluvial deposits in river valleys, soil and weathered bed-rock, and deep, unweathered bedrock. Water-bearing strata below elevations penetrated by the deepest borings (below elevation 700) generally contain water of poor to unsuitable quality, and they are ceparated from the near-surface bedrock at the WCGS site by numerous low permeability shale units. This separation minimizes or eliminates any environmental impact the plant might have on (-w the deeper aquifers. No bedrock aquifers of significance were found at the site I during the boring program. The Tonganoxie Sandstone Member of the Stranger Formation (which in some areas of eastern Kansas is an important aqui fer) was found in borings drilled in the site area as a facies of silty shale with thin interbeds of- sandstone, and was characterized by very low permeabilities. The channel-deposited facies of the Tonganoxie Sandstone Member that Lins (1950) describes as the important aquifer was not encountered in any of the borings and is not present at the site.. At the site, the soil and weathered bedrock aquifer ranges

           -from less than 1 foot to about 20 feet thick; the shallow zones develop on the more resistant limestones, and the deeper' zones on the shales and sandstones. The river alluvium is predominantly a silty clay with lenses and stringers of fine-grained sand. The silty clay has low permeability i           while the fine-grained sand lenses provide somewhat higher flow rates.

l 2.5-13 l l t f

WCGS-ER(OLS) 2.5.7 ECONOMIC GEOLOGY The locations of oil and gas fields in the vicinity of WCGS are shown on Figure 2.5-11. At present, the Lake Shore, Pierett and Thomsen Fields, the Avon Field, and the Ottumwa Field are the closest significant oil fields. All fields except the Ottumwa Field are producing from the Viola-Simpson horizon of pre-Mississippian age; production rates range from 25 barrels per day in the Avon Field to 50 barrels per day in the Thomsen and Pierett Fields. The Ottumwa Field is producing from the Mississippian with initial rates of 12-1/2 barrels of oil per day. The top of the Mississippian System is at an approximate depth of 1,490 feet below the site. The Viola-Simspon horizon is present beneath the site area at an approximate depth of 1,900 feet. The possibility exists that oil or gas is present but this has not been confirmed by exploratory drilling. The construction and operation of the Wolf Creek plant should have no adverse effect from or on the existing, producing fields (WCGS FSAR Section 2.5.1). Economic coal resources are negligible in Cof fey County and in the site area. During exploratory drilling, four thin beds of shaley coal were encountered. Two of these beds were mapped in foundation excavations during construc-tion of WCGS. All were very low-grade and the thickest bed (Williamsburg) was only 0.9 foot thick. The potential loss of coal resources due to the construction and operation of WCGS is negligible. Several sand and gravel quarries are operating near the plant site. The gravel quarries are producing aggregate from the Toronto and Plattsmouth limestone members. The Materials Inventory of Co f fey County, Kansas (State High-way Commission of Kansas, 1966), indicates that, in addition to limestone quarrying, the Neosho River alluvium and the scattered deposits of Tertiary alluvium could provide usable aggregate. The general thinness (maximum thickness of 9 feet) and high clay content of the Tertiary alluvium at the site make it unsuitable as an aggregate source. The loss of aggregate resources due to the construction and operation of WCGS will be minimal . The regional geology, test borings, excavation mapping, and other indicators reveal no mineral resources (sulfur, salt, metallic minerals) underlying the site. A potential loss of mineral resources due to construction and operation of the plant, therefore, is not likely. 2.5-14

WCGS<ER(OLS) r- 2.

