FINAL Coal Combustion Residue Impoundment Round 9

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Coal Combustion Residue Impoundment

Round 9 - Dam Assessment Report

Clinch River Power Plant Ash Pond Management Units

Appalachian Power d/b/a American Electric Power

Carbo, VA

Prepared for:

United States Environmental Protection Agency Office of Resource Conservation and Recovery

Prepared by:

Dewberry & Davis, LLC Fairfax, Virginia

Under Contract Number: EP-09W001727

December 2011

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Clinch River Power Plant ii American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

INTRODUCTION, SUMMARY CONCLUSIONS AND RECOMMENDATIONS The release of over five million cubic yards of coal combustion residue from the Tennessee Valley Authority’s Kingston, Tennessee facility in December 2008, which flooded more than 300 acres of land and damaged homes and property, is a wake-up call for diligence on coal combustion residue disposal units. A first step toward this goal is to assess the stability and functionality of the ash impoundments and other units, then quickly take any needed corrective measures. This assessment of the stability and functionality of the Clinch River Power Station Ash Pond Management Units (Bottom Ash Pond 1A/1B and Bottom Ash Pond 2) is based on a review of available documents and a site assessment conducted by Dewberry personnel on February 17, 2011. In general, we found the supporting technical documentation provided to be adequate for preparation of this report (Section 1.1.3). For the purpose of this report, Bottom Ash Pond 1A/1B is defined as Ash Pond 1 and Bottom Ash Pond 2 is defined as Ash Pond 2. In summary, Ash Pond 1 is rated FAIR and Ash Pond 2 is rated POOR for continued safe and reliable operation. An engineer from the Virginia Department of Conservation and Recreation, Dam Safety and Floodplain Management (DCR DSFM) has indicated that the Commonwealth of Virginia plans to take action in 2012 to investigate potential hydrologic and structural stability issues with both Ash Ponds 1 and 2.

PURPOSE AND SCOPE The U.S. Environmental Protection Agency (EPA) is investigating the potential for catastrophic failure of Coal Combustion Surface Impoundments (i.e., management unit) from occurring at electric utilities in an effort to protect lives and property from the consequences of a dam failure or the improper release of impounded slurry. The EPA initiative is intended to identify conditions that may adversely affect the structural stability and functionality of a management unit and its appurtenant structures (if present); to note the extent of deterioration (if present), status of maintenance and/or a need for immediate repair; to evaluate conformity with current design and construction practices; and to determine the hazard potential classification for units not currently classified by the management unit owner or by a state or federal agency. The initiative will address management units that are classified as having a Less-than-Low, Low, Significant, or High Hazard Potential ranking (for Classification, see pp. 3-8 of the 2004 Federal Guidelines for Dam Safety). In early 2009, the EPA sent letters to coal-fired electric utilities seeking information on the safety of surface impoundments and similar facilities that receive liquid-borne material that store or

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Clinch River Power Plant iii American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

dispose of coal combustion residue. This letter was issued under the authority of the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) Section 104(e), to assist the Agency in assessing the structural stability and functionality of such management units, including which facilities should be visited to perform a safety assessment of the berms, dikes, and dams used in the construction of these impoundments. EPA requested that utility companies identify all management units including surface impoundments or similar diked or bermed management units or management units designated as landfills that receive liquid-borne material used for the storage or disposal of residuals or by-products from the combustion of coal, including, but not limited to, fly ash, bottom ash, boiler slag, or flue gas emission control residuals. Utility companies provided information on the size, design, age and the amount of material placed in the units (See Appendix C). The purpose of this report is to evaluate the condition and potential of residue release from management units for hazard potential classification. This evaluation included a site visit. Prior to conducting the site visit, a two-person team reviewed the information submitted to EPA, reviewed any relevant publicly available information from state or federal agencies regarding the unit hazard potential classification (if any) and accepted information provided via telephone communication with the management unit Owner (Appalachian Power d/b/a American Electric Power). Also, after the field visit, additional information was received by Dewberry & Davis LLC from the Owner about the Clinch River Ash Pond Management Units. The additional information was reviewed and also used in preparation of this report. This report presents the opinion of the assessment team as to the potential of catastrophic failure and reports on the condition of the management unit(s). Note: The terms “embankment”, “berm”, “dike” and “dam” are used interchangeably within this report, as are the terms “pond”, “basin”, and “impoundment”.

LIMITATIONS The assessment of dam safety reported herein is based on field observations and review of readily available information provided by the owner/operator of the subject coal combustion residue management unit(s). Qualified Dewberry engineering personnel performed the field observations and review and made the assessment in conformance with the required scope of work and in accordance with reasonable and acceptable engineering practices. No other warranty, either written or implied, is made with regard to our assessment of dam safety.

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Table of Contents Page

INTRODUCTION, SUMMARY CONCLUSIONS AND RECOMMENDATIONS .............................................................. II

PURPOSE AND SCOPE ......................................................................................................................................... II

1.0 CONCLUSIONS AND RECOMMENDATIONS .......................................................................................... 1‐1

1.1 CONCLUSIONS .............................................................................................................................................. 1‐1

1.1.1 Conclusions Regarding the Structural Soundness of the Management Unit(s) ................................... 1‐1

1.1.2 Conclusions Regarding the Hydrologic/Hydraulic Safety of the Management Unit(s) ........................ 1‐1

1.1.3 Conclusions Regarding the Adequacy of Supporting Technical Documentation .................................. 1‐2

1.1.4 Conclusions Regarding the Description of the Management Unit(s) ................................................... 1‐2

1.1.5 Conclusions Regarding the Field Observations .................................................................................... 1‐2

1.1.6 Conclusions Regarding the Adequacy of Maintenance and Methods of Operation ............................ 1‐3

1.1.7 Conclusions Regarding the Adequacy of the Surveillance and Monitoring Program ........................... 1‐3

1.1.8 Classification Regarding Suitability for Continued Safe and Reliable Operation ................................. 1‐3

1.2 RECOMMENDATIONS ..................................................................................................................................... 1‐4

1.2.1 Recommendations Regarding the Structural Stability ......................................................................... 1‐4

1.2.2 Recommendations Regarding the Hydrologic/Hydraulic Safety .......................................................... 1‐4

1.2.3 Recommendations Regarding the Maintenance and Methods of Operation ...................................... 1‐4

1.2.4 Recommendations Regarding Continued Safe and Reliable Operation ............................................... 1‐5

1.3 PARTICIPANTS AND ACKNOWLEDGEMENT .......................................................................................................... 1‐5

1.3.1 List of Participants: .............................................................................................................................. 1‐5

1.3.2 Acknowledgement and Signature ........................................................................................................ 1‐5

2.0 DESCRIPTION OF THE COAL COMBUSTION RESIDUE MANAGEMENT UNIT(S) ....................................... 2‐1

2.1 LOCATION AND GENERAL DESCRIPTION ............................................................................................................. 2‐1

2.1.1 Fly Ash .................................................................................................................................................. 2‐2

2.1.2 Bottom Ash .......................................................................................................................................... 2‐3

2.2 SIZE AND HAZARD CLASSIFICATION ................................................................................................................... 2‐3

2.3 AMOUNT AND TYPE OF RESIDUALS CURRENTLY CONTAINED IN THE UNIT(S) AND MAXIMUM CAPACITY ......................... 2‐4

2.4 PRINCIPAL PROJECT STRUCTURES ..................................................................................................................... 2‐5

2.4.1 Earth Embankment .............................................................................................................................. 2‐5

2.4.2 Outlet Structures .................................................................................................................................. 2‐6

2.5 CRITICAL INFRASTRUCTURE WITHIN FIVE MILES DOWN GRADIENT ......................................................................... 2‐6

3.0 SUMMARY OF RELEVANT REPORTS, PERMITS, AND INCIDENTS ........................................................... 3‐1

3.1 SUMMARY OF LOCAL, STATE, AND FEDERAL ENVIRONMENTAL PERMITS ................................................................... 3‐1

3.2 SUMMARY OF SPILL/RELEASE INCIDENTS ........................................................................................................... 3‐1

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4.0 SUMMARY OF HISTORY OF CONSTRUCTION AND OPERATION ............................................................. 4‐1

4.1 SUMMARY OF CONSTRUCTION HISTORY ............................................................................................................ 4‐1

4.1.1 Original Construction ........................................................................................................................... 4‐1

4.1.2 Significant Changes/Modifications in Design since Original Construction........................................... 4‐1

4.1.3 Significant Repairs/Rehabilitation since Original Construction ........................................................... 4‐2

4.2 SUMMARY OF OPERATIONAL PROCEDURES ........................................................................................................ 4‐2

4.2.1 Original Operational Procedures ......................................................................................................... 4‐2

4.2.2 Significant Changes in Operational Procedures and Original Startup ................................................. 4‐3

4.2.3 Current Operational Procedures .......................................................................................................... 4‐3

4.2.4 Other Notable Events since Original Startup ....................................................................................... 4‐3

5.0 FIELD OBSERVATIONS ......................................................................................................................... 5‐1

5.1 PROJECT OVERVIEW AND SIGNIFICANT FINDINGS ................................................................................................. 5‐1

5.2 ASH POND 1 ................................................................................................................................................. 5‐1

5.2.1 Crest ..................................................................................................................................................... 5‐1

5.2.2 Upstream/Inside Slope ......................................................................................................................... 5‐2

5.2.3 Downstream/Outside Slope and Toe ................................................................................................... 5‐3

5.2.4 Abutments and Groin Areas ................................................................................................................. 5‐5

5.3 ASH POND 2 ................................................................................................................................................ 5‐7

5.3.1 Crest ..................................................................................................................................................... 5‐7

5.3.2 Upstream/Inside Slope ......................................................................................................................... 5‐9

5.3.3 Downstream/Outside Slope and Toe ................................................................................................... 5‐9

5.3.4 Abutments and Groin Areas ............................................................................................................... 5‐11

5.4 OUTLET STRUCTURES ................................................................................................................................... 5‐11

5.4.1 Overflow Structure ............................................................................................................................. 5‐11

5.4.2 Outlet Conduit .................................................................................................................................... 5‐13

6.0 HYDROLOGIC/HYDRAULIC SAFETY....................................................................................................... 6‐1

6.1 SUPPORTING TECHNICAL DOCUMENTATION ....................................................................................................... 6‐1

6.1.1 Flood of Record .................................................................................................................................... 6‐1

6.1.2 Inflow Design Flood .............................................................................................................................. 6‐1

6.1.3 Spillway Rating .................................................................................................................................... 6‐2

6.1.4 Downstream Flood Analysis ................................................................................................................. 6‐2

6.2 ADEQUACY OF SUPPORTING TECHNICAL DOCUMENTATION ................................................................................... 6‐3

6.3 ASSESSMENT OF HYDROLOGIC/HYDRAULIC SAFETY .............................................................................................. 6‐3

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Clinch River Power Plant vi American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

7.0 STRUCTURAL STABILITY ...................................................................................................................... 7‐1

7.1 SUPPORTING TECHNICAL DOCUMENTATION ....................................................................................................... 7‐1

7.1.1 Stability Analyses and Load Cases Analyzed ........................................................................................ 7‐1

7.1.2 Design Parameters and Dam Materials ............................................................................................... 7‐1

7.1.3 Uplift and/or Phreatic Surface Assumptions ........................................................................................ 7‐2

7.1.4 Factors of Safety and Base Stresses ..................................................................................................... 7‐2

7.1.5 Liquefaction Potential .......................................................................................................................... 7‐3

7.1.6 Critical Geological Conditions .............................................................................................................. 7‐3

7.2 ADEQUACY OF SUPPORTING TECHNICAL DOCUMENTATION ................................................................................... 7‐4

7.3 ASSESSMENT OF STRUCTURAL STABILITY ............................................................................................................ 7‐4

8.0 ADEQUACY OF MAINTENANCE AND METHODS OF OPERATION ........................................................... 8‐1

8.1 OPERATING PROCEDURES ............................................................................................................................... 8‐1

8.2 MAINTENANCE OF THE DAM AND PROJECT FACILITIES .......................................................................................... 8‐1

8.3 ASSESSMENT OF MAINTENANCE AND METHODS OF OPERATIONS ........................................................................... 8‐1

8.3.1 Adequacy of Operating Procedures ..................................................................................................... 8‐1

8.3.2 Adequacy of Maintenance ................................................................................................................... 8‐1

9.0 ADEQUACY OF SURVEILLANCE AND MONITORING PROGRAM ............................................................. 9‐1

9.1 SURVEILLANCE PROCEDURES ........................................................................................................................... 9‐1

9.2 INSTRUMENTATION MONITORING .................................................................................................................... 9‐1

9.3 ASSESSMENT OF SURVEILLANCE AND MONITORING PROGRAM ............................................................................... 9‐1

9.3.1 Adequacy of Inspection Program ......................................................................................................... 9‐1

9.3.2 Adequacy of Instrumentation Monitoring Program ............................................................................ 9‐1

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Clinch River Power Plant vii American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

APPENDIX A Document 1: Exhibits 1 - 5 Document 2A: Virginia DCR Inventory Number 16703 Certificate, Inventory Report and

Operation & Maintenance Program Document 2B: Virginia DCR Inventory Number 16702 Certificate, Inventory Report and

Operation & Maintenance Program Document 3: DCR Inspection Email to AEP, 2008 Document 4: Dam Safety Inspection Report, by Woodward-Clyde Consultants Document 5: Ash Pond 1 Stability Analysis, By AEP Document 6: Ash Pond 2 Design Summary for Final Closure, by BBC&M Engineering Document 7: Ash Pond 1 Construction of Cutoff Wall, by AEP Document 8: Clinch River Plant, Dike Inspection Checklist 2008 Document 9: Clinch River Plant, Dike Inspection Checklist 2009 Document 10: Clinch River Plant Ash Pond 1, Annual Dam & Dike Inspection Report, by AEP

2009 Document 11: AEP Dam and Dike Inspection and Maintenance Program Summary Document 12: EPA Impoundment Inventory, in Response to February 2009 Letter Document 13: AEP’s Annual Inspection Form & Report to VA DCR Document 14: Clinch River Plant Aerial Survey, Ash Pond 1 Document 15: Clinch River Plant Aerial Survey, Ash Pond 2 Document 16: Draft Letter, Virginia Department of Conservation and Recreation, Dam Safety

Region 4, dated December 29, 2011, #16703 (Flyash Dam No. 1) Document 17: Draft Letter, Virginia Department of Conservation and Recreation, Dam Safety

Region 4, dated December 29, 2011, #16702 (Flyash Dam No. 2) APPENDIX B Document 18: Ash Pond 1, Dam Inspection Check List Form Document 19: Ash Pond 2, Dam Inspection Check List Form

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Clinch River Plant 1-1 American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

1.0 CONCLUSIONS AND RECOMMENDATIONS

1.1 CONCLUSIONS

Conclusions are based on visual observations from a one-day site visit, February 17, 2011, and review of technical documentation provided by the Owner, which is provided in Appendix A.

1.1.1 Conclusions Regarding the Structural Soundness of the Management Unit(s)

Ash Pond 1 and Ash Pond 2 did not show any areas of significant structural concern during the one-day site visit. The stability analysis report for Ash Pond 1 was prepared, signed and sealed by the Owner’s engineers and indicates that the main perimeter dike for Ash Pond 1 is structurally sound. The stability analysis report for Ash Pond 2 was prepared, signed and sealed by BBC&M engineers and indicates that the main perimeter dike for Ash Pond 2 is structurally sound. However the stability analysis report for Ash Pond 2 assumed that only the ash in contact with the existing water table was saturated and not saturated to the top of the ash in the impoundment. This was assumed because at the time the Owner was considering a closure permit for Ash Pond 2 and that it would be capped and would function as a landfill. The Owner submitted the closure plan for Ash Pond 2 for regulatory approval in 2009 but has since retracted the plan.

We note that the Virginia DCR DSFM has not accepted the structural analysis. The reasons for not accepting the analysis include: the analysis was not sealed by a Virginia PE; the analysis does not address large quantities of shale that the State has indicated were illegally dumped on the North end of Pond #2; and the analysis misrepresents saturation conditions because there are no spillways from the ponds. (See Appendix A – Docs 16 and 17)

1.1.2 Conclusions Regarding the Hydrologic/Hydraulic Safety of the Management Unit(s)

Hydrologic/Hydraulic calculations were not provided for Ash Pond 1 or Ash Pond 2 so conclusions regarding hydrologic/hydraulic safety cannot be made at this time.

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The Virginia DCR DSFM believes that the utility has misrepresented the drainage areas for the ponds and plans to request additional hydrologic analyses in 2012.

1.1.3 Conclusions Regarding the Adequacy of Supporting Technical Documentation

The supporting technical documentation provided is adequate for preparation of this report. Data reviewed by Dewberry did not contain hydrologic/hydraulic calculations. Technical documentation reviewed in preparation of this report is provided in Appendix A.

1.1.4 Conclusions Regarding the Description of the Management Unit(s)

The description of Ash Pond 1 and Ash Pond 2 provided by the Owner was an accurate representation of what Dewberry observed in the field. We note that Virginia DCR DSFM does not believe that accurate information concerning drainage conditions at the site has been provided by the Owner. (See Appendix A – Docs 16 and 17)

1.1.5 Conclusions Regarding the Field Observations

Dewberry staff was provided adequate access to Ash Pond 1 and Ash Pond 2 to complete the field assessment. The visual assessment of the perimeter dikes for both ponds showed no significant signs of erosion, settlement or instability. Seepage was observed along the down slope of Ash Pond 1 but was well controlled with monitoring weirs. No seepage was observed at Ash Pond 2. The spillway for Ash Pond 1 appeared to be functioning properly. The spillway for Ash Pond 2 is currently not active.

During the field assessment it was noted that a large boulder had dislodged from the adjacent hillside and impacted one of the slurry pipes that conveys bottom ash to Ash Pond 1. This pipe showed no visible signs of leakage. Dewberry understands that the boulder would be removed and the pipe repaired as appropriate. No other indications of unsafe conditions or conditions needing immediate remedial action were noted during the one-day site visit.

However, subsequent to the site visit the Regional Engineer, DCR DSFM, who participated in the site visit, indicated considerable concern about the safety of both ash ponds. Based upon observations made during the site

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visit the Virginia DCR DSFM plans to take action in 2012 that could require AEP to analyze and, if necessary, remediate both ash ponds.

1.1.6 Conclusions Regarding the Adequacy of Maintenance and Methods of Operation

Current operation and maintenance procedures appear adequate for Ash Pond 1. Operation and maintenance procedures were discontinued at Ash Pond 2 when it became inactive in 1998.

Virginia DSC DSFM has indicated that woody vegetation control on both dams does not comply with state regulations. (Appendix A – Docs 16 and 17)

1.1.7 Conclusions Regarding the Adequacy of the Surveillance and Monitoring Program

Current surveillance and monitoring program procedures appear adequate for Ash Pond 1. Although Ash Pond 2 became inactive in 1998, surveillance and monitoring procedures for the pond are still in effect. Ash Pond 2 is monitored at the same time monitoring procedures for Ash Pond 1 are conducted. However, a written record of monitoring results for Ash Pond 2 is not kept.

1.1.8 Classification Regarding Suitability for Continued Safe and Reliable Operation

Clinch River Ash Pond 1 is rated FAIR with acceptable performance expected under static and seismic loading conditions in accordance with applicable safety regulatory criteria. Ash Pond 2 is rated POOR due to use of potentially non-representative assumptions in the structural stability analysis and the lack of hydrologic data addressing drainage to the pond. A hydrologic and hydraulic analysis is required for both units to demonstrate adequate hydrologic loading conditions. The classifications are based on the one-day visual assessment performed by Dewberry and supporting technical documentation provided in Appendix A of this report.

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We note that the Regional Engineer, Virginia DSC DSFM, has indicated that in 2012 the State will require additional hydrology-related action be taken by the utility for Ash Ponds 1 and 2, and that additional structural analyses will be required for Ash Pond 2. (see Appendix A – Docs 16 and 17)

1.2 RECOMMENDATIONS

1.2.1 Recommendations Regarding the Structural Stability

Perform a structural stability analysis of Ash Pond 2 that is representative of ash saturation conditions in the pond.

1.2.2 Recommendations Regarding the Hydrologic/Hydraulic Safety

A hydrologic and hydraulic analysis should be performed to evaluate the hydrologic/hydraulic safety of Ash Pond 1 and Ash Pond 2. The analysis should consider off-site drainage to Ash Pond 1 and Ash Pond 2 and should be in accordance with all requirements for such analyses as required by Virginia Department of Conservation and Recreation (VA DCR), Division of Dam Safety and Floodplain Management, including spillway capacity.

This recommendation is consistent with our understanding of the State’s planned actions in 2012.

1.2.3 Recommendations Regarding the Maintenance and Methods of Operation

It is recommended that the facility maintain frequent inspections of Ash Pond 1 and resume recording monitoring results for inspections of Ash Pond 2 in accordance with Owner’s current inspection program until such time that the facility is formally closed and the closure is approved by the state.

It is recommended that all underbrush and trees be removed from the Ash Pond 2 perimeter dike in accordance with VA DCR DSFM requirements.

It is recommended that all animal burrows located along the perimeter dike of Ash Pond 1 and Ash Pond 2 be backfilled in accordance with standard geotechnical engineering practices for dams, and monitored for future reoccurrence.

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It is recommended that the Owner perform an interior inspection of all outfall pipes from the Ash Pond 1 & 2 outlet structures to the reclaim pond as well as an interior inspection of the pipe systems that bypass off-site drainage through Ash Pond 1. Interior inspections should focus on the structural integrity of the pipes as well as seepage paths into and out of the pipes. The inspection report should summarize findings and remedial action required, if any.

1.2.4 Recommendations Regarding Continued Safe and Reliable Operation

No recommendations, other than the above studies and maintenance activities, appear warranted at this time.

1.3 PARTICIPANTS AND ACKNOWLEDGEMENT

1.3.1 List of Participants:

Gary Zych, American Electric Power, Senior Engineer, Civil Engineering

Behrad Zand, American Electric Power, Engineer II, Geotechnical Engineering

Jim Saunders, American Electric Power, Glen Lynn Plant Director Richard Chatin, American Electric Power Edwin Shelton, American Electric Power Thomas I. Roberts, PE, CFM, VA Dept. of Conservation &

Recreation, Dam Safety Regional Engineer Jim Kohler, United States Environmental Protection Agency, LCDR,

Public Health Services Patrick Kelly, United States Environmental Protection Agency Scott Clarke, P.E., Dewberry, Associate, Water Resources Lorainne Ramos Nieves, P.E., CFM, Dewberry, Engineer III, Water

Resources

1.3.2 Acknowledgement and Signature

We acknowledge that the management units referenced herein was assessed on February 17, 2011.

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2.0 DESCRIPTION OF THE COAL COMBUSTION RESIDUE MANAGEMENT UNIT(S)

2.1 LOCATION AND GENERAL DESCRIPTION

The Clinch River Power Plant, ow ned and operated by Appalachian P ower d/b/a American Electric Power, is located on the Clinch River in Russell County, Virginia off Route 665 near the town of Carbo, see Figure 2.1-1, Location Map and Figure 2.1-2, Aerial Photograph. The Plant functions as a coal-fired electric power station, operating since 1958, and consists of three 235 megawatt generator units.

The Plant contains two m anagement units for storing CC R: Ash Pond 1 and Ash Pond 2. Ash Pond 1 is a m ulti-cell pond composed of Pond 1A and Pond 1B. Ash Pond 2 is a single-cell pond th at is currently inactive and does not receive CCR. Table 2.1 provides some general dimensions of both Ash Ponds.

Figure 2.1-1: Location Map

New River

Clinch River Plant

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Figure 2.1-2: Aerial Photograph

Table 2.1: Summary of Approximate Dimensions and Size of Ash Ponds 1 & 2

Ash Pond 1

(Pond 1A/Pond 1B) Ash Pond 2

Dam Height (ft) 651 562 Crest Width (ft) 35 20 Length (ft) 3150 1650 Side Slopes (upstream) H:V 1.75:1 3:1 Side Slopes (downstream) H:V 2:1 3:1

1Per Owner, however Appendix A, Document 2A: VA DCR, Division of Dam Safety and Floodplain Management inventory reports indicates a dam height of 55 ft.

2 Per Owner, however Appendix A, Document 2A: VA DCR, Division of Dam Safety & Floodplain Management inventory report indicates a dam height of 65 ft.

2.2 COAL COMBUSTION RESIDUE HANDLING

2.2.1 Fly Ash

Fly ash generated inside boilers at this facility is collected by electrostatic precipitators (ESPs) and moved by forced draft air fans through ducts and into hoppers. Any fly ash remaining on the ESP charged plates is removed through applied vibrations and knocking of the plates. Vacuum

ASH POND 1

ASH POND 2

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lines then carry dry ash collected inside hoppers to a concrete fly ash silo. The concrete silos at the plant are approximately 100 ft tall and 30 ft in diameter; each rests on a concrete pad. No secondary containment exists for either the hopper or concrete silos. Once in the silos, fly ash is conditioned with water to prevent dust emissions as well as to facilitate in transportation. Wet fly ash residuals are either sold for beneficial use or hauled in trucks for disposal at an approved offsite landfill.

2.2.2 Bottom Ash

Bottom ash and clinkers from boiler tubes are collected inside hoppers below the boilers. Once residuals reach the hopper, they are watered down and ground into slurry that falls into a sump. From this sump it is pumped to a tank. This tank is used to help equalize and control the solid content of the slurry. Slurry is pumped periodically through basalt-lined iron pipes to Ash Pond 1, a distance of about 1500 ft. Slurry pipes are primarily located above ground and have no secondary containment.

2.3 SIZE AND HAZARD CLASSIFICATION

According to the VA DCR DSFM, inventory reports (Appendix A, Document 2A) Ash Pond 1 has a maximum capacity of 1,240 acre-feet with a maximum design height for storage of 55 feet. Ash Pond 2 has a maximum capacity of approximately 126 acre-feet with a maximum design height of 56 feet (Appendix A, Document 2B). (As noted in Table 2.1, the Owner indicated dam heights of 65 feet and 56 feet, respectively) Based on Table 2.2a, Ash Pond 1 and Ash Pond 2 are classified as intermediate size impoundments since dam height is the controlling factor for both Ash Ponds.

Table 2.2a: USACE ER 1110-2-106 Size Classification

Category Impoundment Storage (Ac-ft) Height (ft)

Small 50 and < 1,000 25 and < 40 Intermediate 1,000 and < 50,000 40 and < 100 Large > 50,000 > 100

Ash Pond 1 and Ash Pond 2 are classified as Significant Hazard facilities, see Table 2.2b. If Ash Pond 1 and/or Ash Pond 2 were to fail, it is anticipated that there would be significant environmental losses along Clinch River and Dumps Creek. In addition, it is suspected that there would be damage to State Route 616, State Route

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665 and potentially the Norfolk & Western railway. While loss of human life would not be expected, economic losses would be expected.

We note that State records currently indicate the ponds are listed as Low Hazard dams, but that the State is re-considering the classification (to Significant). (See Appendix A – Docs 16 and 17)

Table 2.2b: FEMA Federal Guidelines for Dam Safety Hazard Classification Loss of Human Life Economic, Environmental,

Lifeline Losses Low None Expected Low and generally limited to owner Significant None Expected Yes High Probable. One or more

expected Yes (but not necessary for classification)

2.4 AMOUNT AND TYPE OF RESIDUALS CURRENTLY CONTAINED IN THE UNIT(S) AND MAXIMUM CAPACITY

The volume of CCRs stored in Ash Pond 1 and Ash Pond 2 at the time of the one-day field assessment was not available by the Owner. Table 2.3 summarizes the storage capacity for Ash Pond 1 and Ash Pond 2.

Table 2.3: Approximate Maximum Capacity of Ash Ponds 1 & 2

Ash Pond 1 (Pond 1A/Pond 1B)

Ash Pond 2

Maximum Pool Surface Area (acre) 21.0 12.51

Maximum Capacity (cubic yards) 2,000,534 203,280

Maximum Capacity (acre-feet)

1240 126

EL Top Dam, min (ft) 1570 1565 Normal Pool (ft) 1568/1556 15571

1Ash Pond 2 is currently inactive and there is no free-standing water. Value corresponds to when the pond was active.

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2.5 PRINCIPAL PROJECT STRUCTURES

2.5.1 Earth Embankment

Ash Pond 1

According to the Dam Safety Inspection Report dated July 18, 1978 (Appendix A, Document 4), Ash Pond 1 was originally built as one large pond; a side hill dike creating an embankment that runs parallel to both Route 616 and Route 665. Subsequently, a splitter dike was constructed that divided the pond into Pond 1A and Pond 1B. The earthen embankment, built in 1955, was originally constructed of silty clay soil with a mixture of shale and sandstone fragments to an elevation of approximately 1540 feet. The original dike has been raised several times since, using the upstream method, to reach its current crest elevation of 1570 feet. The first raise of the dike was composed of fly ash and bottom ash material. All subsequent lifts to the dike have used shale rock (Appendix A, Document 5).

Ash Pond 2

The design summary for the proposed final closure of Ash Pond 2, by BBC&M Engineering, indicates the original pond embankment was constructed in 1954 (Appendix A, Document 6). The embankment has since become a three-tiered dike system consisting of a lower, middle and upper dike. According to soil borings completed in 2006 and 2008, the dikes consist of shale fragments, silty clays, clayey silt and sand. The top of the upper dike has a crest elevation of 1565, although a portion of the dike was removed in 1998 to eliminate the potential of ponding water. The middle and lower dikes remain; each is filled with compacted ash to crest elevations of 1570 and 1559, respectively (per Owner).

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2.5.2 Outlet Structures

Ash Pond 1

The outlet structure for Ash Pond 1 is located in the north corner of cell Pond 1B. The outlet structure consists of an overflow drainage shaft and a 36-inch reinforced concrete pipe that directs water to a catch basin at the toe of the perimeter dike where it then flows through a 30-inch reinforced concrete pipe to an existing reclaim pond adjacent to Clinch River. The outlet structure serves as the principal and emergency spillway for Ash Pond 1.

Virginia DCR DSFM believes this outlet structure is inadequate to handle drainage to the pond (see Appendix A – Doc 16).

Ash Pond 2

The outlet structure for Ash Pond 2 is located at the northeast side of the facility and is currently inactive. The outlet structure consists of an overflow drainage shaft and a 30-inch reinforced concrete pipe. The pipe previously conveyed flow over Dumps Creek via a pipe bridge and below State Route 616 and an existing railroad before combining with outflow from Ash Pond 1 in the existing reclaim pond adjacent to Clinch River. When it was active the outlet structure served as the principal and emergency spillway for Ash Pond 2.

2.6 CRITICAL INFRASTRUCTURE WITHIN FIVE MILES DOWN GRADIENT

Immediately downstream of Ash Pond 1 and Ash Pond 2 is the Clinch River Power Plant on the opposite side of Clinch River as well as State Routes 616 and 665 and Norfolk & Western railway. The nearest downstream town is approximately 6 miles away at St. Paul, Virginia.

