ML20248D049

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Assessment of Potential for Liquefaction & Permanent Ground Displacements at Designated Facilities,Oyster Creek Nuclear Generating Station
ML20248D049
Person / Time
Site: Oyster Creek
Issue date: 12/31/1994
From:
GEOMATRIX CONSULTANTS, INC.
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ML20248C969 List:
References
NUDOCS 9806020308
Download: ML20248D049 (54)
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a 5;aacI.c::.so :a e:asa 3ES GEOMATRIX l December 28,1994 Project 2529 Mr. David Nakaks EQE Engineering Consultants 18101 Von Karman Avenue Suite 400 Irvine, Califomia 92715

Subject:

Geotechnical Assessments for IPEEE Oyster Creek Nuclear Generating Station

Dear Mr. Nakaki:

Enclosed is our final report describing the geotechnical assessments made by Geomatrix Consultants in support of your IPEEE for the Oyster Creek Nuclear Generating Station. Review comments from GPU Nuclear on our August 1994 draft report have been incorporated in this report. Geomatrix Consultants staff who conducted this study were t Dr. Dario Rosidi, Project Engineer, and the u. dersigned. I We have very much enjoyed being of service to EQE Engineering Consultants and GPU Nuclear on the IPEEE for the Oyster Creek plant. Sincerely, n ge=- 1 Maurice S. Power Principal Engineer Enclosure MSP/ cam I i i Geometrix Consultants, Inc. E aceers Geolog.sts and Environmental Scient4sts

GEOMATRIX i i l ASSESSMENTS OF POTENTIAL-FOR i LIQUEFACTION AND PERMANENT GROUND DISPLACEMENTS AT DESIGNATED FACILITIES, OYSTER CREEK NUCLEAR GENERATING STATION Prepared for: EQE Engineering Consultants 18101 Von Karman Avenue Suite 400 Irvine, California 92715 December 1994 Project No. 2529 A Geometrix Consultants

M OROMATIltIM TABLE OF CONTENTS East 1. INTRODUCTION 1 2. SUBSURFACE CONDITIONS 1 2.1 Cape May Formation 2 2.2 . Upper Clay 2 2.3 Cohansey Formation 3 2.4. Lower Clay 3-2.5 Kirkwood Formation 3 2.6 Fills 3 2.7 Ground Water 4

3. GEOTECHNICAL ASSESSMENTS 4

3.1 Reactor Building-4 3.2 Turbine Building 5 3.3 Emergency Diesel Generator Building (EDGB) 6 3.4 Duct Bank Between Emergency Diesel Generator Building and Turbine Building 8 3.5 Intake Structure. Discharge Outfall Structure, Circulating Water Intake and Discharge Tunnels 9 3.6 Fire Pond Dam 9 3.7 Fire Pump House 9 3.8 Fire Pond Piping from the Fire Pump House to the Plant Fire Protection Lines 10 3.9 Combustion Turbines Including Their Oil Tank and Gas Supply Piping 11 3.10 Condensate Transfer Building 12 3.11 Ventilation Stack 12 ~4. REFERENCES-13 ' LIST OF FIGURES Figure 1 . SPT (Nt)60 Profile at the Reactor Building Site Figure 2l Undrained Shear Strength of the Upper Clay Figure 3 Cross Section Through Reactor Building

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M GEOMAT 31M TABLE OF CONTENTS (continued) LIST OF FIGURES (cont'd.) Figure 4 Relationship Between (N1)60 and Shear Stress Ratio Causing Liquefaction Figure 5. Turbine Building Plan Figure 6 Cross Section Through Turbine Building Figure 7 Induced Shear Stress Ratio in Fill at Base of Turbine Building Vs. Free-field PGA Figure 8 Emergency Diesel Generator Building Plan View Figure 9 Cross Section Through Emergency Diesel Generator Building, Showing Estimated Extent of Fill figure 10 Pressures on Wall at Toe of Slope at Emergency Diesel Generator Building Liquefied Condition Figure 11 Cross Section Through EDGB, Showing Estimated Limit of Major Ground Movements in Relation to Extent of Fill in Event of Liquefaction-induced Wall Failure Figure 12 Pressures on Wall at Emergency Diesel Generator Building Non-liquefied Condition Figure 13 Permanent Displacement for Non liquefied Condition Emergency Diesel Generating Building Figure 14 Cross Section Through Emergency Diesel Generator Building, Showing Potential Sliding Surfaces Figure 15 Profile Along Duct Bank Figure 16 - Cross Section Through Circulating Water Tunnels Figure 17 Cross Section Through Fire Pond Dam Figure 18 Cross Section Through Fire Pump House &TL h :3TTM (ki)

/ m s== OEOMATRIX TABLE OF CONTENTS (continued) LIST OF FIGURES (cont'd.) j Figure 19 Earth Pressure and Resistances Fire Pump House l Figure 20 Cross Section Through Dike Separating Intake and Discharge Canals Figure 21 Pressures on Wall at Edge of Dike Separating Intake and Discharge Canals Liquefied Condition Figure 22 Pressures on Wall at Edge of Dike Separating Intake and Discharge Canals Non-Liquefied Condition Figure 23 Permanent Displacement. Dike Separating Intake and Discharge Canals ) Figure 24 Subsurface Soil Conditions in Boring Located Near Combustion Turbine Building Site Figure 25 Locations of Exploratory Trenches and Neighboring Borings Along Intake Canal Figure 26 Cross Section Through Intake Canal Slope Figure 27 Estimated Permanent Ground Displacements of Gas Lines Located at Top of Intake Canal Slope Figure 28 Soil Subgrade Reaction for Different Ground Conditions Gas Lines Figure 29 Cross Section Through Ventilation Stack LIST OF APPENDICES Appendix A List of Documents Reviewed i i l .ewaawnux ('iii) I