5.8 REFERENCES

f ( l N/ Bickford, M.E., Harrower, K.L., Nusbaum, R.L., Thomas, J.J., and Nelson, G.E., in press, Map of Precambrian basement rocks in Kansas: Kansas Geological Survey, Map M-9, scale 1:500,000. Coffman, J.L. and Von Hake, C.A., 1973, Earthquake history of the United States: National Oceanographic and Atmospheric Administration, Boulder, Colorado. Cole, V.B., 1976, Configuration of the top of Precambrian rocks in Kansas: Kansas Geological Survey, Map M-7, scale 1:500,000. Cornish oil Well Services, 1968, Radioactivity log - Tesoro Petroleum Corpo ration, Ryser "A" No. 1, Woodson County, Kansas. Coulter, H.W., Waldron, H.H. and Devine, J.F., 1973, Seismic and design considerations for nuclear facilities in Proceedings of the Fifth World Conference on Earthquake Engineering: Rome, Italy, Paper No. 302. Docekal, J., 1970, Earthquake history of the stable interior: unpublished Ph.D. dissertation, University of Nebraska, [T Lincoln, Nebraska. ( / DuBois, S.M. and Wilson, F., 1978, List of earthquake in-tensities for Kansas, 1867-1977: Kansas Geological Survey, Environmental Geology Series 2, 56 pp. Eppley, J.F., 1965, Earthquake history of the United States: U.S. Coast and Geodetic Survey, Washington D.C. Fenneman, N.M., 1957, Physical divisions of the-United States: United States Geological Survey, Washington, D.C., 1946 ed. Heinrich, R., 1941, Contribution to the earthquake history of Missouri: Seismological Society of America Bulletin, vol. 31, pp. 187-224. Herrmann, R.B., 1979, personal communication. Kansas State Highway Commission, 1966, Ma terials Invento ry of Coffey County, Kansas. King, P.B., 1959, The evolution of North America: Princeton University Press, Princeton, New Jersey, 189 pp. O (_/ , 2.5-15

                                                        ~.

WCGS-ER(OLS) Lins, T.W. 1950, Origin and environment of the Tonganoxie sandstone in northeastern Kansas: State Geological Survey of Kansas, Lawrence, Kansas, Bull. 86, Part 5,

p. 117 Merriam, D.F., 1956, History of earthquakes in Kansas:

Seismological Society of America Bulletin, vol. 46, no. 2, pp. 87-96.

      ,  1963, The geologic history of Kansas:      State Geological Survey of Kansas, Lawrence, Kansas, Bull. 162, pp.

80-290. National Oceanic and Atmospheric Administration, 1978, Earth-quake data file, area 35-42 N, 87-103 W, unpublished computer printout. Nuttli, 0.W., 1973, State-of-the-art for assessing earth-quake hazards in the United States; Design earthquakes for the central United States: U.G. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi, Miscellaneous Paper S-73-1, Re po r t 1, 45 pp.

      ,  1974, Magnitude-recurrence relation for central Missis-sippi Valley earthquakes: Seismological Society of America Bulletin, vol. 64, pp. 189-1207.

Nuttli, O.W., and Herrmann, R.B., 1978, State-of-the-art for assessing earthquake hazards in the United States; Credible earthquakes for the Central United States: U.S. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi, Miscellaneous Paper S-73-1, Repo r t 12. Reid, M.W., 1922, Collected earthquake memos: National Oceanog raphic and Atmospheric Administration, clippings. Rockwood, C., 1882, Some recent earthquakes: American Journal of Science, vol. 23, no. 11, p.239. Schoewe, W.H., 1949, The geography of Kansas, Part II, Physical geog raphy: Transactions of the Kansas Academy of Science, State Geological Survey of Kansas, vol. 52, no. 3, pp. 275-277. U.S. Department of Commerce, 1928-1970, U. S. earthquake yearly list: U.S. Department of Commerce. Wilson, F.W., 1979, A study of the regional tectonics and l seismicity of eastern Kansas - summary of project s l activities and results to the end of the second year, or September 30, 1979: U.S. Nuclear Regulatory Commission, NUREG/CR-0666, 68 pp. 2.5-16 i

l WCGS-ER(OLS) >g Zeller, D.E., (ed.), 1968, The stratigraphic succession in  ; Kansas: Kansas Geological Survey, Bull. 189, pp. 8-61. Q l 1

 ;

e i i i 1 l l l a 4 l 8 i p i l 4

l 1

2.5-17

O O O)  ;

                                                                                                                                 ')

TABLE 2.5-1 1 MODIFIED MERCALLI INTENSITY (DAMAGE) SCALE OF 1931 (Abridged) I. Not felt except by a very few under especially VII. Everybody runs outdoors. Damage negligible in favorable circumstances. (I Rossi-Forel Scale.) buildings of good design and constructions slight to moderate in well-built ordinary structures; considerabl* in poorly built or badly designed ttuctures; some chimneys broken. Noticed by persons driving motorcars. (VIII Rossi-Forel Scale.) II. Felt only by a few persons at rest, e s pe ci ally VIII. Damage slight in specially designed structures; i on upper floors of buildings. Delicately d suspended objects may swing. (I to II Rossi-considerable in ordinary substantial buildings with partial collapse; great in poorly built Forel Scale.) structures. Panel walls thrown out of f rame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture :C overturned. Sand and mud ejected in small amounts. Changes in well water. Persons {} q) driving motorcars disturbed. (VIII+ to IX Rossi-Forel Scale.) D1