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3.0 SUMMARY OF RELEVANT REPORTS, PERMITS, AND INCIDENTS

3.1 SUMMARY OF LOCAL, STATE, AND FEDERAL ENVIRONMENTAL PERMITS

Virginia DCR – Dam Safety Program

VA DCR has a dam safety program under which Ash Pond 1(Inventory Number 16703) and Ash Pond 2 (Inventory Number 16702) are state-regulated. Each pond was issued a six-year Regular Class III Operation and Maintenance Certificate on March 20, 2008 (Appendix A, Document 2A and Document 2B). Under the dam safety program, AEP is required to submit annual inspection reports to DCR as well as an engineer’s inventory report and a renewal certification application at the conclusion of each six year term. Permitting is administered by DCR, dependent on information provided by AEP regarding basic inventory of each pond, an emergency action plan and an operation and maintenance review.

Virginia DEQ – NPDES Permits

Seepage and discharges generated from Ash Pond 1 outfall into a reclaim pond which circulates to a treatment facility that recycles the water for use on site. As there is no direct pond discharge to a neighboring body of water, an NPDES Permit from Virginia Department of Environmental Quality (VA DEQ) is not required for Ash Pond 1. Ash Pond 2, however, is permitted by VA DEQ. The seepage collected at the toe of perimeter dike is discharged directly into Dumps Creek. Seepage discharge is currently listed as Outfall 015 under the NPDES Permit No. VA0001015, issued September 15, 2009. Under this NPDES Permit, AEP is required to submit monthly Discharge Monitoring Reports (DMR) to VA DEQ for this permitted outfall.

3.2 SUMMARY OF SPILL/RELEASE INCIDENTS

Ash Pond 1

No documented spill/release incidents to the best of Dewberry’s knowledge.

Ash Pond 2

In 1967, a failure of the lower dike of Ash Pond 2 occurred. SourceWatch documented that approximately 130 million gallons of coal ash slurry spilled into Dumps Creek; however, this figure could not be confirmed by the Owner.

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It is alleged that the spill affected fish and benthic fauna on Dumps Creek and Clinch River as well as aquatic insects, snails and mussel populations. Dewberry requested information from the Owner regarding the failure but after further research by the Owner, no additional documentation was found regarding the incident.

The cause of the failure or the extent of damages to the Plant, roads and railroad has not been documented to the best of Dewberry’s knowledge. At the time of failure, the middle and upper dikes had not yet been built. Damage to the lower dike was repaired and Ash Pond 2 was put back in service.

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4.0 SUMMARY OF HISTORY OF CONSTRUCTION AND OPERATION

4.1 SUMMARY OF CONSTRUCTION HISTORY

4.1.1 Original Construction

Ash Pond 1

Ash Pond 1 was built in 1955 as one facility consisting of one continuous side-hill dike.

Ash Pond 2

Ash Pond 2 was built in 1954 as one facility consisting of one continuous side-hill dike located in the old river valley of Dumps Creek, which required re-routing the creek to its current alignment (Appendix A, Document 6). The portion of the dike adjacent to Dumps Creek was armored with rip-rap along the toe of slope.

4.1.2 Significant Changes/Modifications in Design since Original Construction

Ash Pond 1

A splitter dike was constructed in Ash Pond 1, dividing the pond into cells identified by the Owner as Pond 1A and Pond 1B. The original perimeter dike has been raised several times by placement of material directly over the crest of the dike. Toe drains (10-inch perforated pipes encased in gravel backfill) have been installed along the toe of the embankment to control seepage. Seepage discharge collects in a sump pump and in v-notched weirs at the toe of the embankment. All seepage flow is conveyed to the outfall pipe and into the reclaim pond adjacent to Clinch River.

During the period of November through December 1990 a cement-bentonite-fly ash (CBFA) cutoff wall was constructed within the perimeter dike of Ash Pond 1. The cutoff wall served to block potential seepage paths in the dike to improve downstream stability. The cutoff is approximately 2.5 ft wide, 2,150 ft long and reaches a depth of approximately 65 ft. It was installed along the entire length of the perimeter dike and keyed into both abutments as well as the original dike material. Construction of the cutoff wall crossing the existing 68-ft deep, 36-inch diameter outfall pipe was limited to 60 ft deep and 10 ft on both sides of the estimated outfall pipe centerline (Appendix A, Document 7).

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Ash Pond 2

The original Ash Pond 2 dike has been raised several times since it was first constructed in 1954. Since then the original dike has become a three- tiered system, consisting of a lower, middle and upper dike. The original dike was raised by constructing new dikes upslope of subsequently lower dikes and on top of existing fly ash fill. A 12-inch toe drain system encased in gravel was installed along the toe of the middle dike (Appendix A, Document 4). Seepage discharges via one outfall from the toe of the lower dike into Dumps Creek in accordance with an NPDES General Permit.

4.1.3 Significant Repairs/Rehabilitation since Original Construction

Ash Pond 1

There are seepage concerns from the dikes surrounding Ponds 1A and 1B (see more detailed discussion in Section 7.3). In 2006, the Owner commenced with a seepage control project that consisted of placing inverted filters with rip-rap cover along most of the downstream face of the perimeter dike of Ash Pond 1. This project was completed in 2009; however, the Owner has indicated that there are plans to extend the limits of the project to provide near-complete coverage to the downstream face.

Ash Pond 2

No significant repairs/rehabilitation since original construction except for repairs of the dike when it failed in 1967. No additional information was found regarding the repairs that resulted from this event. Section 3.2 elaborates further on the 1967 failure.

4.2 SUMMARY OF OPERATIONAL PROCEDURES

4.2.1 Original Operational Procedures

Data reviewed by Dewberry did not contain the original operational procedures for Ash Pond 1 or Ash Pond 2.

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4.2.2 Significant Changes in Operational Procedures and Original Startup

Significant changes in operation procedures and original startup cannot be confirmed based on the data reviewed by Dewberry.

4.2.3 Current Operational Procedures

Ash Pond 1 is the only active management unit at the Clinch River Power Plant. Ash Pond 2 is currently inactive and has been inactive since 1998. Ash Pond 1 is primarily used for handling all bottom ash residuals generated by plant operations. Fly ash residuals may also be sluiced to Ash Pond 1, though AEP has stated that this is on rare occasions, since nearly 100% of fly ash residuals are hauled off-site to an approved landfill or sold for other beneficial use. Ash Pond 1 is periodically dredged, residuals allowed to dry, and the CCR is trucked off-site to an approved landfill or for other beneficial use.

4.2.4 Other Notable Events since Original Startup

No additional information was provided to Dewberry concerning other notable events, except the 1967 failure of Ash Pond 2, that have impacted the operation of either ash pond.

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5.0 FIELD OBSERVATIONS

5.1 PROJECT OVERVIEW AND SIGNIFICANT FINDINGS

Dewberry personnel, Scott Clarke, P.E. and Lorainne Ramos Nieves, P.E., CFM, performed a site visit on February 17, 2011 in company with the participants listed under Section 1.3.1.

The site visit began at 8:30 AM. The weather was clear and sunny. Photographs were taken of conditions observed and selected photographs are included in this report for visual reference. All pictures were taken by Dewberry personnel during the site visit. Appendix B includes two Coal Combustion Dam Inspection Checklist Forms, one for Ash Pond 1 and one for Ash Pond 2. These checklists provide a good summary and inventory of the items assessed during the site visit.

5.2 ASH POND 1

5.2.1 Crest

The crest of the perimeter dike had no significant signs of depressions, tension cracks or other indications of settlement or shear failure. Figure 5.2.1-1 and Figure 5.2.1-2 shows the typical crest conditions along the perimeter dike.

Figure 5.2.1-1: Crest, West. Clinch River Power Plant to left not seen in this figure.

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Figure 5.2.1-2: Crest, Northeast. Route 616 and railroad to right.

5.2.2 Upstream/Inside Slope

The visible upstream slope of the perimeter dike, including all groins, had adequate and well maintained cover of grasses/weeds. The upstream slope below the permanent pool was not observed. There were no obvious signs of scarps, bulging cracks, depressions or other indications of slope instability. Rip-rap armoring was observed at operating pool elevations to mitigate wave erosion. Figure 5.2.2 shows a representative upstream slope section of the perimeter dike looking south.

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Figure 5.2.2: Upstream slope, South. Plant shown in background.

5.2.3 Downstream/Outside Slope and Toe

The visible downstream slope of the perimeter dike had adequate and well maintained cover of grasses/weeds as well as rip-rap armoring and inverted filter. A paved access road from Route 665 runs up the downstream slope of the perimeter dike to its crest. An animal burrow was observed along the downstream slope of the perimeter dike. The burrow hole was small in size and near the crest. No scarps, sloughs, bulging, cracks, depressions or other indications of slope instability were observed along the downstream slope. Figures 5.2.3-1 thru 5.2.3-3 show representative downstream slope sections of the perimeter dike.

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Figure 5.2.3-1: Downstream slope near access road entrance off Route 665. Note animal burrow near the crest.

Figure 5.2.3-2: Downstream slope along paved access road, Southwest. Note reclaim beyond the toe of the perimeter dike.

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Figure 5.2.3-3: Downstream slope, Southwest. The embankment runs parallel to Route 616. Note transit pipes along edge of riprap. Transit pipes carry offsite runoff through the pond’s splitter dike and out to Dumps Creek.

5.2.4 Abutments and Groin Areas

The perimeter dike has two abutments; the south and north abutments. Both abutment contacts consist of a drainage ditch. The south ditch shows some signs of erosion due to wet weather flow runoff from the adjacent hillside. The north ditch appeared in better condition with some stone and a v-notch weir that is used to monitor seepage, which was present on the day of the assessment. Apart from some minor erosion along the south abutment ditch, both abutments were well maintained. There were no observed scarps, sloughs, bulging, cracks, depressions or other indications of slope instability. Figures 5.2.4-1 and 5.2.4-2 show south and north abutment contacts.

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Figure 5.2.4-1: North abutment ditch. Note upstream riprap and v-notch weir used to monitor seepage.

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Figure 5.2.4-2: South abutment ditch. Note downstream slope rip-rap used for seepage control and abutment ditch used to convey hillside drainage.

5.3 ASH POND 2

5.3.1 Crest

Portions of the upper dike have been removed and some re-grading has been completed near the crest of the middle dike. A small sized animal burrow was observed along the crest of the middle dike. No depressions, tension cracks or other indications of settlement or shear failure were observed on the crest of the middle or lower dike. Figure 5.3.1-1 and Figure 5.3.1-2 show typical crest conditions along the dike.

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Figure 5.3.1-1: Lower dike crest, South.

Figure 5.3.1-2: Middle dike crest, South. Note removed portions of upper dike and re-grading near crest of the middle dike.

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5.3.2 Upstream/Inside Slope

Upstream slopes for the middle and lower dikes of the embankment are not visible due to placement of fill material. The upstream slopes of the upper dike were visible. No slope maintenance appears to be in place (pond is currently inactive). Slopes are covered with sparse grass/weeds.

5.3.3 Downstream/Outside Slope and Toe

The downstream slopes of the dikes are covered in high grass/weeds. The upper dike had some areas of tree growth. Significant tree growth between the toe of the lower dike and Dumps Creek made visual observations difficult. Based on what could be observed there were no scarps, sloughs, bulging, cracks, depressions or other indications of slope instability along any portion of the dikes. Figures 5.3.3-1 thru 5.3.3-3 show representative sections of the downstream slopes and toe.

Figure 5.3.3-1: Remaining portion of upper dike, Southeast. Note tree growth on downstream slope.

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Figure 5.3.3-2: Downstream slope of lower dike, Southeast. Note significant tree growth along Dumps Creeks.

Figure 5.3.3-3: Downstream toe of lower dike. Note significant tree growth and rip-rap adjacent to Dumps Creek.

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5.3.4 Abutments and Groin Areas

There were no observed scarps, sloughs, bulging, cracks, depressions or other indications of slope instability at dike abutments and groin areas of upper dike. Significant tree growth was observed along south abutment as shown in Figure 5.3.4.

Figure 5.3.4: South abutment. Note tree growth to the right along hillside; Ash Pond 2 is to the left.

5.4 OUTLET STRUCTURES

5.4.1 Overflow Structure

Ash Pond 1

The overflow spillway structure for Ash Pond 1 is located in the north corner of the facility (Figure 5.4.1-1). The structure appeared to be in satisfactory condition and operating as designed. There were no obvious signs of trash and/or debris around the intake. Water was observed entering the spillway but could not be seen exiting the spillway as the outfall pipe consists of a long storm sewer that outfalls into the existing reclaim pond below its permanent pool.

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Figure 5.4.1-1: Overflow spillway structure

Ash Pond 2

The overflow spillway structure for Ash Pond 2 is located at the eastern midpoint of the facility (Figure 5.4.1-2). The structure appeared to be in poor condition with obvious signs of corrosion and encroaching vegetation. The spillway is currently inactive. Fissures/cracks were observed immediately west of the spillway where it appeared runoff had been migrating into existing ash residuals. The overflow spillway structure is located at an elevation significantly higher than the current finished grade around it. Discharge through the structure and outfall pipes is not possible at this time.

The Virginia DCR representative who participated in the onsite visit indicated particular concern that, as noted above, runoff is migrating into the ash residuals and there is no corresponding outlet for accumulating water.

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Figure 5.4.1-2: Ash Pond 2 overflow structure.

5.4.2 Outlet Conduit

Ash Pond 1

The spillway outlet conduit for Ash Pond 1 consists of a 36-inch reinforced concrete pipe leading to a catch basin that subsequently outfalls to a 30-inch reinforced concrete pipe that drains to the existing reclaim pond. The 30-inch outfall was not visible as it is completely submerged below the permanent pool of the reclaim pond (Figure 5.4.2-1).

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Figure 5.4.2-1: Outlet conduit outfall, reclaim pond at intersection of Route 616 and 665.

Ash Pond 2

The spillway outlet conduit for Ash Pond 2 consists of a 30-inch reinforced concrete pipe. The conduit connects to the same 30-inch reinforced concrete pipe as Ash Pond 1 prior to reaching the reclaim pond. The outlet conduit was not visible at the time of the site assessment.

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6.0 HYDROLOGIC/HYDRAULIC SAFETY

6.1 SUPPORTING TECHNICAL DOCUMENTATION

6.1.1 Flood of Record

No documentation was provided to Dewberry regarding local flood records. USGS river gage (USGS 03524000) for the Clinch River, located approximately 4 miles upstream of the plant, shows the largest peak flows occurred during 1957 and 1977. These peak flows are comparable to the Clinch River 1% annual chance (100-year) flood discharges found in the Russell County FIS Study. Therefore, the flood of record is comparable to the base flood elevation. The Russell County FEMA FIRM dated September 29, 2010, Map Number 51167C0215C and the FIRM dated September 29, 2010, Map Number 51167C0205C are provided for reference (See Appendix A, Document 1, Exhibits 1 - 4).

6.1.2 Inflow Design Flood

Data reviewed by Dewberry did not contain Inflow Design Flood information. It should be noted that Ash Pond 1 has the potential of receiving run-off from three areas west of the pond, see Figure 6.1.2-1. Run-off is controlled from entering the pond in Areas 1 & 2 through the use of run-off diversion dams with open headwall culverts that channel flow to an outlet at the eastern edge of the pond. During the site visit these culverts appeared to be joined by a series of manhole structures prior to crossing through the Ash Pond 1 internal dike and outfalling. It was unclear how offsite run-off was controlled from Area 3. Additionally, no controls were observed for offsite run-off draining to Ash Pond 2.

Virginia DCR DSFM plans in 2012 to direct the Owner to further investigate runoff control to and from these ash ponds (see Appendix A – Docs 16 and 17).

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Figure 6.1.2-1: Offsite run-off draining to Ash Pond 1.

6.1.3 Spillway Rating

Data reviewed by Dewberry did not contain Spillway Rating information.

6.1.4 Downstream Flood Analysis

Data reviewed by Dewberry did not contain a detailed technical downstream flood analysis; however, according to the owner, the Emergency Action Plan for the facility contains copies of flood inundation maps and a dam break analysis summary.

Area 3

Area 2

Area 1

Ash Pond 1

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6.2 ADEQUACY OF SUPPORTING TECHNICAL DOCUMENTATION

Data reviewed by Dewberry did not contain the necessary documentation to make a proper determination on adequacy of hydrologic and hydraulic safety factors. There is also no information on whether hydrologic safety factors were considered in the design of Ash Pond 1 or Ash Pond 2.

6.3 ASSESSMENT OF HYDROLOGIC/HYDRAULIC SAFETY

An assessment of Hydrologic/Hydraulic Safety cannot be made at this time.

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7.0 STRUCTURAL STABILITY

7.1 SUPPORTING TECHNICAL DOCUMENTATION

7.1.1 Stability Analyses and Load Cases Analyzed

Ash Pond 1

A stability analysis report was provided for Ash Pond 1 (Appendix A, Document 5). The stability analysis is based on geotechnical investigations completed by MACTEC in 2009 as well as various instrumentation reading summaries acquired from plant records. The slope stability analysis of the perimeter dike considered static and seismic conditions under steady-state seepage.

Ash Pond 2

A design summary was provided for final closure of Ash Pond 2 (Appendix A, Document 6). With this summary a stability analysis was included. However, this analysis was completed assuming the ash was saturated up to existing groundwater levels and not to the top of the existing ash.

7.1.2 Design Parameters and Dam Materials

Ash Pond 1

A total of 12 boring logs were completed in 2009 by MACTEC. It was determined that the dike material for Ash Pond 1 was primarily composed of shale rock, with the exception of fly ash and bottom ash material that was found in a lower portion of the dike at a depth coincidental to the first raised section of the dike. Refer to Appendix A, Document 5 for more detail regarding design parameters considered in the slope stability analysis.

Ash Pond 2

A total of 8 boring logs were completed in 2008 by BBC&M Engineering and the Owner. It was determined that the dike material consisted of shale fragments, silty clays, clayey silt and sand.

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7.1.3 Uplift and/or Phreatic Surface Assumptions

Ash Pond 1

As part of the 2009 geotechnical investigation, eight new piezometers were installed to complement twelve existing piezometers along the perimeter dike. Piezometers were used to determine phreatic surface elevations at the crest and toe for use in the slope stability analysis.

Ash Pond 2

Groundwater observations were made at the beginning and completion of the eight borings drilled in 2008. Groundwater elevations were noted to generally decrease at borings located closer to Dumps Creek.

7.1.4 Factors of Safety and Base Stresses

Ash Pond 1

Three critical sections were used in the slope stability analysis completed for Ash Pond 1. Seepage conditions at the pond were considered in determining phreatic water surfaces and hydraulic gradients along each section. Each section was analyzed considering steady state seepage using effective shear strength parameters.

Different failure modes were considered for each section under static loading. Analysis of slope stability under seismic conditions considered both drained and undrained shear strength for each section. A summary of the calculated safety factors is included in Table 7.1.4.

Table 7.1.4: Factors of Safety for Clinch River Plant, Ash Pond 1

Section

Static Loading Safety Factor per

Failure Mode

Required Safety Factor

(US Army Corp of

Engineers)

Seismic Loading Safety Factor per

Analysis Type

Required Safety Factor

(US Army Corp of

Engineers)

Deep Failure

Outer Shell Failure

Block Failure

Drained Shear

Strength

Undrained Shear

Strength A 1.8 1.5 1.9 1.5 1.3 1.3 1.2 B 1.7 1.7 2.0 1.5 1.3 1.4 1.2 C 1.6 1.8 1.5 1.3 1.2 1.2

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Ash Pond 2

As discussed in Section 7.1.1, safety factors from the slope stability analysis completed by BBC&M Engineering cannot be used for the purpose of this report based on design parameters used and assumptions concerning saturated ash levels. Specifically, the BBC&M study fails to analyze margins of safety under total saturation of the ash pond materials.

7.1.5 Liquefaction Potential

Ash Pond 1

Appendix A, Document 5 states that a liquefaction potential analysis was not performed for Ash Pond 1 but that based on other studies performed for similar facilities, including Ash Pond 2, that Ash Pond 1 is believed to have no potential for liquefaction under probable earthquakes that may occur in the region because the magnitude associated with them are not strong enough to impose cyclic stress ratios high enough to cause liquefaction.

Ash Pond 2

Appendix A, Document 6 states that a liquefaction potential analysis was performed for Ash Pond 2 assuming saturated fly ash conditions under long term conditions after closure of the facility. Under these conditions, the analysis concluded that liquefaction would not occur during the applied earthquake load, which was based on a synthetic seismograph record for the location of Ash Pond 2.

7.1.6 Critical Geological Conditions

Clinch River Power Plant is located on Lower Paleozoic sedimentary rock and near the vicinity of a thrust fault.

The Owner’s stability analysis referenced a seismic force of 0.16 g at the Clinch River Power Plant, which matches well with the 2008 USGS Seismic-Hazard Maps for Central/Eastern United States, considering peak ground acceleration with a 2-percent probability of exceedance in 50-years (See Appendix A, Document 1, Exhibit 5).

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Bedrock was encountered during bore drilling at Ash Pond 1 and Ash Pond 2. Based on descriptions obtained from the samples, bedrock was classified as very-soft to soft gray shale and hard gray limestone, exhibiting massive bedding with many diagonal fractures. The top of rock was determined to be relatively flat.

7.2 ADEQUACY OF SUPPORTING TECHNICAL DOCUMENTATION

The supporting technical documentation submitted to support the structural stability of Ash Pond 1 appears to be adequate.

The supporting technical documentation submitted to support the structural stability of Ash Pond 2 is not adequate. A structural stability loading that assumes full saturation of all ash in Ash Pond 2 should be evaluated in addition to the condition that was analyzed (i.e., assumed saturation of the ash up to the existing groundwater table).

7.3 ASSESSMENT OF STRUCTURAL STABILITY

Ash Pond 1

The overall structural stability of the perimeter dike for Ash Pond 1 appears to be FAIR, based on a visual site assessment and review of documentation provided. The fair rating reflects continuing concerns of seepage from the pond dikes.

Signs of significant seepage have been recorded as far back as 1975. In 1980, seepage and a wet area were observed along a 150 ft stretch of the perimeter dike adjacent to the cell, Pond 1B, about 22 ft from the toe of the dike (Appendix A, Document 5). Conditions in this location did not notably change after the construction of the cutoff wall along the embankment in 1990. A boil at the toe of the perimeter dike adjacent to the cell, Pond 1A, just above the reclaim pond was also noted to remain after construction of the cutoff wall. Recent inspections in 2008 and 2009 indicate continual wet spots and seeps at different locations along the perimeter dike adjacent to the cell, Pond 1A (Appendix A, Documents 8-10). Based on the one-day site assessment it was evident that seepage is heavily monitored and controlled by the Owner. Close monitoring of seepage at this facility is strongly encouraged as it is necessary in identifying any drastic change in seepage patterns that could potentially affect the structural stability of the perimeter dike.

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Ash Pond 2

Based on a visual site assessment and review of documentation provided, the overall structural stability of the perimeter dikes for Ash Pond 2 appears to be POOR. The rating reflects the inappropriate assumptions regarding groundwater elevations in the slope stability analysis and the previous dike failure. It is noted that there was no standing water in this inactive pond. No documented signs of significant erosion damage, cracks, sloughs or releases of materials could be found. The facility was retired in 1998; however, it is encouraged that more frequent inspections and maintenance of the facility continue in accordance VA DCR, Division of Dam Safety regulations and requirements.

The Appendix A - Document 17 draft letter from Virginia DCR reflects the same concerns about the inadequacy of the structural stability analysis of Ash Pond 2.

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8.0 ADEQUACY OF MAINTENANCE AND METHODS OF OPERATION

8.1 OPERATING PROCEDURES

Operating procedures are described in Section 4.2.3.

8.2 MAINTENANCE OF THE DAM AND PROJECT FACILITIES

In 1983, the Owner adopted a Dam and Dike Inspection and Maintenance Program (DIMP), where all earthen dams and dikes used for ash storage or disposal, waste water ponds, and large cooling water storage facilities under the Owner’s management are routinely inspected, documented, and monitored. Under this program, there are four separate levels of inspection. First is to routinely make inspections by plant personnel to monitor visible changes; second is to make formal ‘checklist type’ inspections completed by plant personnel on a quarterly basis; third is to routinely schedule engineering inspections supervised by a professional engineer according to the risk classification of the dam; and, fourth are non routine inspections completed after heavy rains, seismic activity or other major events. The inspection and maintenance program continues today for Ash Pond 1. Although Ash Pond 2 became inactive in 1998, inspection and maintenance program for the pond are still in effect, however, a written record of procedures for Ash Pond 2 is not kept.

8.3 ASSESSMENT OF MAINTENANCE AND METHODS OF OPERATIONS

8.3.1 Adequacy of Operating Procedures

Operating procedures reviewed appear adequate for Ash Pond 1. This is also true for Ash Pond 2 before it became inactive in 1998.

8.3.2 Adequacy of Maintenance

Maintenance procedures reviewed appear adequate for Ash Pond 1. Though currently inactive, further consideration to maintaining vegetation and tree growth on Ash Pond 2’s upstream and downstream slopes should be addressed until the facility is formally closed through VA DCR, Division of Dam Safety and Floodplain Management, and VA DEQ.

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9.0 ADEQUACY OF SURVEILLANCE AND MONITORING PROGRAM

9.1 SURVEILLANCE PROCEDURES

Appendix A, Documents 3, 4, 8, 9, 10, 11 and 13 show sample inspections reports and summaries submitted by the Owner in accordance with their adopted Dam and Dike Inspection and Maintenance Program as described under Section 8.2.

9.2 INSTRUMENTATION MONITORING

Ash Pond 1 and Ash Pond 2 are both instrumented. Ash Pond 1 has twenty working piezometers and staff gage present in each cell (Pond 1A and Pond 1B). Ash Pond 2 has approximately fourteen piezometers; however, a continuous record of readings has not been kept at Ash Pond 2 since it became inactive in 1998. Documentation provided by the Owner included reading summaries for Ash Pond 1 piezometers. Data collected from Ash Pond 1 and Ash Pond 2 piezometers was used to monitor phreatic surfaces and prepare stability analysis reports.

9.3 ASSESSMENT OF SURVEILLANCE AND MONITORING PROGRAM

9.3.1 Adequacy of Inspection Program

Based on the data reviewed by Dewberry, including the observations during the site visit, the inspection program appears to be adequate, though inspections should resume for Pond 2 until the facility is formally closed through VA DCR, Division of Dam Safety and VA DEQ.

9.3.2 Adequacy of Instrumentation Monitoring Program

Based on the data reviewed by Dewberry, including the observations during the site visit, the monitoring program appears to be adequate.

Clinch River Power Plant American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

APPENDIX A

Document 1

Exhibits 1 - 5

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Clinch River Plant E-1 American Electric Power Coal Combustion Residue Impoundment Carbo, VA Dam Assessment Report

Exhibit 1: USGS Peak Streamflow, USGS 03524000 Clinch River at Cleveland, VA

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Exhibit 2: FEMA Russell County FIS Study, Table 2-Summary of Discharges.

