ML032721621

Site Safety Analysis Report for the Exelon Generation Company, LLC Early Site Permit, Appendix a, Chapter 6, Response of Soil and Rock to Dynamic and Static Loading

ML032721621
Person / Time
Site:	Clinton, 05200007, PROJ0718
Issue date:	09/25/2003
From:	Exelon Generation Co, Exelon Nuclear
To:	Office of New Reactors
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CHAPTER 6 Response of Soil and Rock to Dynamic and Static Loading The responses of soil and rock at the EGC ESP Site to dynamic and static loading were evaluated by conducting updated site-specific liquefaction potential evaluations and by drawing upon existing information in the CPS USAR for static loading conditions.

Procedures for evaluating liquefaction potential have changed since the CPS Site investigation was conducted in the mid 1970s. In view of these changes, a new empirical method for evaluating liquefaction potential was used rather than drawing a comparison between conclusions reached for the CPS Site and what could occur at the EGC ESP Site because of similarities in site conditions. On the other hand, the methodologies that were used to evaluate site response to static loading (that is, bearing capacity, settlement, and lateral earth pressures) have not changed since the CPS Site investigation and, therefore, information presented in the CPS USAR has been used to address these conditions. The foundation performance for the CPS Facilities has been good over the 20 years of operation, indicating that soil conditions are suitable for siting similar facilities in the area.

6.1 Liquefaction Potential Liquefaction potential was evaluated for the EGC ESP Site based on the results of the geotechnical investigation conducted for the EGC ESP Site. The liquefaction evaluation was performed by the procedure recommended in Youd et al. (2001). This reference is a slightly updated version of the information presented in Proceedings of the National Center for Earthquake Engineering Research (NCEER) Workshop on Evaluation of Liquefaction Resistance of Soils (NCEER, 1997) and referenced in Draft Regulatory Guide 1105 (USNRC, 2001b).

6.1.1 Method of Evaluation The liquefaction evaluation method calculates a FOS based on the expected soil shearing resistance and the expected maximum seismically-induced shearing stresses in a soil layer.

Soil shearing resistance is quantified by the cyclic resistance ratio (CRR). Correlations have been developed to estimate the CRR from the SPT blowcount, with modifications for depth and SPT driving conditions (for example, hammer energy, driving efficiency, and soil sampler type). The expected shearing stresses induced by seismic loading are quantified by the cyclic stress ratio (CSR), which is the ratio of expected cyclic shearing stress to existing effective overburden. The CSR is proportional to the peak ground acceleration (pga) for the specified seismic loading. A magnitude scaling factor (MSF) is assigned based on the specified earthquake moment magnitude (M) expected to generate the specified pga. The FOS against liquefaction is calculated as:

CRR FOS = (MSF ) Equation 6.1-1 CSR DEL-096-REV0 A-6-1

APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT SSAR FOR THE EGC EARLY SITE PERMIT The MSF is smaller for larger M earthquakes (that is, reduces the FOS) to account for the longer duration of shaking and lower frequency vibrations typical of larger events. The FOS against liquefaction is calculated for soil conditions at regular depth intervals to obtain a profile of FOS with depth.

The liquefaction procedure described by Youd et al. (2001) and presented in Draft Regulatory Guide 1105 (USNRC, 2001b) is appropriate for soils above a depth of approximately 75 ft. Below this depth, the potential for liquefaction is generally considered to be very low, except for very loose cohesionless soils. In addition, soils that are cohesive (that is, with USCS classification of CL or CH) or are located above the water table are not considered to be liquefiable, even at low calculated FOS. Silty soils (ML or MH) are not considered of concern for liquefaction unless they exhibit a certain combination of plasticity, in situ water content, and gradation (known as the Chinese criteria), even if the FOS is less than 1.0.

Subsurface conditions were modeled for each of the four EGC ESP Site borehole locations (that is, boreholes B-1 through B-4). The upper 75 ft of the subsurface was modeled in 5-ft depth intervals corresponding to the SPT blowcount and sample locations. Modeled information consists of the USCS soil classification, in situ unit weight, SPT blowcount, and estimated fines content (that is, P200 fraction) for each depth interval. The SPT hammer efficiency was quantified by testing performed by GRL on August 2, 2002 (as described in Section 3.1.2.2). Depth to groundwater was modeled to be 6 ft bgs, based on nearby shallow piezometer results. This depth to groundwater represents a perched groundwater table at the top of the Wisconsinan till. The piezometric head drops with depth beneath the top of the Wisconsinan till, approaching nearly 30 ft bgs in the Illinoian till as indicated by piezometer results at B-1 Piezo. In most situations the degree of saturation associated with a perched conditions is less than 100 percent, even when the water table is high. As the degree of saturation decreases, the resistance of a soil to liquefaction increases. This condition suggests that the static pore water pressures calculated in the liquefaction analyses, which are based on the modeled groundwater depth of 6 ft bgs, are therefore very conservative.

Liquefaction potential was evaluated for a peak ground acceleration of 0.3g over a range of earthquake magnitudes that could occur at the EGC ESP Site. The pga value of 0.3g exceeds the design basis ground motion of 0.26g and therefore is conservative relative to the pga site characteristic. The pga of 0.3g was selected to be consistent with the value set forth in Regulatory Guide 1.60, which represented the peak acceptable value for the plants that form the basis of the Plant Parameters Envelope (see Section 1.4). It was reasoned that if the liquefaction potential were low at 0.3g, an additional margin of safety would exist for the site.

The maximum design earthquake M was derived by deaggregating the results from the probabilistic seismic hazard assessment (PSHA) for the EGC ESP Site. This information is summarized in Section 2.5 of the SSAR and discussed in detail in Appendix B to the SSAR.

The three magnitudes used in the liquefaction analyses were as follows:

• M = 5.5 which is approximately equal to the mean magnitude assocated with a local source mechanism.

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SSAR FOR THE EGC EARLY SITE PERMIT APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT

• M = 6.5 which is approximately equal to the mean magnitude assocated with the Wabash source mechanism.

• M = 8 which is an upper bound magnitude that might be assocated with a New Madrid source mechanism.

Additional combinations of M and pga were also considered to illustrate the sensitivity of the calculated FOS to each parameter. One set of calculations was made for conditions at borehole B-1 by holding M constant at 6.5, with pga values of 0.25g, 0.30g, and 0.35g.

Another set was made for a constant pga of 0.25g, with M values of 6.75, 7.25, and 7.75.

Section 3.2 of Draft Regulatory Guide DG-1105 provides guidance on interpretation of liquefaction FOS for nuclear power plant sites. According to the guidance, soils with FOS less than 1.1 should be considered liquefiable at the specified earthquake loading. Soils with FOS greater than 1.4 are not considered to develop significant pore pressures during seismic loading. Although soils with FOS between 1.1 and 1.4 are not considered liquefiable, the effects of increased pore pressures on soil shear strength must be considered during design.

6.1.2 Results of Liquefaction Evaluations Tables 6-1 through 6-4 and Figures 6-1 through 6-4 summarize the results of the liquefaction calculations for the range of earthquake loading and subsurface conditions modeled at boreholes B-1 through B-4, respectively. The FOS was calculated for each soil layer and for each of the modeled pga and M combinations. For soils that classify as silt (ML) via the USCS, but which pass the Chinese criteria, low calculated FOS does not indicate liquefaction potential because the soils are sufficiently cohesive. However, non-cohesive soils (silts and sands) with calculated FOS less than 1.1 are present at the four boreholes under a worse-case combination of pga and earthquake magnitude (that is, 0.3g for a M = 8 event). These soils are, therefore, considered potentially liquefiable. The results also indicate that additional soil layers from some boreholes have a FOS between 1.1 and 1.4, which indicates that pore pressures may generate during the maximum earthquake event. The potential for decreased effective stress in these soils will be considered for foundation design during the COL stage, although liquefaction is not anticipated to occur in these soils.

The potentially liquefiable non-cohesive soils at the EGC ESP Site (FOS less than 1.1) are all present within 60 ft of the ground surface. At each location, the granular soil is present in thin and possibly discontinuous zones within the Wisconsinan till or near the top of the Interglacial zone. Given the potential effects of founding structures on liquefiable soil deposits, which include loss in bearing support or seismic-related settlements, Category I nuclear facilities are not founded on liquefiable material. For the CPS Site, the upper 55 ft of soil were excavated. Although the material was removed primarily to limit settlements, it also provided a more liquefaction-resistant foundation. If a similar approach is taken for the EGC ESP Site, the liquefaction potential in the upper 60 ft can be avoided through selection and compaction of gravel backfill. Alternatively, some type of ground improvement could be used to mitigate the potential for liquefaction. With several approaches available to address the liquefaction potential for the EGC ESP Site, this site characteristic is not be considered a constraining issue for siting.

Table 6-5 and Figures 6-5 and 6-6 illustrate the sensitivity of the calculated FOS to changes in M and pga. As shown, a reduction in pga from 0.35 to 0.25 increases the FOS by DEL-096-REV0 A-6-3

APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT SSAR FOR THE EGC EARLY SITE PERMIT approximately 50 percent for each depth interval. A pga of 0.25 is essentially the same as the design basis earthquake, indicating that there is considerable reserve in terms of liquefaction resistance relative to the value of 0.3g used in the liquefaction evaluation. This observation suggests that the maximum excavation depth can be limited to 60 ft. Likewise, a unit reduction of earthquake magnitude (7.75 to 6.75) increases the FOS by approximately 50 percent. The smaller magnitude earthquake (M = 5.5 to 6.5 are more likely than the M >

7.75 event) are more likely, and these earthquakes have a lower potential for causing liquefaction. These results further support limiting the depth of excavation to 60 ft.

Based on the above information, the minimum site characteristic for liquefaction is absent below a depth of 60 ft bgs at the EGC ESP Site. Other seismic effects on soil pore water pressures and shear strengths at depths below 60 ft bgs can be managed with standard geotechnical practices, and should be considered in the design during the COL stage.

However, these effects do not alter the suitability of the EGC ESP Site for construction of a reactor plant design.

6.2 Bearing Capacity Ultimate bearing capacities for the CPS Facility were computed with conventional methods assuming a local shear failure condition, as described in Section 2.5.4.10.2 of the CPS USAR.

The resulting ultimate bearing capacities for the Category I structures (except for the UHS) range from 39.9 to 60.6 tsf (79.8 to 121.2 kips per square foot [ksf]), as listed in Table 2.5-63 of the CPS USAR. A summary of structure foundation performance parameters for the CPS Facility structures is also provided in Table 6-6. Net foundation pressures for the Category I structures at the CPS Site are less than 2.5 tsf, resulting in FOS in bearing of greater than 20 for all structures except the containment structure, which has a FOS in bearing of 18.8.

Given the similarity in soil strengths, the ultimate bearing capacities of soils at the EGC ESP Site should be similar to values determined for the CPS Category I facilities, as long as the structures are of similar dimensions and are founded at similar or deeper depths. The foundation elevations for the CPS Facility structures range from 692 to 702 ft, except for the circulating water screen house and UHS outlet structure (located adjacent to Clinton Lake with lower foundation elevations), and the service building (not a Seismic Category I structure). Most of the foundations for the CPS Facilities were constructed over compacted select granular fill, and the depth of excavation for placement of this fill was approximately 55 ft bgs. The EGC ESP Site structure foundations may be constructed in a similar manner.