                                                                                                                                    *O III. Felt quite noticeably indoors, especially on                      IX. Damage considerable in specially designed upper floors of buildings, but many people do                           structures; well-designed frame structures          {}

not recognize it as an earthquake. Standing e4 thrown out of plumb; great in substantial y1 motorcars may rock slightly. Vibration like buildings, with partial collapse. Buildings '" passing of truck. Duration estimated. (III Rossi-Forel Scale.) shifted off foundations. Ground cracked conspicuously. Underground pipes broken. (IX+ Rossi-Forel Scale.) , IV. During the day felt indoors by many, outdoors by X. Some well-built sooded structures destroyed; few. At night some awakened. Dishes, windows, most masonry and frame structures destroyed with doors disturbed; walls make creaking sounds. foundations; ground badly cracked. Rails bent. Sensation like heavy truck striking building. Standing motorcars rocAed noticeably. (IV to V Landslides considerable f rom river banks and steep slopes. Shif ted sand and mud. Water Rossi-Forel Scale.) splashed (sl opped) over banks. (X Rossi-Forel Scale.) V. Felt by nearly everyone, many awakened. Some XI. Few, if any, (masonry) structures remain dishes, windows, etc., broken; a few instances of standing. Bridges destroyed. Broad fissures in cracked plaster; unstable objects overturned. ground. Underground pipelines completely out of Disturbances of trees, poles, and other tall service. Earth slumps and land slips in soft objects sometimes noticed. Pendulum clocks may ground. Rails bent greatly. stop. (V to VI Rossi-Forel Scale.) VI. Felt by all, many f rightened and run outdoors. Some heavy furniture moved; a few instances of XII. Damage total. Waves seen on ground surf ace. Lines of sight and level distorted. Objects fallen plaster or damaged chimneys. Damage thrown upward into the air. L slight. (VI to VII Rossi-Forel Scale.)

l [ TABLE 2.5-2 Page 1 of 5 SEISMIC EVENTS SIGNIFICANT TO THE SITE l 1 Modified Mercalli Body Wave Area Sources

• Year ** Date Intensity Magnitude *** Location La t i t ud e Lo ng i t ud e (tr 1#)

i 1 1811(b) Dec 16 X-XI 6.8-7.3 New Madrid, Missouri 36.6 89.6 2,000,000

]  1                   1812(b)     Jan 22   XI-XII              7.3-7.8       New Madrid, Missouri                  36.6                89.6            2,000,000 1                   1812(b)     Feb 7    XI-XII              7.3-7.8       New Madrid, Missouri                  36.6                89.6            2,000,000 1,2,3,4             1867(b)     Apr 24 VII                 5.3         Manhattan (Wamego), kansas                                                                       '

39.5 96.7 300,000 1,2,3,4 1875(a) Nov 8 V 4.3 Valley Falls, Kansas 39.3 95.5 8,000 ] 2 1877(b) Nov 15 VII(2) 5.3 East hebraska 41.0 97.0 140,000 s: O 2,3,5 1879 Mar IV-V 3.8-4.3 Kirwin, Kansas 39.3 99.0 --- 2,3,7 18 81 ( a) May 19 III 3.3 Lawrence, Kansas 38.9 95.2 --- M D 1,2,8 1882 (b) Oct 22 VII 5.3 Bonham, Texas 33.6 95.6 135,000 g t* 2,9 18 85 (a) Feb 21 III 3.3 Carthage, Missouri 37.2 94.3 (n { - - - -

                                                                                                                                                                          ~

1,2 1895(b) Oct 31 VIII 5.8 Charleston, Missouri 37.0 89.4 1,000,000 2,3,4,9 1897 (a) Dec 2 IV 3.8 Eastern Kansas - - 45,000 l 2,9 1901(a) Jan 3 V 4.3 El Dorado Springs, Missouri 37.5 94.0 2,000 2,7 1903(a) Jan 13 I-II 2.3-2.8 Baldwin, Kansas 38.5 95.2 --- l l 1,2,3,4 1904 Oct 27 IV-V 3.8-4.3 Dodge City, Kansas 37.7 100.0 2,700 I 1,2,3,4,7 1906(a,b) Jan 7 VII 5.3 Manhattan, Kansas 39.3 96.6 36,000 3,7,10 1906(a) Jan 8 III 3. 3 Manhattan, Kansas 39.3 96.6 --- i