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Exhibit 3: FEMA Russell County FIRM, Map Number 51167C0215C

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Exhibit 4: FEMA Russell County FIRM, Map Number 51167C0205C

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Exhibit 5: USGS Seismic-Hazard Map for Central/Eastern US, 2%/50Years, 2008


APPENDIX A

Document 2A

Virginia DCR Inventory Number 16703 Certificate, Inventory Report and Operation &

Maintenance Program

Preston Bryant JrJoseph Maroon

Secretary of Natural Resources Director

COMMONWEALTH of VIRQINIADEPARTMENT OF CONSERVATION AND RECREATION

203 Governor Street Suite 206

Richmond Virginia 232

804 3716095 Fax 804 3712630

April 2008

Appalachian Power Company

Ann William Smith

Post Office Box 2021

Roanoke VA 24022

RE Clinch River Fly Ash Dam Inventory Number 16703

Dear Mr Smith

The Operation and Maintenance Certificate Application for Clinch River Fly Ash Dam

Inventory Number 16703 and the required supporting documents have been reviewed for compliance

with the provisions of the Code of Virginia Dam Safety Act Section 101604 et seq and the

regulations promulgated by the Virginia Soil and Water Conservation Board Board Based on this

information on March 20 2008 the Board issued sixyear 03202008 33 120 14 Regular Class

III Operation and Maintenance Certificate Certificate The Certificate and other pertinent data are

enclosed

The Dam Safety Act requires dam owners to maintain their dam in condition to prevent

unreasonable threats to life and property of others The classification of your dam and the Certificate

issued were based on the current known downstream hazard potential from upstream characteristics

reinspection report operation and maintenance application and an emergency action plan The

actions contained in the documents accompanying your Certificate Application must be adhered to for

the duration of the terms contained in the Certificate To assist you in adhering to the terms of the

Certificate the following table provides schedule of dates to submit required documents

State Parks Soil and Water Conservation Natural Heritage Outdoor Recreation Planning

Chesapeake Bay LocalAssistance Dam Safety and Floodplain Management Land Conservation

DOCUMENT 1: VIRGINIA DCR INVENTORY NUMBER 16703 CERTIFICATE, INVENTORY REPORT AND OPERATION & MAINTENANCE PROGRAM

William Smith

April 2008

Page

Annual Owners Inspection

Report

Owners Engineer

Inventory Report

Renewal Certification Six Year

Application by Owner and Owners

Engineer

03312009

03312010

03312011

03312012

03312013 1231201312312013

Should you have questions please direct them to Thomas Roberts PE Dam Safety

Regional Engineer Department of Conservation and Recreation Dam Safety and Floodplain

Management Division Radford Street Suite 203 Christiansburg VA 24073 telephone 540394

2550 or via email at ThomasRoberts

Enclosures as stated

Management Division

James Robinson PE Dam Safety Program Manager

Thomas Roberts PE Dam Safety Regional Engineer

Director Dam Safety

MAINTENANCE

Department of Conservation Recreation

Division of Dam Safety Floodplain Management


Richmond VA 232 192094

Name of Dam Clinch River Fly Ash Dam No Inventoiy Number 16703

Location Offstream Dam Near New River CityCounty Russell

Owner Appalachian Power CompanyAttn William Smith

Address 40 Franklin Road PO Box 2021

lZipQh Roanoke VA 240222121

Designed by Casa Graude Consultants

Constructed by Unknown

Year Constructed 1964

Type of Dam Rockfill Purpose SedimentFly Ash

Drainage Area Sq 003 Type of Watershed NA

Total Height Ft 55 Elevation 1570

Normal Pool Height Ft 53 Elevation 1568

Maximum Capacity Acre Ft 1240 Maximum Area Acres 21

Normal Capacity Acre Ft 1200 Normal Area Acres 20

Size Classification Medium Hazard Classification III

Required Spillway Design Flood 22 PMF Available Spiliway Design Flood Impounds PMF

Type of Spillway NA Note ifSection 130

Operation and Maintenance Plans Schedule by

Reinspection or Inventory Report by

Emergency Action Plan filed with

Virginia Dept of Emergency Management

Local Coordinator of Emergency Services

AEPPedro JoseTrujiVA PE 036174

AEPPedro Jose AmayaTrujillo VA PE 036174

CityCounty Russell County

Application Reviewed and Recommended for SixYear Regular Certificate 32020083312014

By Thomas Roberts PE 19966

Concunence with the Recommendation

By William Browning Dire

Date March 17 2008

Date lar 19 2008

COMMONWEALTH of VIRGINIA

DEPARTMENT OF CONSERVATION AND RECREATIONDWISION OF DAM SAFETY

VIRGINIA SOIL AND WATER CONSERVATION BOARD

DAM SAFETY CERTIFICATE

REGULARCLASS III OPERATION MAINTENANCE CERTIFICATE NUMBER 16703

Appalachian Power Company owner of Clinch River Fly As Dam in

Russell County is entitled to operate and maintain this dam pursuant to the

provisions of the Dam Safety Act Section 101604 et seq Code of Virginia

and Regulations promulgated thereunder

This certificate is for term of six years It becomes effective March 20

2008 and expires March 31 2014 In accordance with 4VAC5O20100F of

the Regulations the owner shall apply for new certificate 90 days prior to its

expiration

fltl

EMERGENCY ACTION PLAN FOR CLASS CLASS AND CLASS ifiISSTRUC

Reference Impounding Structure Regulations OOhet seq Virginia Soil and Water

Conservation Board

Name of Impounding Structure River Fly Ash Dike No

Inventory Number

Other Name ifany Area

Hazard Potential Classification from Table iQni Dam ltRegulations

Class Class II Class ifi Underline One

Name of Owner Power

Address Franklin Road P0 Box 2021 Roanoke VA

Telephone 800 9564237 lQl

NameofDam Operator Power Company Clinch River

Address P0 Box 370 Cleveland VA 24225

Telephone QQ276 1540 Residential

NameofAlternateOperator are at the plant 24 hours per

Telephone Residential

Name of Rainfall or Staff Gage Observer for Dam

Address Clinch Plant address as above

Telephone

Name of Alternate Observer

Telephone

DCR 199103 1201

24Hour Dispatch Center Nearest DamPoliceFireSheriffs

Departments County Sheriffs

Address VA

Telephone 889 8033 Residential

Name of CityCounty Emergency Management Coordinators Naomi Honaker

Address 656 Clydesway Drive

PO Box 997

Lebanon VA 24266

Telephone 276 889 8247 Residential

Name address and telephone number of all occupied dwellings that would be affected in the

event of dam failure andor inundation mapping of affected areas

Name Address Telephone Number

occupied dwellings would be effected in the event of dam

DCR 199103 1201

Name address and telephone numbers of owners of all commercial or recreational

establishments that would be affected in the event of dam failure andor an inundation mapping

of affected areas


Failure would effect only Virginia of Highways See Item

10 Name address and telephone number of owners of property land and unoccupied buildings

that would be affected in the event of dam failure andor an inundation mapping of the

affected area


See Attachment as 15

DCR 199103 1201

11 if there are public roads downstream from the impounding structure identifij by highway

number and distance below dam

Route Route

Route Miles Route MilesProvide name of resident engineer VA Dept of Transportation or CityCounty engineer

Mike Branham

Address Department of Highways Lebanon VA

Telephone 27 889 Re 27

Stage ifi Condition

feet

13 Frequency of observations by rainfallstaff gage observer during

Stage Condition Stage

Stage ifi recommend continuous

Please jhaccess route and means of travel during flood conditions

DCR 199103 1201

NOTE Items 12 and 13 should be provided from the Operation and Maintenance Application

Definitions

flood watch or heavy continuous rain or excessive flow of water from ice or

snow melt

flood warning or emergency iQactivated or dam overtoppingbreach

may be possible

Emergency spiilway activated dam overtopping or imminent failure is probable

12 Amount of illh that will initiate

Stage II Condition Attachment per hrs

Attachment per 12 hrs


Attachment per hrs


Attachemnt per 24 hrs

Andor the amount of flow in the emergency spillway that will initiate

Stage Condition depth of flow

Stage ifi Condition depth of flow

Total depth of emergency iQavailable before crest of darn is overtopped

Note It is recommended that the Observer remain on postuntil pool elevation starts to

recede

14 Surveillance and Notification

The dam owneroperator tbr noti1 local

government of any problem or potential problem at the dam site

The darn owneroperator dam surveillance under

Stage conditions ie when flood watch is issued

The darn owneroperator the 24hour dispatch center

and the local Emergency Services Coordinator when Stage II

conditions are met in order to alert them to review actions that may be

required for the safety and protection of people and property

The dam owneroperator the 24hour dispatch center and the

local Emergency Services Coordinator to initiate warning of residents when

Stage ifi conditions or imminent dam failure are probable

The owneroperator BE for operating such devices as

spillway gates and low level outlets such as to cause the darn to thnction effectively

Attach narrative if required

24hour dispatch center should prepare Standard Operating Procedures shto

implement dam overtoppingfailure evacuation plans

15 Evacuation Procedures

Note The dam owneroperator should ihthe CityCounty 24hour Dispatch Center as

required in paragraph 14d above Phone should be listed in

Note Once the local government has been notified of any problem at dam site it should take

appropriate protective measures in accordance with the local Ernergency Operations Plan and

accompanying Emergency Action Plan and Standing Operations Procedures Other local

government actions might include

lQlthe individuals who are directly downstmam and in immediate danger

list of the names addresses and telephone numbers of these individuals should

be listed in

Monitoring the situation and iltime permits review of evacuation plans

Begin Alert Notification and Warning

Immediately evacuating the inundation areas if conditions warrant

Expanding Direction and Control as well as beginning Emergency Public

Information and operating shelters

Provide Situation Reports to the State Emergency Operations Center

8046742400 or 8004688892

199103 1201

Once the local government has been notified of condition requiring evacuation the

dam and local government are mutually responsible for effecting

evacuation

Thedamowneroperatorwill the Russell County 24hour Dispatch

Center Telephone 276 889 8033 and the Emergency Management

Telephone 276 8898247 home276 8894508 or cell 276 9717147

Local government will the situation begin alert

and warnings evacutate the inundation areas if conditions

warrant Expand directions and control as well as beginning Emergency

Information Provide situation reports to the State

Operations Center 804 6742400 OR 800 4688892

Individuals who are directly downstream and in immediate danger include

NAME ADDRESS TELEPHONE

See Attachment

Methods for notification and warning to evacuate include

Checkappropriate methods

Telephone

Policefiresheriff radio dispatch vehicles with loudspeakers

bullhorns etc

Personal runners for doortodoor alerting

Radiotelevision broadcasts for area involved

DCR 199103 1201

16 Certification of Coordination between OwnerOperator and Local Government

Certification by OwnerOperator

certify that procedures for implementation of this plan have been coordinated with

and the local Emergency Management Coordinator

Also that copy of this Form has been filed with the State Department of Emergency Management

that this plan shall be adhered to during the life of the project and that the information contained herein

is current anesof my knowledge

Signat of OwnerOperator

This dayof 20

Printed Name

Certification by Local Government

certify that procedures for the warning and evacuation of

CityCounty residents as required in the event of actual or impending failure of the

River Fly Ash Dike No name of dam have been coordinated

with the dam owneroperator

Signature of CityCounty Official

This

Printed Name

Position

Please fill out and mail to

Virginia Department of Emergency Management Dept of Conservation and Recreation

Emergency Services Division of Dam Safety

10501 Trade Ct 203 Governor Street

Richmond Virginia 232363713 Richmond Virginia 232192094

DCR 199103 1201

EMERGENCY ACTION PLAN WORKDATA SHEET

Name of Impounding Structure River Fly Aeh Dike No

Inventory OtherNameifany Storage area

Total Height feet Measured vertically from top of structure to

streambed at downstream toe

Total Impoundment Capacity at top of structure feet

Size Classification Circle one Large Medium

Hazard Classification Circle one Class Class II

lway Design Circle one PMF 100YR YRDownstream Inundation Area determined by Mark one

Judgement

Empirical Fonnulas Type used

Computer Programs Type used

Critical Conditions used for structure failure Mark one

Failure due to overtopping using

PMIF

PMIF

100YR

Other

Failure not due to flooding

Describe inetability or failure due to piping or

DCR 199103 1201

Clinch River Flyash Dike No Inventory Number 16703

Attachment

No

The ash ponds do not receive large quantities of stormwater runoff therefore storm event

would not result in an overtopping Water falling directly on the pond will not generate

flows which will overtop the structures unless the discharge and emergency overflow

systems are not operating simultaneously

No

City of St Paul Water Plant Earl Carter

Box 66 Office 276 7629683

St Paul Virginia 24283 Home 276 7627161

St Paul Police Department Office 276 7625022

16531 Russell Street

St Paul Virginia 24283

Wise County PSA Waterworks Roy Markham

Carfax Plant Office 276 7620159

Rt Box 7368 Home 276 3595880

Coeburn Virginia 24230

Virginia Department of Environmental Quality Michael Overstreet

Box 976 Office 276 6764800

Abingdon Virginia 24210

Southeast Railroad Contractors Inc James Aldridge

1235 Ohio Avenue Office 540 3871620

Salem Virginia 24153

If unable to contact Wise County PSA Waterworks please contact the Wise County

Sheriffs Department at 276 3283566

Emergency Action Plan

FL

INVENTORY REPORT FOR CLASS ifi AND CLASS STRUCTURES

Reference Impounding Structure Regulations 4VAC5O20OO et seq Virginia Soil and Water Conservation

Board

Project Information


Inventory Number Name if any

Name of Reservoir River Plant nottom Ponds lA

Purpose of Reservoir of Bottom

Location of Impounding Structure

CityCounty Magisterial District

Located adjacent to eeHighway No 665

Name of River or Stream not impound but is near Clinch

Latitude 55 LongitudeW82

Ownership

Owners Name Power

MailingAddress Franklin Road PO Box

Roanoke VA 240222121

9EhOwners Engineer

Engineering FirmEngineer Electric Power Service

Professional Engineer Virginia Number Jose Amaya lo

Mailing Address Riverside Plaza Columbus OH

Telephone OR 614

DCR 104

Impounding Structure Data All elevations NGVD unless noted

Type of Material concrete masonryOther

Top of Dam

Downstream Toe Lowest

Height of Dam

Crest Length Exclusive of Spillway

Crest Width

Upstream Slope

Downstream Slope

Elev if known

if known

55

35

Feet

Feet

Feet

Reservoir Data

Maximum Capacity

Maximum Pool

Maximum Pool Surface Area

Normal Capacity

Normal Pool

Normal Pool Surface Area

Freeboard Normal Pool to Top

Freeboard Normal Pool to Emergency

1568 in 1556 if known

3ft in 14

Spillway Data

Low Level Drain

Principal Spillway

Emergency Spillway

iabl 180 cfs

Low Level Drain

Principal Spillway

Emergency Spillway

None Elev if known

le if known

if known

sQ Configuration

1568

Acrefeet

Elev if known

DCR 199104 1201

Briefly describe the low level drain and principal spiliway to include dimensions materials of

construction trash guards location in reservoir and through dam and orientation of intake and

discharge to dam if looking downstream is no low level drain because

would become clogged with bottom ash or would discharge bottom ash

spillway is variable elevation side hill structurs with remote control

valve

Describe the emergency spillway to include dimensions whether the lway is an earth

channel or other construction spillway surface protection and orientation to dam if looking

downstream This is an upground reservoir which is filled by

Watershed Data Class ifi only22 acres including pond surface

Drainage Area Sq Miles

Type and Extent of Watershed Development

Time of Concentration Method

Spillway Design Flood used mark appropriate box

PMF source

12 PMF source

100 Year source

50 Year source

XOther source Applicable upgroimd

Design inflow hydrograph Volume feetPeak inflow

Rainfall duration of design inflow hydrograph hours

Freeboard during passageof lway design flood

Impounding Structure History

Date construction completed modified

Design by

Built by

1991041201

Inspection dates 1982 annuallyfrom 1984 2005 and 2007

Inspections by Consultants AEP and Geosytec

Description of repairs drain rebuilt in 1988 Drainage blanket

on ds Slurry cutoff in 1990 North end of

drain rebuilt in 1991 Drainage blanket to cover most sections of the slope started

Has the impounding structure ever been overtopped Yes No in 2005

10 Impounding Structure Assessment

Provide brief descriptions for each item

Condition of the impounding structure Good

Condition of the reservoir Good

iv

Condition of the upstream area Good

Condition of the downstream area Good

Provide narrative describing any recent changes in the impounding structure reservoir

upstream area and downstream area placement of drainage blanket

slope until the low third is entirely covered

Recommendations for remedial measures routine brush cutting and

piezometer readings fill gullies and rodent burrows if yEmaintain proper operation of seepage control

DCR 199 104 01

11 Provide sketch of the impounding structure

See Attached Sketch

CERTIFICATION BY OWNERS ENGINEER Class ifi only

hereby certify that the information provided in this Inventory Report has been examined by me

to be true and correct in my professional judgment

Signed

Profes onal Engineer

Virginia Number

This

CERTIFICATION BY OWNER Class IV only

hereby certify that the information provided in this Inventory Report is true and correct

Signed

Owner

This day of


Department of Coaservation and Recreation

Division of Dam Safety

203 Governor Street


199104 1201

NATURALHIGHER GROUND

NOTCH WHIRNORTH

RUNOFF

DIVERSION DAM

TEQ PJEZOMEmR

REVISION

FEBRUARY 1996

100 200 300

SCALE FEET

PUMPS

VNOTCH WHIR

WHIR

VNOTCH WEIR

ASH POND

PLANT

PLANT ASH AREA INSPECTION LOCATION PLAN

OPERATION AND MAINTENANCE APPLICATIONCLASS AM ifi STRUCTURES

Reference Impounding Structures Regulations 4VAC 00h et seq Virginia Soil and Water Conservation Board


Inventory Number Other Name if Ash Storage Area lA

laPotential Classification from Table Impounding Structure Regulations

Circle One Class Class II

Name of Owner Appalachian Power Conpany

Address Franklin Road PO Box 1l VA

Telephone Business Residential

Operating Plan and Schedule

Provide narrative for each item

Operation of control gates and lways Attachment

Operation of Reservoir Drain not to exceed foot drawdown per day on embankment dams

See Attachment

Maintenance Plan and Schedule

Provide narrative for each item

Embankment Damsembankment

principal spiliway

emergency spillway

low level outlet

reservoir area

downstream channel

other

Concrete dams including masonry and others

upstream face

Attachment

See Attachment

See Attachment

See Attachment

See Attachment

See Attachment

DCR 199 1201

downstream face NA

crest NA

galleries NA

tunnels etc NA

abutments

lways NA

gates and outlets NA

other NA

Inspection schedule aft ach schedule and checklist

operator inspection daily weekly etc Weekly No Checklist

maintenance inspection monthly quarterly semiannual annual Qunrterly Checklist Attached

technical safety reinspection by professional engineer required for certification update Class dams

every two years Class II dams every three years All dams inspected after overtoppingInspected annually by piofessional engineer and submitted to the state

Emergency Action Plan Schedule

Provide the information that initiates the Emergency Action Plan

rainfallamounts andor is an upground reservoir with little or no drainagebeyond its own perimeter

spdlway flows inflow is controlled by pumping of ashwater slurry EAPbe triggered by enbanknent instability or failure due to piping or erosion

frequency of observation

For newly constructed impounding structure provide certification from Professional Engineer who has

inspected the impounding structure during consiruction that to the best of the engineers judgment knowledge and

belief the impounding structure and all appurtenances have been constructed in conformance with the plans

specifications and drawings submitted to the Department of Conservation and Recitation

Not Applicable

199099 120

OPERATION AND MAINTENANCE PERMIT APPLICATION

OPERATION ANI iNT SCHEDULESCERTIFICATION BY OWNER

hereby certii that the operation and maintenance plans and schedules provided herewith will be adhered to during

the life of the project except in cases of unanticipated emergency requiring departure therefrom in order to mitigate

hazards to life and property at which time my engineer and the Department of Conservation and Recreation will be

notified

Signed

This

CERTIFICATE BY OWNERS ENGINEER

hereby certi that the information provided in this form has been examined by me and found in my professional

judgment to be appropriate to operation and maintenance considerations for this dam

Signed VirginiaNumber

Professi al Engineer

This dayof

Remarks npqronnd reservoir has been operated successfully for many years for the

purpose of sedimentation of bottom We intend to continue our program of careful

with frequent periodic inspections and we will continue to perform remedial

and maintenance as required by conditions

Please fill out and mail this form to

Department of Conservation and Recreation


203 Governor Street


day of kx 20 Ct

DCR 199099 1201

Clinch River Fly Ash Dike No Inventory Number 16703

Attachment

4a Operation of control gates and lways The discharge structure for

this pond consists of variable elevation vertical drainage shaft

connected to 36inch diameter reinforced concrete pipe The

overflow elevation of the lway may be changed by inserting or

removing steel plates Flow is controlled by pneumatic piston

activated slide gate which responds to water level sensors at the

recirculation pond Freeboard is sufficient to store the Probable

Maximum Flood

4b Operation of Reservoir Drain There is no reservoir drain of this facility

because such drain would either become clogged with bottom ash or

would discharge it from the pond The pond can be drained by

pumping if desired

Sa Embankment The upstream and downstream slopes are visually

inspected by plant personnel several times each week Items

checked for include signs of instability seepage rodent burrowserosion features and vegetative cover Grass brush and tree

cutting is done as needed Rodent burrows and erosion gullies

are filled in when they are found

Principal lway The principal lway forthis upground

reservoir consists of variable elevation sidehill overflow

structure connected to 30inch diameter discharge pipe It is

inspected visually by plant personnel several times each weekand would be repaired promptly by plant personnel or contract

forces if necessary

Emergency lway Not applicable see 4a above

Low Level Outlet Not Applicable

Reservoir Area Since this is an upground reservoir the reservoir

area is checked when the upstream slopes are inspected

Downstream Channel The ponds 36inch diameter discharge

pipe terminates at concrete sump box where the discharge

waters are collected and pumped to recirculation pond

Other No comment

Operation and Maintenance Application

RIVERDIKE INSPECTION

Date of Inspection

Inspected by

Weather

Temperature

Rainfall During Past Days

Reservoir elevations attime of inspection

Pond

Pond 13

Pond

CONDITION AT PONDS lA

Please refer to the Ash Area Dike Inspection Location Plan whichis found on Page Place number and descriptive sketch on thelocation plan at each problem area Place the same numbers nextto the appropriate descriptions

Cracks

Bulges

Sliding

Erosion

Page of

Revision 52093

Soft Soil

Leaking Pipe

SeepageWetness

Vegetative Cover

Trees on Slope

Hillside Runoff Drain


Rodent Burrows

Other Please Specify

Page of

Revision 52093

READINGS AT PONDS

PIEZ ELEV TOP DEPTH TO WATEROF Uh FROM TOP OF

Al 67A2R 15695

A3 15350

AS 15722

A6 15713

A7R 15720

31 15712

15711

B3R 15709

B4R 15711

BSR 16714

36 16718

Pl 15299

WATER

24

15206

15199

15186

1512

15170

15232

15212

Page of

Revision 52093

Please determine the flow rate in gallons per minute for each ofthe Vnotch weirs This can be done by measuring the head ofwater above the apex of the Vnotch to the nearest 14 inch and

comparing it to the chart below

COLLECTION

Please determine the flow rate in gallons per minute of the two

branches of the French drain at the foot diameter seepagecollection sump This can be done by measuring how much the water

HEADU FLOW RATEWEIR

GPMWEIR

HEADINCHES

FLOW900 WEIR

RATE GPMWEIR

37 7207514 14 45 8912 14 12 53 10834 19 34 65 125

12 26 76 14514 17 34 14 88 1681234

24

30

4659

1234

100

114

19

216

Vnotch WeirVnotch WeirVnotch WeirVnotch WeirVnotch WeirVnotch Weir

gallons per minutegallons per minutegallons per minutegallons per minute

gallons per minute

gallons per minute

Page of

Revision 52093

level rises while recording the time during period when bothpumps are off Flow rate is given by the following formula

FLOW RATE

in which rise of water level in feet during the unpumped timeinterval in seconds

FLOW RATE GALLONS PER DTSTRUCTURE AT POND

Please note the conditions with regard to the following

Condition of concrete

Are stoplogs available

Obstructions

Foreign object in pond

Pedestrian access OKErosion Problems

Other Please specify

AT PONDS

Is seepage repair area OK

What is condition of French drain Is white precipitatebuilding up impeding drainageWhat is the overall condition of the discharge structure from

Pond lA to Pond lB

Are seepage sump pumps

Page ofRevision 52093

Is entrance to 24 seepage overflow pipe clear of

obstructions

lB NOTES AND COMMENTS INCLUDING JOB ORDERSWRITTEN AND REPAIRSMAINTENANCE SINCE LAST

CONDITION AT POND

Please refer to the Ash Area Dike Inspection Location Planwhich is found on Page Place number and descriptivesketch on the location plan at each problem area Place the

same numbers next to the appropriate descriptions below

Cracks

Bulges

Sliding

Erosion

Soft Soil

Leaking Pipe

SeepageWetness

Page of

Revision 52093

COMMENTS

Vegetative Cover

Trees on Slope

Rodent Burrows


READINGS AT PONDDEPTH TO

PIEZ ELEV TOP WATER FROM WATEROF Uh TOP OF Uh

Pl 15570

P2 15558

15567

P4 15574

Ps 15577

P6 15574

P7

Ps 15574

P9 15582

Ul 15600

U2 15611

U3 15600

16600

L5 16320

L6 15320

L7 53LS 16347

Page of

Revision 52093

PERFORATED DRAIN PIPE BETWEEN LOWER LEVEL AND MIDDLE LEVELDIKES WORKING PROPERLY AND IN GOOD

12 STRUCTURE AT POND



Gatesvalves operational

Obstructions

Is access clear

Erosion problems


13 NOTES AND COMMENTS INCLUDING JOB ORDERS WRITTEN ANDREMEDIAL WORK DONE SINCE LAST

NORTH

DENOTES PIEZOMETER

NOTCH WHIR

FAOE OF

REVISION

FEBRUARY 1996

190 290300

SCALE FEET

RUNOFF

DIVERSION DAM

RUNOFF

DIVERSION DAM

NATURALHIGHER GROUND

PIT PUMPS

ASH POND

NOTCH WHIR

VNOTCH WHIR

PLANT

INCth Hh DIKE CQPLAN

Removed 1998

aASLN

PAGE OF

Revised 42998

DENOTES 4ETER

300

SCALE FEE

Inactive

ASH

OVERFLOW STRUCTDRE

Upper Dike

JQi PT iQ fl TN


APPENDIX A

Document 2B

Virginia DCR Inventory Number 16702 Certificate, Inventory Report and Operation &

Maintenance Program

Preston Bryant JrJoseph Maroon

Secretary of Natural Resources Director

COMMONWEALTH of

DEPARTMENT OF CONSERVATION AND RECREATION203 Governor Street Suite 206


804371 6095 Fax8043712630

April 2008

Appalachian Power Company

Attn William Smith

Post Office Box 2021

Roanoke VA 24022

RE Clinch River Fly Ash Dam Inventory Number 16702

Dear Mr Smith

The Operation and Maintenance Certificate Application for Clinch River Fly Ash Dam

Inventory Number 16702 and the required supporting documents have been reviewed for compliance

with the provisions of the Code of Virginia Dam Safety Act Section 101604 et seq and the

regulations promulgated by the Virginia Soil and Water Conseniation Board Board Based on this

information on March 20 2008 the Board issued sixyear 03202008 3312014 Regular Class

Operation and Maintenance Certificate Certificate The Certificate and other pertinent data are

enclosed

The Dam Safety Act requires dam owners to maintain their dam in condition to prevent

unreasonable threats to life and property of others The classification of your dam and the Certificate

issued were based on the current known downstream hazard potential from upstream characteristics

reinspection report operation and maintenance application and an emergency action plan The

actions contained in the documents accompanying your Certificate Application must be adhered to for

the duration of the terms contained in the Certificate To assist you in adhering to the terms of the

Certificate the following table provides schedule of dates to submit required documents

State Parks Soil and Water Conservation Natural Heritage Outdoor Recreation Planning

Chesapeake Bay LocalAssistance Dam Safety and Floodplain Management Land Conservation

DOCUMENT 2: VIRGINIA DCR INVENTORY NUMBER 16702 CERTIFICATE, INVENTORY REPORT AND OPERATION & MAINTENANCE PROGRAM

William Smith

April

Page

Annual Owners Inspection

Report

Owners Engineer

Inventory Report

Renewal Certification Six Year

Application by Owner and Owners

Engineer

03312009

03312010

03312011

033 120 12

03312013 1231201312312013

Should you have questions please direct them to Thomas Roberts Dam Safety

Regional Engineer Department of Conservation and Recreation Dam Safety and Floodplain

Management Division Radford Street Suite 203 Christiansburg VA 24073 telephone 3942550 or via email at ThomasRoberts

Sincerel

William Browning

Director Dam Safety Floodplain Management Division

Enclosures as stated

James Robinson Dam Safety Program Manager

Thomas Roberts PE Dam Safety Regional Engineer

MAINTENANCEDepaitnient of Consei ion Recreation

Division of Dam Safet Floodplain Management


Richmond VA 232192094

Name ofDam Clinch Rivei Fly Ash Darn No iub 16702

Location Offstream Dam Neat New River City County Russell

Owner Appalachian Power CompanyAttn William Smith

Address 40 Franklin Road PO Box 2021

lZiph Roanoke VA 240222121

Designed by Casa ancle Consultants

Consti ucted by Unknown

Yeai Constructed 1964

Type of Dam Rockfill Puipose SedimentFly Ash

Drainage Area Sq 002 Type of Wateished NA

Total Height Ft 65 Eleation 1560

Normal Pool Height 62 Elevation 1557

Maximum Capacity Acre 157 Maximum Aiea Acres

Normal Capacity Acre Ft 82 Nonnal Aiea Acies 10

Size Classification Medium Hazaid Classification III

Required Spillway Design Flood 28 PMF Available llwa Design Flood Impounds PMF

Type of lway NA Note if Section 130

Operation and Maintenance Plans Schedule by

Reinspection or Invcntoiy Repot by

Emergency Action Plan filed with

Virginia Dept of Emergency Management

Local Coordinator of Emergency Services

iQoh JoseyaT VA PE 0361 74

AEPPedi Jose Tih ujillo VA FE 0361 74

CityCounty Russell County

Application Reviewed and Recommended for SixYear Regular Certificate 32020083312014

By Thomas Roberts PE 19966

Concurrence with the Recommendation

By William Browni

Date March 18 2008

Date March 19 2008

COMMONWEALTH of VIRGINIA

DEPARTMENT OFiONhAND RECREATIONDIVISION OF DAM SAFETY

VIRGINIA SOIL AND WATER CONSERVATION BOARD

DAM SAFETY CERTIFICATEREGULAR

CLASS III OPERATION MAINTENANCE CERTIFICATE NUMBER 16702

Appalachian Power Company owner of Clinch River Fly Ash Dam in

Russell County is entitled to operate and maintain this dam pursuant to the

provisions of the Dam Safety Act Section 101604 et seq Code of Virginia

and Regulations promulgated thereunder

This certificate is for term of six years It becomes effective March 20

2008 and expires March 31 2014 In accordance with 4VAC5O20100F of

the Regulations the owner shall apply for new certificate 90 days prior to its

expiration

4tDCREMERGENCY ACTION PLAN FOR CLASS CLASS AM CLASS ifiNG

STRUCTURES

Reference Impounding Structure Regulations 0OOh et seq Virginia Soil and Water

Conservation Board

Name of Impounding Structure ilFly Ash Dike No

InventoryNumber

Other Name if any free

Hazard Potential Classification hem Table Virginia Dam Safety Regulations

Class Class Class ifi Underline One

Name of Owner Power

Address 40 Road P0 Box 2021 Roanoke VA 24022

Telephone soo 9564237

Name of Dam Operator Power Company Clinch River

Address Box 370 Cleveland VA

Telephone Bu 276 EJUName lterOperator are at the plant 24 hours per

Telephone ElName of Rainfall or Staff Gage Observer for Dam

Address co Clinch River Plant address as above

Telephone

Name Observer

Telephone

199103

24Hour Dispatch Center Nearest DamPoliceF riffs

Departments County Sheriffs

Address Lebanon VA 24266

lep Uh 889 8033

Name of CityCounty Emergency Management Coordinators

Address 656 Clydesway Drive Suite

Box 997

Lebanon VA 24266

lep 889 275 873

Name address and tekphone number of all occupied dwellings that would be affected in the

event of dam failure andor inundation mapping of affected areas


occupied dwellings would be effected in the event of dam

199103 1201

Name address and telephone numbers of owners of all commercial or recreational

establishments that would be affected in the event of dam failure andox an inundation mapping

of affected re


Failure would effect only Viiqinia Department of See Item

Name address and telephone number of owners of property land and unoccupied buildings

that would be affected in the event of dam failure andor an inundation mapping thaffected area


See Attachment Same as

199103 1201

11 there are public toads downstream from the impounding structure identify by highway

number and distance below dam

QIhRoute Miles

QIhRoute Miles

Provide name of resident engineer VA Dept of or CityCounty engineer

Address

Mike Branham

Vrqinia Department of Lebanon VA 24255

Telephone BusinessL2 7j 3131

NOTE Items 12 and 13 should be provided from the Operation and Maintenance Application

Definitions

Stage Condition flood watch or heavy continuous rain or excessive flow of water from ice or

snow melt

flood warning or emergency spifiway activated or dam overtoppingbreath

may be possible

Emergency spifiway dam overtopping or xQtIhilure is probable

12 Amountofrainthllthatwiil initiate

Stage II Condition

Stage ifi Condition

Sec hrs

inches per 12 his

Attachment per 24 his

per his

Attachment per 12 his

Attachamnt per 24 is

Andor the amount of flow in the emergency lway that will initiate

Stage II Condition

Stage ifi Condition

depth of flow

depth of flow

Total depth of emergency spifiway available before crest of dam is overtopped

eet

13 Frequency of observations by gage observer during

Stage Condition Stage

Stage ifi recommend continuous

Please identify access route and means of travel during flood conditions

199103 1201

Note It is recommended that the Observer remain on post until pooi elevation starts to

recede

14 Surveillance and Notification

The dam owneroperator for notifying local

government of any problem or potential problem at the clam site

The darn owneropeiatoi lATE dam surveillance under

Stage conditions when flood watch is issued

The dam owneroperator the 24horn dispatch center

and the local Emergency Services Coordinator when Stage

conditions are met in order to alert them to review actions tnat may be

required for the safety and protection of people andproperly

The dam owneroperator the 24hour dispatch center and the

local Emergency Services Coordinator to initiate warning of residents when

Stage ifi conditions or imminent dam failure are probable

The owneroperator BE for operating such devices as

spiliway gates and low level outlets such as to cause the dam to function effectively