Based on the above information, if foundation depths at the EGC ESP Site are similar or deeper than those at the CPS Site, the EGC ESP Site characteristic foundation soil bearing capacity will be significantly greater than 25 tsf.

Static moduli of subgrade reaction values at the CPS Site are also provided in the CPS USAR. The values range from 25 to 300 pounds per cubic in. As presented previously, soil classifications, strengths, and densities are consistent between the EGC ESP and CPS Sites.

Based on this information, the site characteristic static moduli of subgrade reaction at the EGC ESP Site are similar to those at the CPS Site.

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SSAR FOR THE EGC EARLY SITE PERMIT APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT 6.3 Settlement Potential Predicted and actual foundation settlements for the CPS Facility structures are presented in Section 2.5.4.10.3 of the CPS USAR. Settlement criteria at the CPS Facility were achieved by excavating a 20-ft zone beneath the foundation level (roughly 800 ft by 800 ft in plan view) and replacing the excavated material with a compacted granular backfill. The soils below the excavated material, Illinoian and pre-Illinoian tills, are relatively incompressible as a result of overconsolidation caused by past glaciations. Some isolated pockets of sand at the base of the excavation that could not be compacted to meet density requirements were removed and replaced with a flyash backfill, as summarized in Section 2.6.3 of this Geotechnical Report.

Settlement was originally estimated for the CPS Facility to range from 1 to 2 in. based on bearing pressures of 1 tsf to 2.5 tsf. These bearing pressures represented the net loads caused by the different Category I structures. Final settlements measured after construction were typically less than 0.5 in., suggesting that conditions were better than had been estimated for the CPS Site.

Results of the laboratory testing for the EGC ESP Site indicate that soil conditions are similar to those at the CPS Site, suggesting that settlements under the imposed bearing pressures will be small. As summarized in Section 5.2.3.1, values of Cc and Cr are consistent between the EGC ESP and CPS Sites. Values of Pc from the test data for the EGC ESP Site are slightly lower than values from the CPS Site, but this would have no effect on settlements between the sites for foundation bearing pressures less than 5 tsf.

During the COL stage, facility-specific settlement analyses will need to be conducted to confirm that the structure foundation settlements will be acceptable. These analyses will consider the net bearing pressures applied by the structure, the foundation size, and the depth of the foundation. If the particular structure is located above the Illinoian till, it may be necessary to excavate to the top of the till and recompact select granular fill in the excavation to limit settlement, similar to what was done for the CPS Category I structures.

Generally, the rate of settlement should be relatively fast because of the overconsolidated state of the till soils. These concerns will be addressed in the COL stage, but do not affect the suitability of the EGC ESP Site for construction of a reactor plant design.

6.4 Lateral Earth Pressures Lateral earth pressures were determined for the CPS Facility structures for both static and seismic loading conditions, as summarized in Section 2.5.4.10.4 of the CPS USAR. At-rest pressures were used in the calculations because of the rigid behavior of the Category I walls.

A static coefficient of lateral earth pressure of 0.47 was used for the analyses of the CPS Facility structures, corresponding to a typical friction angle of 32 degrees for the fine-grained soils at the excavation sidewalls. This was considered conservative, because compacted sand was actually placed within 40 ft of the foundation walls, which has a higher friction angle (38 degrees) and therefore lower static coefficient of lateral earth pressure (0.38). Dynamic water and soil pressure were also evaluated to account for seismic loading conditions.

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APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT SSAR FOR THE EGC EARLY SITE PERMIT The lateral earth pressures for the EGC ESP Site will depend on the selected reactor plant design. For those systems that are similar to the CPS Category I structures, the earth pressures will depend on the granular material used for backfill and the required compaction characteristics. The earth pressures for these structures can be accommodated during design of the walls for the facilities.

Some of the new reactor plant designs could involve embedment depths of over 100 ft. The soils at these depths consist of hard silts and clays. Earth pressures associated with these designs will have to be evaluated on the basis of the planned construction method. Special soil-structure interaction studies could also be required to evaluate the seismic performance of these deeply embedded structures. These concerns will be addressed in the COL stage, but do not affect the suitability of the EGC ESP Site for construction of a reactor plant design.

6.5 Other Considerations Other geotechnical design issues have been identified which will be considered upon selection of the reactor plant design. These other considerations include design of slopes for the intake structure, performance of the UHS for the updated seismic hazard, and soil-structure interaction studies for the Category I structures. These concerns will be addressed in the design phase, but do not represent a constraining issue with regard to acceptability of the site.

A review was also performed to determine the location of dams occurring upstream and downstream of the EGC ESP Site. Results of this review concluded that there are no dams or other water retaining structures upstream of the facility that could result in inundation of the CPS or EGC ESP Sites if the water retaining structures were to fail for whatever reason.

The main dam for the Clinton Lake is located approximately 3.5-mi downstream of the EGC ESP Site. It will not be modified as a result of EGC ESP Site development. The original design basis for the dam considered a much lower seismic ground motion than the safe shutdown earthquake (SSE), but is not relied upon for the safety of the CPS Facility. Only the CPS UHS was designed for the SSE. As noted previously, it will be necessary to confirm during the COL stage that the CPS UHS is capable of withstanding any higher levels of seismic-induced ground motions, if the selected reactor plant design must rely on the CPS UHS for emergency shutdown.

Another consideration will be dewatering of excavations during construction. The amount of dewatering will depend on the foundation elevation of the reactor plant design. During construction of the CPS Facilities, excavations extended 55 ft bgs. As reported in Section 2.5.4.5.1.3 of the CPS USAR, seepage into the foundation was very low in the natural clayey soils. However, more pervious sand layers and seams did contribute to the rate of seepage.

According to the CPS USAR, dewatering was accomplished by a network of perforate metal pipe drains and ditches that collected the seepage at the periphery of the excavation.

Similar procedures will likely be successful at the EGC ESP Site if the excavation elevations are similar. Construction dewatering for a reactor plant design that extends deeper than 55 ft will have to be evaluated during the COL stage if such a system is selected. Generally, dewatering should not be a significant construction issue due to the relatively low permeability of the soils at the EGC ESP Site.

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SSAR FOR THE EGC EARLY SITE PERMIT APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT Potential for seismically induced water waves (seiches) is considered in Sections 2.4.4 and 2.4.5 of the SSAR. Potential for effects of non-tectonic deformations is discussed in Section 2.5 of the SSAR. Based on the cited references, neither seiches nor non-tectonic deformations appear to be an issue at the EGC ESP Site.

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CHAPTER 6 Tables TABLE 6-1 Summary of Liquefaction Calculations - Expected Maximum Earthquakes - Borehole B-1 Design Parameters Ground Surface Elevation (ft msl): 738.6 Depth to Groundwater During Field Exploration (ft bgs): 6 Design Groundwater Depth (ft): 5 SPT Hammer Energy Ratio: 52 Liner Used in Sampler? {Yes or No} No Estimated PGA = 0.3, M = 5.5 PGA = 0.3, M = 6.5 PGA = 0.3, M = 8.0 Total Unit Fines Depth Soil Weight SPT Content Liquefaction Liquefaction Liquefaction (ft bgs) Type (pcf) N-Value (%)

FOS Concern? Comments FOS Concern? Comments FOS Concern? Comments 3.5 CL 126 10 76 2.3 No 1.5 No 0.9 No Clay Soil 8.5 CL 126 13 76 2.0 No 1.3 No 0.8 No Clay Soil 13.5 CL 135 38 65 >4 No >4 No >4 No 18.5 CL 135 57 65 >4 No >4 No >4 No 23.5 SP 135 37 13 >4 No >4 No 2.8 No 28.5 SP 135 32 13 3.3 No 2.1 No 1.3 No 33.5 CL 135 19 65 2.0 No 1.3 No 0.8 No Clay Soil 38.5 SW 135 13 13 1.0 No 0.7 Yes 0.4 Yes 43.5 ML 128 40 57 >4 No >4 No 4.0 No 48.5 CL 128 14 57 1.4 No 0.9 No Clay Soil 0.5 No Clay Soil 53.5 ML 128 28 57 2.6 No 1.7 No 1.0 No 58.5 ML 151 39 54 >4 No 3.6 No 2.1 No 63.5 ML 151 73 54 >4 No >4 No >4 No 68.5 ML 151 53 54 >4 No >4 No >4 No 73.5 ML 151 40 54 >4 No 2.7 No 1.6 No DEL-096-REV0 A-6.T-1

CHAPTER 6 - TABLES APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT TABLE 6-2 Summary of Liquefaction Calculations - Expected Maximum Earthquakes - Borehole B-2 Design Parameters Ground Surface Elevation (ft msl): 737.8 Depth to Groundwater During Field Exploration (ft bgs): 6 Design Groundwater Depth (ft): 5 SPT Hammer Energy Ratio: 52 Liner Used in Sampler? {Yes or No} No Estimated PGA = 0.3, M = 5.5 PGA = 0.3, M = 6.5 PGA = 0.3, M = 8.0 Total Unit Fines Depth Soil Weight SPT Content Liquefaction Liquefaction Liquefaction (ft bgs) Type (pcf) N-Value (%)

FOS Concern? Comments FOS Concern? Comments FOS Concern? Comments 3.5 CL 126 22 76 >4 No >4 No 3.0 No 8.5 CL 126 13 76 2.0 No 1.3 No 0.8 No Clay Soil 13.5 SM 135 100 13 >4 No >4 No >4 No 18.5 SM 135 100 13 >4 No >4 No >4 No 23.5 CL 135 40 65 >4 No >4 No >4 No 28.5 CL 135 29 65 >4 No 3.4 No 2.0 No 33.5 CL 135 40 65 >4 No >4 No >4 No 38.5 CL 135 41 65 >4 No >4 No >4 No 43.5 CL 128 13 57 1.3 No 0.9 No Clay Soil 0.5 No Clay Soil 48.5 CL 128 36 57 >4 No 3.8 No 2.3 No 53.5 ML 128 100 57 >4 No >4 No >4 No 58.5 ML 151 30 54 2.7 No 1.8 No 1.0 No 63.5 SM 148 100 48 >4 No >4 No >4 No 68.5 SM 148 53 48 >4 No >4 No >4 No 73.5 CL 151 48 54 >4 No >4 No 2.7 No DEL-096-REV0 A-6.T-2

APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT CHAPTER 6 - TABLES TABLE 6-3 Summary of Liquefaction Calculations - Expected Maximum Earthquakes - Borehole B-3 Design Parameters Ground Surface Elevation (ft msl): 734.2 Depth to Groundwater During Field Exploration (ft bgs): 6 Design Groundwater Depth (ft): 5 SPT Hammer Energy Ratio: 52 Liner Used in Sampler? {Yes or No} No Estimated PGA = 0.3, M = 5.5 PGA = 0.3, M = 6.5 PGA = 0.3, M = 8.0 Total Unit Fines Depth Soil Weight SPT Content Liquefaction Liquefaction Liquefaction (ft bgs) Type (pcf) N-Value (%)

FOS Concern? Comments FOS Concern? Comments FOS Concern? Comments 3.5 CL 126 16 76 3.5 No 2.3 No 1.4 No 8.5 CL 135 14 65 2.1 No 1.4 No 0.8 No Clay Soil 13.5 CL 135 31 65 >4 No >4 No >4 No 18.5 CL 135 28 65 >4 No 3.7 No 2.2 No 23.5 CL 135 16 65 1.9 No 1.2 No 0.7 No Clay Soil 28.5 CL 135 13 65 1.4 No 0.9 No Clay Soil 0.6 No Clay Soil 33.5 CL 135 32 65 >4 No >4 No 2.6 No Chinese Crit. Chinese Crit.