amou m m ASSESSMENTS OF POTENTIAL FOR LIQUEFACTION AND PERMANENT GROUND DISPLACEMENTS AT DESIGNATED FACILITIES OYSTER CREEK NUCLEAR GENERATING STATION 1. INTRODUCTION The objective of this report is to assess the potential for liquefaction and permanent displacements at designated facilides at the Oyster Creek Nuclear Generating Station, New l Jersey. This assessment is performed as part of a probabilistic risk assessment conducted for an Individual Plant Examination for External Eve'nts (IPEEE) for the nuclear generating station ~ by EQE Engineering Consultants. For this assessment, we utilized information obtained from various reports, drawings, and construction photographs for the Oyster Creek power plant site, as well as reports of investigations made for the proposed Forked River plant located adjacent to the Oyster Creek plant site (the Forked River plant was not constructed). Documents reviewed for this study are listed in Appendix A. We also utilized the observations from our visit to the plant site on January 11,1994 The facilities for which geotechnical assessments were made included the reactor building, turbine building, emergency diesel generator building (EDGB), duct bank between the turbine building and the EDGB, intake structure, discharge outfall structure, circulating water intake and discharge tunnels, fire pond dam, fire pumphouse, fire pond piping from the fire pumphouse to the plant fire protection lines, combustion turbines including their oil tank and gas supply piping, condensate transfer building, and ventilation stack. The assessments for each of these facilities is presented in Section 3, preceded by a' general - description of the subsurface conditions at the plant site in Section 2. 2. - SUBSURFACE CONDITIONS Information on the natural subsurface soils at the plant site was obtained from the Safety . Analysis Reports and reports of soil investigations conducted for the Oyster Creek and Forked-River projects. The general stratigraphy of natural soils at the Oyster Creek plant site consists courms:myrt Trr 1 4

GEOMATRIX of a thin layer of surficial soils underlain by the following geological units: Cape May formation; upper clay; Cohansey formation; lower clay; and Kirkwood formation. The idealized stratigraphy at the Oyster Creek plant site is shown in Figure 1. Descriptions of these geological units are summarized below (Geomatrix Consultants,1991). 2.1 Cape May Forination. This fine sand deposit is believed to represent an interglacial, warm water beach and terrace deposit along the coast and a fluvial and marsh deposit inland. It is believed to have been deposited approximately 35,000 years B.P. (Epoch: Late Pleistocene; Period: Quaternary). It consists of medium to fine sand'(predominantly fine sand) with coarse sand occasionally. Lenses of silt and silty clay are also present. Typical (N )e values (the Standard Penetration Test (SIrr) blow count adjusted to a common i effective overburden pressure of one ton per square foot [1 tsf]) are estimated to be about 25 to 40 blows / foot. Figure 1 shows (N )w values from borings at the location of the reactor building. i 2.2 Upper Clay. The upper clay is a layered deposit, containing bands of stiff to very stiff organic clay, silty clay and clayey silt with lenses of thin fine sand. The clay is over consolidated by desiccation caused by groundwater fluctuation. The age of this layer is approximately 35,000 to 10,000,000 years B.P. (Epoch: Late Pleistocene to Late Miocene; Perio21: Quaternary to Tertiary). This clay layer l becomes discontinuous at the Forked River plant site location. ~ Water content of the clay soils typically ranges between 41 to 47 percent. The plasticity index L is in the range of 25 to 40. The overconsolidation ratio typically ranges from 8 to 17. A profile of undrained shear strength taken from various tests is plotted in Figure 2. The estimated average undrained shear strength.for seismic loading conditions is I tsf. 4 CoNTRG$290YST.TXT 2

M G50MATSHX 2.3-Cohansey Formation. The Cohansey formation is generally believed to represent a transitional manne environment which existed along the coast of New Jersey during late Miocene time (Age:10,000,000+ years B.P.; Period: Tertiary). The upper portion of this unit apparently was deposited by fluvial processes. i This geological unit can further be divided into the Upper and uwer Cohansey formations based on the standard penetration resistance. The penetration resistance increases significantly at-approximately 52 feet below the ground surface (Elevation -29 feet, Figure 1). De, higher penetration resistance is indicative of a denser unit in the Lower Cohansey formation, which may. be attributed to wave action associated with a beach or barrier bar depositional environment. Typical (N )w values range from 25 to 60 blows / foot for the Upper Cohansey sands. (N ). i values as high as about 200 blows / foot or more have been observed for the lower Cohansey sands (Figure 1). 2.4 Lower Clay. The lower clay consists primarily of medium to fine sand containing traces of organic silt layers or inclusions of very stiff to hard organic clay. Clay lenses generally range in thickness from a fraction of an inch to a few inches. This clay is overconsolidated, apparently by groundwater fluctuation. Approximate thickness of this lower clay is about 15 feet (from approximately Elevation -128 feet to 143 feet). The shear strength is generally very high (greater than 5.5 tsf). 2.5 Kirkwood Formation. His very dense formation primarily consists of fine to medium fine sand extending from approximately Elevation -145 feet to -375 feet. I 2.6 Fills. Reviews of a number of reports indicate extensive excavations and backfilling for and adjacent .to the reactor and turbine buildings and at other locations. The fill is sand obtained from plant - cowrnus2,our.rxr L -3

l GEOMATRIX site excavations in the Cape May and Upper Cohansey formations. The extent and compaction of the fills is discussed in Section 3 in the context of assessing liquefaction potential and permanent ground displacements. 2.7 Ground Water. The groundwater level was found to be at a depth of about 3 feet below the ground surface in the spring of 1964. Subsequent measurements in 1973 to 1974 indicated a groundwater level of approximately 11 to 12 feet below the ground surface (Woodward-Moorehouse & Associates, 1975) Other measurements taken in the spring of 1982 indicated a deeper groundwater level at 17 to 19 feet below the ground surface (Woodward-Clyde Consultants,1982).

3. GEOTECHNICAL ASSESSMENTS 3.1 Reactor Building.

The reactor building base mat is founded at Elevation -29.5 feet on Lower Cohansey sands (Figure 3). Figure 4 presents the current empirical correlation between induced cyclic stress ratio required to cause liquefaction and (N )w blow count (Seed, et al,1985). The cyclic stress i ratio is the ratio between the average cyclic shear stress induced on horizontal planes in the soil by the earthquake ground shaking and the pre-earthquake effective vertical stress. The correlation in Figure 4 is for a magnitude 71/2 earthquake, Review of the FSAR and studies I conducted by EPRI (1989) indicate that earthquakes producing moderate to high accelerations at the plant site are unlikely to exceed about magnitude 6. Seed et al. (1985) present factors to adjust the position of the curves in Figure 4 for magnitudes other than 71/2. The ordinates of the curves increase with decreasing magnitude. Because the curves in Figure 4 become asymptotic to a vertical line at 30 blows / foot and because the (N )w blow counts for IAwer i Cohansey sands are much higher than 30 blows / foot, it is assessed that significant liquefaction or settlement beneath the reactor building would be unlikely to occur for any level of earthquake-induced ground shaking. The geologic age of the Cohansey sands (10,000,000+ years old) would also indicate a low liquefaction susceptibility, as such relatively old deposits have not been known to liquefy during historic earthquakes. comatunam m 4