Attach narrative if required

24horn dispatch center should prepare Standard Operating Procedures shto

implement dam thlQlureh evacuation plans

Evacuation Procedures

Note The dam opera should notify the CityCounty 24hour Dispatch Center as

required in paragraph 14d above Phone should be listed in

Note Once the local government has been notified of any emhat dam site it should talce

appropriate protective measures in accordance with the local Emergency Operations Plan and

accompanying Emergency Action Plan and Standing Operations Procedures Other local

government actions might include

Notify the individuals who are directly downstream and in immediate danger

list of the names addresses and telephone numbers of these individuals should

be listed in

Monitoring the situation and if time permits review of evacuation plans

Begin Alert Notification and Warning

Immediately evacuating the inundation areas if conditions warrant

Expanding Direction and Control as well as beginning Emergency Public

Information and operating shelters

Provide Situation Reports to the State Emergency Operations Center

8046742400 or 8004688892

DCR 199103 1201

Once the local government has been notified of condition requiting evacuation the

dam iatorh and local government are mutually responsible for lingevacuation

the County 24hour Dispatch

Center Telephone 5l 3893033 and the Emergency Managument

lelephorie 2768999247 or cell276 9717147

Local government wifi the situation alert notification

and warnings evacutate the inundation areas if

and directions and control as lesProvide situation reports to the State Emergency

Operations Centen 804 6742400 OR 800 468 89

Individuals who are directly downstream and in immediate danger include

NAME ADDRESS TELEPHONE

See Attachment

Methods for notification and warning to evacuate include

Check appropriate methods

Telephone

Qiadiohdispatch vehicles with loudspeakers

bullhorns etc

Personal runners for doortodoor alerting

Radiotelevision broadcasts for area involved

199103 1201

16 Certification of Coordination between OwnerOperator and Local Government

Certification by OwnerOperator

certify that procedures for implementation of this plan have been coordinated with

and the local Emergency Management Coordinator

Also that copy of this Form has been ified with the State Depariment of Emergency Management

that this plan shall be adhered to during the life of the project and that the information contained herein

is current tomyknowledge

iQiE of OwnerOperator

This day of 20

Printed Name

Certification by Local Government

certify that procedures for the warning and evacuation of

CityCounty residents as required in the event of actual or impending failure of the

River F4y Ash Dike No name of dam have been Inated

with the dam owneroperator

Siof CityCounty Official

This day of

Printed Name

Position


Virginia Department of rgenManagement Dept of Conservation and Recreation

Emergency Services Division of Dam Safety

10501 Trade Ct 203 Governor Street

Richmond iah232363713 Richmond Virginia 232192094

199103 1201

EMERGENCY ACTION PLAN WORKDATA UEName of Impounding Structure Rivex Ply Ash

iyh rNarn any area inactive

Total Height feet vertically lam top of structure to

streambed at downstream toe

Total Impoundment Capacity at top of stiuctur cfeet

Size Classification Circle one ig Medium

idh Classification Circle one Class Class II

Spillway Design Circle one PMIE 100YR YRDownstream Inundation Area determined by Mark one

Judgement

Empirical Formulas Type used

Computer Programs Type used

Critical Conditions used for structure failure Mark one

Failure due to overtopping using

IF

PMIE

YROther

Failure not due to flooding

Describe instability or failure due to piping or

199103 1201

Clinch River Flyash Dike No Inventory Number 16702

Attachment

No

The ash ponds do not ieceive large quantifies of stormwatei runoff therefbre storm event

would not result in an overtopping Water falling directly on the pond will not generate

flows which wilt overtop the iesh unless the discharge and emergency overflow

systems are not operating simultaneously The facility has been inactive since November

1995 The upper Dike wad removed in 1998 with permission fiom the Department of

Conservation Recreation Darn Safety

City of St Paul Water Plant Earl Carter

PO Box 66 Office 276 7629683

St Paul Virginia 24283 Home 276 7627161

St Paul Police Department Office 276 7625022

16531 Russell Street

St Paul Virginia 24283

Wise County PSA Waterworks Roy Markham

Carfax Plant Office 276 7620159

Rt Box 7368 1lorne 276 3595880

run Virginia 24230

ihinDepartment of Enviromnental Quality Michael Oveistrcet

Box 976 Office 276 6764800


Southeast Railroad Contractors tames ridg1235 Ohio Avenue Office 540 3871620

Salem Virginia 24153

If unable to contact Wise County PSA please contact the Wise County

Sheriffs Department at 276 3283566

Emergency Action Plan

dTOPERATION ANDNFAPPLICATIONCLASS AND IM1STRUCTURES

lQImpounding Structures Regulations 4VAC 00h et seq Virginia Soil and Water Conservation Board


Number ihName if anyPotential lafiom Table Impounding Structure Regulations

Circle One Class Class

Nameof Owner ylAddress 40 Road Box 2021 Ruanoke VA

Telephone Business S9f Residential

iati Plan and Schedule

Piovide narrative for each item

Operation of control gates and fQl Attachment

Operation of Reservoir Drum not to exceed foot drawdown per day on embankment dams

See

Maintenance Plan and Schedule

Ptovide narrative for each item

mnenthDarns

embankment Attachment

principal spillway Attachment

emergency spillway Attachment

low level outlet See Attachment

reservoir area See Attachment

downstream channel Attachment

other Attachment

Concrete dams including masonry and others

upstream face

099 1201

downstream NA

crest NA

rQIes NA

tunnels etc NA

abutments NA

lQi

gates and outlets NA

other

Inspection schedule attach schedule and checklist

operator inspection daily weeldy etc Weakly No Checklist

maintenance inspection monthly quarterly semiannual annual Quarterly Checklist Attached

technical safbty reinspection by professional engineer required certification update Class dams

every two years Class damsevery three years All dams inspected after overtopping

Inspected annually by professional engineer and submitted to the state

Emergency Action Plan Schedule

Provide the that initiates the Emergency Action Plan

rainfall amounts andor is an pro reservoir with little or no nqQe areabeyond its own perimeter

lway flows fl is controlled by pumping of ashwater slurry EAPbe triggered by embankment instability or failure due to piping or erosion

fiequency of observation

rh newly constructed impounding provide certification flora Professional Engineer has

inspected tbe impounding structure during iruct that to the best ofthe engineers judgment knowledge and

belief the impounding reh and all appurtenances have been constructed in conformance with the plans

specifications arid drawings submitted to the Department of Conservation and Recreation

199099 1201

OPERATION ANDAJPERMIT APPLICATION

IONhAND MAINTENANCE SCHEDULESERBY OWNER

Thereby certify that the operation and maintenance plans and schedules provided herewith will be adhered to dining

the life of the project except in cases of unanticipated emeigency requiring departure thercflorn in order to mitigate

hazards to life and property at which time my engineer and the Department of ivatio and Recreation will be

notified

Signed

hi dayof

ICATEh BY OWNERS ENGINEER

hereby certify that the information provided in this form has been examined byrne and fotmd in my professional

judgment to be ihlate to operation and intconsiderations for this dam

Signed VirginiaNumber

Profe aal EngineertQQkRemains upground reservoir has been operated successfully many years for the

purpose of sedimentation bottom ash We intend to continue our program of careful

operation with freotent periodic inspections arid we will continue to perform remedial

reapirs end maintainence as refield conditions This facility has been

since

aQs ih anti this to



203 Governor Streetic 2094

DCR 199099 1201

Clinch iv Fly Ash Dike No ntor Number 16702

Attachment

4a Operation of control gates and spifiways Clinch River Plant bat used

Pond No in November 1995 the discharge for this pond consists of

variaMe sidehiU drainage shaft connected to inch diameter

reinforced concrete pipe The EQl elevation of the spiflway may be

changed by inseftng or removing steel plates Flow is controlled by

pneumatic piston activated Side gate which responds to water level

sensors at the lationh pond Freeboard is sufficient to store the

Probable imumFlood

4b Operation of Reservoir Drain There is no rQvn drain of this facility

because such drain would either become clogged with bottom ash or

Would discharge it from the pond

Embankment the upstream and downstream slopes are lQiyinspected by plant personnel checked for include signs of

invisibility seepage rodent burrows emsion features and vegetative

cover brush and tree cuffing is done as needed Rodent burrows

and erosion gullies are filled in when they are filled in when they are

found

Principal liwa The principal iQfor this upground reservoir

consists of variable elevation idoverflow structure connected toindiameter discharge pipe

Emergency iQNot Applicable See 4a above

Low Level Outlet Not Applicable

Reservoir Area Since this is an upground reservoir the reservoir area

is checked when the upstream dopes are inspected

Downstream Channel The ponds 30inch diameter discharge pipe

terminates at concrete sump box where the discharge waters are

directed to latQion pond

Other No Comment

Since the pond has not operated since 1995 thorough inspection would be necessarybefore the pond is returned to service

Operation and Maintenance Application


RIVERDIKE INSPECTION

FOPDate of Inspection

Inspected by

Weather

Temperatur

Rainfall During Past Days

Reservoir elevations at

time of inspection

Pond

Pond 13

Pond

CONDITION AT PONDS

Please refer to the Ash Aea Dike Inspection Location Plan whichis found on Page Place number and descriptive sketch on thelocation plan at each problem area Place the same numbers nextto the appropriate descriptions below

DESCRIPTION

Cracks

Bulges

Sliding

Erosion

Soft Soil

Leaking Pipe

SeepageWetness

Vegetative Cover

Trees on Slope



Rodent Burrows



PIEZNO

A3

A6

Bi

SR

BS

OMETERS READINGS AT PONDS

TOP DEPTH TO WATER WATERUh FROM TOP OF Uh

16710

15350

15722

15713

572hEh9h13711

15714

15718

15299

Page of

Revision 52093

1520

1519

15186

1512

15170

VNOTCH fQPlease determine the flow rate in gallons per minute for eaoh ofthe Vnotoh This oan be done by measuring the head ofwater above the apex of the Vnotch to the nearest 14 inch and

oomparing it to the chart

HEAD FLOW RATE GPM HEAD FLOW RATE GPNINCHES 900 WEIR 22 INCHES 22

075 37

114 314 45 89112 14 12 53 108

34 34 65 22512 26 76 145

14 17 34 14 88 16812 24 46 12 100 19

34 30 59 34 114 216

Vnotch WeirVnotoh WeirVnotch WeirVnotch rhVnotch WeirVnotch Weir

COLLECTION

gallons per minutegallons per minutegallons per minutegallons per minutegallons per minutegallons per minute

Please determine the flow rate in gallons per minute of the two

branches of the French drain at the foot diameter seepagecollection This can be done by measuring how much the water

Page of

Revision 52093

level rises while recording the time during period when bothpumps are off Flow rate is given by the following formula

FLOW RATE

in which rise of water level in feet during the unpumped timeinterval in seconds

FLOW RATE GALLONS PER HflTtJTE

STRUCTURE AT POND



Are stoplogs available

Obstructions


Pedestrian access

Erosion Problems


AT PONDS lA

Is seepage repair area 1C

What is condition of French drain Is white precipitatebuilding up imoeding drainageWhat is the overall condition of the discharge structure from

to Pond IB

Page of

Revision 52093

Are seepage sump pumps OK

Is entrance to 24 seepage overflow pipe clear of

obstructions

lA lB NOTES AND COMMENTS 0Lt JOB ORDERSWRITTEN AND REPAIRSMAINTENANCE SINCE LAST

CONDITION AT POND

Please refer to the Ash Area Dike Inspection Location Planwhich is found on Page Place number and descriptivesketch on the location plan at each problem Place the

same numbers next to the appropriate descriptions below

LOCATION BERSCracks

Bulges

Sliding

Erosion

Soft Soil

Leaking Pipe

SeepageWetness


DESCRIPTION QIVegetative Cover

Trees on Slope

Rodent Burrows


READINGS AT POND ARDEPTH TO

PIEZ ELEV TOP WATER FROM WATEROF Uh TOP OF Uh IQQIQ15570

8h15567

P4 4hSh

15574

15574

2hUi 15600

U2 11U3 15600

U4 15600

L5 0hL6 0h

15353

15347

Page of

Revision 52093

PERFORATED DRAIN PIPE BETWEEN LOWER LEVEL AND MIDDLE LEVELDIKES WORKING PROPERLY AND IN GOOD

12 STRUCTURE POND

Please note the conditions with tegard to the following

Condition of oonorete


Obstructions

Is access olear

Erosion problems

Other Please speoify

ANDC INCLUDING JOB ORDERS WRITTEN ANDREMEDIAL WORK DONE SINCE LAST

NATURALIOQID

130 203

SCALE FEET

IR

AGE OFEVFEBRUARY 1996

NORTH

RUNOFF

DIVERSION DAM

RUNOFF

DIVERSION DAM

DENOTES ER

PUMPS

ASH POND

VNOTCH WHIR

VNOTCH WHIR

VNOT OH

PLANT

PLANT ASH AREA LQCATION

PIEZDFIEIER

300

PAGE OF

iQl4299

AREA IJNl

300

SCALE

Inact ye

SQ AREA

OR

Upper DHce Removed 1998

pU

GLANCE RIVERPLANT

anrqdciTORYh FOR CLASS AM CLASS WO SIRUCTURES

Reference Impounding hu Regulations 0QOQh et seq Virginia Soil id Water Conservation

Board

Project Infbrmation

Name of Impounding Structure River Ash Dike No

inventory Number Other Name if any

Name of Reservoir River Plant Bottom Ponds

Purpose of Reservoir of Bottom

Location of Impounding Structure

CityCounty Magisterial District

Located ream of Highway No

Name of River or Stream not but is near Dumps

tributary of the Clinch RiverLatitude 0E Longitude

Ownership

Owners Name Power

en Road Box

Roanckn VATeshEngineer

Engineering Engi Electric Power Service

Professional Engineer Virginia beQ Jose aTQlQi Riverside Plaza Columbus

Telephone OR 6141

DCR 199104 1201

lop of Dam if icnown

Downstream Toe Lowest 1e if known

Height of Dam Feet

Crest Length Exclusive of Spillway

Crest Width

Upstream Slope

Downstream Slope

Facility consists of dikes impoundments as terraces This facility has been

inactive since 1995 Downstream toe elevation given foi lowest point of lowest dike See Diagram

Reservoir Data

Maximum Capacity

Maximum Pool

Maximum Pool Surface Area

Normal Capacity

Normal Pool

Normal Pool Surface Area

Freeboard Normal Pool to lop

Freeboard Normal Pool to Ernest gency

Spillway Data

Low Level Drain

Principal lway

Emergency liwa

Wait lU

Cap

200 cfs

if known

Eiev if known

P1ev if in

Impounding Structure Data All elevations NGVD unless noted

Type of Material earth concrete masonryOther

1563

125

reElev if known

Acres

roif known

Acres

NA Feet

Low Level Drain

Principal Spifiway

Emergency llwa

Mone

1557

None

199104 1201

tQa describe the bw drain and principal spillway to lude dimensions materials of

construction trash guards location in reservoir and through darn and orientation of intake and

discharge to dam if looking downstream no low level drain because

uld with bottom ash or would pQgQu bottom

is variable elevation hill with control

Describe the emergency spillway to include dimcnsioas whether the spiliway is an earth

channel or other construction spiliway surface protection and orientation to dam if looking

downstream is sri prreservoir which is

Watershed Data Class ifi only13 acres including pond

Drainage Area Sq Miles

Type and Extent of Watershed Development

Time of Concentration Method

Spillway Design nsed mark appropriate boxIhsource

PIvif source

100 Year source

50 Year source

xOther source Applicable tmdlDesign inflow hydrograph Volume

bowhiEduration of design inflow rogr

Freeboard during passage of spillway design flood

impounding Structure History

Date construction completed modified 1970

Design by DateBuiltby

104 1201

dates 1980 1982 annually from 200Inspections by consultants

Descrption of rsh dike in repairs

placement of additional filler mate and ri rap at dsSince then routine maintenance based on recommendations from annual inspections

Has the impounding structure ever been overtopped Yes No

10 Impounding Structure Assessment

Provide brief descriptions for each item

Condition of the impounding structure Good

Condition of the irh Good

Condition of the ihearn area Good

Condition of the downstream ra Good

Provide narrative describing any recent changes in the impounding structure irupstream area and downstream area the upper was removed in order

to reclaim the bottom ash for sales Permission was received from Duncan

agor the Division of Dam prior to beg

Recommendations for remedial measurer routine brush cutting and

readings fill lliand rodent burrows they

mnintian pcrper operation of seep

DCR 199104 120

11 Piovide sketch of the impounding structure

See Attac Sketch

IONhBY QtSS ENGINEER lQ only

hereby iQy that the information provided in this Inventoiy Report has been examined by me and

to be true and correct in my professional judgment

SiEngineerf

rgNumber

of

IONh BY OWNER Class ly

hereby certify that the information provided in this inventory Report is true and correct

day ofThis

Please fill arid mail to

iQtQi ofaQand areDivision of Darn SaMy203 Govnaor Street

Richmond ir232192094

DCR 104 1201

DENOTES

Revised

03 200

SORLE

kEN

RFLO OIQL

Upper Dike Removed

SQ

RIVER PLANT ASH AREA DIKE INSPECTION LOCATION


APPENDIX A

Document 3

DCR Inspection Email to AEP, 2008

Thomas Roberts To aepQcoThomas dcrh virgini

cc leraep corn Thomas Roberts

Thomas virginiah20 0537

Subject 16702 Clinch River Ffyash Dam 16703 Clinch River

Flyash Dam

History This message has been forwarded

Mr Smith

Visited the AEP site in Carbo yestet day with Rex Peppler and Monty Guy couple of

quick observations

It does not look like the data provided on the Inventory Report was up to date on the

Clinch River Flyash Dam for volume of normal pool and maximum pool for normal

surface area etc Looks like the numbers provided are 15 years or more out of date

When convenient please revise the numbers ie normal pool acre feet and send me

corrected copy for the file

It appears that there is no dam here at all made for the impounding of water just plateau

with few berms here and there By the vegetation it appears that there is not even

ponding during heavy rainfall events As as could tell this area has not been used

for many years You might consider having your engineer review this to determine if you

have the volume needed at least 15 acre feet for dams over high to justif keeping

this as regulated dam lf you determine that it is no long of size to be regulated

please forward letter from your Proffessional Engineer indicating the reasons and we

will close out this dam as regulated dam

If is still dam and is still continue to be regulated all brush on the dams and within

25 of the dams must be removed and maintained This dam does not appear to be

hazard class other than Class Ill

The same information needs to be updated on the Inventory Report for DamDam looks like it has been devided with permanent dike road through the former

dam volume The the dike road is at the same elevation as the top of the dam

Effectively the area to the South West of the dike road has separate volume flom the

area to the North East With some measurements think it is possible for your engineer

to show that neither of these volumes exceed 15 acre feet of water ash to be removed

If Dam does turn out to still be tegulatable then you will need to have your engineer

review the hazard class with respect to the roadway just below the dam Essentially if

the dam did fall would it wash over the toad If so it is likely that this is Class

hazard dam rather than class

lfDam does turn out to still be latab then all trees and brush within of the

dam embankment toe top ete must be removed Mr Peppler indicated that he would

be taking care of removing the trees

Ihere is no rush on the above items but they should be addressed in the next months

left both of these dams on the list for Regular Certificates

Please call me if you have questions or comments

Tom Roberts

Thomas Roberts PE Regional Engineer Dam Safety

Virginia Department of Conservation and Recreation

Dam Safety and Floodplain Management

Radford Street Suite 201

Christiansburg Virginia 24073 3341

Phone 540 394 2550

DOCUMENT 3: DCR INSPECTION EMAIL TO AEP, 2008


APPENDIX A

Document 4

Dam Safety Inspection Report, by Woodward-Clyde Consultants

DAM SAFETY INSPECTION POND 1 AND POND 2 1978

DOCUMENT 4: DAM SAFETY INSPECTION REPORT, BY WOODWARD-CLYDE CONSULTANTS


APPENDIX A

Document 5

Ash Pond 1 Stability Analysis, By AEP

CLINCH RIVER POWER ANT

BOTTOM ASH DISPOSAL FACILITY

Pond I

Stability Analysis

December 2010

lEIAELECTRICPOWER

American Electric Power Service Corporate

1 Riverside Plaza

Columbus Ohio 43215

DOCUMENT 5: ASH POND 1 STABILITY ANALYSIS, BY AEP

STABILITY ASSESSMENT REPORT

BOTTOM ASH POND

CLINCH RIVER POWER STATION

CARBOY VA

PREPARED BY

13eh4d Za d Engineer

Date

REVIEWED BY Date

Pedro J imaya PE

APPROVED BY

Gary F ZychE<

Date

Section Manager Geotechnical Engineering

QAQC DOCUMENT NOR

GERS10023

0

PROFESSIdNAL ENGINEER

2

FEDROJOSE ANYA r UJJI

SEAL SIGNATURE

TABLE OF CONTENT

Stability Assessment Report i

1 Summary 1

2 Introduction 2

3 Previous Study and Subsurface Conditions 3

4 Identification of Soil Layers and Material Properties 5

5 Seepage Analysis 12

6 Stability Analysis 21

7 Warning and Critical Piezometric Levels 23

8 Liquefaction Potential 24

9 Conclusions 25

10 References 26

Appendix 1 Facility Layout Drawings

Appendix 2 Geoteclmical Data Report

Appendix 3 Piezometer Data

Appendix 4 Seepage and Stability Model Inputs

Appendix 5 Stability Analysis Results

LIST OF FIGURES

Figure 1 Idealized dike section A of Pond IA

Figure 2 Idealized dike section B of Pond IB

Figure 3 Idealized dike section C of Pond IB

Figure 4 Computed total head distribution in Section A before construction of

the cutoff wall

Figure 5 Historical piezometer records near Section A together with readings

from newly installed piezometers P0908S P0908D and P0909

Figure 6 Computed total head distribution in Section A after construction of the

cutoff wall

Figure 7 Computed hydraulic gradients for Section A after construction of the

cutoff wall a at retention pond and b at the embankment toe

III

Figure 8 Computed total head distribution in Section B before installation of the

cutoff wall

Figure 9 Historical piezometer records near Section B along with the readings

from newly installed piezometers P0904 and P0905

Figure 10 Computed total head distribution in Section B after installation of the

cutoff wall

Figure 11 Computed hydraulic gradients at the toe of Section B at after

installation of the cutoff wall

Figure 12 Computed total head distribution in Section C before installation of

the cutoff wall

Figure 13 computed total head distribution in Section C after installation of the

cutoff wall

Figure 14 Piezometer water levels near Section C

Figure 15 Computed hydraulic gradients at the toe of Section C at after

installation of the cutoff wall

LIST OFT ABLES

Table 1 Material parameters for Section A

Table 2 Material parameters for Section B

Table 3 Material parameters for Section C

Table 4 Steadystate condition slope stability safetyfactors

Table 5 Seismic condition slope stability safety factors

iv

AMERICANELECTRICPOWER

1 SUMMARY

American Electric Power

1Riverside Plaza

Columbus OH 432152373

AEPcom

An assessment of the stability of the main dams that form the bottom ash disposal areas Pond 1

at the Clinch River Power Station is presented in this report In 2009 a geotechnical

investigations was conducted by MACTEC in behalf of AEP to investigate subsurface conditions

of the dike and its foundation This study included drilling of 12 borings to identify soil strata

perform standard proctor test and extrude split spoon and Shelby tube samples for laboratory

testing The laboratory testing program included eight 3point triaxial compression consolidated

undrained four 2point triaxial compression twelve hydraulic conductivity three consolidation

twenty gradation twenty Atterburg limits and 25 moisture content tests

Three idealized sections were developed for the numerical analysis to represent the existing

condition of the main dike that forms the IA and lB ponds Seepage through each dike section

was analyzed to numerically determine phreatic water surfaces and the maximum hydraulic

gradients across each section Hydraulic properties of the material were evaluated through field

explorations and laboratory testing of undisturbed samples recovered from several boreholes as

well as back analyses of the recorded water levels in the piezometer that exists around the

facility Stability analyses were performed for downstream slopes of each section under static

and earthquake quasistatic conditions with steadystate seepage The subsurface earthen zones

of each dike construction were determined based on available design drawings and subsurface

investigations Material properties used in the stability analyses were selected based on the

findings of geotechnical investigations Nvalue and index properties as well as laboratory

testing The calculated factors of safety were found to be 15 or higher under static conditions

and 12 or higher under seismic conditions The calculated hydraulic gradients at the toe of the

three sections were determined to be within acceptable range As such thefacility is

believed to

be in safe and stable condition

HIInternaiCLINCH RIVER PLANTIStability Pond ICRstabilityFinaldoc Page 1 of 26

American Electric power Service Corporation

Stability assessment Clinch River Power Station 1262010

2 INTRODUCTION

The Clinch River Plant is located in Russell county Virginia off of Route 664 and near the town

of Carbo The plant has three units with the total generation capacity of 705 MW Units 1 and 2

started operation in 1958 and unit three in 1961

The ash disposal facilities at the plans consist of a bottom ash pond and a fly ash landfill

Bottom ash material produced in the three units of the plant is sluiced into the bottom ash pond

facility near and to the East of the plant While most of the fly ash produced by the plant is

placed dry in the landfill occasionally some fly ash

is

sluiced into the bottom ash pond The

pond facilities at the Clinch River plant constructed between 1955 and 1956 consist of two

separate ponds named Pond 1 and Pond 2 Pond 2 was dewatered in 1998 and has been out of

service since then thus it has not been included in this study Ash ponds IA and lB are located

at the intersection of Dump Creek and the Clinch River They are separated by a splitter dike as

shown in the facility layout plan Appendix 1 The main dike that forms ponds I A and 1 B has

been raised several times between 1955 and 1971 The current crest elevation of the main dike is

approximately 1570 ft

The original 1955 dike was made of relatively impervious silty clay soil with a mixture of shale

and sandstone fragments to a crest elevation of 1540 ft A mixture of flyash and bottom ash

material was used in the first raising to a crest elevation of 1550 ft Shale rock fill was used in

subsequence raisings to the current crest elevation 1570 The second and third dikes first and

second raises were constructed above and behind the original dike following the upstream

construction method The last raising was constructed on the downstream side of the previous

dike raisings with a downstream slope graded to 2 horizontal to 1 vertical In a letter from

Casagrande Consultants on July 14 1973 the ash mixture used for the first raising and the shale

fill used for the raising of the dikes up to the elevation of 1560

ft were evaluated to have a low

permeability while the shale fill beyond elevation 1560 ft was estimated to have a relatively high

permeability

The operating pool levels at Pond IA and Pond 113 are 1565 ft and 1558 ft respectively The ash

mixture is currently being sluiced into Pond IA and overflow water flows from Pond IA to Pond

HJntemalCLINCH RIVER PLANTStability Pond 11CRstabilityFinaldoc Page 2 of 26



113 through a decant structure and a 30 in diameter spillway pipe The overflow from Pond 1B is

directed to a catch basin at the toe of the dike through a 36 in spillway pipe from which it flows

by gravity to a Reclaim Pond Pond 1A is used to sluice and excavate the ash produced at the

plant while Pond 1B primarily functions as a clear water pond Both the ponds are dredged on a

regular basis and the excavated ash is hauled to a landfill near the plant

Ponds 1A and 1B had a history of seepage and boils at the toe area and on the downstream face

since before 1978 To control these seeps a toe drain consisting of 10 in diameter perforated

pipe buried in a gravel blanket was installed along the toe in the 1980s In the late 80s a new

seepage and saturated area was reported along a 150 ft long region on the downstream face of

Pond IB at approximate elevation of 1533 ft about 22 ft above the toe A stability study

performed in 1990 1 by AEP geotechnical engineering revealed low safety factors for the main

dike 116 It was recommended that a cutoff wall be installed at the crest and be extended to

the foundation soil As such in 1991 a 65 ft deep bentonite slurry cutoff wall was installed

along the crest of the dike and into the abutments 2 The cutoff wall was extended into the

original 1955 dike that possesses a low permeability In 2009 an inverted filter with a riprap

revetment was placed on the lower half of the downstream slope to control seepage and provide

protection against piping

3 PREVIOUS STUDY AND SUBSURFACE CONDITIONS

AEP Geotechnical Engineering conducted a stability analysis in 1990 before the construction of

the cutoff wall to study the condition of the slopes of Pond 1 and Pond 2 1 This study

included drilling of 7 exploratory borings on the main dike some of which were continued into

the bedrock to explore the conditions of the foundation soil Shelby tube samples were obtained

from the soil layers and direct shear tests as well as triaxial compression tests were conducted to

evaluate shear strength of the material Phreatic water surface was estimated based on the

available data from the piezometers and the observed seepage on the downstream slope at

elevation of 1533 ft A set of stability analyses were performed to calculate safety factors

against slope instability for the dikes and minimum factors of safety of 117 and 116 were

calculated at the time for Pond IA and Pond IB respectively

HIlntemalCLINCH RIVER PLANTStability Pond ICRstabilityFinaldoc Page 3 of 26



The 1990 report recommended that a cutoff wall be installed along the crest of Pond IA and

Pond lB to lower the phreatic water levels and improve the stability of the dikes

It was

predicted that a cutoff wall would increase the safety factors to at least 145 by dissipating the

phreatic level A cementbentonitefly ash cutoff wall 65 feet deep was installed throughout

the crest in the winter of 1991 Readings from the piezometer A7R located on the downstream

of the wall Appendix 2 indicate that the maximum recorded water level dropped by about 8ft

after the installation of the wall while the water levels recorded at piezometer A6 located on

the upstream side of the wall increased by about 10 feet These readings confirm that the cutoff

wall has been performing as intended to decrease the phreatic level on the downstream side of

the wall Nonetheless subsequent site inspections revealed that the seepage has been steady at

the elevation of 1533 ft on the downstream slope of Pond 1B Furthermore water level in

piezometer A7 has consistently been recorded at about elevation of 1533

ft the same level at

which seepage is

observed on the slope of Pond 1B

The detailed construction report of the cutoff wall by WoodwardClyde Consultant 2 states

that on the basis of visual inspection seepage quantities decreased after the wall was placed

One boil area at the downstream toe near the reclaim pond was reported to be continued after the

construction This area was covered with a riprap over fabric blanket to minimize piping

potential and it appears to have remained stable since then

In 2009 a geotechnical investigation was conducted by MACTEC In this study 12 borings were

drilled on the crest and toe area of the dike at three sections to explore subsurface conditions and

extrude split spoon and Shelby tube samples for laboratory testing A boring location plan is

provided in the Geotechnical Data Report Appendix 2 Eight new piezometers namelyP0901SP0901D P0902 P0904 P0906 P09085 P0908D and P0909 were installed in the

boreholes to complement the exiting piezometers The new piezometers were installed in the

crest and the toe area of the dikes to monitor water levels in the embankment the foundation

soil and the bedrock Details of the subsurface investigation and laboratory testing program are

included in Appendix 2

H1IntemalCLINCH RIVER PLANTStability Pond 11CRstabilityFinaldoc Page 4 of 26



4 IDENTIFICATION OF SOIL LAYERS AND MATERIAL PROPERTIES

Locations of the three sections selected for this study are presented in Appendix 1 The geometry

of each section was based on the 2006 Photography Map presented in Appendix 1 The earthen

zones of the dike at the selected section were based on AEPs drawing 131058531074 and the