38.5 ML 128 12 57 1.3 No 0.9 Yes 0.5 Yes OK OK 43.5 SM 128 19 13 1.3 No 0.9 Yes 0.5 Yes 48.5 SW 128 56 13 >4 No >4 No >4 No 53.5 ML 128 100 57 >4 No >4 No >4 No 58.5 SW 128 100 13 >4 No >4 No >4 No 63.5 ML 151 100 54 >4 No >4 No >4 No 68.5 ML 151 44 54 >4 No >4 No 2.4 No 73.5 ML 151 80 54 >4 No >4 No >4 No Note: Soils that meet the Chinese Criteria are not considered liquefiable.

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CHAPTER 6 - TABLES APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT TABLE 6-4 Summary of Liquefaction Calculations - Expected Maximum Earthquakes - Borehole B-4 Design Parameters Ground Surface Elevation (ft msl): 735.4 Depth to Groundwater During Field Exploration (ft bgs): 6 Design Groundwater Depth (ft): 5 SPT Hammer Energy Ratio: 52 Liner Used in Sampler? {Yes or No} No Estimated PGA = 0.3, M = 5.5 PGA = 0.3, M = 6.5 PGA = 0.3, M = 8.0 Total Unit Fines Depth Soil Weight SPT Content Liquefaction Liquefaction Liquefaction (ft bgs) Type (pcf) N-Value (%)

FOS Concern? Comments FOS Concern? Comments FOS Concern? Comments 3.5 CL 126 13 76 2.8 No 1.8 No 1.1 No 8.5 CL 135 10 65 1.6 No 1.1 No 0.6 No Clay Soil 13.5 CL 135 9 65 1.4 No 0.9 No Clay Soil 0.5 No Clay Soil 18.5 CL 135 13 65 1.6 No 1.0 No 0.6 No Clay Soil 23.5 CL 135 80 65 >4 No >4 No >4 No 28.5 CL 135 22 65 2.4 No 1.6 No 0.9 No Clay Soil 33.5 CL 135 16 65 1.7 No 1.1 No 0.6 No Clay Soil 38.5 ML 128 27 57 3.4 No 2.2 No 1.3 No 43.5 CL 128 19 57 1.8 No 1.2 No 0.7 No Clay Soil 48.5 SC 128 20 13 1.4 No 0.9 Yes 0.5 Yes 53.5 SM 128 54 13 >4 No >4 No 3.6 No Chinese Crit.

58.5 ML 151 28 54 2.5 No 1.6 No 0.9 Yes OK 63.5 ML 151 32 54 2.8 No 1.8 No 1.1 No 68.5 ML 151 33 54 2.8 No 1.8 No 1.1 No 73.5 ML 151 44 54 >4 No 3.5 No 2.0 No Note: Soils that meet the Chinese Criteria are not considered liquefiable.

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APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT CHAPTER 6 - TABLES TABLE 6-5 Summary of Liquefaction Calculations - FOS Variation w/ M and PGA - Borehole B-1 Design Parameters Ground Surface Elevation (ft msl): 738.6 Depth to Groundwater During Field Exploration (ft bgs): 6 Design Groundwater Depth (ft): 5 SPT Hammer Energy Ratio: 52 Liner Used in Sampler? {Yes or No} No Estimated PGA = 0.25, M = 6.5 PGA = 0.3, M = 6.5 PGA = 0.35, M = 6.5 Total Unit Fines Depth Soil Weight SPT Content Liquefaction Liquefaction Liquefaction (ft bgs) Type (pcf) N-Value (%)

FOS Concern? Comments FOS Concern? Comments FOS Concern? Comments 3.5 CL 126 10 76 1.8 No 1.5 No 1.3 No 8.5 CL 126 13 76 1.6 No 1.3 No 1.1 No 13.5 CL 135 38 65 >4 No >4 No >4 No 18.5 CL 135 57 65 >4 No >4 No >4 No 23.5 SP 135 37 13 >4 No >4 No >4 No 28.5 SP 135 32 13 2.6 No 2.1 No 1.8 No 33.5 CL 135 19 65 1.5 No 1.3 No 1.1 No 38.5 SW 135 13 13 0.8 Yes 0.7 Yes 0.6 Yes 43.5 ML 128 40 57 >4 No >4 No >4 No 48.5 CL 128 14 57 1.1 No 0.9 No Clay Soil 0.8 No Clay Soil 53.5 ML 128 28 57 2.0 No 1.7 No 1.5 No 58.5 ML 151 39 54 >4 No 3.6 No 3.1 No 63.5 ML 151 73 54 >4 No >4 No >4 No 68.5 ML 151 53 54 >4 No >4 No >4 No 73.5 ML 151 40 54 3.2 No 2.7 No 2.3 No DEL-096-REV0 A-6.T-5

CHAPTER 6 - TABLES APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT TABLE 6-5 (CONTINUED)

Summary of Liquefaction Calculations - FOS Variation w/ M and PGA - Borehole B-1 Design Parameters Ground Surface Elevation (ft msl): 738.6 Depth to Groundwater During Field Exploration (ft bgs): 6 Design Groundwater Depth (ft): 5 SPT Hammer Energy Ratio: 52 Liner Used in Sampler? {Yes or No} No Estimated PGA = 0.25, M = 6.75 PGA = 0.25, M = 7.25 PGA = 0.25, M = 7.75 Total Unit Fines Depth Soil Weight SPT Content Liquefaction Liquefaction Liquefaction (ft bgs) Type (pcf) N-Value (%)

FOS Concern? Comments FOS Concern? Comments FOS Concern? Comments 3.5 CL 126 10 76 1.6 No 1.3 No 2.3 No 8.5 CL 126 13 76 1.4 No 1.2 No 2.0 No 13.5 CL 135 38 65 >4 No >4 No >4 No 18.5 CL 135 57 65 >4 No >4 No >4 No 23.5 SP 135 37 13 >4 No >4 No >4 No 28.5 SP 135 32 13 2.3 No 1.9 No 3.3 No 33.5 CL 135 19 65 1.4 No 1.2 No 2.0 No 38.5 SW 135 13 13 0.7 Yes 0.6 Yes 1.0 No 43.5 ML 128 40 57 >4 No >4 No >4 No 48.5 CL 128 14 57 1.0 No Clay Soil 0.8 No Clay Soil 1.4 No 53.5 ML 128 28 57 1.9 No 1.5 No 2.6 No 58.5 ML 151 39 54 3.9 No 3.3 No >4 No 63.5 ML 151 73 54 >4 No >4 No >4 No 68.5 ML 151 53 54 >4 No >4 No >4 No 73.5 ML 151 40 54 2.9 No 2.4 No >4 No DEL-096-REV0 A-6.T-6

APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT CHAPTER 6 - TABLES TABLE 6-6 Summary of CPS Facility Structure Foundation Performance Parameters Parameter Range of Values CPS USAR Citation Foundation Elevationa (ft msl) 692 to 702 Section 2.5.4.10.2 Table 2.5-63 a

Net Static Foundation Pressure (ksf) 2.3 to 4.8 Section 2.5.4.10.2 Table 2.5-63 Ultimate Bearing Capacity (ksf)a 79.8 to 121.2 Section 2.5.4.10.2 Table 2.5-63 Factor of Safety for Bearing Capacitya 18.8 to 50.5 Section 2.5.4.10.2 Table 2.5-63 Static Modulus of Subgrade Reaction (pci) 25 to 300 Section 2.5.4.10.2 Predicted Final Foundation Settlement (in) 1.0 to 1.7 Section 2.5.4.10.3 Table 2.5-67 Actual Final Foundation Settlement (in)b -0.2 to 0.5 Section 2.5.4.10.3 Table 2.5-67 Static Coefficient of Lateral Earth Pressurec 0.47 Section 2.5.4.10.4 Notes:

a.

Foundation elevations listed are for safety related structures in the upland area of the CPS Site.

b.

Negative sign indicates swell c.

Corresponds to at-rest conditions in the fine-grained excavation sidewall soils (friction angle of 32 degrees).

DEL-096-REV0 A-6.T-7

Geotechnical Report for the EGC Early Site Permit Depth (ft)

Factor of Safety (FOS) 3 or Figure 6-1 USCS Liquefaction 0 1 2 3 Concern?

More Factor of Safety Against 0 Liquefaction with Depth 3.5 CL No - Clay Borehole B-1 Legend 8.5 CL No - Clay = FOS < 1.1: Liquefaction possible 10 = FOS < 1.4: Seismic pore pressures possible 13.5 CL No M=5.5, PGA=0.3 M=6.5, PGA=0.3 18.5 CL No M=8.0, PGA=0.3 20 FOS = 1.1 23.5 SP No FOS = 1.4 28.5 SP FOS < 1.4 30 33.5 CL No - Clay 38.5 SW FOS < 1.1 40 43.5 ML No 48.5 CL No - Clay 50 53.5 ML FOS < 1.1 60 58.5 ML No 63.5 ML No 70 68.5 ML No 73.5 ML No 80

Geotechnical Report for the EGC Early Site Permit Depth (ft)

Factor of Safety (FOS) 3 or Figure 6-2 USCS Liquefaction 0.0 1.0 2.0 More 3.0 Concern?