j N GEOMATRIX 3.2 Turbine Building. The turbine building, located adjacent to the reactor building, is also supported on a mat foundation. A portion of the turbine building base mat is founded at Elevation -16 feet in Upper Cohansey sands (Figures 5 and 6). (N )w blow counts in the Upper Cohansey sands are generally i equal to or greater than 30 blows / foot. Therefore, based on Figure 4, it is assessed that significant liquefaction or settlement is unlikely to occur in the Upper Cohansey sands for any l level of ground shaking. Most of the turbine building base mat is founded at Elevation -6.5 feet and is supported on 6.5 feet of compacted sand fill that, in turn, rests on the Upper Cohansey sands at Elevation -13 feet (Figures 5 and 6). Compaction requirements for the fill contained in the plant construction specifications were reviewed. These specifications did not require a minimum percent compaction or relative density; rather, they required a certain number of compaction coverages by compacting equipment on specified lift thicknesses. The specification is indicative of a 1 moderately dense condition for the sand fill (Church,1981). There are also some borings drilled in the backfill placed adjacent to the turbine building walls. These borings were made for the office building extension and the maintenance building (Woodward-Clyde Consultants, 1976, 1982). The Standard Penetration Test (SPT) blow counts in the borings indicate fill of variable density, from loose to very dense. It is likely that the variability of the fill density reflects the fact that no building construction was planned for these locations at the time the fillr, were placed. The blow count data are indicative that a dense condition was achieved when a substantial compactive effort was applied. It is judged unlikely that the relative density of the sand fill beneath the turbine building is less than about 65% and that, correspondingly, the normalized blow count, (N )m, of the fill beneath the turbine building i is greater than about 20 blows / foot. For the assessment of the liquefaction potential of the fill beneath the turbine building base mat. earthquake-induced shear stresses in the soils must be estimated. These shear stresses are due mainly to the base shear response of the turbine building to the carthquake ground shaking. courammystwr 5

M OROMATRIX Figure 7 depicts the median and 84* percentile of the earthquake-induced shear stress ratio in the fill beneath the turbine building obtained from the base shear forces provided by EQE for three levels of free-field peak ground acceleration (PGA). Using these induced shear stresses, (N )w characterization of _ the building weight (provided by EQE) and ground water depth, tl. i c the fill described in the previous paragraph, and the correlation in Figure 4, it is ="~i that the free-field PGA required to cause liquefaction of the fill beneath the turbine building exceeds 0.70 g. This level of free-field PGA causing liquefaction (i.e.,0.70 g) can be considered to be essentially a lower-bound value. In the absence ofliquefaction of the fill, significant earthquake-induced settlement of the turbine building would be unlikely to occur. 3.3 Emergency Diesel Generator Building (EDGB). The emergency diesel generator building (EDGB) is located southwest of the turbine building. The main building is located 65 feet east of the discharge canal and 25 feet from the top of the adjacent slope (Figure 8). At its northern end, an approximately,20 feet by 17 feet emh~idai portion extends west from the main building (Figures 8 and 9). The key issue for the potential for ground movements beneath the EDGB is the extent and density of the fill placed to construct the slope between the building and the discharge canal. Photographs taken during construction provided by GPU Nuclear (GPU Nuclear Memorandum, 1994) suggest that the base of the excavation was just deep enough to enable placement of the tie back anchors and reinforced concrete anchor wall (Figure 9). The photos also sugges: that the excavation extended just beyond the anchor wall and then sloped up to the original ground surface (Figure 9). In this case, the fill does not underlie the building, except possibly the embedded portion closest to the slope (Figure 9). However, there is uncertainty in the l excavation and fill extent because the photographs are not at the actual location of the building. The depth to groundwater in the slope is also imponant. The interpretation for groundwater depth in Figure 9 is a conservative interpretation based on groundwater depths encountered in borings drilled for the office building extension and the water level in the discharge canal. L l CotfrR*,23:90YST.TXT 6

M OROMATRIM It seems likely that the location of the fill as a backfill behind a retaining wall and in a slope adjacent to the EDGB would have resulted in the fill being placed as a controlled, compacted fill. Accordingly, the characteristics of the fill are assumed to be similar to those beneath the turbine building, i.e., (N )w qual to or greater than 20 blows / foot. For this value of (N )e, the median i e i free-field PGA causing liquefaction of the fill is estimated to equal approximately 0.40g. ' A lognormal distribution can be assumed for the free-field PGA causing liquefaction. The 5* 1 and 95* percentile values of PGA can be obtained by multiplying and dividing the median PGA 1 by a factor of 1.25 (i.e.,0.32 g and 0.50g at the 5* and 95* percentile levels respectively).

The estimated pressures on the retaining wall at the toe of the slope (Figure 9) associated with a liquefaction condition are shown in Figure 10. These can be used to assess the capability of the wall and anchorage system to resist the pressures. If the wall were to fail, the slope would fail ar.d the fill in the slope would slump. The effect on the building depends on the extent of

) the fill. If the fill is configured as shown in Figure 9, the resulting scarp would probably not extend beneath the building, except possibly beneath the embedded portion of the building, see Figure 11. If the fill were to extend beneath the building, a substantial settlement of the building could occur in the event of slope failure. If the fill does not liquefy, Figure 12 shows pressures on the wall at the toe of the slope. These can be used to assess the capability of the wall and anc'horage system to withstand the pressures. The pressures were estimated using the Mononobe-Okabe method and the simplified procedure proposed by Seed and Whitman (1970). Estimates of the permanent horizontal and vertical displacements for the EDGB for a non-liquefied condition are shown in Figure 13, and the sliding surfaces are shown in Figure 14. Displacements for surfaces A and B are independent of the behavior of the_ wall. However, displacements for surface C can occur only if the wall fails. The displacements were estimated using the procedure of Makdisi and Seed (1978). Lognormal ' distributions can be assumed for the wall loads and displacements with their median -values taken from Figures 10,12, and 13. A factor of 1.25 should be applied to the median ~co m usa,ovsr.Txv; 7 'i