      *For list of Sources, see Pages 4 and 5.
     ** Events with Intensity V or greater at distances of 100 to 200 miles from the site are listeI in the table. All events within 100 miles of the site are indicated in the table and are denoted with (a).                   All events perceptible at the site are denoted, with (b).
   *** Body wave magnitude (Mb) is calculated from the relationship I, = 2 (Mb ) - 3.5 (Reference 9).

I i l l .I 9 O O

FN N fN

                   'w/                                                                           %

f k i! l TABLE 2.5-2 (continued) Page 2 of 5 l Modified Mercalli Body Wave Arga* Sou r ce s* Year ** Date Intensity Mag n i t ud e * *

• Location Latitude Longitude (mi )

2,3,4,7 1906(a) Jan 15 II-III 2.8-3.3 Manhattan, Kansas 39.3 96.6 --- 2,3,4,7 1906(a) Jan 19 II-III 2.8-3.3 Manhattan, Kansas 39.3 96.6 --- l 2,3,4,7 1906(a) Jan 23 III(2) 3.3 Manhattan, Kansas 39.3 96.6 --- 2,3,4,7 1907(a) Jan 2 IV 3.8 Arkansas City, Kansas 37.1 97.0 ---

2,3,4,7 1907(a) Jan 11 IV 3.8 Arkansas City, Kansas 37.1 97.0 --- l 1,2 1917 Mar 28 VI 4.8 Texas Panhandle 35.3 101.2 Local 1,2 1918 Sep 1 V-VI 4.3-4.8 El Reno, Oklahoma 35.5 97.9 400 :E' O

1,2 1918 Sep 10 V 4.3 El Reno, Oklahoma 35.5 98.0 1,000

\ O s { 2,3,4,7 1919(a) May 26 IV 3.8 Wichita, Kansas 31.7 97.3 .500 tt! x 2,3,4,9 1919(a) Jul 26 IV-V 3.8-4.3 Wichita, Kansas 37.7 97.3 4,000-10,000 g Oct 3 t 2 1920 (a) III 3.3 Harrisonville, Missouri 38.2 94.1 3,000 cn l 6 1924 Jun 6 III 3.3 Near Cleveland, Oklahoma 36.3 96.5 --- [ 1,2 192 5 (b) Jul 30 VI 4.8 Texas Panhandle 35.4 101.3 200,000 l 1,2 1926 Jun 20 V 4.3 Oklahoma-Arkansas Border 35.5 94.9 10,000 2,3,4,9 1927(a) Jan 7 IV-V 3.8-4.3 McPherson, Kansas 38.4 97.7 4,000 l 1,2,3,4 1927 Mar 18 V-VI 4.3-4.8 hhite Cloud, Kansas 40.0 95.3 300 i i 1,2,3,4 192 8 (a) Nov 8 V 3.8 Beloit, Kansas 39.5 98.1 Local 1,2,3,4,10 1929(a,b) Sep 23 V(2) 4.3 Manhattan, Kansas 39.2 96.3 15,000 1,2,3,4,10 1929(a,b) Oct 21 V 4.3 Junction City, Kansas 39.2 96.5 8,000 2,3,4,10 1929 (a) Oct 23 II-III 2.8-3.3 Junction City, Kansas 39.0 96.,8 --- 2,3,4,10 1529 Nov 26 IV 3.8 Ashland, Kansas 37.2 99.7 --- [ 1,2,3,4,10 1929(a,b) Dec 7 V 4.3 Manhattan, Kansas 39.2 96.5 1,000 f 1,2,10 1929 Dec 27 *

                                                      *I              4.8                   El Reno, Oklahoma                  35.5     98.0                             3,000

l l l TABLE 2.5-2 (continued) Page 3 of 5 I Modifled Mercalli Body have' Arqa , Sources