Factor of Safety Against 0 Liquefaction with Depth 3.5 CL No Borehole B-2 Legend 8.5 CL No - Clay = FOS < 1.1: Liquefaction possible 10 = FOS < 1.4: Seismic pore pressures possible 13.5 SM No M=5.5, PGA=0.3 M=6.5, PGA=0.3 18.5 SM No M=8.0, PGA=0.3 20 FOS = 1.1 23.5 CL No FOS = 1.4 28.5 CL No 30 33.5 CL No 38.5 CL No 40 43.5 CL No - Clay CL No 50 48.5 53.5 ML No 60 58.5 ML FOS < 1.1 63.5 SM No 70 68.5 SM No 73.5 CL No 80

Geotechnical Report for the EGC Early Site Permit Depth (ft)

Factor of Safety (FOS) 3 or Figure 6-3 USCS Liquefaction 0.0 1.0 2.0 More 3.0 Factor of Safety Against Concern? Liquefaction with Depth 0

3.5 CL No Borehole B-3 Legend 8.5 CL FOS < 1.1 = FOS < 1.1: Liquefaction possible 10 = FOS < 1.4: Seismic pore pressures possible M=5.5, PGA=0.3 13.5 CL No M=6.5, PGA=0.3 18.5 CL No M=8.0, PGA=0.3 20 FOS = 1.1 23.5 CL No - Clay FOS = 1.4 28.5 CL No - Clay 30 33.5 CL No No - Chinese 38.5 ML 40 Criteria OK 43.5 SM FOS < 1.1 48.5 SW No 50 53.5 ML No 60 58.5 SW No 63.5 ML No 70 68.5 ML No 73.5 ML No 80

Geotechnical Report for the EGC Early Site Permit Figure 6-4 Depth (ft)

Factor of Safety Against USCS Factor of Safety (FOS)

Liquefaction 3 or Liquefaction with Depth 0.0 1.0 2.0 Concern? More Boring B-4 3.5 C No Legend

= FOS < 1.1: Liquefaction possible

= FOS < 1.4: Seismic pore pressures possible 8.5 C No - Clay M=6.5, PGA=0.35 M=7.75, PGA=0.25 13.5 C No - Clay FOS = 1.1 FOS = 1.4 18.5 C No - Clay 23.5 C No 28.5 C No - Clay 33.5 C No - Clay 38.5 ML No 43.5 C No - Clay 48.5 SC FOS < 1.1 53.5 S No 58.5 ML FOS < 1.4 63.5 ML FOS < 1.4 68.5 ML FOS < 1.4 73.5 ML No

Geotechnical Report for the EGC Early Site Permit Figure 6-5 Depth (ft)

Factor of Safety (FOS) Factor of Safety Against USCS Liquefaction with Depth:

Liquefaction 3 or Concern? 0.0 1.0 2.0 More Variable PGA for M=6.5 at B-1 0

3.5 CL No - Clay Legend

= FOS < 1.1: Liquefaction possible

= FOS < 1.4: Seismic pore pressures possible 8.5 CL No - Clay M=6.5, PGA=0.25 M=6.5, PGA=0.30 13.5 CL No M=6.5, PGA=0.35 FOS = 1.1 18.5 CL No FOS = 1.4 23.5 SP No 28.5 SP No 33.5 CL No - Clay 38.5 SW FOS < 1.1 43.5 ML No 48.5 CL No - Clay 53.5 ML No 58.5 ML No 63.5 ML No 68.5 ML No 73.5 ML No

Geotechnical Report for the EGC Early Site Permit Figure 6-6 Depth (ft)

Factor of Safety (FOS) Factor of Safety Against USCS Liquefaction 3 or Liquefaction with Depth:

Concern? 0.0 1.0 2.0 More Variable M for PGA =0.25 at B-1 3.5 CL No - Clay Legend

= FOS < 1.1: Liquefaction possible

= FOS < 1.4: Seismic pore pressures possible 8.5 CL No - Clay M=6.75, PGA=0.25 M=7.25, PGA=0.25 13.5 CL No M=7.75, PGA=0.25 FOS = 1.1 18.5 CL No FOS = 1.4 23.5 SP No 28.5 SP No 33.5 CL No - Clay 38.5 SW FOS < 1.1 43.5 ML No 48.5 CL No - Clay 53.5 ML FOS < 1.4 58.5 ML No 63.5 ML No 68.5 ML No 73.5 ML No

CHAPTER 7 Conclusions Relative to Application for the EGC ESP The geotechnical work described in this Geotechnical Report was performed to evaluate the suitability of the EGC ESP Site for the development of a new reactor plant design at some time in the future. The suitability of the site was evaluated on the basis of (1) whether any unacceptable geologic hazards exist and (2) whether geotechnical conditions will provide acceptable foundation support for a range of possible reactor plant designs. The information presented in this Geotechnical Report documents information that was used to decide on the suitability of the EGC ESP Site and serves as a basis for Section 2.5 of the SSAR and Section 3.6 of the ER for the EGC ESP Site. As discussed in the following two sections of this Geotechnical Report, the EGC ESP Site is considered suitable for future development of a reactor plant design from the standpoints of geology and geotechnical site characteristics. However, additional geotechnical work could be required at the COL stage to address reactor plant design-specific geotechnical design criteria.

7.1 Information for Early Site Permit Submittal Geologic and geotechnical conditions at the EGC ESP Site are consistent with conditions at the CPS Site. The regional and local geologic conditions at the CPS and EGC ESP Sites are similar. No new geologic hazards were identified from EGC ESP Site investigation and reviews of the current literature. Comparisons of the soil layers and properties (for example, soil classifications, strengths, compressibility, seismic velocities) are consistent between the CPS and EGC ESP Sites. The extensive database for the CPS Site, as summarized in the CPS USAR, and field explorations, laboratory testing, and engineering evaluations for the EGC ESP Site indicate the EGC ESP Site is suitable for development of a new reactor plant design. No new geologic hazards or geotechnical conditions were identified that could preclude successful construction and operation of a new reactor plant design within the EGC ESP Site footprint.

The minimum geotechnical site characteristics for the EGC ESP Site have been evaluated, and include the following:

• Allowable net bearing capacities exceed 25 tsf;

• Liquefaction potential is absent if foundations extend to a depth of 60 ft bgs or greater, or if the material above 60 ft bgs is removed and replaced with compacted gravel fill or is improved; and

• Shear wave velocities below a depth of 50 ft bgs exceed 1,000 fps.

DEL-096-REV0 A-7-1

APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT SSAR FOR THE EGC EARLY SITE PERMIT 7.2 Information Required for Final Design The geotechnical work completed for the EGC ESP Site is not necessarily sufficient for final design of the selected reactor plant design. Additional field explorations, laboratory testing, and engineering studies may be required depending on the specific characteristics of the selected system. The extent of any additional explorations, laboratory testing, and engineering studies, if any are required, cannot be determined at this time. They will depend on the footprint and depth of the structures, the net weight, and the sensitivity of their performance to variations in soil properties. Nothing was identified during the geotechnical work described in this Geotechnical Report that would make any of these future investigations or studies particularly risky or difficult.

A-7-2 DEL-096-REV0

CHAPTER 8 References American Society for Testing and Materials (ASTM). Standard Test Method for Particle-Size Analysis of Soils. ASTM D 422-63. 1998.

American Society for Testing and Materials (ASTM). Standard Test Method for Amount of Material in Soils Finer than the No. 200 (75µ) Sieve. ASTM D 1140-00. 2000.

American Society for Testing and Materials (ASTM). Standard Test Method for Penetration Resistance and Split Barrel Sampling of Soils. ASTM D 1586-99. 1999.

American Society for Testing and Materials (ASTM). Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes. ASTM D 1587-00. 2000.

American Society for Testing and Materials (ASTM). Standard Practice for Rock Core Drilling and Sampling of Rock for Site Investigation. ASTM D 2113-99. 1999.

American Society for Testing and Materials (ASTM). Standard Test Method for Unconfined Compressive Strength of Cohesive Soil. ASTM D 2166-00. 2000.

American Society for Testing and Materials (ASTM). Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. ASTM D 2216-98. 1998.

American Society for Testing and Materials (ASTM). Standard Test Method for One Dimensional Consolidation Properties of Soils. ASTM D 2435-96. 1996.

American Society for Testing and Materials (ASTM). Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System). ASTM D 2487-00. 2000.

American Society for Testing and Materials (ASTM). Standard Practice for Description and Identification of Soils (Visual - Manual Procedure). ASTM D 2488-00. 2000.

American Society for Testing and Materials (ASTM). Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils. ASTM D 2850-95. 1995.

American Society for Testing and Materials (ASTM). Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils. ASTM D 2974-00. 2000.

American Society for Testing and Materials (ASTM). Standard Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction. ASTM D 3740-01. 2001.

American Society for Testing and Materials (ASTM). Standard Practice for Preserving and Transporting Soil Samples. ASTM D 4220-95. 2000.

American Society for Testing and Materials (ASTM). Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils. ASTM D 4767-95. 1995.

DEL-096-REV0 A-8-1

APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT SSAR FOR THE EGC EARLY SITE PERMIT American Society for Testing and Materials (ASTM). Standard Practice for Preserving and Transporting Rock Core Samples. ASTM D 5079-02. 2002.

Anderson, D.G. and K.H. Stokoe, Shear Modulus: A Time-Dependent Soil Property.

Dynamic Geotechnical Testing. American Society for Testing and Materials, STP 654, pp. 66-

91. 1977.

Bauer, R.A., B.A. Trent, and P.B. DuMontelle. Mine Subsidence in Illinois; Facts for Homeowners. EG 144. Illinois State Geological Survey. 1993.

Berggren, D. and C.S. Hunt. A Guide to the Geology of the Farmer City Area, DeWitt County, Illinois. Illinois State Geological Survey. 1979.

Bergstrom, R.E., K. Piskin, and L.R. Follmer. Geology for Planning in the Springfield-Decatur Region, Illinois. Circular 497. Illinois State Geological Survey. 1976.

Clinton Power Station (CPS). Clinton Power Station Updated Safety Analysis Report (CPS USAR). Revision 10. January 2002.

Electric Power Research Institute (EPRI). Guidelines for Determining Design Basis Ground Motions, Volume 1: Method and Guidelines for Estimating Earthquake Ground Motion in Eastern North America. EPRI TR-102293, Project 3302. November 1993.

Huff, B.G. Oil and Gas Developments in Illinois, 1987. Illinois Petroleum. Vol 144. Illinois State Geological Survey. 1994.

Idriss, I.M. Response of Soft Sites during Earthquakes, in J.M. Duncan, ed. Proceedings, H.

Bolton Seed Memorial Symposium. BiTech Publishers. Vancouver, BC. Vol. 2. pp. 273-289. 1990.

Kempton, J.P. and B.L. Herzog. Mapping the Mahomet Sand and Other Aquifers of DeWitt and Piatt Counties. OFS 1996-9. "Illinois Department of Natural Resources and the Illinois State Geological Survey". 1996.

Kempton, J.P., W.H. Johnson, P.C. Heigold, and K. Cartwright. Mahomet Bedrock Valley in East-Central Illinois; Topography, Glacial Drift Stratigraphy, and Hydrogeology. RPR 1991-L.

1991.

Killey, M.M., J.K. Hines, and P.B. DuMontelle. Landslide Inventory of Illinois. Circular 534. Illinois Department of Energy and Natural Resources, State Geological Survey Division.

1985.

Meents, W.F. Glacial-Drift Gas in Illinois. Circular 292. Illinois Department of Energy and Natural Resources, State Geological Survey Division. 1960.

National Center for Earthquake Engineering Research (NCEER). Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Technical Report NCEER-97-0022.

1997.

Panno, S.V. and K. C. Hackley. The Origin of Weldon Springs. Open File Series 2001-3. Illinois Department of Natural Resources and the Illinois State Geological Survey. 2001.

Panno, S. V., C.P. Weibel, and W. Li. Karst Regions of Illinois. OFS 1997-2 Illinois Department of Natural Resources and the Illinois State Geological Survey. 1997.

A-8-2 DEL-096-REV0

SSAR FOR THE EGC EARLY SITE PERMIT APPENDIX A - GEOTECHNICAL REPORT FOR THE EGC EARLY SITE PERMIT Schmertmann, J. H. The Undisturbed Consolidation Behavior of Clay. Transactions, ASCE.

1955.

Seed, H.B. and J.I. Sun. Implications of Site Effects in the Mexico City Earthquake of Sept. 19, 1985 for Earthquake - Resistant Design Criteria in the San Francisco Bay Area of California, Report No. UCB/EERC-89/103. Earthquake Engineering Research Center. University of California, Berkley. 1989.