onominix ) values to obtain the 5* and 95* percentile values for the wall loads. A factor of 2.0 should be applied to the median values to obtain 5* and 95* percentile values for the displacements. 3.4 Duct Bank Between Emergency Diesel Generator Building and Turbine Building. The duct bank extends a distance of approximately 150 feet between the EDGB and the turoine building. A profile of subsurface conditions along the duct bank is shown in Figure 15. The duct bank passes through the backfill placed adjacent to the turbine building walls. There is a potential for settlement of the portion of the duct bank passing through the backfill due to earthquake-shaking-induced compaction of the backfill. This settlement would be differential relative to the turbine building and relative to the portion of the duct bank beyond the backfill. The amount of settlement depends on the density of the backfill. Based on the blow count data in backfills penetrated in borings drilled for the office extension building and maintenance building, an (N )w value equal to 20 blows / foot has been assumed for the backfill above the i groundwater table and (N )w values in the range of 10 to 20 blows / foot for the backfill below i the ground water table. The median free-field PGA causing liquefaction of the backfill is estimated to be 0.175 g and 0.35 g for (N )w equal to 10 and 20 blows / foot respectively. i Significant settlements are estimated in the event of liquefaction of the backfill below the groundwater table. The estimated median settlements are approximately 5.5 inches and 3 inches for (N )w qual to 10 and 20 blows / foot respectively. These settlements were estimated using 3 e the. procedure of Tokimatsu and Seed (1987). A lognormal distribution similar to that for the EDGB can be used for the free-field PGA causing liquefaction (i.e., factor of 1.25 to be applied to the median PGA to obtain 5* and 95* percentile values). The range in esdmated settlements may be assumed to correspond to a factor of 1.5 at the 5* and 95* percentile levels, and the distribution in settlement can be assumed to be lognormal. cowrxes29ovsr.rxr 8 1 l

l l-1 GEOMATRIX 3.5 Intake Structure, Discharge Outfall Structure, Circulating Water Intake and Discharge Tunnels. Except for a short section of the intake tunnel that is founded in the upper clay strata, the intake structure, discharge outfall structure, and circulating water intake and discharge tunnels are founded in dense sand of the Upper Cohansey formation. A cross section through the intake and discharge tunnels is shown in Figure 16. As discussed previously for the turbine building, significant liquefaction or settlements are unlikely to occur within the Upper Cohansey sands for any level of ground shaking. 3.6 Mre Pond Dam. The closest borings to this facility are C-38 (about 480 feet north), C-39E (about 600 feet northwest), and C-37 (about 600 feet northeast), all of which were drilled for the Forked River project. High water flows over the fire pond dam caused scouring on the downstream side of the dam. The scouring damage was repaired by backfilling the eroded areas with riprap (GPUN, 1992). A cross section through the fire pond dam showing the rip'r.ap placement is presented in Figure 17. Also shown in that figure are the data from the closest borings to the fire pond dam. The elevation difference between the ground surface at the dam crest and the upstream bottom of the fire pond is only 2.5 feet. Assuming that the Forked River boring data are representative of conditions at the fire pond dam, significant liquefaction, lateral movements or settlements of the dam are unlikely for any level of ground shaking. 3.7 Fire Pump House. The fire pump house is situated south-southeast of and adjacent to the fire pond and is an embedded concrete structure housing the fire pumps. Cross sections through the fire pump house are shown in Figure 18. The closest borings to the pump house are approximately 500 to 600 feet away and were drilled for the proposed Forked River project. Boring logs for these borings I are shown in Figure 17. Assuming that the Forked River boring data are representative of the conditions at the fire pump house, significant liquefaction or settlements are unlikely to occur beneath this structure for any level of ground shaking.

N GEOMATRIX Estimated median static plus seismic canh pressures on the embedded walls of the fire pump house and frictional and passive resistances to sliding are shown in Figure 19. Note that approximately 2 inches of movement are required to mobilize full passive resistance. Approximately one half the passive resistance should be available for 0.5 inch of movement. A lognormal distribution in wall loads and resistances may be assumed with a factor of 1.25 applied to median values to obtain the 5* and 95* percentile loads. 3.8 Fim Pond Piping from the Fire Pump House to the Plant Fire Protection Lines. The fire pond piping may be vulnerable to permanent ground movements where it crosses the dike separating the intake and discharge canals. Cross sections through the dike are shown in Figure 20. The soil profile shown in Figure 20 was developed from the closest boring data and the generalized soil stratigraphy at the reactor building. Similar to the slope at the EDGB, it is assumed that fill was placed above the level of the concrete anchor blocks and tiebacks. Assuming the same (N )w value for the dike fill as for the EDGB fill slope (i.e., (N )w qual i i e to 20 blows / foot), the median free-field PGA required to cause liquefaction is estimated to equal approximately 0.40 g. The 5* and 95* percentile PGAs in a lognormal distribution can be taken at 0.32 g and 0.50 g, respectively (i.e., a factor of 1.25). The~ estimated pressures on the wall retaining the slope associated with a liquefaction condition are shown in Figure 21. If the wall and anchorage system cannot withstand these pressures and the wall were to fa'l, then the dike fill would slump and the piping would probably be disrupted. i If the fill does not liquefy, Figure 22 shows pressures on the wall. Estimates of permanent ~ horizontal and vertical displacement for a non-liquefied condition are shown in Figure 23. Values taken from Figures 21,22, and 23 can be assumed to correspond to the median values. legnormal distributions and factors of 1.25 and 2.0 should be used to obtain the 5* and 95* percentile values for the wall loads (Figures 21 and 22) and displacements (Figure 23), respectively. i comus:sovsr.ncr 10

N GEOMATRIX l There is also a potential for settlement of the piping in the event of fill liquefaction and this settlement would occur differentially relative to the piping embedded in natural ground on either side of the dike. The estimated median settlement is equal to approximately 1 inch. A lognorrnal distribution and a factor of 1.5 applied to the median estimate should be used to obtain the 5* and 95* percentile values. 3.9 Combustion Turbines Including Their Oil Tank and Gas Supply Piping. The combustion turbine building and oil tank are located northwest of and across the intake canal from the Oyster Creek reactor building. The gas lines extend from the combustion turbine building to the top of the intake canal slope and then along the top of the slope (Figure 25). The closest subsurface boring is No. C-25 drilled for the Forked River project (Figure 24); in addition, a number of trenches were excavated into the intake canal slope (Figure 25). The log for boring C-25 indicates that the upper approximately 10 feet of soil at the combustion turbine building may be fill. Blow count data from this boring indicates the fill is in a dense condition. Significant settlements beneath the combustion turbine building and tank are not expected to occur for any level of ground shaking. The gas supply piping is located at the top of and adjacent to the slope on the west side of the intake canal (Figure 25). It is assum:d that the pipe is located 4 feet or farther from the top of the slope. A plan view of the canal is shown in Figure 25 and cross scctions through three of the most critical slopes are shown in Figure 26. Estimated median horizontal and vertical displacements of the pipe due to slope movements are shown in Figure 27 as a function of free-field PGA. The distribution in the slope displacement estimates can be assumed to be lognormal. 5* and 95* percentile values can te obtained by applying a factor of 3 to the median values. The greater uncertainty in this case reflects the uncertainty in the strength of the peat layer. For EQE's analysis of the performance of the gas supply pipeline, values of the coefficient of subgrade reaction are needed. The following values are recommended: peat = 20,000 pcf; sand = 240,000 pcf. Figure 28 shows ground concitions where the above design values or variations to these values are applicable. e sTP.e.wnrm i1