• Year ** Date Intensity Magnitude *** Location Latitude Lo ng i t ud e (mi'l [

l 2,3,4,6,10 1931(a) Aug 9 VI 4.8 Turner, Kansas 39.1 94.7 300  ! t 1,2,3,4,6,10 1932 Jan 28 V 4.3 Ellis, Kansas 39.0 99.6 2,000 1,2,4,10 1933 Feb 20 V-VI 4.7-4.8 Norton, Kansas 39.8 99.8 5,700-6,000 l 1,2,6,10 1933 Aug 19 V-VI 4.3-4.8 El Reno, Oklahoma 35.5 97.8 500 l 6 1,2,10 1935(b) Mar i VII 5.3 Tecumseh, Nebraska 40.3 96.2 82,500 [ l 1,2,10 1936 Jun 19 VI 4 i Borger, Texas 35.8 101.3 44,000 6 1937 Jun 8 IV 3.8 Near Shawnee, Okithoma 35.3 96.9 25,000 E  ! O , 1,2,10 1939(b) Nov 23 V 4.3 Griggs, Illinois 38.2 90.1 150,000 O I f 6 1941 Oc t 18 V 4.3 Near Cordell, Oklahoma 35.4 99.0 250 U1 i N  ! 2,3,4,10 1942 Sep 10 IV 3.8 Hays, Kansas 38.9 99.3 -- 3 V 1,2,10 1948 Mar 11 VI 4.8 Dalhart, Texas 36.0 102.5 115,000 U3 c 4,6 1948 Apr 2 IV 3.8 Beechwood, Kansas 37.7 97.2 -- i 1,2,10 1950 Feb 8 V 4.3 Lebanon, Missouri 37.4 92.4 5,500 1

             ,2,10     1951    Jun 20         VI          4.8                            Amarillo, Texas                                                 35.5       103.0               25,000 1,2,10        1952(b) Apr 9          VII         5.3                            El Reno, Oklahoma                                               35.4        97.8             247,000                                 !

l 6 1952 Apr 11 IV 3.8 Near Tabler, Oklahoma 35.1 97.8 140,000 1,2,10 1952 Apr 16 V 4.3 El Reno, Oklahoma 35.4 97.8 8,000 1,2,10 1953 Mar 17 VI(2) 4.8 Concho, Oklahoma 35.6 97.8 2, 'iO O 1,2,4,6 1956 Jan 6 V-VI 4.3-4.8 Barber County, Kansas 37.3 98.5 22,500 1,2,10 1956 Feb 16 VI 4.8 Edmond, Oklahoma 35.4 97.3 5,000 1 1956 Oct 30 VI-VII 4.8-5.3 Catoosa, Oklahoma 36.2 95.7 3,700 1,4 1961 Apr 13 V 4.3 Norton, Kansas 39.9 100.0 1,400 1 1961 Apr 27 V 4.3 Southeast Oklahoma 35.0 95.0 8,000 0 0 0

h k TABLE 2.5-2 (continued) Page 4 of 5 Modified - Mercalli Body Wave Arga Sources

• Year ** Date Intensity Mag n i t ud e* *
• Location La t i t ud e to ng i t ud e (mi )

1 1961 (a) Dec 25 V 4.3 Excelsior Spr ings, Missouri 39.1 94.6 11,000 1 1965(o) Oct 20 V1 4.8 Eastern Missouri 37.7 91.1 160,000 1 1966 Jul 20 V 4.3 Borger, Texas 35.7 101.2 12,000 1 1968 May 2 V 4.3 Oklahoma 35.2 96.3 --- 1 1968(b) Nov 9 VII 5.3 South Central Illinois 38.0 88.5 500,000 5 1969 May 2 V 4.3 Oklahoma (Eastern) 35.2 96.3 13,000 8 1969 Jul 1 II-III 3.0 Belle Plaine, Kansas 37.4 97.0 ---

C O

5 1974 Feb 15 V 4.3 Northwest Texas (near Groom) 35.2 100.7 --- 1976 I 5 Apr 16 IV 3.8 texas Oklahoma border 36.1 99.9 --- b2