Sun, J.J., R. Golesorkhi, and H.B. Seed. Dynamic Moduli and Damping Ratios for Cohesive Soils.

Report No. EERC-88/15. Earthquake Engineering Research Center. University of California, Berkeley. 1988.

Treworgy, C.G., C.A. Hindman, L. Pan, and J.W. Baxter. Evaluation of the Potential for Damage from Subsidence of Underground Mines in Illinois. OFS 1989-2. Illinois State Geological Survey.

1989.

U.S. Nuclear Regulatory Commission (USNRC). Design Response Spectra for Seismic Design of Nuclear Power Plants. Regulatory Guide 1.60. 1973.

U.S. Nuclear Regulatory Commission (USNRC). Laboratory Investigations of Soils for Engineering Analysis and Design of Nuclear Power Plants. Regulatory Guide 1.138. 1978.

U.S. Nuclear Regulatory Commission (USNRC). Site Investigations for Foundations of Nuclear Power Plants. Regulatory Guide 1.132. 1979.

U.S. Nuclear Regulatory Commission (USNRC). Identification and Characterization of Seismic Sources and Determination of Safe Shutdown Earthquake Ground Motion. Regulatory Guide 1.165. 1997.

U.S. Nuclear Regulatory Commission (USNRC). Site Investigations for Foundations of Nuclear Power Plants. Draft Regulatory Guide 1101 (proposed revised Regulatory Guide 1.132).

2001a.

U.S. Nuclear Regulatory Commission (USNRC). Procedures and Criteria for Assessing Seismic Soil Liquefaction at Nuclear Power Plant Sites. Draft Regulatory Guide 1105. 2001b.

U.S. Nuclear Regulatory Commission (USNRC). Laboratory Investigations of Soils and Rocks for Engineering Analysis and Design of Nuclear Power Plants. Draft Regulatory Guide 1109 (DG-1109) (proposed Revision 1 of Regulatory Guide 1.138). 2001c.

Vucetic, M. and R. Dobry. Effect of Soil Plasticity on Cyclic Response. Journal of Geotechnical Engineering. American Society of Civil Engineers. Vol. 117, No. 1. pp.89-107. 1991.

Weibel, C. P. and S.V. Panno. Karst Terrains and Carbonate Rocks in Illinois. Illinois State Geological Survey. 1997.

Youd, T.L. et al. Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils.

Journal of Geotechnical and Geoenvironmental Engineering. American Society of Civil Engineers.

Vol. 127, No. 10. pp. 817-833. 2001.

DEL-096-REV0 A-8-3

Attachment A-1 Borehole Logs and Rock Coring Logs

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-1 Sheet: 1 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-1; Southwest corner of ESP footprint ELEVATION: 738.6 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bio-Bore Drilling Mud WATER LEVELS: 17.4' bgs on 8/28/2002 START: 7/22/2002 FINISH: 7/23/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Ground Surface 0.0 6" Dia. Steel Casing Set to 5 feet bgs TOP OF LOESS Sandy CLAY (CL), sl. moist. Yellowish Brown (10YR, 1-SS SS 1.3' 6-5-5-6 5/4). Some small gravel and fine sand.

GR Bottom of Tube: As above. Pock. Pen.: 2.5, 2.25 TSF 2-ST ST 2.0' NA Torvane: 6.0 TSF As above. Becomes brown (10YR, 5/3) at 9.6'.

3-SS SS 1.5' 6-6-7 10.0 As above. Pock. Pen: >4, >4 TSF 4-ST ST 1.4' NA Torvane: 8.0 TSF Clay (CL), dry to sl. moist. Dark grey (2.5Y, 4/1). TOP OF WISCONSINAN TILL 5-SS SS 1.0' 16-17-21 Some small gravel.

GR As above. Pock. Pen: Not measured (sample loose in tube) 6-PIT PIT 2.2' NA As above, some gravel to 1" dia.

7-SS SS 1.5' 17-25-32 20.0 Top 0.2': Fine SAND (SP), moist. Dark grey (10YR, 8-SS SS 0.8' 15-17-20 4/1). Bottom 0.6': CLAY (CL), as above (14-15').

As above (CLAY (CL)). 1/2" thick fine sand seam @

9-SS SS 1.2' 8-15-17 29'.

30.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-1 Sheet: 2 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-1; Southwest corner of ESP footprint ELEVATION: 738.6 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bio-Bore Drilling Mud WATER LEVELS: 17.4' bgs on 8/28/2002 START: 7/22/2002 FINISH: 7/23/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE CLAY (CL), as above.

10-SS SS 1.0' 9-9-10 Top of Tube: As above. Bottom of Tube: SAND Pock. Pen: Not measured (SW). Dark Grey (2.5Y, 4/1). (sand sample) 11-PIT PIT 1.8' NA CLAY (CL), moist. Very dark grey (10YR, 3/1). TOP OF INTERGLACIAL ZONE 12-SS SS 1.2' 5-5-8 Plastic.

40.0 GR Bottom of Tube: CLAY (CL), as above (14-15').

13-ST ST 1.3' NA No Recovery.

14-SS SS 0' 16-18-22 SILT (ML), moist. Dark grey (10YR, 4/1). Some 15-SS SS 0.8' 15-17-20 small gravel & sand, more than above (14-15').

Lean CLAY (CL), moist. Grey (10YR, 4/1). Slightly 16-SS SS 1.5' 5-6-8 more plastic.

50.0 GR Bottom of Tube: As above. Pock. Pen: 1.5, 1.5 TSF 17-ST ST 2.0' NA Torvane: 5.0 TSF SILT (ML), moist. Dark greenish grey (Gley1, 18-SS SS 1.5' 9-13-15 4/10GY). Sandy from 54.0-54.2'.

Bottom of Tube: As above. Pock. Pen: >4, >4 TSF 19-ST ST 0.9' NA Torvane: 8.0 TSF Sandy SILT (ML), sl. moist. Grey (10YR, 5/1). Some TOP OF ILLINOIAN TILL 20-SS SS 1.5' 15-16-23 sand and small gravel.

60.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-1 Sheet: 3 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-1; Southwest corner of ESP footprint ELEVATION: 738.6 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bio-Bore Drilling Mud WATER LEVELS: 17.4' bgs on 8/28/2002 START: 7/22/2002 FINISH: 7/23/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Bottom of Tube: As above. Pock. Pen: >4, >4 TSF Torvane: >10 TSF 21-PIT PIT 1.4' NA As above.

22-SS SS 1.2' 21-32-41 As above.

23-SS SS 1.2 16-22-31 70.0 Top 0.6': SILT (ML), sl. moist. Dark reddish grey 24-SS SS 1.2 8-16-24 (5YR, 4/2). Organic - possibly peat. Bottom 0.6':

SILT (ML), moist. Dark grey (10YR 4/1). Slightly plastic.

Bottom of Tube: As above, some small gravel and Pock. Pen: 3.5, 2.75 TSF sand. Torvane: 6 TSF 25-PIT PIT 1.7' NA Sandy SILT (ML), sl. moist. Dark Grey (10YR, 4/1).

26-SS SS 1.2' 17-22-25 Some sand and small gravel.

80.0 No recovery.

27-SS SS 0' 61-50\4" Bottom of Tube: As above. large cobble (2" dia., Pock. Pen & Torvane not rounded) black basalt, partially blocked end of tube. measured (obstruction) 28-PIT PIT 1.0' NA As above.

29-SS SS 0.4' 100\5" 90.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-1 Sheet: 4 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-1; Southwest corner of ESP footprint ELEVATION: 738.6 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bio-Bore Drilling Mud WATER LEVELS: 17.4' bgs on 8/28/2002 START: 7/22/2002 FINISH: 7/23/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE GR, C, Bottom of Tube: As above. Pock. Pen: >4, >4 TSF UU Torvane: >10 TSF 30-PIT PIT 2.6' NA As above.

31-SS SS 0.5' 51-50\3" End of Boring at 100' BGS.

Piezometer B-1 constructed within borehole (see separate As above. log) 32-SS SS 0.3' 100\3" 100.0 End of Boring 110.0 120.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 1 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Ground Surface 0.0 6" dia. steel casing set to 5 feet bgs.

TOP OF LOESS Sandy CLAY (CL), moist. Light olive brown (2.5Y, 1-SS SS 1.5' 7-12-10 5/4). Trace small gravel, sand v. fine.

Lean CLAY (CL), moist. Dark grey (10YR, 4/1), Light 2-SS SS 1.5' 3-6-7 brown 9.4-9.6'. With trace sand and small gravel (few 10.0 to 1/2").

TOP OF WISCONSINAN TILL Silty SAND (SM), moist. Grey (10YR, 5/1). Sand v.

3-SS SS 0.7' 41-50\6" fine, uniform. 1" seam of lean clay at 14.0-14.1' bgs w/ some sand & small gravel.

Silty SAND (SM), as above. Lean Clay layer at 18.9-4-SS SS 0.8' 27-50\6" 19.2'.

20.0 Lean CLAY (CL), sl. moist. Dark Grey (10YR, 3/2).

5-SS SS 1.0' 22-17-23 With some sand and small gravel. Sand seam (fine) at 23.6-23.8'.

Lean CLAY (CL), as above. Slightly more plastic.

6-SS SS 1.2' 7-12-17 30.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 2 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Bottom of Tube: Lean CLAY (CL), as above. Pock. Pen: 2.0, 2.0 TSF.

7-ST ST 1.7' NA Torvane: 8 TSF Lean CLAY (CL), as above. Less small gravel 8-SS SS 1.5' 10-20-20 (trace).

As Above.

9-SS SS 1.5' 6-19-22 40.0 TOP OF INTERGLACIAL ZONE Lean CLAY (CL), moist. Very dark grey (10YR, 3/1),

10-SS SS 1.5' 5-5-8 with some 1/8" thick black layers w/ slight organic odor. Trace sand & small gravel.

Lean CLAY (CL), sl. moist. Dark greenish grey 11-SS SS 1.5' 9-15-21 (GLEY1, 4/5G), w/ grey mottles. With some sand 50.0 and trace small gravel.

SILT (ML), moist. Greenish grey (Gley1, 5/5GY).

12-SS SS 0.9' 22-50\5" With some sand and small gravel. Slightly plastic.

SILT (ML), moist. Dark grey (10YR, 4/1). With some TOP OF ILLINOIAN TILL 13-SS SS 1.5' 41-14-16 sand.

60.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 3 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Sandy SILT (ML) and Silty SAND (SM), interbedded 14-SS SS 0.8' 32-50\5" in 1" layers, moist to wet. Grey (10YR, 5/1). Slightly plastic.

Interbedded SILT and SAND, as above. Dark grey 15-SS SS 1.1' 19-25-28 (10YR, 4/1).

70.0 Organic SILT (OH), sl. moist. V. dark greyish brown 16-SS SS 1.5' 15-23-25 (10YR, 3/2). V. dilatent, fibrous, some roots. Slight organic odor.

Lean CLAY (CL), moist. Grey (10YR, 4/1). With some sand and small gravel. Bottom 0.3': Silty SAND (SW), wet, grey, coarse to fine.

SILT (ML), moist. Dark grey (10YR, 4/1). With some 17-SS SS 1.5' 15-27-40 sand and small gravel, slightly plastic.