GEOMATRIX 3.10 Condensate Transfer Building. The condensate transfer building is structurally supponed on the intake and discharge tunnel structure (Figure 16). As summarized previously, significant liquefaction and settlement are unlikely to occur beneath the tunnel structure. 3.11 Ventilation Stack. The ventilation stack is located about'60 feet from the southeast corner of the reactor building. It is about 250 feet above the ground, and 33 feet below it. The ventilation stack is supported on a mat foundation bearing at -10 feet on Upper Cohansey sands (Figure 29). Significant liquefaction or settlements are unlikely to occur beneath the stack. The ultimate bearmg capacity of the soils supponing the stack foundation mat is estimated to equal approximately 350 ksf. 4. REFERENCES Church, H.K.,1981, Excavation handbook: McGraw Hill, Inc. EPRI,1989, Probabilistic seismic hazard evaluations st nuclear plant sites in the central and eastern United States: Resolution of the Charleston Earthquake issue, Electric Power ) Research Institute repon NP-6395-D. Geomatrix Consultants,1991, Soil profile and dy.namic soil properties for soil-structure interaction analysis of reactor building: Oyster Creek Nuclear Generating Station, New Jersey. GPUN,1992, Fire Pond Dam investigation, Oyster Creek Nuclear Generating Station, GPUN Repon No. 990-2085. GPU Nuclear Memorandum,1994, Construction photographs for the Oyster Creek power plant site, transmitted by M. Gotthard (GPU Nuclear) to M. Power (Geomatrix Consultants), memorandum dated 4-22-94 Makdisi, F.I.,'and Seed, H.B.,1978, Simplified procedure for estimating dam and embankment canhquake-induced deformation: Joumal of Geotechnical Engineering, ASCE, v.104, no.7. l courmus290m.Txt 12

\\ , M GEOMATMX Seed, H.B., Tokimatsu, K., Harder, L.F., and Chung, R.M., 1985, Influence of SPT procedures in soil liquefaction resistance evaluations: Journal of Geotechnical. Engineermg, ASCE, v. I11, no.12. . Seed, H.B., and Whitman, R.,1970, Design of earth retaining structures for dynamic loads: ASCE Specialty Conference on Lateral Stresses in tlie Ground and Design of Earth Retaining Structures. Tokimatsu, K., and Seed, H.B.,1987, Evaluation of settlements in sands due to earthquake shaking: Journal of Geotechnical Engineering, ASCE, v. -113, no. 8. Woodward-Clyde' Consultants,1976, Subsurface investigation and preliminary foundarian recommendations, proposed maintenance building, Oyster Creek Nuclear Power Station. Woodward-Clyde Consultants, 1982, Geotechnical investigation,. geophysical study and foundation recommendations, proposed ' office building, Extension Site, Oyster Creek' Generating Station, New Jersey. l Woodward-Moorhouse A Associates, Inc.,1975, Geotechnical study, proposed radwaste and off-gas buildings, Oyster Creek Nuclear Power Station. 6 4 l corrraus:sover.Txt - 13 l

l i l El., ft 0 +23 l 5 ~ e ao 10 ~

  • A E#

Cape May 15 ~ ga, +5 20 g'+4 l 25 A Upper Clay 30 g a e,Ae a -11 35 er 8 ~ em

    • 9e 40 g,

\\ upper Cohansey 45 A O A a D 50 ~ ,a -29 4 A e a T 55 ~ g m e Q 60 3.,,,A ~ gA 65 , 5, Lower Cohansey 70 te s .A 75

    • A E

~ e + a e 80 a

  1. e A e E %

85 a g,A e+ 90 8 A */* ^ 95 E

  • 4 ei,

100 ~ 105 0 100 200 300 400 (N1)60 I Nure { M SPT(N1)so Profile at the Reactor Building Site asowaraix p,,,ci no. j 2529 j } }

El..ft I

  • 23 i

0 i i i i i 1__ _ i, 5 +13 10 2 0 2, 15 0f 00 j~g ha ' ,3,3 .x

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25 210 -5 O i 5 a2 A a 0 L O -7 30 ~ { a D g 2 0 a 0 'a 3 0 35 -17 40 45 1 Torvane O Pocket Penetrometer a CU static triaxial -27 50 C Pocket penetrometer in trenches 55 60 -37 0 .5 L t.5 2 2.5 3 3.5 4 Shear Strength t/ft^2 Figure 2 4 Undrained Shear Strength of the Upper Clay C It O M ATa t x - Project No. 2529

y y e e a r s r s s c M e d e nd a r e p n wa n fr e p p a oha u p p U s Lo s ss b n a S' U it C uo C si dd en 3 izo v. o la C 5 1 o e 1 l t r E ene G / I+ I> + I+ I+ I+ I+ I+ I+ I+ I+ I+ G I+ N I+ I+ ID I+ L I+ n I+ I t t o f U I+ it f 5 5 I+ a B 9 9 I+ 2 d t 1 f R I+ n 0 u .v ++ v 3 O l I+ l H F e e o T E I+ E i t 1 C I+ F a A I+ d M E I+ e e I+ tc t R I+ a e I+ p rc I+ m n I+ o o I+ C C I+ I+ = = I+ I+ 3 I+ I+ I+ 7 i4 N E v+ e N v+ to IB m+> N R U T I5 u h3 ga r88: @gE ?@8 ?)j 4 r OEE3!x UO

s. a6 g, en na Pevt:ent Anes = 35 15 s5 l lI 8 l 0.5 8 I i n e a t C g l l i l 0 g l s. an l I I I I g s s' s l l l Ta. n e ai' lvi l 0.3 =" I s j e* s i o r a f e" / e e* P/e