                                                                                                                                                                                                 *0 5             1976         Apr 19      IV            3.8             Near Arnett, Oklahoma               36.1            99.8          ---

g t* tn Sources. 1 Coffman, J.L. and von Hake, C.A., 1973, Earthquake history of the United States: National Oceanographic and Atmospheric Administration, Boulder, Colorado. 2 Coulter, H.W., Waldron, H.H. and Devine, J.F., 1973, Seismic and design considerations for nuclear facilities: Proceedings of the Fifth World Conference on Earthquake Engineering, Rome, Italy, Paper No. 302. 3 Docekal, J.,-1970, Earthquake history of the stable interior: Unpublished Ph.D. dissertation, University of Nebraska, Lincoln, Nebraska. 4 DuBois, S.M. and Wilson, F., 1978, List of earthquake intensities for Kansas, 1867-1977: Kansas Geological Survey, Environmental Geology Series 2, 56 pp. 5 National Oceanic and Atmospheric Administration, 1978, Earthquake data file, area 35-42N, 87-103W, unpublished computer printout. 6 Merriam, D. F., 1956, History of earthquakes in Kansas: Seismological Society of America Bulletin, vol. 46, no. 2, pp. 87-96. 7 , 1963, Earthquakes of Kansas, The geologic history of Kansas State Geological Survey of Kansas, Bu? letin 162. 8 Nuttli, O.W., 1974, Magnitude-recurrence relation for central Mississippi Valley earthquakes: Se i smolog ical Society of America Bulletin, vol. 64, pp. 189-1207.

  . ~ . . . . - . - - - - _ - _ - - . - _ . ~ . - - - - . . - - _ _ . . . . _ . - - - _ _ - - . . . - -                                       _ _ .   . . - . _ _ - _ _    _ - _ . . _ . .       .     . - - . - . . -. _ -  . _ -

1 i TABLE 2.5-2 (continued) Page 5 of 5 i i 9 Nuttli, O.W. and Herrmann, R.B., 1978, State-of-the-art for assessing earthquake hazards in the United States: Credible earthquakes for the central United States: United States Army Engineer haterways Ea te r ire nt

;

l Station, Vicksburg, Mississippi, Miscellaneous Pa pe r S-7 3-1, Heport 12. 10 Reid, M.W., 1922, Collected ear thquake unemos: National Oceanographic and Atmospheric Administratioa, clippings. 11 Rockwood, C., 1882, Some recent earthquakes: American Jour nal of Science, vol. 23, no. 11, p. 239. 12 Heinrich, R., 1941, Contribution to the earthquake history of Missouri Seismological Society of America ' !' Bulletin, vol. 31, pp. 187-224 13 U. S. Department of Conmerce, 1928-1970, U.S. earthquake yearly list: U.S. De pa r tme nt of Commerce. 8 .! O O tn i e U e O t* to a i i i I i

l 9 O O

O) ( (O)

                                                          \J                                                      (N)
                                                                                                                  ~
                                                                                                                   %J TABLE 2.5-3 EARTHQUAKES PERCEPTIBLE AT THE SITE Distance from Site Year              Date                 Location               MMI           (miles)           Site MMI(a) 1811           Dec 16         New Madrid, Missourl            X-XI           350                 V-VI 1812           Jan 22         New Madrid, Missouri           XI-XII          350                 V-VI 1812           Feb 7          New Made'd, Missouri           XI-XII          350                 'f-VI 1867                                                                I Apr 24         Manhattan (hamego) , Kansas     VII            105                 IV ICI 1877           Nov 15         Eastern Nebraska                VII            225                   I 1882           Oc t 22        Bonham, Texas                   VII            240              III-IV 1895           Oct 31         Charleston, Missouri            VIII           350                III 1906           Jan 7          Manhattan, Kansas               VII             85              I-III ( ?) (d)      :C 1925           Jul 30         Texas Panhandle                 VI             360                 II 1929           Sep 23         Manhattan, Kansas               V 75                   I               I 1929                          Manhattan, Kansas                                                                  tQ Oct 21                                         V               80                   I             W 1929           Dec 7           anhattan, Kansas O

V 80 I M U1 1935 Mar 1 Tecumseh, Nebraska VII 145 III -- 1939 Nov 23 Griggs, Illinois V 300 I 1952 Apr 9 El Reno, Oklahoma VII 225 III-IV 1965 Oct 20 Eastern Missouri VI 260 II 1968 Nov 9 South Central Illinois VII 390 II Note: The primary reference for this table was Docekal, J., 1970, Earthquake history of the stable interior: University of Nebraska, Lincoln, unpublished Ph.D. dissertation. Additional information on the above events may be found in WCCS-1 FSAR Table 2.5-20. a A site intensity of I indicates that the holf Creek site was on the outer bounds of the felt area. b Epicentral intensity (MM) was VII-VIII according to DuBois & Wilson, 1978. See Section 2.5.5.1 and WCCS-1 FSAR Section 2.5.2.1 for discussion. c Site intensity (MM) of V according to DuBois, S.M., and Wilson, F., 1978, List of aarthquake intensities for Kansas, 1867-1977: Kansas Geological Survey, Environmental Geology Series 2, 56 pp. , Fig ure 3. d Site intensity (MM) of IV according to DuBois and Wilson, 1978, Figure 5. See Section 2.5.5.1.