2009 boring logs Appendix 2 Figures 1 through 3 present the idealized section developed for

the seepage and stability analyses Shear strength parameters friction angle and cohesion and

hydraulic conductivity for each zone were primarily determined through field and laboratory

testing Appendix 2 Hydraulic conductivities of the material were adjusted to match the

calculated phreatic levels with the measured piezometric levels before and after the installation

of the slurry wall Review of historical piezometric data Appendix 3 shows that the water

levels in the piezometers generally exhibit minor fluctuations that are the result of changes in the

pool level seasonal variations in the ground water regime and measurement errors Hydraulic

conductivities were backcalculated by conservatively using the maximum recorded water levels

in each piezometer Tables I through 3 present material properties for the three sections

respectively

HIntemalCLINCH RIVER PLANTStability Pond IICRstabilityFinaldoc Page 5 of 26

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Ysat 0 C c C Saturation

Soil Type Location

pcf deg psf psi psf k fthr

Clayey

silty sand

1 and gravelOuter shell 136 36 0 36 0 005

wl shale

fragment

2 Silty sand Second 136 31 1006 36 0 50E4raising

3Compacted First raising 100 30 0 30 0 0069ash

4 Clay wOriginal dike 134 12 1810 25 700 35E6

gravel

Clayey

5 silty sandFill at toe 135 29 580 34 0 007

w gravel

6Sluiced

Impoundment 97 22 0 22 0 0069ash

7Sandy lean

Original Dike 140 21 1270 32 850 35E6clay

8 Clayey siltFoundation 98 20 400 39 0 158E5

9 Silty sandFoundation 915 15 1800 31 700 58E3

10 Sandy siltFoundation 100 20 400 28 0 213E5

11Lean clay Foundation 88 18 200 30 0 346E6w sand

12Weathered Foundation 140 35 1000 35 1000 21E5shale

13 Bedrock Bedrock NA NA NA NA NA IE4

14Cutoff

Middle of

crest into150 NA 1200 NA NA 6E4

walloriginal dike

Table 1 Material parameters for Section A

HIlnternalCLINCH RIVER PLANTIStability Pond 11CRstabilityFinaldoc Page 9 of 26



ysat 0 C 0 C Saturation

Soil Type Location

pet deg psf psf psf k fthr

Clayey

silty sand

I and gravel Outer shell 136 36 0 36 0 005

w shale

fragment

2 Silty sandSecond

136 31 1006 36 0 5E4raising

3 slmpacted First raising 100 30 0 30 0 008

4 Clay wOriginal dike 134 12 1810 25 700 35E6

gravel

Clayey

5 silty sand Fill at toe 135 29 580 34 0 50E5w grave

Sluiced6

ashImpoundment 97 22 0 22 0 0069

Outer shell at

7Rock

elevation 136 35 0 35 0 0 8

fragments1533 ft

8Sandy lean

Original Dike 140 21 1270 32 850 12E5clay

9 Sandy clay Foundation 98 20 400 35 400 20E6

10 Silty sand Foundation 90 28 0 28 0 508E3

11Weathered

Foundation 140 35 1000 35 1000 2 1E5shale

12 Lean clay Foundation 92 12 1800 25 0 472E4

13 Bedrock Bedrock NA NA NA NA NA 10E4

CutoffMiddle of

14wall

crest into 150 NA 1200 NA NA 60E4

original dike

Table 2 Material parameters for Section B

HaIntemalCLINCH RIVER PLANTStability Pond ICRstabilityFinaldoc Page 10 of 26


Stability assessment Clinch River Power Station 1 21612 0 1 0

Ysat C 0 C Saturation

Soil Type Location

pcf deg psf psf psf k fthr

Clayey

silty sand

1 and gravel Outer shell 136 36 0 36 0 005

w shale

fragment

2 Silty sandSecond

136 31 1006 36 0 50E4raising

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ashFirst raising 100 30 0 30 0 008

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gravelOriginal dike 134 12 1810 25 700 35E6

Clayey

5 silty sand Fill at toe 135 29 580 34 0 50E5

wl gravel

6iced

Impoundment 97 22 0 22 0 0069Slu

7Clayey

Foundation 97 22 900 36 100 608E6sand

8 Silty sand Foundation 90 6 400 18 400 50E3

9 Silty ay Foundation 110 22 900 36 100 326E6

10Weathered Foundation 140 35 1000 35 1000 21E5shale

11 Bedrock Bedrock NA NA NA NA NA 10E4

CutoffMiddle of

12wall

crest into 150 NA 1200 NA NA 00006

original dike

Table 3 Material parameters for Section C

HllnternalCLINCH RIVER PLANTStability Pond 1CRstabifityPinaldoc Page 11 of 26



5 SEEPAGE ANALYSIS

Several seepage analyses were performed Using GeoStudio SeepW program to study the

seepage behavior of the dikes and obtain the hydraulic gradient and pore pressure distributions

across each dike sections All the analyses were performed under twodimensional transient

conditions to establish the phreatic water surface and velocity field The model inputs for a

transient analysis include volumetric moisture content versus soil suction and hydraulic

conductivity versus soil suction curves SeepW has several builtin functions to estimate such

functions based on soil type or grain size distribution saturated hydraulic conductivity and

saturated volumetric moisture content soil porosity For more detail on the inbuilt functions

and the estimation methods consult the users manual of SeepW 3 The hydraulic conductivity

of the cutoff wall was determined in laboratory as indicated in the WoodwardClyde report

Operational pool levels used in the analyses were taken to be 1565 ft and 1558 ft for Pond IA

and Pond I B respectively

Each analysis was performed in two stages In stage one the pool levels were raised from the

bottom of each pond to the operational pool levels without the cutoff wall and instage 2 the

cutoff wall was activated by changing the material type of the elements that defined the wall

Figure 4 presents the computed total head distribution across Section A together with the seepage

flow rates per unit length of the dike before the installation of the cutoff wall The predicted

phreatic surface can be seen to be in a reasonable agreement with the historical records of

piezometer A2 and A3 To achieve such agreement the hydraulic conductivity of the outer

shell was adjusted to 005 fthr Depicted in Figure 5 are plots of historical readings of all the

piezometers that are at or near Section A including the piezometers installed in 2009 More

information on the locations and screening depths of the piezometers has been included

Appendix 3 The model predicts seepage at the toe that

is

confirmed by history of seepage and

boils at this area of the dike In general the model predictions are in reasonable agreement with

the field observations and piezometric readings indicating that the values of hydraulic

conductivities and the boundary conditions used in the analysis were well selected

HIlntemalCLINCH RIVER PLANTStabflity Pond 11CRstabilityFinaldoc Page 12 of 26



Figure 4 Computed total head distribution in Section A before construction of the cutoff wall

Figure 6 shows similar results for the secondstage

of the analysis after the cutoff wall was

activated It can be seen that the computed phreatic surface is

in reasonable agreement with the

recorded piezometric water levels in piezometers P09085 P0908D and A2R Figure 7 shows

the predicted hydraulic gradients xygradient at the toe and the retention pond The maximum

predicted gradient on the ground surface is about 03 that is within the acceptable range for this

type of structure The analysis showed that installation of the cutoff wall can lower the phreatic

water levels and significantly decrease seepage flow rates through the embankment These

outcomes were expected and are consistent with field observations and monitoring data The

seepage analysis did not conclude any adverse condition that could be considered as a potential

hazard to the safety and stability of the structure The seepage areas that exist on the toe of the

structure are thereby believed to be through penneable layers of the foundation soil a normal

phenomenon that occurs in majority of earthen structures and does not pose a threat on the

stability It has to be emphasized that this analysis is not a substitute for the regular inspections

and monitoring program that

is performed by the plant on quarterly basis The inspection and

monitoring program has to be continued and any unusual condition should be immediately

reported to AEP Geotechnical Engineering

HUntemalCLINCH RIVER PLANTIStability Pond ICRstabilityFinal doe Page 13 of 26



•A2R A3 B2R P2R P7 P8 • P09085 P0908D +P0909

1570

1550

° 1530

m

4 15101490On

1470

0910184 0212790 0811595 0204101 072806 01118112

Data

Figure 5 Historical piezometer records near Section A together with readings from newly

installed piezometers P09085 P0908D and P0909

Figure 6 Computed total head distribution in Section A after construction of the cutoff wall

11llnternalCLINCI1 RIVER PLANTStability Pond 11CRstabilityFinaldoc Page 14 of 26


Stability assessment Clinch River Power Station

ia b

1262010

Figure 7 Computed hydraulic gradients for Section A after construction of the cutoff wall a at

retention pond and b at the embankment toe

For the portion of the dike that is represented by Section B the reported seepage at elevation

1533 ft continued even after construction of the cutoff wall Furthermore the observed

piezometric level on the downstream side of the wall from piezometer A7R has been at about

the same elevation 1533 ft since the construction of the wall Water elevations in the

piezometer B4R and P0904 have been at approximately elevation 1542 ft and 1546 ft

respectively These observations suggest that a relatively permeable horizontal layer exists at

about elevation 1533

ft which acts as a conduit to transfer water to the slope face Such a

structure could have been formed by segregation of fine and coarse portions of the shale rockfill

during placement A high permeable layer over a low permeable layerwithin the outer shell

is

incorporated into the analytical model of Section B as depicted in Figure 2 Figure 8 shows the

computed total head distribution across the crosssection of the dike along with the seepage flow

rates per unit length of the dike A saturated hydraulic conductivity of 005 fthr was used for the

outer shell at this section The computed water levels for piezometers A6 and A7R are in

agreement with the recorded water levels that are marked on this figure and also presented in

Figure 9 The readings from the piezometers varied with the pool level however the maximum

water levels Figure 9 most likely corresponding to the maximum experienced pool level were

used to backcalculate the hydraulic conductivity The computed levels are within few feet of

field observations

HlntcmalCLINCH RIVER PLANTIStabiiity Pond ICRstabilityFinaldoc Page 15 of 26



Figure 8 Computed total head distribution in Section B before installation of the cutoff wall

0 A6

1570

1550

1530

1510

1490

1470

a A7 R B5 R PSR P09G4 POS0E

Crest upstream of cutoff va

cD

•n c

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•w _ 144N0•4 4N °

o

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re p • m

f f

•m

A

0901194 0212250 221410 I

Data

07206 0V1at12

Figure 9 Historical piezometer records near Section B along with the readings from newly

installed piezometers P0904 and P0905

HIntemalCLINCH RIVER PLANTStability Pond 11CRstabilityPinaldoc Page 16 of 26



Figure 10 illustrates computed total head distribution across the section after construction of the

cutoff wall The model predicted a 5 ft raise in the piezometric levels on the upstream side of

the wall and a 5 ft drop on the downstream side presenting consistency with the readings from

piezometers A6 and A7R Furthermore the computed phreatic water level is in agreement with

the readings from piezometers P0906 P5 and P0904 Piezometer B5R located in the crest of

Pond 113 between Section B and Section C have a water level of about 1537 ft since 1992

Figure 9 that is within the predicted levels on the downstream side of the cutoff wall

Figure 10 Computed total head distribution in Section B after installation of the cutoff wall

Figure 11 Computed hydraulic gradients at the toe of Section B at after installation of thecutoffwall

HlInternalCLINCH RIVER PLANTStability Pond iCRstabilityFinaldoe Page 17 of 26


Stability assessment Clinch River Power Station 1 216120 1 0

Figure 11 presents predicted hydraulic gradients at the toe of the section after construction of the

cutoff wall The maximum computed hydraulic gradient at the ground surface is less than 01

under the existing condition an acceptable hydraulic gradient for this type of structure Thus no

potential for piping failure due to internal erosion

is

believed to exits The toe drain and inverted

filter on the slope face was constructed to prevent future increases in the hydraulic gradients

Any unexplained raise in the piezometric levels at the toe area is an indication of pore pressure

built up Such condition can occur if the toe drain or inverted filter becomes clogged and it can

be corrected by replacing the drain and filter layers

A thin layer of ash on the slope of the original dike was not included in the seepage model for

Section C as analysis of Section A and B suggested a hydraulic conductivity of 005 ftday for

the outer shell that

is very close to that of the compacted ash layer 008 fthr Figure 12 shows

the computed total head distribution across Section C before the construction of the cutoff wall

All the existing piezometers near this section were installed after the construction of the cutoff

wall thus no piezometric data are available to confirm the predicted phreatic surface A

hydraulic conductivity of 005 fthr backcalculated from analysis of Sections A and B was used

for this section The analysis predicts some seepage at the toe of the embankment before the

construction of the cutoff wall in agreement with the field observations made before 1991

Figure 13 shows similar results for Section C after the construction of the cutoff wall The

predicted phreatic water levels are in agreement with the data from piezometers P0901 andP0902Water level in Piezometer B6 has not been shown on this figure because the screening

depth of this piezometer is unknown Figure 14 presents plots of recorded piezometric water

levels for B6 P09015 P0901D and P0902 Figure 15 presents predicted hydraulic gradients

at the toe of the section after construction of the cutoff wall The maximum predicted gradient

at the ground surface is about 02 No potential for piping failure due to internal erosion is

believed to exits

HInternalCLINCH RIVER PLANTStability Pond lCRstabilityFinaldoc Page 18 of 26


Stability assessment Minch River Power Station 12161210

4 •

I

MIX

fix

$

Figure 12 Computed total head distribution in Section C before installation of the cutoff wall

•Figure13 computed total lead distribution in Section after installation of the cutoff wall

m

I°Tnte a1CLTNCII RIVER PLANTTStability Pond PERstabilityr inaldoc Page 1 of 26


Stability assessment Clinch River Power Station

B6 P09015 P0901D

Figure 14 Piezometer water levels near Section C

Max xygradient = 0202

A P0902

1262010

Figure 15 Computed hydraulic gradients at the toe of Section C at after installation of thecutoffwall

HIntemalCLIIVCH RIVER PLANTStability Pond 11CRstabilityFinaldoc Page 20 of 26



6 STABILITY ANALYSIS

The current stability analyses were performed using the GeoSlope software developed byGeoSlopeInternational This program can utilize various limit equilibrium solution methods to

compute safety factors against slope instability In these methods the failure wedge is divided up

into several slices and each slice is assumed to be under limit equilibrium condition In order to

make the whole assembly of slices a statistically determined structure different theories utilize a

different simplifying assumption to estimate the induced forces on the sides of each slice In this

study the limit equilibrium theory of MorgensternPrice was used that can satisfy the equilibrium

equations of both forces and moments

The facility has been in its current operational condition for several years Therefore the analyses

for static stability of the slopes were perfonmed for steady state seepage condition using effective

shear strength parameters Pore water pressure distributions calculated in the seepage analyses

were imported into the model and used to calculate effective stresses along the failure surface

In all the stability analyses the minimum depth for the failure surface was set to be 10 ft Any

failure surface less than 10 feet deep is considered to be a surface sloughing that can be

prevented by the existing riprap revetment or be easily repaired The inverted filter system was

not directly built into the model instead a vertical surcharge load was applied to the lower

portion of the downstream slope to simulate its effect Safety factors were calculated for the

downstream slope of each section A uniaxial compressive strength of 1200 lbft2 was used for

the cutoff wall Upstream slopes of the sections are not susceptible to sliding because both the

ponds are filled with sluiced ash all the way up to the maximum normal operating elevations

Ash excavation operation in Pond lB is performed with care as not to excavate areas near the

perimeter dikes Thus a berm is always maintained by the upstream slope of the dikes

Three different failure modes were considered for each section under static loading A deep

failure starting at the crest and penetrating into the foundation soil a shallow failure surface that

enters and exits on the downstream face and a block failure through the ash layer on the slope of

the original dike Sections A and B only A summary of the computed safety factors for the

three sections is presented in Table 4 It was determined that for Section A the critical failure

mode was failure of the outer shell with a factor of safety of 15 For Section B and Section C

HIIntemalCLINCH RIVER PLANTIStability Pond 11CRstabilitylrinaldoc Page 21 of 26



the critical mode was determined to be deep failure with computed safety factors of 17 and 16

respectively Block failure mode was not considered for Section C because the geometry of the

embankment and the material shear strengths are similar to those of Section B Thus the factor

of safety associated with block failure mode is expected to be the same as that of Section B that

is 20 All the calculated factor of safeties are equal or higher than the minimum acceptable

factor of safety of 15 4 under steadystate seepage condition The graphical outputs that show

the critical failure surface for each analysis are included in Appendix 5

Failure ModeSection

Deep Failure Outer Shell Failure Block Failure

A 18 15 19

B 17 17 20

C 16 18

Note for each failure mode a systematic search was performed to find the critical

failure surface and the associated factor of safety

Table 4 Steadystate condition slope stability safety factors

Stability analyses under seismic loadings were performed following the pseudostatic method In

this method the effect of the design earthquake is simulated by imposing a lateral acceleration to

the failure wedge USGS seismic hazard maps published in 2008 5 for this geographic region

recommends the peak acceleration a of 016g corresponding to 2pecent probability of

exceedacne in 50 years There are different methods to determine a design lateral acceleration

coefficient a for the slope stability analysis 6 Application of Newmark sliding block

analysis has shown that earth dams with a safety factor greater than 10 using a > 05amax are

not expected to experience any large deformation during an earthquake 6 Furthermore the

1970 version of the Army Corps of Engineers Manual for the Engineering and design Stability

of earthen and rock fill dams 7 recommended a = 01g for this geographical region

Therefore the current analyses was based on a lateral acceleration a of 01g This value is

higher than 05amax = 008g calculated following Newmaks method Stability of the sections

HllntemalCLINCH RIVER PLANTStability Pond 11CRstabilityFinaldoc Page 22 of 26



was assessed using drained and consolidated undrained shear strength parameters Table 5

presents a summary of the stability analysis results for seismic condition with drained and

undrained shear strengths

Analysis Type

SectionDrained shear Undrained shear

strength strength

A 13 13

B 13 14

C 13 12

Table 5 Seismic condition slope stability safety factors

7 WARNING AND CRITICAL PIEZOMETRIC LEVELS

The stability and safety of this facility highly depends on the proper performance of the cutoff

wall and the toe drain in maintaining pore water pressures in the embankment within the design

range If the pore pressure begin to buildup in the embankment for example due to a crack in

the cutoff wall the stability of the dike will need to be reviewed The main purpose of the

quarterly monitoring program is to detect any unexplained change in the groundwater regime so

that any malfunctioning of the system can be corrected The piezometric levels and seepage flow

rates are reviewed by Geoteclmical Engineering to assure that appropriate action will be taken if

any unexplained behavior is recorded

In this section warning and critical piezometric levels have been established for the three critical

sections studied The warning and critical levels were determined by raising the phreatic surface

in each stability model and calculating the corresponding safety factor Warning level is defined

as a water level sufficiently high that can lower safety factor of the dike section to values less

than 15 The safety factors for Section A is already 15 thus any modest increase in the

piezometric levels near this section above their maximum historical levels will raise a warning

HIInternalCLINCH RIVER PLANTIStability Pond ICRstabilityFinaldoe Page 23 of 26



note Warning levels for Sections B and C were determined to be 7 ft increase from the

maximum historical water levels in the crest or toe piezometers If water level in a number of

piezometers triggers the warning level it may become necessary to conduct a new seepage and

stability assessment for dike sections near those piezometers to attain a more specific assessment

of the condition

A critical water level is a water level sufficiently high to reduce safety factors below 12 for any

portion of the dike Such condition indicates that failure of the dike may be imminent and

therefore the Geotechnical Engineering Section has to assess the condition immediately The

increase in the piezometric levels should be measured with reference to the historical maximum

water level of a piezometer Critical level for Section A was determined to be a 7 ft increase in a

piezometric level beyond its historical maximum level The critical levels for Section B were

determined to be 12 ft increase in water level for a piezometer located on the crest downstream

of the cutoff wall or 10

ft

increase in water level for a piezometer located at the toe The

critical levels for Section C were calculated to be 28 ft increase in water levels on the crest

downstream of the cutoff wall or 9 ft increase in water levels at the toe Graphical outputs of

the stability analyses of this section are presented in Appendix 5

Besides improper functioning of the cutoff wall and toe drain system other factor can influence

piezometric levels including heavy precipitation changes in the ground water regime human

error and malfunctioning of a piezometer Simultaneous increase of water levels in multiple

piezometers that continues or persists for a period of time

is usually an indication of a problem

that needs to be closely monitored and immediately assessed If a warning or critical condition is

detected by plant personnel Geotechnical Engineering Section shall be informed immediately

and monitoring of the piezometers and flow rate measurements shall be continued daily until

instructed otherwise by Geotechnial Engineering

8 LIQUEFACTION POTENTIAL

No liquefaction potential assessment has been performed for Pond 1 However based on other

studies performed on similar facilities 8 and 9 and a site specific liquefaction study performed

for Pond 2 10 at Clinch River Plant this facility is believed to have no potential for liquefaction

HantemalCLINCH RIVER PLANTStability Pond IICRstabilityFinaldoc Page 24 of 26



under the probable earthquakes that may affect this region because the magnitude of the expected

earthquake is not sufficiently strong to impose cyclic stress ratios high enough to produce

liquefaction

9 CONCLUSIONS

In this study a series of seepage and stability analyses were performed to assess the condition of

the main dike that forms the bottom ash pond 1 at the Clinch River Plant The subsurface

stratigraphy and material parameters were selected based on the data from the 2009 and 1990

subsurface investigations as well as available design documents from AEPs archives The

hydraulic conductivity of the outer shell of the dike sections was calculated based on actual static

water levels observed in the piezometers

Three idealized dike section were developed one for Pond 1A and two for Pond 1B It was

concluded that a relatively permeable horizontal layer exists in the downstream shell of the Pond

113 dike in the area modeled in Section B This horizontal layer most likely formed as a result of

segregation of fine and coarse materials during construction can direct water toward the slope

face and cause the observed seepage on the face of the dike at elevation 1533 ft Calculated

phreatic surface from the seepage analyses for all the three section showed that the cutoff wall

installed in 1991 has been effective in reducing static water levels and water pressures near the

downstream slopes

Steadystate factors of safety calculated for the dike sections were found to be 15 or higher The

calculated factors of safety under seismic condition were found to be 12 or higher Under

seismic loadings the literature recommends a minimum factor of safety of 10 when a coefficient

of lateral acceleration of a = 05amax is used 6 In this study a coefficient of lateral

acceleration of 062aax was used thus the calculated factor of safetyof 12

is acceptable The

computed hydraulic gradients near the ground surface were found to be less than 05 for all the

three sections In conclusion based on the outcomes of the seepage and stability analyses

performed slope failures piping or liquefaction at this facility is believed to be unlikely

H1lntemalCLINCI RIVER PLANTIStabiity Pond IICRstabilityFinaldoc Page 25 of 26



10 REFERENCES

1 Clinch River Plant Stability analysis of ash pond dikes American Electric Power Service

Corporation 1990

2 Summary Report Construction of cutoff wall Ash pond 1A and IB dikes Clinch River

Plant Woodward Clyde Consultant December 1991

3 Geo Studio 2007 Help Seep W 2007

4 US Army Corps of Engineers Engineering and Design Slope StabilityEM111021902October 2003

5 USGS Documentation for the 2008 update of the united states national seismic hazard

maps Open file report 20081128

6 Kramer S L Geotechnical earthquake engineering Prentice Hall 1996

7

81

9

US Army Corps of Engineers Engineering and Design Stability of earth and rockfill

dams EM111021902 1970

Zand B Tu W Amaya PJ Wolfe WE and Butalia T S An experimental

investigation on liquefaction potential and postliquefaction shear strength of impounded

fly ash Fuel Vol 88 No 7 July 2009

Gandhi S R and Dey A K Liquefaction analysis of pond ash Proceedings of the 15th

international conference on solid waste technology management Philadelphia PA Dec

1215 1999

10 Clinch River Pond 2 Closure Appalachian Power Company Clinch River Plant Final

closure subsurface investigations and design calculations January 2009

HIInternalCLINCH RIVER PLANTStability Pond ICRstabilityFinaldoc Page 26 of 26

APPENDIX 1

FACILITY LAYOUT DRAWINGS

APPENDIX 2

GEOTECHNICAL DATA REPORT

GEOTECHNICAL DATA REPORT

AEP CLINCH RIVER DIKE DRILLING

CARBO VIRGINIA

Prepared For

AMERICAN ELECTRIC POWER

Columbus Ohio

Prepared By

MACTEC ENGINEERING AND CONSULTING INC

Abingdon Virginia

MACTEC Project 3050090131

January 26 2010

7MACTEC

OMACTECengineering and constructing a better tomorrow

January 26 2010

Mr Gary F Zych


I Riverside Plaza

Columbus Ohio 43215

Phone 6147162917

Subject Geotechnical Data Report

A71P Clinch River Dike Drilling

Carbo Virginia

MACTEC Project4 3050090131

Dear Mr Zych

MACTEC Engineering and Consulting Inc MACTEC is pleased to submit our results for soil

and rock sampling piezometer installation and laboratory testing at the AEP Clinch River site in

Carbo Va Our services as authorized by Mr Timothy A Randolph of AEP were provided in

general accordance with our proposal number PROP09ABTN030 dated July 30 2009

This report reviews the project information provided to us discusses the site and subsurface

conditions encountered and presents our laboratory results The Appendices contain the Field

Exploratory Procedures a Key Sheet Test Boring Logs and Piezometer Construction Logs and the

Laboratory Test Procedures and Test Results

MACTEC appreciates this opportunity to provide our services to you and we look forward to

serving as your geotechnical consultant throughout this project Please contact us if you have

questions regarding the information presentedFor Br Otoev6

With permission

Sincerely


Ryan D Rasnake PE

Engineering Services Manager

Brian D Owens PEPrincipal Engineer

Office Manager

RDRIBDOmss

MACTEC Engineering and Consulting Inc

1070 W Main Street Suite 5 Abingdon VA 24210 Phone 2766760426 Fax 2766760761 wwwmacteccom

AEP Dike Drilling Cllnck River Site Janztaty 26 2010

JL4CTEC Project 3050090131

TABLE OF CONTENTS

Page

LIST OF TABLESivLIST OF FIGURESv10 INTRODUCTION AND OBJECTIVES 620 SUBSURFACE EXPLORATION SUMMARY730 LABORATORY SOIL TESTING SUMMARY940 PIEZOMETER INSTALLATION SUMMARY10TABLES

FIGURES

APPENDIX A FIELD EXPLORATORY PROCEDURES

APPENDIX B KEY TO SYMBOLS AND DESCRIPTIONSTEST BORING RECORDS

APPENDIX C PIEZOMETER INSTALLATION LOGS

APPENDIX D LABORATORY SOIL TEST RESULTS

iii

AEPDike Drilling Clinch River Site Janttary26 2010

AMCTEC Project 3050090131

LIST OF TABLES

Table

1 Table 21 Test Boring Summary

2 Table 31 Summary of Laboratory Testing Program

3 Table 41 Piezometer Installation Summary

iv

4EP Dike Drilling Clinch River Site January 26 2010

AL4CTECProject 3050090131

LIST OF FIGURES

Figure

1 Figure 1 Site Location Map

2 Figure 2 Boring Location Plan

v

AEP Dike Drilling Clinch River Site Janua y 26 2010


10 INTRODUCTION AND OBJECTIVES

This report presents the findings of our subsurface exploration and laboratory testing recently performed

for the existing Ash Dike at the American Electric Power AEP Clinch River Plant in Carbo Virginia

We were selected by Mr Timothy A Randolph on behalf of American Electric Power AEP to perform a

subsurface exploration at the existing Ash Dike at the AEP Clinch River Plant

The objectives of our subsurface exploration was to gather information including field test data and

laboratory test data about the site and subsurface conditions that could be used by AEP in their analysis of

the existing Ash Dike at the Clinch River Plant An assessment of site environmental conditions or an

assessment for the presence or absence of pollutants in the soil bedrock surface water or ground water

of the site was beyond the proposed objectives of our exploration Therefore any statements in this

report or attachments regarding color odor or unusual items or conditions are for information purposes

only

6

AEP Dike Drilling Clinch River Site January 26 2010


20 SUBSURFACE EXPLORATION SUMMARY

Subsurface conditions were explored with twelve widely spaced test borings drilled at predetermined

locations at the site in general accordance with the procedures presented in Appendix A The boring

locations and depths were determined according to information provided by Mr Gary Zych of AEP Our

geotechnical engineer established the actual boring locations in the field by taping distances and

estimating angles relative to onsite landmarks Therefore the boring locations shown on the Boring

Location Plan Figure 2 should be considered approximate

Subsurface conditions encountered at the boring locations are shown on the Test Boring Records in

Appendix B These Test Boring Records represent our interpretation of the subsurface conditions based

on the field logs and visual examination of the field samples by one of our engineers The lines

designating the interfaces between various strata on the Test Boring Records represent the approximate

interface locations

The refusal materials in eight of the borings were explored using NQ rock coring procedures The

Recovery Ratio and Rock Quality Designation RQD of the recovered rock core samples were estimated

in the laboratory during visual classification The Recovery Ratio is defined as the percentage ratio

between the length of core recovered and the length of core drilled on a given core run RQD is defined

as the percentage ratio between the sum of lengths of moderately hard or better core recovered that are at

least 4 inches in length to the length of core drilled on a given core run Recovery Ratios and RQD values

are shown on the Test Boring Records in Appendix B The recovery ratios ranged from 0 to 98 percent

and the RQD values ranged from 0 to 92 percent

A summary of the total depth depth of fillash soils depth of residualalluvial soils and depth to bedrock

encountered in the borings is shown below in Table 21

7

AEP Dike Drilling Clinch River Site


January 26 2010

Table 21

Test Boring Summary

Top ofTotal

DepthThickness of

Depth Elevation

Boring Date GroundDepth

of Fill

AlluvialResidualto Top of Top of

Number Completed Elevfeet

Soils

Soils feetof Rock Rock

feet feet feet feet

B0901 922009 156966 839 700 80 788 149086

B0902 9142009 151481 290 76 164 240 149081

B0903 8312009 15600 801 708 43 751 148490

B0904 9162009 156914 888 750 38 788 149034

B0905 9142009 156914 300 300 NE NE NE

B0905A 9222009 156914 800 800 NE NE NE

B0906 932009 151815 350 214 65 300 148815

B0907 9152009 15670 855 700 105 805 148650

B0908 9112009 156763 895 715 129 846 148303

B0908A 982009 156763 218 218 NE NE NE

509088 982009 156763 195 195 NE NE NE

B0909 9112009 151935 388 205 133 338 158555

Note Depths are in feet below ground

surface

Locations and elevations for borings 35 5APrepared by RDR on 121109

7 8A and 8B were estimated based onChecked by BDO on 121109

borings 0904 and 0908

NE Not Encountered

8

AEPDike Drilling Cinch RiverSite Jajnrary262010

IMCTEC Project 3050090131

30 LABORATORY TESTING SUNS ARY

Samples obtained during drilling were transported back to the MACTEC Abingdon VA laboratory for

testing Laboratory testing was performed on soil samples selected by AEP The laboratory testing

program consisted of natural moisture tests plasticity index tests gradation tests with hydrometers

permeability tests consolidation tests triaxial compression tests and dry density tests The results of the

laboratory testing are presented in Appendix D and summarized in Table 31 below

Table 31 Summaryof Laboratory Testing Program

No Test Results

Test Type Test

StandardTests

Value RangeType

Units

Moisture Content ASTM D 2216 25 115319

Atterberg Limits Liquid Limit ASTM D 4318 12 310460

Plastic Limit ASTM D 4318 12 200260

Plastic Index ASTM D 4318 12 70210

Gradation Analysis

wPI drometerASTM D 422 1 I

See Appendix

C

Permeability of Soils ASTM D 5084 3

2589y

11008 cms

Consolidation Tests ASTM D 2435 3 008019 CASTM D 2435 3 01

Cr

ASTM D 2435 3 179525 Pksf

Triaxial Compression Tests ASTM D 4767 5000085 Cksf

ASTM D 4767 5 1770 3650 Ddeg

Dry Density of Fly Ash ASTM D 7263 2 5977 6902 pef

Prepared By RDR 121112009

Checked By BDO 12112009

9


A 4CTEC Project 3050090131

40 PIIEZOMETER INSTALLATION SUMMARY

Eight groundwater piezometers were installed under the supervision of a MACTEC professional during