  • so

.s n* e e auke )" =y,ep ~ s o m "b @ e e F1NES CONTENT 25% g 0.1 g t om uoenes chne.e coe, pniasses keer esmee.sst e I us.nees.g. Meg et No -i-Pag Amenome gese e O .aooenne eene e e o Ownese este a a O O 10 20 30 40 50 1 I ( After Seed, et al,1985 ), For M = 7.5 I sgure g Relationship Between (N1)so and Shear 4 o so uarse e x Stress Ratio Causing Liquefaction Protect No. 2529

t I l 174.5 ft N u Base of fou'ndation at El. -6.5 ft, founded on 6.5 ft of compacted fill s A A (see Fig.3) 272 ft 80 ft f a /~ r / / 100M Base of foundation at EL -16.0 ft, on Upper Cohansey sands 7 l I cye Turbine Buiiding Plan 9 o..ct.3 a no mata m ? r.?4

r s s c sS s e e nd a Md pnd r e n ey a n wa n fr pa p h a oh a u pas pc UoS L o s ss l b n a U C C C Y siuo it

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e L t E o N N N 9 n,g= meys #a5$i5. ?8'5o a.oI$!x ,h.b M N

t = e es o e t y u C e ~ n. 4 c C. q e .c v nv ~ 1 = o v s. N U Cse u i = L N 5 .5 x -2 = v. 0 1 c,. .= 04 .2 =H ou c o. C l M 4 N c c C N. o. 1 one.1 ssa.rls.ruays paanput 1 Fgure incuced Shear Stress Ratio in Fill at Base of 7 a sa menix Turbine Building Vs. Free-field PGA Protect No. 2529 j

i_8'_i_ -32' .L8' _ _ 17 6 i i i - +10 Embedded pan l T -O e 21' - -10 e y g \\ l Emergency J-20 8 8 ~ Diesel 8 Generator P 3 / - 30 4, a N Building 3w _.40 a N .50 a - -60 slope 4 i Figure 8 Emergency Diesel Generator Building Plan View g, osamarnix 2529

(. (- I l l Y l ? b la U l a t. a a N n -o 7 C 9 k j 2 D' e 8 E v to o 5 D N O v n ^\\NN]: AN 0 o j 5 5 E l ul i I k 8 3 6 l -I I W l i I 3, =; 3 as Eo n F 3. "O a i 1 \\ w '5. / I E "8 e e E/ } p k FE M s / ,i I 2ig i i h@ g O a i i i i l i I s a e ? ? ? leal 'NO11YA3'13 6 "'* 9 Cross Section Through Emergency 9 M Diesel Generator Building, Showing Estimated omouarnix Extent of Fill Project No. 2529

i Anenoted Sheet Pile ,e e E _' EI Tt SM E_ E~' P. p;;i t E,; 10 ft n n j/ v E' 10 ft P ad E F I. e Clay Assume Fixed = Force from liquefied fillin pounds Note : P t = 5.000 + 50,000

  • PGA, for PGA 2 0.4 g Pa = Hydrodynamic force in pounds

= 3,600 'PGA T1 T2 = Anchor forces in pounds PGA in g's i All forces are per unit 1 foot width of wall r,gw e Pressures on Wall at Toe of Slope at 10 M Emergency Diesel Generator Building p,qe u. a eawarm m Liquefied Condition 2529 I

l v DI m T 5% N D k. '5 n a g 5 h e' '8, e t = 8 v\\ N c v n 6NNN'3d-\\y-- ,I O A i S N l -3 7 \\ O m \\ l M k 8 \\ g(I a E O b I\\ i \\ g 1 \\ l \\ b =s s-, pk .E E \\

  • \\

$8E 3 m N .E 2 Il r 5. 3 -a o E. e E & ill G2 IE k 1$ e: 5 .9 .N 25 % $3 ,e ~.5 m / / Y [ pp h 1 i .a 3 15 l' h@3 3 ? .E % 5 ea I 1 i ,i o o O 8 ~ 1eal'NO11YA373 Figure Cross Section Through EDGB, Showing Estimated 3t Limit of Major Ground Movements in Relabon to Extent of Fill in Event of Liquefaction induced Wa:1 Fai:ura 2529

r l Anchored Sheet Pile 1 E: l El 6 ft E T1 E_ E; P AE Fi!! 10 ft a E' ) il s## V E' 10 ft Paa I Clay Assume Fixed Note : P AE = Total static plus dynamic force in pounds = 2,500 + 7,300

  • PGA P,o

= Hydrodynamic force in pounds = 3,600

  • PGA Ti. T2 = Anchor forces in pounds PGA in g's All forces are per unit 1 foot width of w&ll Figure 12 g

Pressures on Wall at Emergency Diesel Generator Building Non-liquefied Condition Project No. o ao warnix 2529

il ii ,'I!liI lil ,1!1){iil!if{;I 5 - 'o 9 9 i / / / / 5 i / 8 / / 8 / / / / 'a 5 7 i / / a y / 7 n / o t / e / 5 l 6 a r e / le 6 c i / c / A 5 i / t 5 n e / u o / l~ G 5 r i / k 5 a e 4 eP i " 4 AHC e o-e 5 dd d J 3 o u o MMM ' 3 i 5 i ' 2 2 8 5 2 g 6 3 0 6 3 0 7 4 1 3 3 3 2 2 2 1 1 1 b 5*689 - A ,5Ee i e 3 s (. m* 35ea OEN*!a o zO?EC*.N 0E9@: ) e eoIP4l m3 aA oaE oeo@sQ ?E5 ?9g zo i ~iNw n

g '5 n + d 0 l /s 4 E isu s = D / v s i m o r p o l a d 0 e' '? o 0 0, n e S 2 G = f' ge/ C I'gllJ s ie y D la dn c a W S t e ~ e ~ s g n m e m D E ~ ~ C ~ d a e lIf cew r t r f oe o f r v nch x inc ^ e on e r v Rca b N s / mle N s ii a Tp 'c IR F p s se \\> ip l r et b s T% r \\ m o \\ ' ~_ N i h\\ 3 cnA ~ egl w r s a a r h n e ca b sc mle iD Tp ii 0 0 0 0 0 0 3 2 1 1 2 3 _g' z9 gw m m yg(ggay$3m.2E4 n A ya$g$2R mE$' mgt2 o{F' o I gg3* $ga ?2 5 Oeo 3v?x e0

eg ia i nn t ld r i uu TB e l l t f 06 o t 05 ll i F e t f 3 1 l E E tf 5 3 + 2 E + 1 v l E_ e E z w w x x k na B tc B u G D D m Q* s -w ?o, s dos @P. oa3X tn 5I.g"2o oaoED4a X J NmMC l lll lll!l'll