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REFERENCES:

[ MODIFIED FRCM:

1. JEWITT, J.M. 1964. GEOLOGIC PAP CF KANSAS:

LAWRENCE. KANSAS, KANSAS GE0 LOGICAL SURVEY. g V 2. MCCPACKEN. MARY H.,1961, GEOLOGIC PAP OF MISSOURI: ROLLA, MO, MISSOURI GECLOGICAL f SURVEY AND WATER RESOURCES.

3. UNITED STATES GE0 LOGICAL SURVEY.1932. RE-A PRINTED 1960 GE0 LOGIC PAP OF Th! UNITED

    %                                                                              STATES: UNITED STATES GEOLOGICAL SURVEY, WASHINsTON, D.C.

u O M 25 0 25 50 __ a __ _ _ _ _ _ _ L _ _' 4 MILES LD y D ' l WOLF CREEK GENERATING STATION ! O UNIT NO. I y y ENVIRONMENTAL REPORT (OFERATNG LICENSE STAGE) FIGURE 2.5-2 p REGIONAL GEOLOGIC MAP

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E vPL A mat ion NWDER CCRRESPONDS TO FOLD NW8ERS p ~g g, @ ON FIGURE 2.5-15 AND TABLES 2.5-1 rP - PEmmsvtvantan THROUGH 2.5-6 IN THE WCGS-FSAR. M - MI551%$1PPI AN fAM8 !Au $ 0 hakyl NUMeER CCRRESPON05 TO FAULT NWBERS

c. AN 48_

Pc - PRECAMBRl Ag CN FIGURE 2.5-16 AND TABLES 2.5-8 THROUGH 2.5-13 lN THE WCGS-FSAR, l I

Rjfptgg: MODIFIED F40M.

1. BRANSON, CARL C., AND OTHER5.1965. GE0 LOGY Ano Oft AND GA5 RESOUActs GF CaAIG C0uuTT. OKLAdam: DELAGIA GEOLOGICAL 5uRVEY. huLLET!4 99, PP 47-50. Pt.1.

2. COLE, vlaGIL 6. 1976. CONFIGURATION OF 1ME TOP OF PRECApsalAm N a0CK5 In uitSA5: mAsus E0 LOGICAL Samviv. 814P bl. SCAtt 1:500,000.

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3. .1976. Sut5uRFACf OR30vfCIAn-CassaI4m ROCa5 It

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2. 187

                    '#,s
                                \                                                      4. EAaDLET, A.J.,1962. SimKTURAL GEOLOGY OF 40RTH APEa!CA, g                                                                 nAaptR Am nuu, 2tC U.TFIFTITl724.

sa see S.

                            'd'       "' "                                                 JEwtTT. J.M.,1964, u0 LOGIC MP OF Us5AS: BAN 5A5 GEOLOGICA6
                                 }                                                             SURVEY. MAP M-l. SCAlt I:500.000

4. RANSAS GEGLOGICAL SOCIETT, it%4, NORTESOUTH titCTilC LO.

(2055 SECTIOn FR@ NEleAsaA TO OKLAHom LonG $IITN a PaluttPLE stRIDIAa: SAN 5A5 GEOLOGICAL SOCIETT. PLATE.

1. .1954. EAST-idEST-500TN ELECTRIC LOG CR055 SECTION ThhhlP 35-2W to 34-4)m: LANSAS GEDLOGICAL SOCIETT, PLAft, sa6anoes assansas 8. LEE. se4LLACE,1946, STRUCTbkAL DEvtLOPetNT OF THE FOREST CITY

                                                 , , , ,                                       p514 0F PI550URI. RAMMS.10lma, Ano NESRA5IA. CIL Ae GAS IgYESTIGATIONS:     U.S. GEOLOGlut SLAVtf. PRELIM 14ARY MAP sect s Isap SM0eiles LOCATION 48, 5HEET S. 6.