80.0 SILT (ML), as above.

18-SS SS 0.9' 22-50\5" SILT (ML), as above.

19-SS SS 0.4' 100\4" 90.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 4 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE GR End of Tube: Sandy SILT (ML), sl. moist. Grey Pock. Pen: >4, >4 TSF.

(10YR, 5/1). With some sand and gravel. Torvane: > 10 TSF 20-PIT PIT 2.7' NA Sandy SILT (ML), as above.

21-SS SS 0.4' 100\3" Sandy SILT (ML), as above.

22-SS SS 0.2' 100\2" 100.0 Sandy SILT (ML), as above. Dark grey (10YR, 4/1).

23-SS SS 0.5' 100\6" 110.0 Sandy SILT (ML), as above.

24-SS SS 0.7' 50-50\3" 120.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 5 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Sandy SILT (ML), as above.

25-SS SS 1.2' 33-40-50\2" 130.0 Sandy SILT (ML), as above.

26-SS SS 0.9' 38-50\4" 140.0 GR, C, End of Tube: Sandy SILT (ML), as above. Pock. Pen: >4, >4 TSF. UU Torvane: > 10 TSF 27-PIT PIT 2.1' NA SILT (ML), as above.

28-SS SS 0.9 66-50\3" 150.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 6 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE 160.0 Lean CLAY (CL), moist. Dark olive grey (5Y, 3/2). TOP OF LACUSTRINE 29-SS SS 1.5' 21-38-42 With some sand and gravel. DEPOSIT 170.0 No recovery.

30-SS SS 0' 25-31-33 180.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 7 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE No recovery.

31-PIT PIT 0' NA TOP OF PRE-ILLINOIAN TILL 190.0 GR End of Tube: SILT (ML), sl. moist. Dark greyish brown (10YR, 4/2). With some small sand and 32-PIT PIT 2.3' NA gravel, few gravel to 1" dia. Pock. Pen: >4, >4 TSF.

Torvane: > 10 TSF SILT (ML), as above.

33-SS SS 0.6' 71-50\3" 200.0 Lean CLAY (CL), moist. Dark greyish brown (10YR, 34-SS SS 1.3' 33-44-46 4/2). Trace small gravel and sand.

210.0 GR

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 8 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Lean CLAY (CL), as above.

Pock. Pen: >4, >4 TSF.

35-PIT PIT 2.3' NA Torvane: > 10 TSF 220.0 Lean CLAY (CL), moist. Dark yellowish brown 36-SS SS 0.8' 38-50\3" (10YR, 4/4). Less plastic than above.

230.0 Sandy SILT (ML), sl. moist. Dark greyish brown 37-SS SS 0.5' 100\6" (10YR, 4/2). Grades with silty fine SAND (SM).

240.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 9 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Sandy SILT (ML), as above.

Pock. Pen: >4, >4 TSF.

38-PIT PIT 1.9' NA Torvane: > 10 TSF 250.0 Lean CLAY (CL), moist. Dark greenish grey (GLEY1, 39-SS SS 0.8' 41-50\4" 4/10Y). With some sand and small gravel.

260.0 Pock. Pen: >4, >4 TSF.

Torvane: > 10 TSF GR Top of Tube: Lean CLAY (CL), as above.

End of Tube: Sandy SILT (ML), moist. Dark greenish 40-PIT PIT 2.7' NA grey (GLEY1, 4/10Y). With some sand and fine TOP OF PRE-ILLINOIAN gravel. ALLUVIUM Fine SAND (SP), moist. Dark greenish grey (GLEY1, 41-SS SS 1.0' 22-31-38 4/10Y). Silty top 0.5'. Sand uniform.

270.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-2 Sheet: 10 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: 3.7' bgs on 8/28/2002 START: 8/2/2002 FINISH: 8/7/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE 280.0 GR Lean CLAY (CL), sl. moist. Greenish grey (GLEY1, 42-SS SS 0.5' 100\5.5" 5/5G) with multiple other colored mottles (reddish brown, grey, tan). Non-horizontal bedding planes present.

290.0 End of boring at 292.3' bgs.

Weathered SHALE, dry to sl. moist. Grey. Begin rock coring at 292.3' bgs.

43-SS SS 0.3' 100\2" End of Boring Boring abandoned with bentonite slurry to 10' bgs, and bentonite chips to ground surface, upon completion of rock coring and suspension logging.

300.0

PROJECT NUMBER: 171881.S1.02.01BORING NUMBER: B-2 Sheet: 1 of 3 ROCK CORE LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: Ground: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 3-inch O.D. diamond tip double tube core barrel WATER LEVEL: NA START: 8/7/2002 FINISH: 8/7/2002 LOGGER: MDG DISCONTINUITIES LITHOLOGY SIZE AND DEPTH DEPTH BELOW (ft)

OF CASING, FLUID CORE RECOVERY LOSS, CORING CORE NUMBER GRAPHIC LOG DEPTH, TYPE, ORIENTATION, ROCK TYPE, COLOR, RATE AND FRACTURES ROUGHNESS, PLANARITY, MINERALOGY, TEXTURE, SMOOTHNESS, INFILLING MATERIAL AND WEATHERING, HARDNESS, CAVING, ROD RQD (%)

THICKNESS, SURFACE AND ROCK MASS DROPS, TEST STAINING, AND TIGHTNESS CHARACTERISTICS RESULTS, ETC.

SHALE. Dark greenish gray Slightly weathered top 0.3' (GLEY2, 4/5BG), with 1 horizontal bedding.

Micaceous. Excellent quality, 1 soft. Alternating bands of grey (2.5Y, 5/1).

1 2

1 3

1 4

1 5 C-1 8.5' 83 2

6 1

(5.9 - 7.6'): Undulatory irregular 7 bedding, slightly weathered.

some fine cross-bedding of sand in 1 mm thin layers within shale.

1 8 Top of coring starts at 292.0' bgs (depth 0.0 2 on log) 9 10

PROJECT NUMBER: 171881.S1.02.01BORING NUMBER: B-2 Sheet: 2 of 3 ROCK CORE LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: Ground: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 3-inch O.D. diamond tip double tube core barrel WATER LEVEL: NA START: 8/7/2002 FINISH: 8/7/2002 LOGGER: MDG DISCONTINUITIES LITHOLOGY SIZE AND DEPTH DEPTH BELOW (ft)

OF CASING, FLUID CORE RECOVERY LOSS, CORING CORE NUMBER GRAPHIC LOG DEPTH, TYPE, ORIENTATION, ROCK TYPE, COLOR, RATE AND FRACTURES ROUGHNESS, PLANARITY, MINERALOGY, TEXTURE, SMOOTHNESS, INFILLING MATERIAL AND WEATHERING, HARDNESS, CAVING, ROD RQD (%)

THICKNESS, SURFACE AND ROCK MASS DROPS, TEST STAINING, AND TIGHTNESS CHARACTERISTICS RESULTS, ETC.

SHALE: As above. Abundant thin fine sand and silt layers 0 (<1mm thin) 11 0

12 (11.7 - 12.2'): Undulatory irregular bedding of fine sand and 1 silt in shale, no predominant orientation 13 0

14 2

15 C-2 10.0' 100 1

16 0

17 0

18 0

19 0

20

PROJECT NUMBER: 171881.S1.02.01BORING NUMBER: B-2 Sheet: 3 of 3 ROCK CORE LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-2; West Side of ESP Footprint ELEVATION: Ground: 737.8 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 3-inch O.D. diamond tip double tube core barrel WATER LEVEL: NA START: 8/7/2002 FINISH: 8/7/2002 LOGGER: MDG DISCONTINUITIES LITHOLOGY SIZE AND DEPTH DEPTH BELOW (ft)

OF CASING, FLUID CORE RECOVERY LOSS, CORING CORE NUMBER GRAPHIC LOG DEPTH, TYPE, ORIENTATION, ROCK TYPE, COLOR, RATE AND FRACTURES ROUGHNESS, PLANARITY, MINERALOGY, TEXTURE, SMOOTHNESS, INFILLING MATERIAL AND WEATHERING, HARDNESS, CAVING, ROD RQD (%)

THICKNESS, SURFACE AND ROCK MASS DROPS, TEST STAINING, AND TIGHTNESS CHARACTERISTICS RESULTS, ETC.

SHALE: As above.

Increasing gray (2.5Y, 5.5/1) 0 interbedding of fine sand and silt.

21 2

22 1

23 1

24 Interbedded LIMESTONE and 2 SHALE: Light gray (2.5Y, 7/1). Fossiliferous.

25 C-3 10.0' 79 Undulatory bedding. Trace pyrite along partings in shale matrix.

3 COAL: Black. Numerous horizontal and vertical 26 Undulatory irregular bedding, fractures.

vuggy.

6 Weathered SHALE: Gray 27 (2.5Y, 5/1). Possibly claystone. Highly weathered 1 throughout.

28 End of coring at 30.0' below top of rock.

2 29 2 (29.3 - 30.0'): Brecchiated with Brecchiated SHALE: Light silt infilling, calcarous cement, gray (2.5Y, 7/1).

30 poss. some limestone fragments.

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 1 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Ground Surface 0.0 Lean CLAY (CL), moist. Olive brown (2.5Y, 3/2). TOP OF LOESS 1-SS SS 1.0' 5-7-9 Some fine sand at 4.3-5.0' Pock. Pen: 2.0, 2.0 TSF, GR Bottom of Tube: As above.

Torvane: 2.0 TSF 2-ST ST 2.0' NA Lean CLAY (CL), moist. Pale brown (10YR, 6/3). TOP OF WISCONSINAN TILL 3-SS SS 1.1' 5-6-8 With some sand and small gravel.

10.0 No recovery.

4-ST ST 0' NA Lean CLAY (CL), moist. Dark grey (10YR, 4/1). With 5-SS SS 1.5' 9-15-16 some small gravel . Becomes SILT (ML) with some fine sand and small gravel, sl. moist. Pock. Pen: >4, >4 TSF, Bottom of Tube: Lean CLAY (CL), as above. Torvane: 7 TSF 6-ST ST 1.5' NA Lean CLAY (CL), as above. Gravel to 1/2" dia.

7-SS SS 1.1' 10-12-16 20.0 Lean CLAY (CL), more plastic than above.

8-SS SS 1.1' 5-7-9 Lean CLAY (CL), moist. Dark grey (10YR, 4/1). With 9-SS SS 1.4' 5-6-7 some sand and small gravel.

30.0 GR

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 2 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Lean CLAY (CL), as above. Pock. Pen: 1.5, 1.25 TSF, 10-ST ST 1.7' NA Torvane: 5 TSF As above.

11-SS SS 1.7' 10-15-17 TOP OF INTERGLACIAL ZONE Organic SILT (ML), sl. moist. V. dark brown (10YR, 12-SS SS 0.3' 6-6-6 2/2). Some fibers, slight organic odor. Angular 40.0 gravel fragment (3/4") at 39.9' bgs.

Bottom of Tube: Lean CLAY (CL), moist. Dark grey Pock. Pen: 1.25, 1.25 TSF, 13-ST ST 2.0' NA (10YR, 4/1). With some sand. Torvane: 4.5 TSF Sandy CLAY (CL), moist. Grey (GLEY1, 5/N). Sand 14-SS SS 0.7' 6-8-11 uniform.