September 2009 at the AEP Clinch River Site in Carbo Virginia Piezometers were installed after the

completion of drilling activities All piezometers were constructed using a sand pack consisting of DSl

GP2 sand extending approximately one foot below the screened interval and approximately two feet

above the screened interval ENVIROPLUG medium bentonite pellet seals were placed approximately

two feet above the sand pack and below the surface of bedrock Annual space was grouted with Volclay

grant to ground surface for each well In borings containing two piezometers an ENVIROPLUG medium

bentonite pellet seal of approximately five feet was placed two feet above the lower screen to

approximately one foot of the bottom of the upper screen A summary of the well installation and screen

length is presented in Table 1 Piezometer installation logs are included in Appendix C

Table 41

PILE ZOMETER Installation Summary

Elevation Elevation of

Total Top ofBottom Elevation

of 24HRBoring Date

Depth Screenof of Top of

Bottom GroundwaterNumber Installed

feet feetScreen Screen

of Screen Level feetfeet feet

feet

B0901 922009 665 70 660 156266 150366 154766

B0901 922009 789 735 784 149616 149126 154766

B0902 9142009 220 70 220 150781 149281 150951

B0904 91162009 778 60 778 156314 149134 156114

B0906 932009 290 60 290 151215 148915 150685

B0908 9112009 670 70 670 156063 150063 151823

B0908 9112009 834 760 834 149163 148423 151823

B0909 9112009 320 70 320 151235 148735 149175

Note Depths in feet Prepared by RDR on 121009

below ground surface Checked by BDO on 121109

Lockable steel well casing protective caps were installed at each location Wellcaps were extended

approximately 3 foot above ground surface and set in concrete cement One protective bollard was set

approximately 3 foot from each well in general accordance with ASTM D5787

10



FIGURES

FlLE P200930520131ccad0131Fg 1site location plondxg

NOTE DeLorme Topo USA 70

AEP Dike Drilling

Carbo VA

DRAWN BYDAZE RDR12510 CHECKED BYDATE EDO12510

DRAWING NOT TO SCALE

MACTECMACFEC Engineering and Consulting no1070 West Main Street Suite 5


APPROVED BYDATE BAD12510

SITE LOCATION

PLAN

PROJECT NO3050090131 FIGURE 1

MLE P200930500131acad0131 fig 2 boring location plandwg DRAWN BYBATE RDR12510 CHECKED BYOATH 50012510 APPROVED 5YDATE BD012510

r

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INOTE Drawing provided by others DRAWING NOT TO SCALE

f MACTE C BORING LOCATIONAEP Dike Drilling PLAN

Carbo VAMACTEC Engineering and Consulting Inc

1070 West Main Street Suite 5 PROJECT NOAbingdon Virginia 24210 3050090131 FIGURE 2

AEP Dike Drilling Clinch River Site Janurry 26 2010


APPENDIX A

FIELD EXPLORATORY PROCEDURES



FIELD EXPLORATORY PROCEDURES

Soil Test Boring

All boring and sampling operations were conducted in general accordance with ASTM D 1586

The borings were advanced by mechanically turning continuous steel hollowstein auger flights

into the ground At regular intervals soil samples were obtained with a standard 225inch ID

2inch OD splittube sampler The sampler was first seated 6 inches to penetrate any loose

cuttings and then driven an additional foot with blows of a 140pound hammer falling 30 inches

The number of hammer blows required to drive the sampler the final foot of penetration was

recorded and is designated the standard penetration test SPT resistance Proper evaluation of

the penetration resistance provides an index to the soils strength density and ability to support

foundations

Representative portions of the soil samples obtained from the splittube sampler were sealed in

glass jars and transported to our laboratory where they were examined by our engineer to verify

the drillers field classifications Test Boring Records are attached graphically showing the soil

descriptions and penetration resistances

Undisturbed Sampling

For quantitative testing relatively undisturbed samples are obtained by pushing sections of thinwalled

steel or brass tubing Shelby tube into the soil at the desired sampling levels This procedure isdescribed by ASTM Specification D 1587 Each tube is carefully removed from the ground sealed

and transported to the laboratory for specialized testing Locations and depths of undisturbed samples

are shown on the Test Boring Records

Rock Coring

Prior to coring casing is set in

the hole drilled through the overburden soils if necessary to keep the

bole fiom caving Refusal materials are then cored according to ASTM D 2113 using adiamondstuddedbit fastened to the end of a hollow doubletube core barrel This device is rotated at high

speeds and the cuttings are brought to the surface by circulating water Core samples of the material

penetrated are protected and retained in the swivelmounted inner tube Upon completion of each core

AT

AEA Dike Drilling Clinch River Site Jarusary 26 2010


run the core barrel is brought to the surface the core recovery is measured the samples are removed

and the core is placed in boxes for transportation and storage

The core samples are returned to the laboratory where the refusal material is identified and the percent

core recovery and rock quality designation are detennined by a soils engineer or geologist The

percent core recovery is the ratio of the sample length obtained to the depth drilled expressed as a

percentThe rock quality designation RQD is obtained by summing up

the length of core recovered

including only the pieces of core that are 4 inches or longer and divided by the total length drilled

The percent core recovery and RQD are related to the soundness and continuity of the refusal material

Refusal material descriptions recoveries and the bit size used are shown on the Test Boring

Records

The NQ and NX sizes designate bits that obtain rock cores 178 and 218 inches in diameter

respectively

Water Level Measurements

Water level readings and caved depths are measured in completed borings as noted on the Test Boring

Records These water level readings indicate the approximate location of the ambient groundwater

table at the time of our field investigation In some instances the caved depths may possibly indicate

groundwater activity

The time of boring water level reported on the Test Boring Records is

determined by field crews as the

drilling tools are advanced Additional water table readings are generally obtained approximately one

day after the borings are completed The time lag is used to permit stabilization of the groundwater

table that has been disrupted by the drilling operations The readings are taken by dropping a weighted

line down the boring or using an electrical probe to detect the water level surface


AIL1CTECProject 3050090131

APPENDIX B

IIY TO SYMBOLS AND DESCRIPTIONS

TEST BORING RECORDS

MA

JOR

DIV

ISIO

NS

GR

OU

PS

YM

BO

LS

TY

PIC

AL

NA

ME

SU

ndis

turb

ed

Sa

mp

leA

ug

er

Cu

ttin

gs

L

GW

Well

gra

ded

gravels

gra

vel

sand

Sta

ndard

Pe

ne

tra

tio

nT

est

Bulk

Sa

mp

leC

LE

AN

mix

tures

little

or

no

fines

GR

AV

ELS

GR

AV

ELS

Little

orno

fines

a

fl

GP

Poorly

gra

ded

gra

vels

or

gra

ve

sand

Rock

Co

reC

randall

Sa

mp

ler

More

than

50

of

mix

tures

little

or

no

fines

coars

efractio

n

is

n

LA

RG

E

R

GR

AV

ELS

°

GM

Silty

gravels

gra

vel

sand

silt

mix

tures

Dilato

mete

rP

re

ssu

re

Me

ter

a

siz

eN

o

4s

WIT

HF

INE

SC

OA

RS

EG

RA

INE

DA

pprecia

ble

GC

Cla

yey

gravels

gra

vel

sand

cla

yP

acker

QN

oR

eco

ve

ry

SO

ILS

am

ount

offines

mix

tures

More

than

50

of

mate

ria

lis

SW

Well

gra

ded

sands

gravelly

sands

little

or

Wate

rT

ab

leattune

of

drilling

1

Wa

ter

Ta

ble

afte

r2

4h

ou

rs

LA

RG

ER

than

No

CLE

AN

XX

no

file

s

200

sie

ve

siz

eS

AN

DS

More

than50

of

SA

ND

SLittle

or

no

fines

SP

Poorly

gra

ded

sands

or

gravelly

sands

Ca

ve

dL

eve

la

fte

r2

4H

ou

rs

coars

efractio

n

is

litt

le

or

no

fines

SM

ALLE

Rth

an

the

No

4

Sie

ve

SA

ND

SW

ITH

SM

Silty

sands

sand

silt

mix

tures

Siz

eF

INE

S

Apprecia

ble

am

ount

of

fines

SC

Cla

yey

sands

sand

cla

ym

ixtu

res

Inorganic

silts

and

very

fine

sands

rock

flo

ur

Correla

tion

of

Dyn

am

icC

on

eP

en

etr

atio

nR

esis

tan

ce

with

ML

silty

of

cla

yey

fine

sands

or

cla

yey

silts

and

with

slight

pla

sticity

De

nsity

an

dC

on

sis

ten

cy

Pie

dm

ont

Re

sid

ua

lS

oils

SIL

TS

AN

DC

LA

YS

inorganic

lays

of

tow

tom

ediu

mpla

stic

ity

SA

ND

GR

AV

EL

SIL

TC

LA

Y

Liq

uid

lim

itLE

SS

than

50

CL

gravelly

cla

ys

sandy

cla

ys

silty

cla

ys

lean

cla

ys

No

ofB

low

sR

ela

tive

Density

Na

of

Blo

ws

Co

nsis

ten

cy

FIN

E

GR

AIN

ED

Org

anic

silts

and

org

anic

silty

cla

ys

oflo

w04

Ve

rLo

ose

5

02

Very

So

ftry

OL

SO

ILS

pla

stic

ity

510

Lo

ose

34

So

ft

More

tita

n50

of

inorganic

silts

mic

aceous

ordia

tom

aceous

1130

Firm

58

Firm

materia

l

is

SM

ALLE

Rth

an

MH

fine

sandy

or

silty

soils

ela

stic

silts

3150

De

nse

915

Stiff

No

200

sie

vesiz

eS

ILT

SA

ND

CLA

YS

Over

50

Very

De

nse

1630

Very

Stiff

CH

Inorg

anic

cla

ys

of

hig

hpla

stic

ity

fat

cla

ys

Liq

uid

lim

itG

RE

AT

ER

than

50

3150

Ha

rd

Org

anic

cla

ys

ofm

ediu

mto

hig

hO

ve

r5

0V

eH

ard

OH

i

l

ii

il

ty

org

an

cs

p

ast

c

ts

HIG

HLY

OR

GA

NIC

SO

ILS

NO

1

PT

Peat

and

oth

er

hig

hly

org

anic

soils

BO

UN

DA

RY

CLA

SS

IFIC

AT

ION

SS

oils

possessin

gcharacte

ris

tics

oftw

ogroups

are

desig

nate

d

by

com

bin

ations

of

gro

up

sym

bols

KE

YT

OS

YM

BO

LS

AN

DS

AN

DG

RA

VE

LS

ILT

OR

CLA

Y

M

di

CF

iF

i

e

Co

Cobble

sB

ould

ers

DE

SC

RIP

TIO

NS

e

um

oars

ene

n

31

4

3

12

No200

No40

No10

No4

US

ST

AN

DA

RD

SIE

VE

SIZ

E

j

MA

LT

EG

Refe

rence

The

Unifie

dS

oil

Cla

ssific

ation

Syste

mC

orp

sof

Engin

eers

US

Arm

yT

echnic

al

Mem

ora

ndum

No

3357

Vol

1

Marc

h1953

Revis

ed

April

1960

SOIL CLASSIFICATION L E SAMPLES PLG6 N>L LL

AND REMARKSEG

LE T

N COUNT

FINES

F VDE

YSEE KEY SHEET FOR EXPLANATION OF N N

Pti

SPT bpfSYMBOLS AND ABBREVIATIONS USED BELOW D ft

TE

1569 610 20 30 40 50 60 70 80 90 100

FILL Hard Red to Brown CLAY CL with Silt and Rock

Fragments Moist SS1 51226

N = 38

UD1 REC=20Stiff to Very Stiff Brown Silty SAND SM with Sand and

Rock Fragments Moist

4 5656 SS2 1196N = 15

UD2 RECI1

SS3 1377

N = 14105596

UD3 REC=12

SS4 7108

N =18

6 T 4 C8 15554 LDRE 1

5S5 756N= 11

LTD5 IBC1 A5496 20

SS6 345

C1D6 REC=11

5446 SS7 745 25

N=9

UD7 REC=20

SS8 677N 14

05396 3

UD8 REC=13

SPOIL Finn to Loose Dark Brownish Gray Silty SANDSS9 456

N=11SM with Coal Fragments Moist

355346 UUD9 REC=22

FILL Very Stiffto Hard Brown to Gray Silty CLAY SS10 215CIK with Rock Fragments Coal and Sand Wet to Moist N = 6

UD10 REC17

405296

SS11 889N = 17

UD

II

REO=20

45NOTE Rock Fragments More Evident at 4451 to 450

5246 SS12 7

N=91 6

UD12 REC=16

5513 5612

c otir1

0 10 20 30 40 50 60 70 80 90 100

DRILLER TriState Drilling

EQUiPIYEENT CML 75 Truck Rig

METHOD 325 IISA

NO RT II IN G 3522496982

FASTING 10403787 283

LOGGED BY Jon McDaniel

CHECKED BY Ryan Rasnake eme

THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL

SOIL TEST BORING RECORD

BORING NO B0901

PROJECT AEI Clinch River Dike Drilling

LOCATION Carbo Virginia

DRILLED September 2 2009

PROJECT NO 3050090131

OMACTECPAGE 1 OF 2

DEPTHft

50

55

60

65

r

70

SOIL CLASSIFICATION L ISAM PLES PL l NM LLM

AND REMARKS EG

L

EI

TNCOUNIT

A FNESE V

DY

SEE KEY SHEET FOR EXPLANATION OF N Py c b SPT bpf

SYMBOLS AND ABBREVIATIONS USED BELOW D ftT

E

519 6

10 20 30 40 50 60 70 80 90 100

TILL Very Stiffto Hard Brown to Gray Silty CLAYCII with Rock Fragments Coal and Sand Wet to Moist UD13 REC=07

SS14 111111

N =27

= 555146 UD14 REC 16

SS15 467N=13

NOTE 10 Gallons fo Water Put in Hole at 580 Below

Ground Surface to Clean Augers Because Steel Kept GettingUD15 REC=05

ers wont CutStuck in Hole and Au 60g 5096

SS16 151112

N =23NOTE Tube Refusal at 09 UD16 REC=09

SS17 879N = 16

655046

UD17 REC=15

Stiff Reddish Brown Silty CLAY CH with Large RockFragmentsMoist SS18 747N = 11

70

Firm Light Gray to Brown Silty CLAY CH with Sand4996

Moist UDIS ILEC=20

Stiff Brown Sandy SILT ML with Clay Moist SS19 345N=9

= 75

Very Dense Gray Silty SAND SM with Rock Fragments4946 UD19 REC 19

WetSS20 1115x04

Very Hard Gray Highly Weathered SHALE HWR WetM i l T T b

SS21 5016

ater a eoo Hard for a UDNOTE u

c BGS onl t 78 l G d S f9 BA R f a e ow roun ur a eusauger e

9220094896 SO

Moderately Hard ray ose otnt pacing Moderately

Weathered SHALE RC1 REC=7$RQD=42

Coring Terminated at 839 Below Ground Surface BGS on

91212009 4146 85

Boring Terminated at 839 Below Ground Surface BGS on

9212009

904796

954746

deo Fr10 20 30 40 50 60 70 80 90 1

DRILLER TriStateDrilling

EQUIPMENT CME 75 Truck Rig

METHOD 325 HSA

NORTHING 3522486982

EASTIN G 10403787283

LOGGED BY Jon McDanielr•

CHECKED BY Ryan Rasnake ••t•

THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAYBE GRADUAL


BORING NO B0901

PROJECT AEP Clinch River Dike Drilling



PROJECT NO 3050090131 PAGE 2 OF 2

DEP

THf1

0

1 5

10

h is

x20

SOIL CLASSIFICATION L E SAMPLES PL 1 NM pro LL

AND REMARKSE

EI

NCOUNT•0

A FINES

V ET

SEE KEY SHEET FOR EXPLANATION OF NI i

P ° p b i SPT bpfSYMBOLS AND ABBREVIATIONS USED BELOW D ft

514 5

TE

10 20 30 40 50 60 70 N 90 100

Crushed Stone

ASH Very Stitt Grayish Brown Sandy SILT ML withSS1 434

Coal and Rock Fragments Moist to Wet UD1N = 7

RFC=05

SS2 131410N = 24

1 5098UD2 REC=20

Finn Brownish Gray Sandy SILT ML with Coal and

W SS3 333etRock Fragments

ALLUVIUM Finn Brownish Gray Sandy SILT ML N = 6

with Highly Weathered Rock Fragments Trace of Clay Wet UD3 REC=225048 l0

Very Soft Gray SILT ML with Sand and Small Rock

Fragments Wet SS4 000

NOTE Last Spoon Blow Drove Spoon an Extra D5

in

Soft N = 0

Material

Very Soft Dark Brown to Black Sandy SILT ML with UD4 REC=17

Organics Wet15

NOTE Materials

In Augers Water Introduced to Get Tools499 8

Back in Augers Use Piston Sampler SS5 013

Firm Light Gray Silty CLAY CH with Brown Water N = 4Staining Throughout and Root Fragments and Mica Moist to

5 REC°0 7Wet

Very Soft Brown to Gray Silty CLAY CII with Water

WetStainin and Or anics 20g g 4945 SS6 000N=0

Finn Gray Silty SAND ML Wet UD6 REC=16

Very Hard Gray Highly Weathered SHALL IIWR MoistSS7 1122503

Soft Gray Moderately Close Joint Spacing Moderately

Weathered SHALL 0 to 30 Degree JointInclination 4898 25

RCI REC=86RQD=26

Auger Refusal at 240 Below Ground Surface BGS on30

91412009 4848


9142009


91412009

354798

404748

454698

drAq0 1



METHOD 325 HSA

NORTHING 3522383518

EASTIN G 10403 874406

LOGGED BY Jon McDanielr••

CIECIGED BY Ryan Rasnake •+•R



BORING NO B0902




PROJECT NO 305 0090131 PAGE 1 OF 1

SOIL CLASSIFICATION L E SAM PLES PL LL

AND PFNLARKS EG

LE

I

TNCOUNT

FINESV

D

SEE KEY SHEET FOR EXPLANATION OF N C P SPT bP 1SYMBOLS AND ABBREVIATIONS USED BELOW D ft T

E560 1 0 2 0 3 0 4 0 5 0 60 7 0 8 0 9 0 10 0

FILL Stiff Grayish to Reddish Brown SILT ML with

Rock Fragments Moist to Wet SS1 71110 i

lp

N=21

Soft Brown SILT ML with Rock Fragments WetUD1 REC=10

555 0 SS 2 4 2 15N=3

Very Stiff Brown SILT ML with Rock Fragments WetUD2 REC=l0

5S 3ASH Soft Dark Gray to White Sandy SILT ML Wet

550 0

119N=10

10

1JD3 REC=17

SS4 311

N=2

1545 00UD 4 REC=1 3 15

SS5 011NNOTE No RecoveryBegan Using Piston SamplerUD5 No Recovery

540 0Finn to Soft Dark Gray Sandy SILT ML Wet

20

SS6 01i

N=2

UD6 REC=20

535 0 SS 7 1 1 125N = 2

UD7 REC=20

Very Loose Gray Silty SAND SM WetSS8 00I

0 N = 1NOTE White Streaks at 284 to 286

053 30

UD8 REC20

Firm Gray to Light Gray Sandy SILT ML WetSS9 1

N=5NOTE 326 to 329 Contains Stiff Sandier Material

5250 UD9 REC=20 35

SS10 232 4 0

5Loose Light Gray Silty SAND SM Wet

UDIO REC20

5200 40

SS11 241Soft to Finn Light to Gray Sandy SILT ML with Rock N = 5Fragments Wet

UD11 REC=15

SS 0 05150 12 3 45

N = 3

UD12 REC=20

Very Soft Light Gray SILT ML with Rock Fragments

Trace of Sand WetGinn

L SSl3 000

0 10 20 30 40 50 60 70 SO 90 100



METHOD 325 HSA

NORTHING 352221929

EASTBNG 1040329395


CHECKED BY Ryan Rasnake iE

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL

BORING NO B0903



DRILLED August 31 2009


IMACT IC

PAGE 1 OF 2

DE

P

THft

50

1 55

60

65

1 70

90

k 95

100

SOIL CLASSIFICATION L E SA1•IPLES PL °i° NM LL

AND REMARKSEG

LE T

COUNTA FINES

E VDE

Y

SEE KEY SHEET FOR EXPLANATION OF N P w SPT bpiSYMBOLS AND ABBREVIATIONS USED BELOW D ft T E r

51010 20 30 40 50 60 70 SO 90 100

Loose Light Gray Silly SAND SM with RockUD13 REC=L6

Fragments Trace of Clay Wet

Stiff Dark to Light Gray Sandy SILT ML with Rock

Fragments WetSS14 333

N=6UD4 REC=155050 55

SS15 0010

N =10

UD15 REC=18

60

Very Soft Light to Dark Gray Clayey SILT NISI with

5000

Rock Fragments Sand and Organics Wet SS16 060N=0

UD16 REC=12

Loose Brownish Gray Clayey SAND SC with Silt and

Rock Fragments Wet4950 SS17 014 65

N=5Firm Gray Clayey SILT MB with Rock Fragments and

Sand Wet to MoistUD17 RFC=17

SS18 003

N=37

Loose Gray Silty SAND SM with Rock Fragments and4900

UD1 S REC=080

Clay Wet

RESIDUAL Hard Gray Sandy SILT ML wtih Rock

Fragments MoistSS19 51013

N = 23Very Bard Sandy CLAY CL with Rock Fragments SS20 5015

5Moist 4850

NOTE Spoon Sample Taken Because Rig Lifting Off

Ground On AugersMaterials Too Hard to Push Tube

Moderately Hard ray ose oint pacing i o erate yRC I REC=98°

Weathered SHALE RQD=30450 0 80

Auger Refusal at 751 Below Ground Surface BGS on

9112009

Rock Coring Terminated at 801 Below Ground Surface

BGS on 91112009

Boring Terminated a 501 Below Ground Surface GIGS on

91112009

4750 85

904700

954650

ncn n

0 10 20 30 40 50 60 70 80 90 100



METHOD 325 HSA

NORTHING 352221929

EASTING 1040329298


CHECKED BY Ryan Rasnake nR


BORING NO B0903



DRILLED August 31 2009

PROJECT NO 3050090131THIS RECORD IS A REASONABLE INTERPRETATION OF

LOCS CONDITIONS THE E

•IMACTECLOCATION SUBSURFACE CONDITIONSS ATAT OTHERERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL

PAGE 2 OF

2J

DEP

THft

0

10

15

20

R

SOIL CLASSIFICATIONAND REMARKS

SEE KEY SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS USED BELOW

LE

E

ND

EL

V

ft

569 1

S

ENT

AMPLESNCOUNT

P e72

E

P NM LL

SPT bpf

10 20 30 40 50 60 70 80 90 100

TOPSOIL551 510$

FILL Very Stiff to Hard Reddish Brown to Brown Silty N 18CLAY CL with Sand Mica and Weathered Shale

Fragments Moist 552 7911

N = 20

5641 SS3 91619 5

N =35

SS4 91213

N=25LIDI REC=14

Stiff Tan to Brown Silly CLAY CL with Weathered 155914SS5 I149710

Shale Mo ist N = 56Soft Gray Clayey SILT MI1 with Highly Weathered

Shale Fragments MoistUD2 REC=20

FILL Very Stiff Reddish Brown Clayey SILT ML with

Weathered Rock Fragments and Mica Moist 5541 556 61112 15

N=23

UD3 REC=15

5491 SS7 5912 20

Very Stiff Grayish Brown Silty CLAY CL with UD4 N =21Weathered Shale Frawwnents Moist

IF o SS2REC00

ASH Firm Grayish Brown Silty SAND SM with Coal Bg 91715

and Rock Fragments Moist N = 32

FILL Soft Brown Silty CLAY CL with Shale SS9 533

Fragments Moist1544 14N = 6

cNOTE UD 4 had No Recovery

ASH Loose to Very Loose Grayish Brown Silty SAND LID5 REC=20

SM with Coal and Rock Fragments Moist to Wet

5510 311

NOTE Wet from 283 and Below N 2•

Very Stiff Gray Fine Sandy with fine CoalY ML 5391LID6 No Recovery

30

Fragments WetSS11 1195

FILL Very Stiff to Stiff Brown to Gray Silty CLAY CL N = 17with Weathered Rock Fragments Wet to Moist

UD7 REC=19

5341 SS12 356 35

N = 11

UD8 REC=11

NOTE SS Used Because of Difficult Angering

SS13 546 q

l•5241 N = 10 40

Very Stiff Brown to Gray Throughout Clayey SILT ML SS14 61010

with Weathered Shale Fragments and Organics Moist N = 20

5515 6814NOTi Material Encountered Very StiffUsed SS to Get Nt 22Recovery

152414UD9 REC=I245

Very Stiff Reddish Brown to Brown Throughout Silty

CLAY CL with Highly Weathered Shale Frag rents and SS16 9313

Organics Moist to Wet N = 22

UD10 REC=22

ata i

0 10 20 30 40 50 60 70 80 90 100



METHOD 325 HSA

NORTHING 3522130379

EASTING 10403332818


CHECKED BY Ryan Rasnake

ZPTHISRECORD IS A REASONABLE INTERPRETATION Or

SUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAYBE GRADUAL


BORING NO B0904




PROJECT NO 3050090131 PAGE 1 OF 2

40rMACTEC

I

SOIL CLASSIFICATION L ESAMPLES P

0iaNM •i i

AND REMARKS E

GLE

I

TNCOUNT

A FINES

E VD

Y

SEE KEY SHEET FOR EXPLANATION OF N N P SPT bpfSYMBOLS AND ABBREVIATIONS USED BELOW D ft

TE •

1

19 1410 70 30 40 50 60 70 80 90 100

Very Stiff Reddish Brown to Brown Throughout Silty5

CLAY CL with Highly Weathered Shale Fragments and SS17 6610

Moist to Wet IN = 16

C=13

SS18 4913 555

N=22UD12 REC=09

5S19 368

NOTE UD 13 had No RecoveryTube was Bent During N =14

Pushing 5091 UD13 No Recovery 60

Ilard Brown Silty CLAY CL with Highly Weathered

Shale Fragments Moist SS 20 54916

=65Stiff to Very Stiff Brown to Gray Silty CLAY CL Willi

SS21 246Highly Weathered Shale Fragments and Organics Wet N = 10

655041 UD14 REC=07

SS22 12710

N = 17

Stiff Tan Clayey SILT ML with Weathered Rock

Fragments and Organics Wet SS23 366

Stiff Grayish Brown CLAY CL with Silt and Mica Gv 1270Moist 4991

Stiff Brown Clayey SILT ML with Weathered Rock UD 15 REC=23

Fragments Moist

Stiff Brown Silty CLAY CL With Weathered RockSS24 458

Fragments Moist N = 13

LID 16 REC=22ALLUVIAL Very Loose Gray Coarse SAND SM with

4941 75

Silt Wet LSS25 000 I

IN = 0Very Hard Dark Gray Highly Weathered SHALE HWR SS26 245012

l i H l BN TE SS U d B R h M iecause ater n e ottomse oug a oONo RLCUVERY rote Data rom an

h d i Sh l i h J il

4891 8o

e Material Not Recovere a e w t o ntin this Ho e t s

Inclinations Between 75 and 95 Degrees from Horizontal RC1 REC=0°

RQDO

Dark Gray Moderately Close Jointing ModeratelySoft

J i t I li ati of75 to 90 DeW th d SHALE 5n nc n on greesea ere o 4841 8

RC2 REC=62RQD=0


9172009 0


4791 9

9172009

Begin Coring at 788 Below Ground Surface BGS con

911712009

Boring Terminated at 8B8 Below Ground Surface BGS on

9172009

474 95

Lot

0 10 20 30 40 50 60 70 80 90 100


CQUIPMENT CME 75 Truck Rig

METHOD 325 HSA

NORTHING 3522 130379

FASTING 10403332813


CHECKED BY Ryan Rasnake RPR


SUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFER

INTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0904





1MACTECPAGE 2 OF 2

DE

P

TH00

5

i 10

15

20

30

` 50

SOIL CLASSIFICATION L E S AMPLES PL NM LL

AND REMARKS E0

L

EI

TNCOUNT o ern

A FINES

E VDE

SEE KEY SHEET FOR EXPLANATION OF N P f SPT bpiSYMBOLS AND ABBREVIATIONS USED BELOW D II

TL

69 1

10 20 30 40 50 60 70 80 90 100

ASH Firm Brown Sandy SILT ML with Rock5

anicsuents and Or MoistFra SS1 466gmVe Stiff Brown Sill CLAY CL with Rock Fra ments N = 12

ry y gMoist

SS2 111512VeryStiff Yellowish Brown Sandy SILT ML with N = 25Sandsone Fragments Moist

Y

ll

iV h B ClS iff Il d SILT ML 54 1 SS 3 9 16 14e rownery ar ow ayeyt to s 5 5with Sand Rock Fragments and Organics Moist N = 30

SS4 131721

N=38NOTE Blow Counts Too High for 150 Sampes Switlrced

from 725 SSA to 325 ESA at 90 SS5 132318

1

N =41559 10

SS6 898N =17

UD1 1tEC=17

NOTE UD2 Only Pushed to 175 Due to Stiff Material

4 4 5 0155 10SS7 I 15

N = 15

UD2 EEC=t4

NOTE UD3 Only Pushed 19 Due to Stiff Material

SS8 91313

N7605491 2

UD3 REC=17

SS9 173221

N = 53NOTE No 1JA Because Too Hard at 240 to 260

44 1 10SS 9 13 22 25 5N = 35

Very Hard Yellowish Brown Clayey SILT ML with

Rock and Coal Fragments Moist SS11 252823

NOTE No UD Because Too Hard at 280 to 300 N = 51NOTE SS12 had No RecoveryOnly Gray Powder SS12 10155025NOTE SPT Refusal on Lnneslone Fragments at 300

Below Ground Surface BGS Difficult Drilling Encountered 5391SS13 50115

30

at 295 r 1 0

Auger a usa at a ow jzcund ur ace on

91512009


91 5120 0 9

5341 35

405291

45

1524105101

0 10 20 30 40 50 60 70 80 90 100


EQUIPMENT CME 550X Truck Rig

METHOD 225 SSA 00 to 60 325 HSA 60to 300

NORTIZING 3522130379

BASTING 10403332818

LOGGED BY Nick Smith



SUBSURFACE CONDITIONS AT TEE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFER

INTERFACES BEWEEN STRATA ARE APPROXIMATE

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0905





OMACTECPAGE IOF1

D

I 10

5D

SOIL CLASSIFICATION L E S AM PLES PL NM LL CAND REMARKS E

4L

I

NCOUNA FIN ES

E VD

T

SEE KEY SHEET FOR EXPLANATION OF N E P SPT bp f

SYMBOLS AND ABBREVIATIONS USED BELOW D 11 TE

1569l O 20 3 0 4 0 5 0 6 0 70 8 0 9 0 1

0 0

Auger Probed to 300 Below Ground Surface BOS No

SCompleted

564 1 S

559 1 1 0

554 1

15

544 1 2 0

544 1 5

ASH Very Stiff Yellowish to Reddish Brown Clayey5391 30

SILT MH with Rock Fragments and Organics Moist SSI 678N=15

NOTE Only Rushed 80 Don to Very Stiff Material

Very Hard to llard Yellowish Brown to Brown ClayeyUD1 REC=06

SILT ML with Rock Fragments Moist SS2 162034

534 1

N =5435

NOTE Onl Rushed 4 5 D Vt H d M t i ly ue o ery ar a er a

Hard Yellowish Brown Shale and Sandstone FragmentsUD2 REC=04

Moist SS3 183423

N=57

52 1 4NOTE Difficult Augering Encountered from 360 to 4409 0

Below Ground Surface BGS 554 211716

N = 33Very Stiff to Hard Brown to Tan Clayey SILT ML with

Rack Fragments and Coal Moist SS5 281810

N = 28NOTE Difficult Drilling with Augers Becoming Light

524 1 SS 6 1 431153 5

N=28

557 101725

Dense Dark Gray Silty SAND SM with Coal Fragments N = 42Moist41a 1

UD3 REC=11

0 10 20 30 40 50 60 70 80 90 100


EQUIPMENT CME SSOX Truck Rig

METHOD 225 SSA 00 to 80 32511 HSA 60 to 800

NORTHING 3 52213 0379

FASTING 10403332818



THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAYBE GRADUAL


BORING NO B0905A





•MACTECPAGE 1 OF 2

DEP

THft

50

55

60

65

70

75

80

85

90

95

100

SOIL CLASSIFICATION L ESAMPLES PL NM era LL

AND REMARKS E

CLE

I

TNCOUNT

A FD IN ES

E VE

YSEE KEY SHEET FOR EXPLANATION OF N P SPT bp t

SYMBOLS AND ABBREVIATIONS USED BELOW D f T1 N

5191 0 2 0 3 0 4 0 5 0 6 0 70 8 0 9 0 100

Finn Dark Gray Silly SAND SM Wet

SS8 366NÌ = I

NOTE Too Wet and Loose No Recovery

NOTE Ash Heaving lnto Augers when Center BitfD 4

SS9REC=01

4 10Removed N = 1

Dark Gra Silt WetVer SAND SMLoose 514 I SS I0y yyNOTE Started Flushing Center Bit Before Pulling Rods

535N = 8

55

Because of Heaving Did not try UD Because Too Loose Wet

and No Piston Sampler SS11 6108

Very Stiff to Hard Yellowish Red to Tan Silty CLAY N = I8

CH with Shale Fragments Coal and Organics MoistUD5 REC=09

509 1 60

SS12 61012

N =22

UD6 REC=15

504 1 13SS 6 9 13 65N 22

UD7 REC=09

SS14 8710

499 1N = 17

07

UD8 REC=115

SS15 141823

N=41NOTE Pushed 12 Due to Hard Material

494I UD 9 RE I=1 5C 7

SS16 151410N = 24

NOTE SPT Sample Taken Due to Difficult Augering

Boring Terminated at 789 Below Ground Surface BGS onSS17 61315

20 00 CN 78912 9 14891080

484 1 85

4 1079 3 9

4 4 17 95

nen t

0 10 20 30 40 50 60 70 80 90 100


EQUIPMENT CME 550X Truck Rig

METHOD 225 SSA 00 to 80 325 HSA 60 to 800

NORTHING 3522130379

EA STIN G 10403 33 2818


CHECKED BY Ryan Rasnake e

THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAYDIFFERINTERFACESBEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0905A


LOCATION Carbo Vbinia



4rMACTEC

PAGE 2OF2

DEP

THft

0

1 5

10

F 15

I

20

306

w

z 35

it

_

Rin

wa 40

uZaUGwC

45

a0m

u

a0

50

SOIL CLASSIFICATION L ESAMPLES nL Nlvl pro LL

AND REMARKS E

GI

EI1

TNCOUNT

A FINES

SEE KEY SHEET FOR EXPLANATION OFE

NV

EYP = SPT bpQ

SYMBOLS AND ABBREVIATIONS USED BELOW D 0 TE

18 1

10 20 30 40 50 60 70 80 90 100

FILL Crushed Stone from Road5

SS 1 8 19 5FILLFirm Grayish Brown Silty SAND SM with Rock N= 24

and Coal Fragments Moist UD 1 REC04Stiff Reddish to Yellowish Brown Silty CLAY CH with

SS2 767Rock and Coal Frag vents Moist

N = 13

5131 UD2 REC=15 a

NOTE Because of the Difficulty of Augering Elected to

Use SS Sample SS3

Soft Brown Silty CLAY CH Moist to WetSS4 532

N ° 5

105481

UD 3 REC=2 0ASH Finn Gray Sandy SILT ML with Rock and Coal

Fragments Wet

NOTE No RecoverySS5 12106

N= 16

`

15

Soft Gray Sandy SILT ML with Rock Fragments Wet5031 UD4 REC=20

SS6 101

N1UD5 REC=20

2

Stiff Gray Sandy SILT ML with Rock Fragments Wet4951 0

SS7 036RESIDUAL Stiff Gray to Brown Silty CLAY CL with 1`1= 9

Sand MoistUD6 REC20

Soft Brown Silty SAND SM with Clay Moisi

254931 SS3 022N=4

Very Dense Brown Silty SAND SM with Clay MoistUD7 REC=15

SS9 155016

Very Hard Gray Highly Weathered SHALE HWRMoist SS10

30Moderately Hard Gray Moderately Close to Close Jointing

4881

Slightto Moderately Weathered SIIALE

RC REC=60RQD=0°n

35

Auger Refusal at 300 Below Ground Surface BGS on14831591312009Coring Terminated at 350 Below Ground Surface BGS on

9142009


9142009

44781 0

14731545dAe 5

0 10 20 30 40 50 60 70 50 90 100


EQUIPMENT CMC 75 Truck Rig

METHOD 325 HSA

NORTHING 352203 8937

EASTLNG 10403414543

LOGGED BYCHECKED BY

Jon McDaniel

Ryan Rasnake IRVie

THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0906





OMACTECPAGE 1 OF I

SOIL CLASSIFICATION L E SAMPLES PL ° M LL

AND 75E

OLE

I

TNCOUNT

A FINES °oE V

DY

SEE KEY SHEET FOR EXPLANATION Of N N P SPT bplSYMBOLS AND ABBREVIATIONS USED BELOW D B

TF

667 010 20 30 40 50 60 70 80 90 100

ASH Stiff Dark Grayy Sandy SILT ML Moist117 SS1 244

Stiff to Finn Grayish Brown Sandy SILT ML with Coal N = 8

and Rock Fragments Moist UD1 REC=L 0

2 55 2 3 4 2 5Soft to Very Soft Grayish Brown Sandy SILT ML with

066 N= 6Coal and Rock Fraavents Moist

UD2 REC=20

SS3 221•3

NOTE UD3=0 6f Sample Lost from Tube on Exit6570 10

UD3 REC=20

SS4

156520UD4 REC=20

Hard Gray Fine Sandy SILT ML with Coal Fragments

Wet SS5 51027

1Ì= 37

Very Stiff to Stiff Gray SILT ML with Fine Sand WetUD 5 REC02SS6 114812 10

NOTE Layering Apparent at 191 Below Ground Surface6474 N= 60

BGS to 195 Below Ground Surface BOS UD6 REC2 0QSS7 1 2122

Stiff Gray Silty SAND SM with Coal and Rock1 14

Fragments WetT 2 25

Water Introduced to Hole to Allow Tools to Run Sack

in

642A L D7 0REC=

Augers

Very Stiff Brownish Chay to Gray Throughout Sandy SILT 553 111810

ML with Rock and Coal Fragments Wet N = 28

UDS REC=20

30

Stiff Gray Sandy SILT ML with Black Streaking

6370

Throughout Wet SS9 277N=14

UD9 REC=10

Firm Brownish Gray Silty SAND SM with Coal

SS 1 11 4Fragments Wet 08tsif G d SILT ML

i h Fi C l F eS S 2 N = 1235ray an y w t ne oa ragm nt 63 0

Wet5511 956

Firm Brownish Gray Silty SAND SNM with Coal N = 14Fragments Wet UD10 RFC 05Stiff Gray Sandy SILT NIL with Coal Fragments Wet

2 4Finn Brownish Gray Silty SAND SM with Coal

SS 1 1711= 35

Fragments Wet4NOTE Material Too Dense for ID Tube 6370

SS13 712 4

Very Stiff Cray Sandy SILT ML with Coal Fragments N = 19Wet

Finn Brownish Gray Silty SAND SM with Coal and SS14 51615

Rock Fragments Wet N = 31

NOTE Material Too Dense for UD TubeSS15 24 5

456220 N=9

UD11 REC=17

Very Loose Brownish Gray Silty SAND SM with CoalSS16 620

and Rock Fragments Wet N=2F1rn

0 10 20 30 40 50 60 70 80 90 100


EQUIPMENT CMG 75 Truck Rig

METHOD 325 HSA

NORTHING 352156116

EASTNG 1040257931


•••CHECKED BY Ryan Rasnake


SUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFER

INTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0907





0MAClEGPAGE 1 OF 2

DEP

THR50

55

r 60

I 65

70

aF

SOL CLASSIFICATION L ES AMPLES PL NM ° LL

AND REMARKS EG

LE D T

NCOUNT o e o

_ FINES

E V YSEE KEY SHEET FOR EXPLANATION OF N

NP SPT bpt

SYMBOLS AND ABBREVIATIONS USED BELOW D ft TE

1617 0010 20 30 40 50 60 70 80 90 100

Soft Dark Gray Sandy SILT ML with Clay Fragments2 =

Wet

Firm Brownish Gray Silty SAND Sill with Coal and SS17 887Rack Fragments Wet 15

D 13 REC=2 0Stiff Gray Sandy SILT ML with Fine Coal Fragments

12

U55Wet 06

Loose Brownish Gray Silty SAND SM Coarse with SS18 314Coal and Rock Fragments Wet N = 5Stiff Brownish Gray Sandy SILT ML Coarse with Coal

and Rock Fragments Wet UD14 REC=10

Soft to Very Soft Gray to Brown SILT MR with Coal

0 60Fragments Organics and Sand Wet 160700SS19 01N =1

IJD15 REC=l9

SS20 000 4 1

N = 0656024

UD16 REC=20

SS21 000 4 1

N=0

R =1 70ALLUVIUM Very Soft Grayish Brown Clayey SILT

5970 UDl7 6EC

uIII with Rock Fragments and Sand Wet

Very Soft Brownish Gray Silty CLAY CH with Fine SS22 000 1 1

Sand and Mica Wet

11 N = 0

UDI8 REC=13

75Very Soft Brownish Tan to Gray Sandy CLAY CL with59200Siltand Mica Moist SS23 000

N = 0

UD19 REC=18

h5870 SS24 000 1 0 80

ad No RecoveryNOTE SS25SS 20 0

Hard Gray Moderately Close Joint Spacing Slightly 0IWeathered SHALE

95 and 82 9 toINCLUSIONS High Angle Joints at 82RCI

REC=96°°RQD=92

Below Ground Surface BGS830

5$30 87


911512009


9116P009


91620095770 90

157200

fl

95

0 10 20 30 40 50 60 70 80 90 100



METHOD 325 HSA

NORTHING 352156116

EASTIN G 1040257931


CHECKED BY Ryan Rasnake jPx


SUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES 13FWEEN STRATA ARE APPROXNATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0907





•MACTECPAGE 2 OF 2

DE

P

TH

ft

0

5

r10

I 15

I° 20

SOIL CLASSIFICATION L E SAMPLES PL NM °i LL •i

AND REMARKS E LT

NCOINT 0 eG E D A FINES

VSEE KEY SHEET FOR EXPLANATION OF N N P SPT bpf

SYMBOLS AND ABBREVIATIONS USED BELOW D CT

E B

567 6 10 20 30 40 50 60 70 80 90 100

TOPSOIL

ASH Stiff Brownish Gray Sandy SILT ML with CoalSS1 597

Clay and Rock Fragments Moist N = 16

UD1 REC=20

62 6 55 25 2 33 5

N = 6

D 2 REFILL Stiff Gray Clayey SILT MH with Sand and Coal

U C=20

Fragments Moist

Very Stiff to Hard Brown to Gray Silty CLAY CL with SS3 191512Sand Rock and Limestone Fragments Moist to Wet

557 6 N = 2710

SS4 659

UD314

No Recovery RECO I

SS5 12115

N = 16

552 6 SS 6 15 23 1815N=41

SS7 91112

•• N°23No Recovery RECO1

558 203020

547 63 N = 50 0Below Ground Surface BGSNOTE Wet at 198 to 200 0

on9102009 SS9 111312

N=25

SS10 151414

Hard Gray Sandy SILT ML with Coal Fragments and N = 23Clay Moist to Wet

SS11 2347 50615426= 5SS12 405013SS13 506SS14 506UD5 REC=01

SS15 404022

537 6 N = 62Very Stiff to Hard Gray Sandy SILT ML with Coarse

30

Sand Wet SS16 679N 16

LTD6 REC04

SS17 9917N = 26

2 653SS18 91011

35

NOTE Water Introduced to Hole Used to Aid AugerN = 21

DrillingSS19 91315

N = 28

withStiff to Very Stiff Grayish Brown Silty CLAY CL 5077 RFC2 D

Shale Rock Fragments Moist40

SS20 346N= 10

UD8 REC=20

005

5521 661145

Nf7SS22 51011

N=21UD9 REC=10

rt•c

0 10 20 30 40 50 60 70 80 90 100


EQUIPMENT CME 75 Trick Rig

METHOD 325 BSA

NORTI1INO 3521467007

FASTING 10402599492





BORING NO B0908




PROJECT NO 3050090131 PAGE I OF 2

IMACTEC

SOIL CLASSIFICATION L E SAM PLES PL NM oAND REMARKS

EG

LE T

NCOUNTA EWES

E V fj

EY

SEE KEY SHEET FOR EXPLANATION OF N P o a SPT bpfSYMBOLS AND ABBREVIATIONS USED BELOW D fl

T517 6

10 20 30 40 50 60 70 80 90 100

Finn Yellowish Brown Silty SAND ML with Clay and SS23 71012Shale Fragments Moist N = 22

Yellowish Brown Silty CLAY CL with Weathered Rock UD10 REC10Fragments Moist

Very Stiff to Hard GrayishBrown to OrangeBrown Silty SS24 4712

CLAY CL with Highly Weathered Shale Fragments and

anics MoistOr

N = 19

55g 5126SS25 468

N = 14

UDI1 REC=14

SS26 5711

N= 18605076

UD12 REC=11

SS27 7810

N= 18

UD13 REC=20

655026

SS28 477N =14

UD14 REC=l6

SS29 71214704976 N = 26

RESIDUAL Very Stiff Dark Gray to Brown Clayey SILTSS30 51513

N 73ML Trace of Fine Sand Moist

NOTE UsedSplit Spoon to Sample Due to Material

in SS31 446Bottom of Hole N1O

754926

UD15 REC=20

Stiff Dark Gray Sandy SILT ML Moist to WetSS32 347

N=11

UD16 REC=23804876

Finn Dark Gray Silty SAND SM with Shale Fragments

Wet SS33 5119

N = 20

Very Dense Wllitis8 Gray Coarse to Fine Grained SiltySS34 1511506SAND SM with Rock Fragments Wet

Coring Terminated at 844 Below Ground Surface BGS on SS35 50185

91102000148 63

Moderately Hard Light Gray to Gray Moderately Close

Joint S acin M d atel Weathered SHALE °p g er yo R RECSQD=53

BGSR l fA f t 84 6 B l G d S 90e usa ow ur ace ouuger a e roun 4776

91I012009


9102009

Baring Terminated at 895 Below Ground Surface BGS on

9102009

3

954726

dF70 10 20 30 40 50 60 70 80



METHOD 325 1ISA

NORTI1ING 3521467007

FASTING 10402599492


CHECKED BY Ryan Rasnake R

THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATETRANSITIONS BETWEEN STRATA MAY BE GRADUAL


BORING NO B0908





•IMACTEC

PAGE 2 OF 2

DEP

THft

a

r10

F

r15

I 20

SOIL CLASSIFICATION L ES AMPLES PL NM LL

AND REMARKS E L NCOUNT

_ FOVLSV

D Y

SEE KEY SHEET FOR EXPLANATION OF N NP = i SPT bptl

SYMBOLS AND ABBREVIATIONS USED BELOW D ftT

E

510 20 30 40 50 60 70 80 90 100

TOPSOIL676

FILL Very Stiff to Stiff Reddish Brown to Gray ClayeySS1 31414

SAND SC with Sand Rock Coal and Organics Moist N = 28

UD1 REC=20

562 6 SS 2 1213 135N =26

LID2 REC=20

SS3 675

557 6N=13

10

UD 3 REC°2 0ASH Soft Gray Sandy SILT AIL with Coal and Rock

1Fragments Moist

554 312N = 3

1 1 1

552 6 UD4 REC=1515

FILL Very Stiff Yellowish Brown Silty CLAY CH with

Rock Frarnents Moist SS5 468N 14

Finn to Stiff Brown Silty CLAY CH with Large Rack

Fragments Moist SS6 345NOTE SS Sample Taken Due to Hard Material

E d 17 5 547 6

UD5 IN = 9REC=O S 20ncountere at

NOTE Augers Kicked Off In Hole at 175 Below Ground SS7 586Surface BGS on 932009 Due to Rock N = 14Auger Refusal at 218 Below Ground Surface BGS on

98009Will Offset 160 North ofOriginal Location Toward

B0907T i d 21 5 B G d S f BGSl 542 6 2erm nate at roun ur ace onBoring e ow 5

91812009

1753760 30

532 6 35

527 6 4 0

522 6

<17 F

45



METHOD 325 HSA

NORTHING 3321467007

EASTING 10402599492

LOGGED BYCHECKED BY

Jon McDaniel

Ryan Rasnake EVA

THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATE

TRANSITIONS BET WREN STRATA MAY BE GRADUAL

0 10 20 30 40 50 60 70 80 90 100


BORING NO B0908A



DRILLED September S 2009


aMACTECPAGE 1 OF I

DE

TH

20

25

I 30

M 35

40

45

C

50

SOIL CLASSIFICATION L ESAMPLES PL NM

AND REMARKS

SEE KEY SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS USED BELOW

EGEND

LE

V

ft

1567 60D E

T

T

YP

E

NCOUNTA FINES o

SPT bpf

4 20 30 40 50 60 70 80 90 100

Auger Probe to 195 Below Ground Surface BGS on 1

91812009

5626 5

AU105576 1

155526

A R f l 19 5 B l G d S f BGS 2uger e usa at e ow roun ur ace on

9830095476 0


982009

215425

30

153760355326

1

40

15276045226

cis

5

0 10 20 30 40 50 60 70 80 90 100



METHOD 325 EISA

NORTHING 3521467007

L A STING 10402599492


CHECKED BY Ryan Rasrake



BORING NO B0908B




PROJECT NO 3050090131 PAGE I OF

1J

•MACTEC

DEP

THft

0

F 5

i 10

15

SOIL CLASSIFICATION L E SAMPLES P o LLCP

AND REMARKSF

GL

EI

TNCOU•r

A FINES aF V

DE

YSEE KEY SHEET FOR EXPLANATION OF N N

P to

0SPT bpf

SYMBOLS AND ABBREVIATIONS USED BELOW D BT

E

519 3510 20 30 40 50 60 70 80 90 100

ASH Finn Grayish Brown Silty SAND SM with Coal

Rock Fragments Moistand SS1 477N = 14

UD1 REC=15

Hard to Very Stiff Gray Sandy SILT ML with Small

Coal Fragments Wet 3SS2 1016165Si4 N=372

SS3 7159

FILL Very Stiff Brown Silty CLAY CH withN = 24

Weathered Rock Fragments Moist UD2 RECD 0NOTE Material Too Hard For UD Tube

ments Wet towith Rock FraSill CLAYS t CII 50gyo

Moist

93SS4 132

10

N=5

UD3 REC20

504 3

SS5 222 11

15N = 4

UD4 REC=20

Stiff Gray to Brown Silty CLAY CH Moist

SS6 224N=6

49935 D REC2 OALLUVIUM Stiff Dark Gray Clayey SILT MIT Trace

c

of Sand Moist

NOTE Streaks ofBlack Throughout SS7 235N8IUD6 REC=20

4943 25

Very Soft Dark Gray to Brown Sandy SILT ML with

Clay Wet SS8 000N = 0

UD 7 REC=2 0Very Loose Dary Gray t

o Brown Silty SAND SM with

Streaks of Dark Red to Brown Clay Throughout and Rock0

Fragments Wet4893

SS9 2013

NIUDS REC20

Very Hard Yellowish Brown Highly Weathered SHALE55 10 375011

VR with Silt Moist484 3 35

Rock Coring Begins at 338 Below Ground Surface BGS on

9112009 RC9 REC=70Soft Dark Gray to Brown Close Joint Spacing Highly

WRQD=16

etWeathered SHALE


911 12009


4793 40

9112009


911 V2009

454743

Sao z



METHOD 325 HSA

NORTHING 3521314623

E A STIN G 10402604531

LOGGED BY Jon McDaniel•p

CHECKED BY Ryan Rasnake cDR


SUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFERINTERFACES BEWEEN STRATA ARE APPROXIMATE

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL

0 10 20 30 40 50 60 70 80 90 100

BORING NO B0909





•IMACTEC

PAGE 1 OF I

AEP Dike Drilling Clinch River Site January 2b 2010

AMIA CTEC Project 3050090131

APPENDIX C

PIEZOMETER INSTALLATION LOGS

BORING NO B0901 SHEET 1 OF 2

MACTEC Engineering and Consulting Inc PROJECT AEP Clinch River Dike Drilling


PROJECT NO 3050090131 •TtLOGGED BY Jon McDaniel CHECKED ARyan Rasnake

DEPTH

FEET

bgs

water

Love

rj

DESCRIPTIONWELL

CONSTRUCTION

DETAIL

ELEVATION

FILL Hard Red to Brown CLAY CLwith Silt and Rock Fragments Moist

Bentonite T 55Stiff to Very Stiff Brown Silty SANDSM with Sand and Rock Fragments

i

156500stMo

156000

15550015

20155000

2515450030154000Sand5 665

SPOIL Firm to Loose Dark Brownish

Gray Silty SAND SM with Coal35Fragments Moist153500

FILL Very Stiff to Hard Brown to Gray

Silty CLAY CH with Rock FragmentsCoaland Sand Wet to Moist

40153000

15250045

NOTE Rack Fragments More Evident at

445 to 450

152000

DRILLING CONTRACTOR TriState Drilling

DRILLING METHOD 3255 HSA

DRILLING EQUIPMENT CME 75 Truck Rig

DATE DRILLED 922009

Northing 3522486982

Easting 10403787283

0i•z




PROJECT NO3050090131wKLOGGED

BY Jon McDaniel CHECKED BRyan Rasnake

WELLDEPTH watr

Levs

DESCRIPTION CONSTRUCTIONFEET

Cl DETAIL

bgsFILL Very Stiff to Hard Brown to Gray

Silty CLAY CH With Rock FragmentsCoaland Sand Wet to Moist

55151500

NOTE 10 Gallons fo Water Put in Holeat580 Below Ground Surface

to

Clean 15100060Augers Because Steel Kept Getting Stuck

in

Hole and Augers wont Cut

NOTE Tube Refusal at 0965150500

Stiff Reddish Brown Silty CLAY CHwith Large Rock Fragments Moist

Bentonite 665715150000

70Firm Light Gray to Brown Silty

CLAYCHwith Sand Moist

Stiff Brown Sandy SILT ML with ClayMoist

14950075

Very Dense Gray Silty SAND SM Sand 715 789

with Rock Fragments Wet

Very Hard Gray Highly Weathered

SHALE H1NR WetNOTE M t i l T H d f LID

14900080 a er a oo ar or a

Tube

Auger Refusal at 789 Below GroundBentonlte 789 839

Surface BGS on 91212009oera e y ar ray use oin

Spacing Moderately Weathered SHALE

Coring Terminated at 839 Below Ground

Surface BGS on 91212009

Boring Terminated at 839 Below Ground



DEPTH

FEET

bgs

water

Level

to

DESCRIPTION

10151

20a

zz

Crushed Stone

ASH Very Stiff Grayish Brown Sandy

SILT ML with Coal and Rock

Fragments Moist to Wet

Firm Brownish Gray Sandy SILT MLwith Coal and Rock Fragments Wet

ALLUVIUM Firm Brownish Gray

Sandy SILT ML with Highly

Weathered Rock Fragments Trace of

Clay Wet

Very Soft Gray SILT ML with Sand

and Small Rock Fragments WetNOTE Last Spoon Blow Drove Spoon

an Extra 05

in

Soft Material

Very Soft Dark Brown to Black SandySILT ML With Organics Wet

NOTE Materials In Augers Water

Introduced to Get Tools Back in AugersUse Piston Sampler

Firm Light Gray Silty CLAY CH with

Brown Water Staining Throughout and

Root Fragments and Mica Moist to Wet

Very Soft Brown to Gray Silty CLAY

CH with Water Staining and Organics

Wet

Firm Gray Silty SAND ML Wet

Very Hard Gray Highly Weathered

SHALE HWR Moist

Soft Gray Moderately Close Joint

Spacing Moderately Weathered

SHALE 0 to 30 Degree Joint Inclination

Auger Refusal at 240 Below Ground





Surface BGS on 911 412 009

Northing 3522383518DRILLING CONTRACTOR TriState Drilling

Fasting 10403874406DRILLING METHOD 325 HSA


DATE DRILLED 911 412 00 9

1

BORING NO B0902 SHEET 1 OF I



PROJECT NO 3050090131OLOGGEDBY Jon McDaniel CHECKED BRyan Rasnake

WELLCONSTRUCTION

DETAIL

Bentonite C5

Sand 5 24

Bantonlte 24 29

ELEVATION

FEET

151000

150500

150000

149500




PROJECT NO 3050090131 92

LOGGED BY Jon McDaniel CHECKED BRyan Rasnake

DEPTH water

Leve•DESCRIPTION

WELLCONSTRUCTION

ELEVATION

FEETFEET DETAIL

bgsTOPSOIL

FILL Very Stiff to Hard Reddish Brown

to Brown Silty CLAY CL with SandBentonlte 0 4

Mica and Weathered Shale FragmentsMoist 156500

5

15

60

00

10Stiff Tan to Brown Silty CLAY CLwithWeathered Shale MoistSoftGray Clayey SILT MH withHighlyWeathered Shale FragmentsMoist155500

15 FILL Very Stiff Reddish Brown ClayeySILTML with Weathered Rock

Fragments and Mica Moist

1550002a

Very Stiff Grayish Brown SiltyCLAYCLwith Weathered Shale Fragments

Moist

ASH Firm Grayish Brown Silty SAND

SM with Coal and Rock Fragments154500

25Moist

FILL Soft Brown Silty CLAY CL withShaleFragments MoistNOTEUD 4 had No RecoveryASHLoose to Very Loose Grayish 15400030Brown Silty SAND SM with Coal andRockFragments Moist to Wet

NOTE Wet from 283 and Below

Very Stiff Gray Fine Sandy SILT MLwith Fine Coal Fragments WetFILL

Very Stiff to Stiff Brown to Gray153500

35Silty CLAY CL with Weathered RockFragmentsWet to Moist

NOTE SS Used Because

of Difficult

Augeri ng153000

40

Very Stiff Brown to Gray ThroughoutSand 4 788ClayeySILT ML with Weathered

Shale Fragments and Organics Moist

NOTE Material Encountered Very

StiffUsed 5S to Get Recovery152500

45

Very Stiff Reddish Brown to BrownThroughoutSilty CLAY CL with

Highly Weathered Shale Fragments andOrganicsMoist to Wet52000

DRILLING CONTRACTOR TriState Drilling Northing 3522130379

DRILLING METHOD 325 HSAEasting 10403332818


DATE DRILLED 911 612 0 09

0


MACTEC Engineering and Consulting inc PROJECT AEP Clinch River Dike Drilling




DEPTH

FEET

bgs

water

Level

¢rto

DESCRIPTIONWELL

CONSTRUCTION

DETAIL

Very Stiff Reddish Brown to BrownThroughoutSilty CLAY CL with

Highly Weathered Shale Fragments andOrganicsMoist to Wet

15150055

NOTE UD 13 had No RecoveryTube151000

60was Bent During PushingHardBrown Silty

CLAY CL with

Highly Weathered Shale FragmentsMoistStiff to Very Stiff Brown to Gray Silty 150500

65 CLAY CL with Highly Weathered Shale

Fragments and Organics Wet

L IL

Stiff Tan Clayey SILT ML with

Weathered Rock Fragments and 1500 00

70Organics Wet

Stiff Grayish Brown CLAY CL with Silt

d Mi M i tanca o s

Stiff Brown Clayey SILT ML with

Weathered Rock Fragments MoistStiffBrown Silty CLAY CL with 14950075 Weathered Rock Fragments MoistALLUVIAL

Very Loose Gray CoarseSANDSM with Slit WetVeryHard Dark Gray Highly Weathered80SHALEHWRNOTE SS Used Because Rough

149000

Material

in

Hole Bottomroma a romMW0914 and SPT26

in

this Hole the

Material Not Recovered is Shale withBentonite 788 888 1485 00

85Joint Inclinations Between 75 and 95

D f H i t legreesrom or zon a

D k G M d t l ClS

ftarray o era e y oseo

Jointing Moderately Weathered SHALEJoint inclination of 75

to

90 DegreesAugerRefusal at 788 Below Ground


Coring Terminated at 888 Below GroundSurface BGS on 91720C9

Begin Coring at 788 Below Ground

Surface BGS von 9172009



0




PROJECT NO 3050090131VIZLOGGEDBY Jon McDaniel CHECKED BRyan Rasnake

DEPTH Water

4c

Y DESCRIPTION

1

WELLCONSTRUCTION

ELEVATIONFEET

FEETce

e1

U DETAIL

bgsFELL Crushed Stone from Road

FILL Firm Grayish Brown Silty SAND

SM with Rock and Coal Fragments Bentenlte 05Moist151500Stiff Reddish to Yellowish Brown Silty5CLAY CH with Rock and Coal