I ht I I. f n, }~, l; t I 3 i 2 t en - E-8 06 -Ja- ~ 9 } a { s ( I I ) c !s i e __z 2 E 1* s*N \\ x s - w _i oli s _'s__._ }lI m l ,v dNl)) i a,E I I [ } g I . la }3 I +- .=.:---1 1 4 a

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l 4l 4 l; .l 1 t f 5.E 1 1+ t f v le 0 9 E + t f le 0 v 4 e + l r .v e d h a n le t e w o E P F in e M ir F tf 5 4 + v.le E t f 5 tf t 9 4 I 1 h + 2 2 v 1 1 e + 2 + l E + t v f W e l 5 E lE 0 E + v. le E I t f ~ 0 ~ t f ~ 2 5 t + t f f +_- 5 v. 5 1 1 8 le 0 E + v. vle le E E t f 0 1 + .ve lE fe. 6Er 2a Cg IOg G 1 n O8 a kgo o e eo E>4 - & 29 mg = l ll1!l 1

t f 0 9 + tf le 0 v 4 e + d l r n v e o e t a P lE w e E r P n R P e M )r e ~ t \\ a w A f o t h t ig e f 5 w 4 g + n v idu e l E c l n i( s e d s n a u b o s e p d h d P* 2 S n n t ll t f u s + t a i 5 e o d a 0 c p n s w 8 u d s + f o n o n s o r v p u e i f r h e ic e o t t c n p s d lE mA i n l i a a e n a w c c i n G is r e t o t i t y P o c r d s ~; [ e n e o f ) f lu 0 ic a 0 v s r 1 t 3 l 0 e m s 5 a it v i t aI p 7, is aA s - o n n e n u = c 5 s yG t it r e r a + a dP g O g e t p o* n ( a p s 0 0 r l i r 0 a0 d 0 d

  • e e

la 6, o 0, 0 y t i t r l 1 v f 5 y o 1 t H 7 S 1 A a 1

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  • s T5 p

T g es 1 + i c n ro E d n A v. g P w f e P P P S O G ll E P A l e toN 33 rg,jnlE mE lRI E n .ii f m$* Io 3 ,y5 eeoE 3E E fI \\IlI\\fIll 1l ll (i 1lIl

a 5 i 18 f f T I ,1 1 ,\\ \\I I In q \\ \\ ss i k 2 i t za t e, + G l ~{ i E e r i i ~ i i J i 'l [ f fi i -1 f r I l I i i i i l I i 1 I I I I I I I I I i 1l ) i i i i I, 9 l g i i : i1 g 8 i l i F l= l Ell l l l 1 al l l r

t..

5 6 i i i kl9 l l c* i iL l5 l i. l1 +i .-l% j -4 / \\ l l \\ i i 1 i g .I l I i l I 6 1 1 1 1 I 1 I I I y I i, N dr 5 q o, g li s, 11 1. l.: }I si la I; If j[. g,,r r mwmw i mmm - i li i If ,t i .it i .i I .it I 11 1 I 311 g g[ mm - i 11 I I II 1 summwwwa gg m mwwwwwaa4 a 4 I t 1 [ I I sl l a a Il 11 u g< mu_ 1.I 1.I i i f i s:lst s s slil s h DM'J h AMN c+ ct k k b'S A

  • b $ h k k k k kkbEA *O$bkk5 M 'NouvA313 M *NouvA313

[ Anchered Sheet Pile g_ EI E ~ 5 ft E_ Fill ? 9 = a pL s; Tt P,o [ g; 10 ft I I Clay 'g Assume fixed Note : P L = Force from liquefied fill in pounds = 5,000 + 30,000

  • PGA, for PGA 2 0.4 g P

= Hydrodynamic force in pounds wd = 3.600

  • PGA T1

= Anchor force in pounds PGA in g's All forces are per unit 1 foot width of wall Figure Pressures on Wall at Edge of Dike Separating 21 Intake and Discharge Canals p,qe no. ""*"^" Liquefied Condition 2529

Anchored Sheet Pile g_ El E 5 ft E Fill b; U U 11, P AE g_ Tt P,o =i E A 10 ft E Clay / 'g Assume fixed Note : P AE = Total static plus dynamic force from fil! = 1,900 + 7200

  • PGA P=d

= Hydrodynamic force in pounds = 3,600

  • PGA T1

= Anchor force in pounds PGA in g's All force are per unit 1 foot width of wall 1 I Fqso Pressures on Wall at Edge of Dike Separating 22 i M Intake and Discharge Canals pr e

  • * * * * ^ "
  • Non-Liquefed Condition 2529 1
j i

1 1) iliIj1 j .j;illj .jlli1i 1 !4 ~ 5 9 ~ i i 9 i i 58 4 i 8 5 6 i 7 g i 7 I ~ n o i 5 t - i 6 a i r e l e i r 6 c c A - 5 d i 5 n ~ uor i i 5 G k l i 5 a 4 eP 1 1 1 1 i 1 1 i 4 nn o o i i t t 5 c c i e e 3 SS I i 3 5 4 i 2 2 2 0 S 6 4 2 0 g 6 4 2 O 2 2 I 1 1 1 3 h ;,E[$"&A ^ ~ Qg e ys5 3 9tReo$ Nu t owe @o{ a7N*E os%Soe[* f a eoI> 2 M*

l l l l 1 I I I I I I I I I I I I I l l jl a l I 3 I I I I I >l lC1 s IelI l@l 0 l % l *- l ' I l d ! 8 l* l $ l El l l ~l-1 I I l l 1 1 1 1 1 I l l l l l l l 1i i sii i 111 1 1, I i, ]$ i ! !!ir i i! Ili iII

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hp U MI' I i i i t 8 8 h 1888 'NO11YA373 ngure Subsurface Soil Conditions in Boring Located 24 s.., comou. tion Tu,ein. suiioin, sii. 2529

y /b A l / TEENCN S 4 TRAWCW S ma U'[g,,, .a soo' 7, n' ,,7 o TREucM 4 a l ,4 /,od rasucw r f I< s \\ TEENcW J TaawcM a ' mouTE S // b linnusu 9 o TREucM 2 j ce y= =.*+O *g, ^ oeu - O of Compuseon 8% O TRENCH f 1

  • o O

I + 8 80 OYSTER CREEX UNIT *I i \\ l I From report by A. Casagrande. Apnl.1972 l r ws s Locanons of Exploratory Trenches and 25 l Neighbonng Bonngs Along intake Canal p, a ...o.. l 2529 i

TRENCH #4 10 - c.r. a :r.v. v. i;.g r n~. c' 35 l' ' sand, some gravete Sandy gravois 7/. 7 - I 5-C = 300 pst Black peat Ught gray clay, some sands ~ Y//n_ q

e; c.