OP CROSS sE CTION S B-

9. 1954, STRAT! GRAPHY Ae STRUCTURAL DErfLOPettf THTllL'IM p5I5 ARIA: RAN5A5 GEOLOGICAL SuRWET. 84LL.

',7Cyl'23"lJ.'*71 **"Ji"* '#*'

10. MCtaAcata. MARY N.,1961. GEOLOGIC mp 0F mI5500RI. N1550uRI GEOLOGICAL SURVE7 AND uATER Rt50 LACES.

II. .1971, STRUCTURAL FIATURt10F MI55@RI, HvdI OF INVEST!GAf]ONS 49: m!$50UR1 Et0 LOGICAL SuRVET A40 HATER RESOURCES, PL 1.

12. NRRIAN. 0441EL F. , WIIICHELL, RICMAD L.. AND ATRIESON, W.R.,

1958, PRtLIMIILAAT REGIOML 5TRUCTURAL CouTOUR MAP On TOP OF THE LARSING GROUP (PfletSittANIAN) le RAmsA5, ott Ae GA5 IRVISTir.ATION: sAa5A5 GEOLOGICAL SURVtf, ag). 19, sqAP.

13. 4RRI4m. DaaltL F. 1960 PetLInlaART REGIONAL STRUCTURAL CONT 0up RAP On TOP OF NI55155!PPIAa a0tK5 le RA25A5. CIL S' AND GAS INVESTIGATION: EANSAS GEOLOGICAL SURVIT. 40. 22 EAST WISSOURI 14. . Am0 RELLV, T.E.,1960 PittinInAnf REGIONAL oaans wust l 5'tX"JRAL CJIf0uR MAP ou 77 0F "MTOW" (5tLURIAODEW0hlAN)

N ROCK 5 It EAH5A5. OIL A4 GAS INyt1TIGATION: RAM 5A5 GEOLOGICAL SuRytt, no. 23 mP. si 15. . AND SMITM, POLLT,1961. PRELIsliiAAY

                                                                       -3000 7tgMiEI'FuUbtAt contour siAP On TOP 0F AAsucatt R0t:5 (CApealA40RDCd!CIAA) IN EAN5AS. OIL AND GAS !WWESTIGATI@:
                                                                       -2000                  LA45A5 GEDLOGICAL SuRytt. 40. 25. siAP.

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16. SafDER. FRAmt G. ,1968. TECNinIC N15 TORY OF pl3-CONT!alENTAL

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• UNITED STAT!1 IN tse J0LenAL: U.M. 8EinATT COLLOUulisi.

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                -7 LAN,=SAS     CITY. EiR.OUP um i -Fm              n.HYOND LtRIT5 FIGURE 2.5-3 REGIONAL GEOLOGIC CROSS SECTIONS                                             t 4

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RE FERENCE $ t MCDIFIED FRCM: INTERIOR i. carcis. c. 1930. ct0LOGv Or AaK^~sas ratcozoic AREA: ARKANSAS GECLOGICAL SURVEY, BULL. 3, PL III. , HIGHLANDS 2. CURTI S, JR., N.M. , AND N/c, d.E. ,1972. GEOMCRPH I C PROVINCES OF CKLANOMA, CEOLOGY AND EARTH RESCURCE S , CF CKLAHOMA: OKLAHOMA CECLOGICAL SURVEY, EDUCATICN l PUBLICATION 1, P.3. l 1 SPRINGFIELD-SALEM 3. E tcE R , J. A. . 1969, 50lL5 0F NEBRASKA: NE BRA 5xA I PLATEAU ctet GiCAL survey, REscuRCE ptPORr NO. 2, P.7.

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le. FINNEMAN, N.M.,1957, PHYSICAL DIVISION OF THE UNITTD j STATES, EDITION OF 1946: WASHlhGTON D.C. UNITED STATT.S I GECLCGl CAL SURbtY. )

5. FRYE, J.C. , AND SWINE FORD, A. ,1949. THE PLAINS BCRCER j PHYSIOGRAPHIC SECTION: TRANSACTION OF TFE KANSAS ACADEMY OZARK PL ATEAUS Or sciENCr, v0turE 52, NO. i, PP. 7i-80

6. SCHCEkt W.H.,1949, TPE CEOGRAPHY OF KANSAS, PART II, PHY5tCAL GECCRAPHY: TRANSACTICN CF THE KANSAS ACADEMY OF SCIENCE, VCLt.21E 52, NO. 3, PP. 275-277.

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