Bottom of Tube: Silty SAND (SM), moist. Grey Pock. Pen: 1.25, 1.75 TSF, 15-ST ST 2.0' NA (GLEY1, 5/N). Very fine & uniform. Torvane: 4.0 TSF Silty SAND (SW), wet. Grey (10YR, 5/1).

16-SS SS 0.7' 16-21-35 50.0 Sandy SILT (ML), moist. Grey (10YR, 5/1). With 17-SS SS 0.9' 21-50\4" some gravel to 1/4".

GR Bottom of Tube: as above. Pock. Pen: >4, >4 TSF, Torvane: >10 TSF 18-PIT PIT 2.3' NA Sand (SW), wet. Grey (10YR, 5/1). Fine to coarse, TOP OF ILLINOIAN TILL 19-SS SS 1.4' 44-50\5" rounded. Becomes sandy SILT (SM) bottom 0.7'.

60.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 3 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Bottom of Tube: Sandy SILT (ML), sl. moist. Grey Pock. Pen: >4, >4 TSF, (10YR, 5/1). With some sand and small gravel Torvane: 5.5 TSF 20-PIT PIT 1.5' NA (rounded, to 3/4" dia.).

As above.

21-SS SS 0.3' 100\4" Sandy SILT (ML), moist. Greenish grey (GLEY1, 22-SS SS 1.4' 12-19-25 5/10R). With some sand and small gravel. Slightly 70.0 plastic.

As above, less plastic. Pock. Pen: >4, >4 TSF, Torvane: 6.5 TSF 23-PIT PIT 2.4' NA As above.

24-SS SS 1.1' 21-38-42 Sandy SILT (ML), sl. moist. Dark grey (10YR, 4/1).

25-SS SS 0.7' 25-36-50\2" With sand and small gravel.

80.0 GR Bottom of Tube: as above. Pock. Pen: >4, >4 TSF, Torvane: >10 TSF 26-PIT PIT 2.1' NA As above. Dark grey (10YR, 4/1).

27-SS SS 0.5' 100\5.5" As above. 1" dia. gravel fragment at 88.8' bgs.

28-SS SS 0.4' 100\5" 90.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 4 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE As above.

29-SS SS 0.3' 100\3" Bottom of Tube: as above. Pock. Pen: >4, >4 TSF, Torvane: >10 TSF 30-PIT PIT 2.8' NA As above.

31-SS SS 0.4' 100\5" 100.0 Sandy SILT (ML), as above. Slightly more plastic.

32-SS SS 0.3' 100\4" 110.0 Bottom of Tube: as above. Dry to sl. moist. Pock. Pen: >4, >4 TSF, Torvane: >10 TSF 33-PIT PIT 2.7' NA As above.

34-SS SS 0.8' 50-50\3" 120.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 5 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE As above.

35-SS SS 0.8' 61-50\3" 130.0 GR Bottom of Tube: as above. Pock. Pen: >4, >4 TSF, Torvane: >10 TSF 36-PIT PIT 2.7' NA As above.

37-SS SS 0.8' 62-50\4" 140.0 As above.

38-SS SS 0.5' 75\6" 150.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 6 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Bottom of Tube: Sandy SILT (ML), as above. Pock. Pen: >4, >4 TSF, Torvane: 8 TSF 39-PIT PIT 2.7' NA As above.

40-SS SS 0.9' 47-50\3" 160.0 TOP OF LACUSTRINE Sandy CLAY (CL), moist. Olive (5Y, 4/3), with some DEPOSITS 41-SS SS 0.8' 48-50\2" grey (10YR, 5/1) mottling. With some sand and small 170.0 gravel. GR, C, Top of Tube: as above. Bottom of Tube: as above, Pock. Pen: >4, >4 TSF, CU dark greenish grey (GLEY1, 4/5GY) Torvane: >10 TSF 42-PIT PIT 2.7' NA As above, dark greenish grey (GLEY1, 4/10Y) 43-SS SS 0.5' 100\6" 180.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 7 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE TOP OF PRE-ILLINOIAN TILL Sandy SILT (ML), sl. moist. V. dark grayish brown 44-SS SS 0.8' 49-50\3" (10YR, 3/2). With sand and small gravel.

190.0 No recovery.

200.0 45-PIT PIT 0' NA Bottom of tube: SILT (ML), dry to sl. moist. Dark 46-SS SS 0.8' 50-50\3" grey (10YR, 4/1). Trace fine sand. Some horizontal bedding.

Bottom of tube: as above. Slightly more plastic. Pock. Pen: 3.5, 3.75 TSF, Torvane: 6 TSF 47-PIT PIT 2.8' NA Top 3": as above. Bottom 4": Fine silty SAND (SP),

48-SS SS 0.7' 47-50\2" wet. Grey (10YR, 5/1). Uniform.

210.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 8 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Silty SAND (SW), wet. Grey (10YR, 5/1).

49-SS SS 0.5' 50\6" 220.0 GR Bottom of tube: Lean CLAY (CL), moist. Olive grey Pock. Pen: >4, >4 TSF, (5Y, 4/2). Trace sand and small gravel. Torvane: >10 TSF 50-PIT PIT 1.7' NA As above. Some gravel to 3/4". Some gray mottles.

51-SS SS 1.4' 51-50\4" Grades to dark grayish brown (10YR, 4.5/2).

230.0 As above. Dark grayish brown.

52-SS SS 1.3' 41-50\5" 240.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 9 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Bottom of tube: as above. Pock. Pen: >4, >4 TSF, Torvane: >10 TSF 53-PIT PIT 2.8' NA Top 4": as above. Bottom 5": SILT (ML), wet. TOP OF PRE-ILLINOIAN 54-SS SS 0.8' NR Grayish brown (10YR, 5/2). Highly dilatent, non- ALLUVIUM 250.0 plastic.

Lean CLAY (CL), moist. V. dark greenish grey 55-SS SS 1.5' 17-28-33 (GLEY2, 4/5BG). With sand and trace small gravel.

260.0 SILT (ML), moist. Dark gray (10YR, 4/1). Horizontal 56-SS SS 0.8' 13-17-30\3" striations/bedding, possibly fibers.

270.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-3 Sheet: 10 of 10 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: 734.2 DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6" Rotary, Bentonite Drill Mud WATER LEVELS: 5.5' bgs on 8/28/2002 START: 7/26/02 FINISH: 8/1/02 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Top 3": Gravelly and sandy CLAY (CH), moist. Clay 57-SS SS 1.4' 22-50\5.5" brown (10YR, 5/3) with dark grey mottles. Gravel to 280.0 3/4" dia., angular and rounded. May be > 50% gravel.

Bottom 1.1': Fat CLAY (CH), moist. Dark greenish grey (GLEY1, 4/10Y) with bluish gray mottles (GLEY2, 6/1). Little gravel to 1/2" dia. Weathered sandstone inclulsion at 1.1'.

Hard drilling (with bit chatter) began at 284'. Continued hard drilling to 286'. Split spoon attempted at 286' bounced.

Assumed top weathered End of Boring bedrock at 284'. Begin rock coring at 286.2'.

290.0 Boring abandoned with bentonite slurry to 10' bgs, and bentonite chips to ground surface, upon completion of rock coring.

300.0

PROJECT NUMBER: 171881.S1.02.01BORING NUMBER: B-3 Sheet: 1 of 2 ROCK CORE LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: Ground: 734.2 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 3-inch O.D. diamond tip double tube core barrel WATER LEVEL: NA START: 8/1/2002 FINISH: 8/1/2002 LOGGER: MDG DISCONTINUITIES LITHOLOGY SIZE AND DEPTH DEPTH BELOW (ft)

OF CASING, FLUID CORE RECOVERY LOSS, CORING CORE NUMBER GRAPHIC LOG DEPTH, TYPE, ORIENTATION, ROCK TYPE, COLOR, RATE AND FRACTURES ROUGHNESS, PLANARITY, MINERALOGY, TEXTURE, SMOOTHNESS, INFILLING MATERIAL AND WEATHERING, HARDNESS, CAVING, ROD RQD (%)

THICKNESS, SURFACE AND ROCK MASS DROPS, TEST STAINING, AND TIGHTNESS CHARACTERISTICS RESULTS, ETC.

SANDSTONE. Gray (2.5Y, 5.5/1). Calcarous 3 cementation, massive. Fine grained, uniform, silty.

1 SHALE. Gray (2.5Y, 5/1).

Micaceous, with planar 1 beddings. Abundant fine sand Weathered zone, some clay to silt partings.

infilling at 1.6-1.7' (bluish grey) 2 Weathered zones at 2.2-2.3' and 2 2.7-2.8' 3

0 4

1 5 C-1 10.0' 93 %

1 Grades to dark gray (2.5Y, 4/1) 5.0 to 6.0' 6

0 7 Irregular undulatory silty fine sand bedding.

1 8 Top of coring starts at 286.2' bgs (depth 0.0 0 on log) 9 0

10

PROJECT NUMBER: 171881.S1.02.01BORING NUMBER: B-3 Sheet: 2 of 2 ROCK CORE LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-3; Eastern side of ESP footprint ELEVATION: Ground: 734.2 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 3-inch O.D. diamond tip double tube core barrel WATER LEVEL: NA START: 8/1/2002 FINISH: 8/1/2002 LOGGER: MDG DISCONTINUITIES LITHOLOGY SIZE AND DEPTH DEPTH BELOW (ft)

OF CASING, FLUID CORE RECOVERY LOSS, CORING CORE NUMBER GRAPHIC LOG DEPTH, TYPE, ORIENTATION, ROCK TYPE, COLOR, RATE AND FRACTURES ROUGHNESS, PLANARITY, MINERALOGY, TEXTURE, SMOOTHNESS, INFILLING MATERIAL AND WEATHERING, HARDNESS, CAVING, ROD RQD (%)

THICKNESS, SURFACE AND ROCK MASS DROPS, TEST STAINING, AND TIGHTNESS CHARACTERISTICS RESULTS, ETC.

SHALE. As above. Fewer silt and fine sand partings (<1mm 2 thin).

Weathered zone, some clay infilling at 10.5-10.7'. Vertical 11 fracture 10.4 to 11.4'.

1 12 1

13 0

14 0

15 C-2 10.0' 96 %

0 16 0

17 0

18 End of rock coring at 20.0' below top of rock 0

19 0

20

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-4 Sheet: 1 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-4; Southeast corner of ESP footprint ELEVATION: 735.4 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: NA START: 7/24/2002 FINISH: 7/25/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Ground Surface 0.0 Silt (ML) and Clay (CL), moist. Varies grey (10Y, 4/1) TOP OF LOESS 1-SS SS 1.5' 7-5-8 and light olive brown (2.5YR, 5/3). With some small gravel and sand seams. Black (10YR, 2/1) with roots bottom 0.5'. Pock. Pen: 2.0, 2.0 TSF 2-ST ST 2.0' NA Torvane: 8.0 TSF Bottom of Tube: As above (4.5'-5.0'), no roots Lean CLAY (CL), moist. Black (10YR, 2/1) with grey TOP OF WISCONSINAN TILL 3-SS SS 0.8' 3-4-6 (10YR, 5/1) and yellowish brown (10YR, 5/8) mottles.