Yellow Ane sand w 5-0 5 Feet i I 10 - TRENCH #5 10 -

.<! / J.t. C.', i.

Brown and gray ,,, lv;. s' = 35' fine sand A 5-C = 300 pet Black poet Ught gray fine sand j - q,7, ,n

==

Gray medium sand, gravoia 7 0-Gray medium sand 4 Gw 0 5 Feet i 1 10 - TRENCH #6 10 - i 1 ' its. 'r'U/Ur Ur Ur s' = 35' Ye#ow Ane to medium sand };

/ ght gray fine sand C

pet ack at U

n. u.,,.-

0- 'W///// Ught gray clay l 5-0 5 Feet 1 i t 10 - F'gure 1 Cross Sections Through intake Canal Slope 26 e,eeci ~.. .t. 2$29 l L

ij l

ii! ',11 l1

i!i1l I

5 /.' ~ s 9 'e /# 9 i 4 / /./ i 8 5 4 / a, / / 8 i 1 // / 5 /' 7 i 4 4i y e 7 4 a, n o i 5 t 6 . i 6 a re l

  • 6 ce i

c A .. 5 d t_ 5 n I u o r i i 5 G k 8 5 a 6 4 e i P &) ) ) 4 (A BA ( ( (556 4 6 s((l e hhhh c c c c 5 nnnn e e e e i 3 a 0 Twhh r 6 i 3 i = M 5 e i 2 ~ 2 4 2 0 8 6 4 2 0 B 6 4 2 0 2 2 2 1 1 1 1 1 a6gCg~ - A M mE3gI y g,Saoaca 9BE8 2 amaaee~C 8 8 o ecI>j E gg~E E 5u a aEE nE m6y =g M a. k

I J 1 i Sand a Kh = 20,000 pcf Peat I KV = 20,000 pcf l I ( 1 C - Kh = 240,000 pcf I KV = 20,000 pcf Peat C. Sand Kh = 240,000 pcf h 6 I Kv = (h/2B)*240,000 + (1-N28)*20,000 pct, for h <= 2B Peat = 240,000, for h > 28 l 8 = Diameter of pipe l l 1 l l Figwe - Soil Subgrace Reacton For Different Ground Conditions 28 l Gas Lines Propet No. l e somava m 2529 9

y y y e e e a r r s c e s M e n a ey pn r e pa pa wa fr l h oh u p pC Uo Lo ss a b n C SU C C uo si it c:l ,~ s!. - dd .:l en zo v le 3 '5 e 00 iC la E 2 + i 2 1 r + e n e G j 2 3 1 A 6 mA 8 1 \\ 2 3 1 .j A t t n t f 0 0 o 3 0 a + +

c.C h j
  • 3 Os o oo g #a yEE3 f.RK h-

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e GEOMATRIX APPENDIX A 1 LIST OF DOCUhENTS REVIEWED 1 ) I l l e l l l \\ i

GEOMATRIX APPENDIX A LIST OF DOCUMENTS REVIEWED Reports, Correspondence, and Other Documents Burns and Roe, Inc.,1964, Foundation soils evaluation, Jersey Central Power and Light j Company, Oyster Creek, New Jersey. Casagrande, A., and Casagrande L.,1970, Foundation investigation for the Forked River Nuciear Station - Unit 1 West, Report to Burns and Roe. Casagrande, A.,1972, Investigation of stability 'charactedstics of soils in the Canal Banks, Report for Forked River Nuclear Station. Jersey Central Power and Light Company,1974, Preliminary safety analysis report, Forked River Nuclear Station - Unit 1. Woodward-Moorhouse & Associates, Inc.,1975, Geotechnical study, proposed radwaste and off-gts buildings, Oyster Creek Nuclear Power Station. Woodward-Clyde Consultants,1976, Subsurface investigation and preliminary foundation recommendations, proposed maintenance building, Oyster Creek Nuclear Power Station. Woodward-Clyde Consultants,1982, Geotechnical investigation, geophysical study and foundation recommendations, proposed office building, extension site, New Jersey. Geomatrix Consultants,1991, Soil profile and dynamic soil properties for soil-structure interaction analysis of reactor building, Oyster Creek Nuclear Generating Station, New Jersey. GPUN,1992. Fire Pond Dam investigation, Oyster Creek Nuclear Generating Station, GPUN Report No. 990-2085. GPU Nuclear Memorandum, Construction photographs for the Oyster Creek Power Plant Site, transmitted by M. Gotthard (GPU Nuclear) to M. Power (Geomatrix Consultants), memorandum dated 4-22-1994. Purchase / design specifications and amendments for reactor building foundation, Oyster Creek Plant Site, Specification S 2299-17, undated. Preliminary safeguards summary report, Part B, Oyster Creek Nuclear Power Plant Unit No.1, Section VI and Appendix A, undated. 3

GEOMATRIX Preliminary safety analysis report, Forked River Plant Site, Section 2.6.5, Engineering Geology, Revised May 26, 1972. FDSAR for OC1, Section 5, Geology and Seismology, undated. Drawings (Oyster Creek Nuclear Generating Station) Site Plan - Drawing No.19702. Reactor and Turbine Area Excavation Plan and Section - DWG4007-3. Reactor Area Backfill Details - DWG4010-2. Reactor Building Foundation Sections and Details - DWG4050-2. Turbine Building Foundation Plan Sheet No.1 - DWG4075-7. Turbine Building Foundation Sections and Details Sheet No.1 - DWG4077-1. Intake and Tuttine Area Excavation and Backfill Plan and Sections -DWG4006-2. Intake and Discharge Canals Plans, Sections and Details - DWG4013-3. Discharge Structure and Tunnel Plans, Sections and Details - DWG4021. Dilution Pump House Discharge Tunnel Plan - DWG4020-1,1 of 2. Dilution Pump House Discharge Tunnel Plans, Sections and Details-DWG4020-1,2 of 2. Circulating Water Tunnels Plan, Sections and Details - DWG4023-8. Circulating Water Tunnel Sections and Details, DWG4024-2. Circulating Water System Sections and Details, Sh. 2 - DWG4025-3. Fresh Water Impounding Pond and Spillway - DWG4030-1. l l Fresh Water Pumphouse Plans, Sections and Details - DWG4031-2. Spillway Repair Details, Fresh Water Impounding Pond Dam - RI. Site Plan / Contour Map, Fresh Water impounding Pond Dam - T1. Chimney Foundation - DWG4016-4. l

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