10.0 Trace fine sand.

Pock. Pen: 0.75, 0.75 TSF Bottom of Tube: As above.

4-ST ST 1.3' NA Torvane: 3.0 TSF Lean CLAY (CL), moist. Brown (10YR, 5/3). With 5-SS SS 1.5' 4-4-5 some small gravel.

Bottom of tube: As above. Pock. Pen: 1.5, 1.5 TSF 6-ST ST 0.4' NA Torvane: 3.0 TSF Lean CLAY (CL), moist. Very dark grey (10YR, 3/1).

7-SS SS 1.5' 4-5-8 Trace small gravel.

20.0 No recovery.

8-ST ST 0' NA No recovery.

9-SS SS 0' 26-31-49 Bottom of tube: As above (18.5'-20.0') Pock. Pen: 3.75, 4.0 TSF Torvane: 6.5 TSF 10-PIT PIT 2.2' NA As above.

11-SS SS 0.9' 8-10-11 30.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-4 Sheet: 2 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-4; Southeast corner of ESP footprint ELEVATION: 735.4 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: NA START: 7/24/2002 FINISH: 7/25/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE As above. Some gravel to 1" dia.

12-SS SS 1.5' 6-8-8 Bottom of tube: As above. 1" dia. gravel (2 pieces) Pock. Pen: 1.0, 1.0 TSF 13-ST ST 0.9' NA in bottom. Torvane: 4.0 TSF Organic SILT (ML), slightly moist. Dark greyish TOP OF INTERGLACIAL ZONE 14-SS SS 1.5' 8-11-16 brown (10YR, 4/2), grades to v. dark greyish brown.

40.0 Fibrous (roots?), slight organge. GR Bottom of tube: As above. Pock. Pen: 1.0, 1.0 TSF 15-ST ST 0.4' NA Torvane: 3.5 TSF Lean CLAY (CL), moist. Grey and dark grey mottles 16-ST SS 1.5' 7-8-11 (10YR, 5/1 and 4/1). With some small gravel and silt.

No recovery.

17-ST ST 0' NA (48.5' - 50.0'): Clayey SAND (SC), and Sandy CLAY 18-SS SS 1.5' 8-8-12 (CL), mois 50.0 GR Top of Tube: As above. Bottom of Tube: Clayey 19-ST ST 2.0' NA SAND (SC), moist. Grey (10YR, 5/1). Well graded, Pock Pen & Torvane: NA (sand) angular.

Clayey SAND (SC), as above.

20-SS SS 0.9' 25-26-28 TOP OF ILLINOIAN TILL Sandy SILT (ML), moist. Grey (10YR, 5/1). With 21-SS SS 0.8' 10-12-16 some well graded gravel, to 3/4" dia.

60.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-4 Sheet: 3 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-4; Southeast corner of ESP footprint ELEVATION: 735.4 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: NA START: 7/24/2002 FINISH: 7/25/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE GR Bottom of tube: Sandy SILT (ML), moist. Grey Pock. Pen: >4, >4 TSF (10YR, 5/1). With some sand and small gravel.) Torvane: 7.0 TSF 22-PIT PIT 1.9' NA As above.

23-SS SS 1.3' 12-15-17 As above.

24-SS SS 1.4' 11-16-17 70.0 As above.

25-SS SS 1.0' 16-21-23 Bottom of tube: Large cobble (3" dia.) obstructed Pock. Pen & Torvane: NA (no end of tube. Cobble rounded, basalt. recovery) 26-PIT PIT 0' NA As above Sandy SILT (ML).

27-SS SS 0.8' 47-50\4" 80.0 Bottom of tube: As above. Pock. Pen: >4, >4 TSF Torvane: >10 TSF 28-PIT PIT 2.0' NA As above.

29-SS SS 0.3' 100\4" As above.

30-SS SS 0.7' 44-50\3" 90.0

PROJECT NUMBER: 171881.S1.02.01 BORING NUMBER: B-4 Sheet: 4 of 4 SOIL BORING LOG PROJECT: Exelon - CPS-ESP Field Investigation LOCATION: B-4; Southeast corner of ESP footprint ELEVATION: 735.4 Feet MSL DRILLING CONTRACTOR: TSC DRILLING METHOD AND EQUIPMENT: 6-Inch Rotary, Bentonite Drilling Mud WATER LEVELS: NA START: 7/24/2002 FINISH: 7/25/2002 LOGGER: MDG SAMPLE SOIL DESCRIPTION COMMENTS DEPTH BELOW (ft) RECOVERY (FT) SPT-N (6"-6"-6") SAMPLE SYM.

DEPTH OF CASING, VISUAL LOG SOIL NAME, USCS GROUP SYMBOL, COLOR, TEST DATA DRILLING RATE, DRILLING MOISTURE CONTENT, RELATIVE DENSITY OR NUMBER FLUID LOSS, TESTS AND CONSISTENCY, SOIL STRUCTURE, MINERALOGY INSTRUMENTATION TYPE Sandy SILT (ML), as above.

31-SS SS 0.3' 100\3" GR Bottom of tube: As above Sandy SILT (ML), 1 1/2" dia. cobble (quartzite, rounded) in bottom.

32-PIT PIT 1.7' NA End of Boring at 100.0' bgs.

Abandoned with 125 gallons of bentonite grout As above Sandy SILT (ML).

33-SS SS 0.3' 100\4" 100.0 End of Boring 110.0 120.0

Attachment A-2 Piezometer Construction Logs

PROJECT NUMBER WELL NUMBER 171881.S1.02.01 B-1 Piezo SHEET 1 OF 1 WELL COMPLETION DIAGRAM PROJECT : ESP Geotechnical Investigation LOCATION : ESP Footprint, SW Corner DRILLING CONTRACTOR : Testing Service Corporation (TSC)

DRILLING METHOD AND EQUIPMENT USED : 6" Rotary Drilling, with BioBore Drilling Mud WATER LEVELS : 29.8' BTOC on 8/6/02 START : 7/23/02 END : 07/23/02 LOGGER : MDG 2

3 2a 1 1- Ground elevation at well 738.59 feet above MSL (top concrete) 3a 2- Top of casing elevation 740.92 feet above MSL a) vent hole? Vent hole in cap 3b 5 3- Wellhead protection cover type 4-inch dia. steel casing, round 9 a) weep hole? No 3' b) concrete pad dimensions 2-feet square, formed (NA) 79' 4- Dia./type of well casing 2-inch dia. Sch. 40 PVC 80' 5- Dia./type of surface casing No surface casing left in place 8

91' 4 6- Type/slot size of screen 2-inch dia. PVC. 0.010" milled slots 7- Type screen filter # 5 silica sand a) Quantity used 4 bags @ 50 pounds/bag 6

8- Type of seal Hydrated "Hole Plug" bentonite chips a) Quantity used 1 bag (50 pounds) 9- Grout a) Grout mix used No grout - hydrated "Hole Plug" used 10' 7 b) Method of placement Slow placement from top of borehole c) Vol. of surface casing grout NA d) Vol. of well casing grout NA (19 bags @ 50 pounds/bag)

Development method Purge 1 piezometer volume with bailer Development time NA Estimated purge volume 18.9 gallons Comments 1) Water level dropped 16.5' by the end of purging at B-1 0.5' 2) Bottom 9 feet of borehole (to 100' bgs) was filled with bentonite chips prior to (NA) installing the piezometer

PROJECT NUMBER WELL NUMBER 171881.S1.02.01 B-2 Piezo SHEET 1 OF 1 WELL COMPLETION DIAGRAM PROJECT : ESP Geotechnical Investigation LOCATION : ESP Footprint, Western Half DRILLING CONTRACTOR : Testing Service Corporation (TSC)

DRILLING METHOD AND EQUIPMENT USED : 3 3/4" ID Hollow-Stem Augers WATER LEVELS : 8.99' on 8/6/02 START : 7/25/02 END : 07/25/02 LOGGER : MDG 2

3 2a 1 1- Ground elevation at well 737.17 feet above MSL 3a 2- Top of casing elevation 739.55 feet above MSL a) vent hole? Vent hole in cap 3b 5 3- Wellhead protection cover type 4-inch dia. steel casing, round 9 a) weep hole? No 3' b) concrete pad dimensions 2-feet square, formed (NA) 7' 4- Dia./type of well casing 2-inch dia. Sch. 40 PVC 8'

5- Dia./type of surface casing No surface casing left in place 8

28.5' 4 6- Type/slot size of screen 2-inch dia. PVC. 0.010" milled slots 7- Type screen filter # 5 silica sand a) Quantity used 9 bags @ 50 pounds/bag 6

8- Type of seal Hydrated "Hole Plug" bentonite chips a) Quantity used 1 bag (50 pounds) 9- Grout a) Grout mix used No grout - hydrated "Hole Plug" used 20' 7 b) Method of placement Slow placement from top of borehole c) Vol. of surface casing grout NA d) Vol. of well casing grout NA (1 bag @ 50 pounds/bag)

Development method Purge 1 piezometer volume with bailer Development time NA Estimated purge volume 19.1 gallons Comments Water level dropped 19.5' by the end of purging at B-2 0.75' (NA)

PROJECT NUMBER WELL NUMBER 171881.S1.02.01 B-3 Piezo SHEET 1 OF 1 WELL COMPLETION DIAGRAM PROJECT : ESP Geotechnical Investigation LOCATION : ESP Footprint, Eastern Half DRILLING CONTRACTOR : Testing Service Corporation (TSC)

DRILLING METHOD AND EQUIPMENT USED : 3 3/4" ID Hollow-Stem Augers WATER LEVELS : 11.64' on 8/6/02 START : 7/25/02 END : 07/25/02 LOGGER : MDG 2

3 2a 1 1- Ground elevation at well 734.06 feet above MSL (top concrete) 3a 2- Top of casing elevation 736.37 feet above MSL a) vent hole? Vent hole in cap 3b 5 3- Wellhead protection cover type 4-inch dia. steel casing, round 9 a) weep hole? No 3' b) concrete pad dimensions 2-feet square, formed (NA) 15' 4- Dia./type of well casing 2-inch dia. Sch. 40 PVC 16' 5- Dia./type of surface casing No surface casing left in place 8

27' 4 6- Type/slot size of screen 2-inch dia. PVC. 0.010" milled slots 7- Type screen filter # 5 silica sand a) Quantity used 6 bags @ 50 pounds/bag 6

8- Type of seal Hydrated "Hole Plug" bentonite chips a) Quantity used 1 bag (50 pounds) 9- Grout a) Grout mix used No grout - hydrated "Hole Plug" used 10' 7 b) Method of placement Slow placement from top of borehole c) Vol. of surface casing grout NA d) Vol. of well casing grout NA (4 bags @ 50 pounds/bag)

Development method Purge 1 piezometer volume with bailer Development time NA Estimated purge volume 18.0 gallons Comments Water level dropped 14.4' by the end of purging at B-3 0.75' (NA)

Attachment A-3 GRL SPT Hammer Calibration Test Report

Exhibit Exhibit Exhibit Exhibit

Exhibit Exhibit

EXHIBIT EXHIBIT

EXHIBIT

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

ACTUAL DATE 02-Aug-02 (Correction by CH2MHILL)

EXHIBIT