MoistFra mentsg

NOTE Because of the Difficulty ofAugeringElected to Use SS SampleSoftBrown Silty CLAY CH Moist to151000

Wet10

ASH Firm Gray Sandy SILT MLithRock and Coal Fra ments Wetgw

N150500

o RecoveryNOTE

15Soft Gray Sandy SILT ML with Rock

F t W tragmens e

Sand 5 30150000

20Stiff Gray Sandy SILT ML with RockFragmentsWet

RESIDUAL Stiff Gray to Brown SiltyCLAYCL with Sand Moist 149500

Soft Brown Silty SAND SM with75

Clay Moist

Very Dense Brown Silty SAND SMwith Clay Moist

1490 00

Highly WeatheredVery Hard Gray30SHALE HWR MoistModeratelyHard ModeratelyGray

Close to Close Jointing Slight to

Moderately Weathered SHALE Bentonite 30 35148500

35Auger Refusal at 300 Below Ground






III

DRILLING CONTRACTOR TriState Drilling Northing 352203a937



DATE DRILLED 9312009






DEPTH

FEET

bgs

water

Level

Cl

DESCRIPTIONWELL

CONSTRUCTION

DETAIL

ELEVATION

FEET

TOPSOIL

ASH Stiff Brownish Gray Sandy SILT

ML with Coal Clay and Rock

Fragments Moist

Bentenlte 0 51 156500

FILL Stiff Gray Clayey SILT MH with 156000Sand and Coal Fragments Moist

Very Stiff to Hard Brown to Gray Silty10CLAYCL with Sand Rock and

Limestone Fragments Moist to Wet

No Recovery 1555 00

15

No Recovery

15500120NOTE Wet

at 198 to 200 Below

Ground Surface BGS on 91102009

1545 00

Hard Gray Sandy SILT ML with Coal25Fragmentsand C€ay Moist to Wet

154000

30Very Stiff to Hard Gray Sandy SILTMLwith Coarse Sand Wet

153500

35

NOTE Water Introduced to Hole Used

to Aid Auger DrillingSand 5 69

153000

40Grayish Brown SiltyStiff to Very Stiff

CLAY CL with Shale Rock FragmentsMoist152500

451520001DRILLING

CONTRACTOR TriState Drilling

DRILLING METHOD 325 HSA


DATE DRILLED 9112009

Northing 3521467007

Fasting 10402599492






< WELLDEPTH water

LevelDESCRIPTION CONSTRUCTION

FEETCf DETAIL

bgs

Firm Yellowish Brown Silty SANDMLwith Clay and Shale Fragments

MoistYellowishBrown Silty CLAY CL with

151500

Weathered Rock Fragments Moist

55Very Stiff to Hard Grayish Brown to

OrangeBrown Silty CLAY CL withHighlyWeathered Shale Fragments andOrganicsMoist r1510006015050065150000

70

74s t lt 69RESIDUAL Very Stiff Dark Gray to

en on eBrownClayey SILT ML Trace of Fine 149500

Sand Moist75NOTE Used Split Spoon to SampleDueto Material in Bottom of Hole

Stiff Dark Gray Sandy SILT ML Moist001490

to Wet

Sand 74 84480

Firm Dark Gray Silty SAND SM withShaleFragments Wet 148500Very Dense Whitish Gray Coarse toFineGrained Silty SAND SM with

85 Rock Fragments Wet


Surface BGS on 911012009 Bentonlte 844 895ModeratelyHard Light Gray to Gray 148000Moderately Close Joint SpacingModeratelyWeathered SHALE

Auger Refusal at 846 Below GroundSurface BGS on 911012009


Surface BGS on 911 012 00 9


Surface BGS on 911 0120 09

BORING NO B0909 SHEET 1 OF I


LOCATION Garba Virginia



DEPTH water¢ DESCRIPTION

WELLCONSTRUCTION

ELEVATION

FEETLevel

DETAIL

bgsASH Firm Grayish Brown Silty SANDSMwith Coal and Rock FragmentsMoist

Bentonite 0 5

Hard to Very Stiff Gray Sandy SILT1515 00

g ML with Small Coal Fragments Wet

FILL Very Stiff Brown SiltyCLAYCHwith Weathered Rock FragmentsMoist15100010NOTE Material Too Hard For EJD Tube

Soft Silty CLAY CH with RockFragmentsWet to Moist

15050015

Stiff Gray to Brown Silty CLAY CHMoist

Sand 5 338 15000020

ALLUVIUM Stiff Dark Gray Clayey

SILT MH Trace

of Sand Moist

NOTE Streaks of Black Throughout

149500

25Very Soft Dark Gray to Brown Sandy

= SILT ML with Clay Wet

Very Loose Dary Gray to Brown Silty 1490 0030SAND SM with Streaks of Dark Red to

Brown Clay Throughout and RockFragmentsWetVeryHard Yellowish Brown Highly

1485 0035Weathered SHALE HWR with Silt

MoistRockCoring Begins at 338 Below

Bentonite 338 388GroundSurface BGS on 911112009

f D B Cl J i tk GSo ar ray to rown ose o nt

Spacing Highly Weathered SHALEWet

Auger Refusal at 338 Below Ground




Boring Terminated at 388 Below GroundSurface BGS on 91112009

DRILLING CONTRACTOR TriState Drilling Northing 3521314623



rATC flDII I MM ami I2nno

O

N

z

AEA Dike Drilling Clinch River Site Jamraty 26 2010

M4CTECProject 3050090131

APPENDIX D

LABORATORY SOIL TEST RESULTS

AEP Dike Drilling Clinch River Site Janua y 26 2010

RA4CTECProject 3050090131

LABORATORY TEST PROCEDURES

Soil Classification

Soil classifications provide a general guide to the engineering properties of various soil types and enable the

engineer to apply past experience to current situations Samples obtained during drilling operations are

examined in our laboratory and visually classified by an engineer The soils are classified according to

consistency based on number of blows from standard penetration tests color and texture These

classification descriptions are included on our Test Boring Records

The classification system discussed above is primarilyqualitative A detailed soil classification requires two

laboratory tests grain size tests and plasticity tests Using these test results the soil can be classified

according to the AASHTO or Unified Classification Systems ASTM D2487 Each of these classification

systems and the inplace physical soil properties provide an index forestimating the soils behavior The soil

classification and physical properties determined are presented in this report

Moisture Content

The moisture content in a given mass of soil is the ratio expressed as a percentage of the weight of the

water to the weight of the solid particles This test was conducted in accordance with ASTM D 2216

Grain Size Distribution

Grain Size Tests are performed to aid in determining the soil classification and the grain size distribution

The soil samples are prepared for testing according to ASTM D 421 dry preparation or ASTM D 2217 wet

preparation If only the grain size distribution of soils coarser than a number 200 sieve 0074mm opening

is desired the grain size distribution is determined by washing the sample over a number 200 sieve and after

drying passing the samples through a standard set of nested sieves If the grain size distribution of the soils

finer than the number 200 sieve is also desired the grain size distribution of the soils coarser than the number

10 sieve is determined by passing the sample through a set of nested sieves Materials passing the number 10

sieve are dispersed with a dispersing agent and suspended in water and the grain size distribution calculated

ASP Dike Drilling Clinch River Site January 262010

MACTECProject 3050090131

from the measured settlement rate of the particles These tests are conducted in accordance with ASTM D

422

Atterberg Limits

Portions of the samples are taken for Atterberg limits testing to determine the plasticity characteristics of the

soil The plasticity index PI is the range of moisture content over which the soil deforms as a plastic

material It

is bracketed by the liquid limit LL and the plastic limit PL The liquid limit is the moisture

content at which the soil becomes sufficiently wet to flow as a heavy viscous fluid The plastic limit is

the

lowest moisture content at which the soil is sufficiently plastic to be manually rolled into tiny threads The

liquidlimit and plastic limit are determined in accordance with ASTM D4318

Consolidation Tests

Onedimensional consolidation tests are conducted to determine the compression characteristics of soils

under applied vertical stresses Test results may provide information including the magnitude of settlement

the timerate effects and the past stress history of the soil

Tests are conducted in general accordance with ASTM D 2435 A soil sample 25 inches in diameter and

10 inch thick is fitted into a stainless steel ring with porous stones above and below the soil The sample

is then placed in a loading device and subjected to a series of increasing vertical stresses under conditions

of no lateral strain Timedeformation readings are recorded for each applied stress and the resultant

strain or void ratio is calculated

Typically test results include a plot of void ratio or percent strain versus the log of the applied stress The

virgin compression index Ce the rebound or swelling index Cthe coefficient of consolidation Cv the

constrained modulus M=lm and the preconsolidation stress P are all important parameters obtained

from this test

Triaxial Shear Tests

Triaxial shear tests are used to measure the stressstrain characteristics and strength of soils under various

loading conditions expected in the field Tests may be undrained semidrained or fullydrained to simulate

field behavior Triaxial shear tests are performed in accordance with ASTM D 4767

AEP Dike Drilling Clincha River Site Januwy 26 2010


Triaxial shear tests are conducted either on relatively undisturbed samples or on remoldedcompacted

specimens of soil Diameters of specimens range between 14 and 60 inches and a minimum lengthdiameter

ratio of 2 is standard Either stresscontrolled or straincontrolled tests are performed Loads are measured

using proving rings or electronic load cells deformations are monitored using electronic LVDTs or dial

indicators and pore water pressure is measured with transducers Nonnally samples are saturated

consolidated and sheared to failure under compression loading although extension loading is also possible

Various consolidation conditions may be implemented in the triaxial apparatus Stress and deformation occur

in three dimensions under triaxial conditions The three most common types of triaxial compression tests in

routine use include

CU = isotropicallyconsolidated undrained ie CIU

CD = isotropicallyconsolidated drained ie CID

UU = unconsolidatedundrained shear tests

The results of the tests are presented in terms of stressstrain curves and stress paths to failure Alternatively

the strength may be represented by MohrCoulomb circles at failure Shortterm undrained strengths may be

represented by total stress parameters 0 and C or by undrained shear strengths Su The longterm drained

strengths condition of zero excess pore pressure response are described

by the effective stress parameters 4

and C

21

14

07

0

Total

042

59

Effectivec

039

177

032

I

Yh €

•

I I

I

rrf

h rI I t

11

1

I

I II•

E I

II

I

71 q I

I I € I

0 14 21

Total Normal Stress ksf

Effective Normal Stress ksf255

07

I

I I

I I 3i

2

EEI

05

10 20 30 40

Axial Strain

Type of Test

CU with Pore Pressures

Sample Type UD

Description Gray Sandy SILT

28 35 42

Sample No 1 2 3

Water Content 721 457 721

Dry Density pof 503 591 525

Saturation 925 769 990

Void Ratio 16913 12903 15787

Diameter in 283 274 283

Height in 556 559 532


pcfDry Density 512 616 545Na3ISaturation

Void Ratio

1000 1000

16450 11978

1000

14850


Height in 553 552 525

Strain rate inmin 001 001 001

Back Pressure psi 6000 6000 6000

Celi Pressure psi 6500 7000 7500

Fail Stress ksf 116 118 148

Total Pore Pr ksf 916 1005 1038

Ult Stress ksf 109

Total Pore Pr ksf 962

rr Failure ksf 136 120 189

6 Failure ksf 020 003 042

Client Americana Electric Power

Project Dike Drilling

Source of Sample B0902

Sample Number UD 4

Specific Gravity= 2170

Remarks Percent passing no 200 sieve pills 1 3

867 pill 2 591Note pills I 3 were stage loaded

JAX FL

Proj No 305009013102

Depth 130150

Date Sampled 91409

TRIAXIAL SHEAR TEST REPORT


125 125

I

00

125

10

4

75

7r

25

0

12

08

04

0

0

10

10

20

20

0

2

LI

0

125

10

75

0

4

0

10

10

20

20

PeakStreng

Total Effective

f= 42 k 9 0 38 ka 0 s s

a= 58

5dg 169 deg

tan a= 0x0 030

Y V1 1

V0 4 6 8 10 12

p ksf

Stress Paths Total Effective

Client American Electric Power


Source of Sample B0902 Depth 130150 Sample Number UD 4

023050090131Project No JAX FL MACTEC En ineerin and Consultin Incg g g

Tested By FB

C ksf 71de

Total

181

124

i

Effective

070

253

Tan 022 047 rI

I I

I I I

I I I

•• I I

E I

I I I

y 1

III T7l=


Effective Normal Stress Ref


Dry Density pcf 1235 1310 1202


Void Ratio 03729 02938 04103


Height in 561 557 561


Type of Test


Sample Type

Description Brown sandy lean clay with gravel

LL 42 PL= 22 PI= 20


Remarks All pills were found to contain rock

fragments larger than 12 diameter



Void Ratio 03320 02723 03314


Height in 555 554 551


Back Pressure psI 5000 5000 5000

Cell Pressure psi 7000 6000 9000

Fail Stress Ref 84 53 76


Ult Stress ksf

Total Pore Pr ksf

U Failure ksf 108 73 113

63 Failure ksf 24 20 37



Source of Sample B0904 Depth 324344

Sample Number UD7

ProNo3050095131O2 Date Sampled 91609

TRIAXIAL SHEARTEST REPORT


Tested By FB 411x1v

•l

125

10

m 75N

0 5

0

125

10

75

5

25

0

0 10 20

Peak Strength

Total Effective

a= 202 ksf 055 ksf

a 125 deg 256 deg

tan a= 022 046 r

rte

J r J

P ksf

Stress Paths Total EffectiveClientAmerican Electric Power


Source of Sample B0904 Depth 320340 Sample Number UD7

Project fry © 305009013102

2Total Effective

1r 1

C ksf 127 085

de

21

01 325

Tan

I

39

6

064

II I

1I

i fiI II I

444+I I

9812 1530

6

3

0


Effective Normal Stress ksf

125

15

10 15

1 2 3




Void Ratio 04911 04388 04604


Height in 556 559 56410

75

5

25

0

0

Axial Strain

Type of Test


Sample Type

Description Graybrown sandy lean clay

LL= 35 PL= 22 Pl= 13


Remarks All pills were found to contain rock

fragments larger than 12 diameter

Water Content

Dry Density pcf

Saturation

Void Ratio

Diameter in

Height in

Strain rate inlmin

Back Pressure psi

Cell Pressure psi

Fall Stress ksf

Total Pore Pr ksf

Ult Stress ksf

Total Pore Pr ksf

a1 Failure ksf

a Failure ksf

Cllent American Electric Power



Sample Number UD10

Proj No 305003011102

158 132 142

1249 1263 1270

1000 1010 1000

04622 03647 04080

280 280 280

553 549 557

001 001 001

5000 5000 5000

6000 9000 7000

54 102 31

78 99 99

62 133

08 31

Depth 4781500

Date Sampled

33

01



15

12

I1

153

12

Ca

00

3

10

00

6

3

10

12

020 0

20

12

0

10 20

10

Peak Strength

Total Effective

a= 025 ksf 072 ksf

a= 239 deg 282 degJ

tan a= 044 054

r

• r J JJ

II

0 2

20

124

15

15

6 10

p ksf

Stress Paths Total EffectiveClientAmerican Electric Power



Project No 305009013102

Ql

Depth 478500 Sample Number UD10 J11AJax FL liliAC aEC En ineering and Consulting

V

G ksf

de

Tan

Total

106

311

060

Effective

0

365

074

E E

i • I

I

1

5 10

Axial Strain

15

Type of Test


Sample Type UD

Description Brown clayey sand with gavel

Sample No 1 2 3


Dry Density pct 1142 1193 1202

a Saturation 16 909 715 777

Void Ratio 04719 04098 03983


Height in 566 558 558



0 Saturation ¶h 1000 1000 1000

Void Ratio 04502 03646 02955


Height in 563 552 544

Strain rate inlmin 001 001 001

Back Pressure psi5000 5000 5000

Cell Pressure psi6000 7000 9000


Total Pore Pr kef 58 68 77

Ulf Stress ksf

Total Pore Pr ksf

3 21 64 12f 10il kF sa ureul

U Failure ksf 28 33 53




Sample Number UD1

2

9

LL= 35 PL= 24 Pl= 11


Remarks Pill A is sampled from B0905 UD3200220Proj Na 305609013102

Date Sampled



•7I

Ii

4 jI

1 •i I

V Vi

4

I

I I

240 a

l

4 12 16 20



II

k•••T1 I 1 1 J I I I I

1

I 111iII14Ii Illi

20

Tested By FB i 14

U

20

16

12

0 0

20

16

12

8

0

0°l

12

8

0

10 20

20

16

20

16

T ti

4

2010 20la

M

0

10 20

100

Peak Strength

Total Effective

a= 091 ksf 050 ksf

a= 273 deg 328 deg rtan a= 052 064

r

r rr r

+ n r as

0 3

p ksf



Project Dike Duelling

Source of Sample B0905 Depth 120140 Sample Number UD1

Project No 305009013102

Tested By fB

f

k•+ 4

lax FL MACTEC Engineering and Consulting Inc

13

Total Effective

012

056 0691 1

i 1

II

6

I V T

3

0

l I

i

1 I

J eLT bill 4H

180 6 8 12 153



15

125

10

75

5

25

0

0 10 20

Axial Strain

30

Type of Test


Sample Type UD

Description Clayey silty gravel with sand

LL= 35 PL= 25 P1= 10


Remarks

40

Sample No 1 2 3



S Saturation 943 999 1000

Void Ratio 04999 04717 04895


Height ln 554 503 495



N Saturation 1000 1000 1000

Void Ratio 04555 04160 04189


Height in 549 496 487


Back Pressure psi 5000 5000 5000

Cell Pressure psi 6000 7000 9000



Ult Stress ksf

Total Pore Pr ksf

2 12 15 16 6a Failure kst

a3 Failure ksf 13 32 45



Source of Sample 50909 Depth 1151135

Sample Number UD3

P rot N o 3050 5013102 Date Sampled



sL s1rIJ•Tested By FB

15

12

mo

Q•v o 6

osoIz >ro

e

o 3

0

15

0 10 20

12

9

6

3

0 0

15

12

9

9

6

3

0 0

10

10

20

20

Peak Strength

I

Total E fective

a= 051 ksf 010 ksf

a= 259 deg 295 deg

tan cc 048 057

0 3 6

P ksf





Project Mo 305009013 102

Depth 115135 Sample Number UD3lax FL MAC EC Engineering and Consulting inc

19

Tested By FB c•j`lFS

1

MACTEC BNGIl ER3NG AND CONSULTING INC• •EC 22010 Commerce Drive

ViAbi d i i 2427 1

100

Washed Particle SizeGradation Test Report

ASTM D422

Sample Number T3D6 Location B0901

Percent Finer than No

20

09

0

80

70

60

50

+I • IIng

on rg n a

276 6760426

Project Name AEP Dike Drilling

Project Number 3050090131

Report Date 11109109

from washing

Sieve Size

CumulativeVL Retained

Each Sieve

Cumulative

Passing

Cumulative

Passing

wl Wash 200

1 in 2647 2647 939 962

314 in 3686 1039 915 947

318 in 11788 8102 730 831

4 21255 9467 513 694

4 10 29673 8418 320 573

20 35525 5852 185 489

4 40 38702 3177 112 444

rt 60 40409 1707 73 419

n 1 00 41748 1339 43 400

200 43317 1569 07 377

PAN 43605 28E

WtofSoilg 69572

3 314 No 4

Particle Size Analysis

US Standard Sieve Sizes

No40 No 203

10000 1000 0100

Grain Size mm0010 O001 0000

Per£bnuez1 y Jv • F f• •• •f q Checked By 77 iti Cg B O5D1 UD6 Sieve

1 ACTECMACTEC ENGINEERING AND CONSULTING INC

22010 Commerce Drive

Abingdon VA 24211

Sieve Analysis Test Report

HydrometerSieve

ASTM D422

100

95

so

85

Bo

75

is

65

60

55

50

45

40

35

3D

25

20

15

1a




Sample Number B0901 UD6

Sieve and Hydrometer

Particle Size Units

Curnulative

WL Retained

g

Wt Retained

Each Sieve

9Cumulative

Passing

250 mm 2647 265 962

190 mm 3686 104 947

95 mm 11788 810 831

48 mm 21255 947 694

20 mm 29673 842 573

850 um 35525c`r 565 489

425 Um 38702 318 444

250 um 171 419

150 um 134 400

75 urn = 57 377

49 um 321

35 Um 281

27 um 264

18 um 223

11 um 166

81 um 143

59 um 120

sa vm •113 um 17ia 63

Wt of Soil g 69572

3 34 No 4

I



No 40 MD 200

VIII I

11

I 1111V 11 1H i

I I

gill

€i

MMII f

I• II

I

I LI I I I II •1i 11 1 l

r

1

I

i

I I

14 I

I II

hI II

1 `

I IItI I

1 I

II l

Grain Size mm

>eriormed

Checked by 1tftog

I n11

30901 UD0 Hydrometer

Grain Size Distribution Rep

100

90

80

7D

60

50

40

1

3

2

1

Coarse

0 G O

149

C C C E 9 C O O O 4

I

I

I

i

I 41

I I

I4

I

I

f

k

I

I II

I I

I

I

1

4

2

i

I

I

1

4

II

I

E

I

I

I

• • •• •• 4 •

• X4 1

44

I

II i

t

t

I

t

f

I

• I

I•

I I

I l

•

I

I

I

E

I

I

f

I

1

I

1

I

I

I

AI

I I

I

I 1

I

n nt nl 0001

+3

00

100

Gravel

Coarse

00

Fine

91

Test Results ASTM D 422 wlo hyd ASTM D 1140

Opening Percent Spec Pass

Size Finer Percent X=Fall

38 1000

4 909

10 760

20 606

40 502

60 429

100 340

200 207

no specification provided


Sample Number UD5

G ••U•MACTEC I NGP

AND CONSULTING INC

Checked By mg 13 O5

GRAIN SIZE mmSand

Medium

258

Fine

295

D rt

Silt

Finns

207

Clay

Material Description

Brown medium to finesilty clayey SAND

PLAtterberLimits ASTM B4318

LL= PI

Classification

USCS D 24117= SCSM AASHTO M 145=

Coefficients

Dg0= 44809 085=

D56= 04197 1330=

010= Cu=

Moisture content 180

Date Received

Tested By PB

Checked By Raa`

Title C l

32989

01214

Remarks

D60=

D15=

Cc=

08188

Date Tested 101609

Date Sampled



I Project No 305009013 02 tax FL

I

Grain Size D stribut

100

90

80

70

B0

50

40

30

20

10

0

c

GRAIN SIZE mm

c c c• c = m • N y ec

° ` M

t

E

I I

E

I I I I

7 I I

I II I I

E

I I 1 I

1 1i

I 1 1I I

I II

IE

E

k I

E EE

1 1 I

iI

I

1

I I

V l I f

1

l3

I

Ik

I

1 IL

I

I

1r il

hI

i nn V 1 0 1 001 0001

o

fo 3Gravel

Coarse Fine

Sand

Coarse I Medium

1 124 149

n Report•0el

Fine

84

Fines

281

TEST RESULTS ASTM D 422


Size Finer Percent X=Fail

4 973

10 849

20 749

40 700

60 671

100 647

200 616

00548 mna 601

00391 mm 587

00283 mm 553

00184 mm 511

00109 mxn 455

00080 mm 400

00058 mm 352

00027 mm 268

00013 mm 192


Source of Sample B0904 Depth 320340Sample Number UD7

ACTEC ENGINEERING

AND CONSULTING INC

Checked By Pe t1309


Brown sandy lean clay with gravel

PL= 22

Atterberg Limits ASTM D 4318

LL= 42 Pi= 20

clay

335

Classification

IJSCS 0 2487= CL AASHTO M 145 A7610

Coefficients

D90= 28725 D85= 20118 D60= 00535

050= 00162 D30 00037 L 15=

010= cu= Cc=

Remarks

Moisture Content 145

Date Received 101509

Tested By FB

Checked ByTitle



Project No 30500507310

Date Tested 101509

Date Sampled 91609

lax FL

Grain Size Distribution Report

100

90

ao

70

Sc

50

40

30

20

10

0

o a a

t0 M sv r n • k 9k 3 3fi

I • I

4i

I LL

•

1 I

•k

L

f

i

1•1

3

J

r1

E

i

4

~

II I

I II

1

I V I

I

I

I

f I

I

I I I

I I

I

I

I

1 1

I

1

f i

I

l

I

lI I

I

II

1

1 00 1 0 i 0 1 n n7 0 On1

00

14 Gravel

Coarse Fine

GRAIN SIZE mm

16 Sand

FineCoarse Medium

00 1581 40 211



Size Finer Percent X=Fail12100039949

4 842

10 802

20 666

40 591

60 545

100 518

200 486

00576 mm 486

00411 mm 473

00294 mm 453

00190 mm 413

00113 mm 354

00083 mm 29500060 mm 256

00027 mm 174

00014 mm 115


Source of Sample 80904 Depth 3603801Sample Numlber UD8

MACTEC ENGINEERING

AND CONSULTING NCi



I Project No 305009013102

105

Fines

Silt Clay

248


Brown clayey fine sand with little fine gravel

L=Atterberg Limits ASTM D 431$

LL= P1=

Classification

USCS D 2487= SCSM ARS11TO IIII 446=

Coefficients

DSO 72367 D85= 51425

1360= 01093 D30= 00085

d10= Cty

Remarks

Moisture Content 115FM197

Dgp= 04707

D16= 00021

Cc=

238

Date Received 101509 Date Tested 101509

Tested By FB

Checked By rFATitlee

•

Date Sampled

Jax FL

Checked By CDR I473e5


100

9o

80

70

LLii

2 60

30

20

10

0

J=

t7 aSµ

t

I• I

i

l

I

I I

s

I I I I

I

I

1

I I I l

f

I I

I

I I

TqI 1f I

I 1

n i n ni 0001

00

51 Gravel

Coarse

00

Fine Coarse

GRAIN SIZE mmSand

Medium

00 05

TEST RESULTS ASTi1 D 422


Size Finer Percent

4 1000

10 995

20 872

40 807

60 767

100 738

200 705

00549 mm 697

00393 mm 672

00286 mm 622

00187 nun 547

00112 mm 472

00082 nun 396

00059 mm 348

00027 mm 227

00013 trim 153

r


Source of Sample B0904 Depth 478500Sample Number TID10

MACTEC ENGINEERING

AND CONSULTING INC

188

Fine

102

c Fines

N t

380


Graybrown sandy lean clay

Atterberg Limits ASTIVI D 418

Clay

325

PL= 22 LL= 35 Pl= 13

Classification

USCS D 2487= CL AASHTO M 145= A68

Coefficients

D90= 10210 Day= 07030 D60= 00254

D50 = 00131 D30= 00043 1315=

©I0= Cu=

Remarks

Cc=



Tested By PB

Checked By X ni i 1R r1l

Title



Project No 305009073102

Date Sampled

Jax FL

Checked By ZDR 13 p1


100

90

80

70

Elf

wz so

30

20

i

d =

40

•c q N

ea

o v

w

E

•

I I f I i I

1

•

I I II I I I

€1 I I

I I 1 k 1

J 11

I

•

I 1 1I f € I

I

I I I

1

I1 I I I

I I

H I HI

4

1 1 Ii I I I

I I 1 I

E

t

E

t

E

I I

I E

I

i nn

J

9

i

I

n

I

1

1

11 1

1

1 1 1

0 1

1 •J

001

1 W I i

0001

+31

00

04

Coarse

00

Gravel

Fine coarse

GRAIN SIZE mm

94 Sand

149

Test Results ASTM D 422 ASTIt1 D 9140


Size Finer Percent X=Fail

3 1000

2 1006

15 1000

1000

112 1000

318 899

4 851

10 911

20 633

940 539

60 492

100 461

200 42200614 mm 396

00446 mm 349

00320 mm 322

00209 mm 261

00123 mm 221

00091 mm 120

00064 mm 115

00031 mm 110

00013 mm 84


Source or Saml3i •3 09•S Depth 120140

Sample Number

MACTEC ENGINEERING

AND CONSULTING INC

Medium

272

0 O O

Fine Silt

°4 Fines

117 309


Brown clayey sand with gravel

PL= 24

Atterbero Limits ASTM 13 4318

LL= 35 PI= 11

Classification

USCS D 2487= SC AASHTO M 145= A61

Coefficients

D90= 95420 D85= 46338 0160= 07004

D550= 02762 D30= 00276 D45= 00100

DIG= 00024 Cu= 29543 Cc= 046

Remarks



Tested By FFB

Checked By11

Title


Project DikeDrilling

Protect No 305009013102

Date Tested 101809

e

Date Sampled

Jax FL

lli3CjgChecked By Z

N4KI MA •TEC

100

31


ASTM 1422

Sample Number UD3 Location B0905A



Report Date 110909




276 6760426

Percent Finer than No 200 from washing

Sieve SizeCumulative

Wt Retained

Each Sieve

Cumulative

Passing

Cumulative

Passing

wl Wash 200

1 in 000 000 1000 1000

314 in 000 000 1000 1000

318 in 3446 3446 961 966

4 12931 9485 855 872

410 37055 24124 583 633

1 20 54613 17558 386 459

4 40 66335 11725 254 343

F 60 73204 6966 177 275

4100 80538 7334 94 203

1200 98192 7654 08 127

PAN 88906 714

Wt of Snils 101013



No 40 No20031411 No 4

90

80

i

i 1

4r

1

lN

1

I•

1

I

I

70

60

50

40

30

20

10

0

10000 1000 0100

Grain Size mm0010 0001 0000

PerfermedBy IVCff f ldc CneckedByF9IID• B0905A UD3 Sieve

TMACTECMACTEC ENGINEERING AND CONSULTING INC


Abingdon VA 24211


HydrometerlSieve

ASTM D422

100

95

90

85

80

75

70

65

so

55

50

45

40

35

30

25

20

1s

10

5

0




Sample Number B0905A LID3

Sieve and Hydrometer

Particle Size Units

Cumulative

Wt Retained

91

11

L Retained

Lach Sieve

gCumulative

Passing

250 mm 000 00 1000

190 mm 000 00 100D

95 mm 3446 345 966

4B mm 12931 949 672

20 mm 37055 2412 633

850 urn 1755 459

425 um 11173 343

250 um 587 275

150 um +8053E 733 203

75 um 765 127

se urn 120

4B um

I

76

35 um ` I 57

22 4m I i i t38

13 um 32

93 um •` At` 19

66 um `1i

13

32 um0614um I 08

Wt of Soil g 109013 I

3 34 No 4

IIIIL 1

`Particle Size Analysis


No 40 No 200

III

Il III

II

I will

II•II

I

fi

1H III

1 I II

lÌ

II = l•

v I I I I I IIII L 1I

1• 1 i

LILIIJiIri t I I 1 •• 1111 I 11JI 71L

10000

IIII

1000 0100

Grain Size mm

Derformed by lC flI `cr

Checked by

j00100001 0000

80908 UP13 Hydrometer

Grahn Size Distribution Report

100

00

80

70

3

2

1

0

fD i7 N r + r ms I

I •1

• v

i

•

f

II

Vl k

I

f I

I

I 11 II I

l

I I1 1 I

I

V I I

I

I

i l II 1

1

1

1 1

1

I

1 1 I

II

I

I

V1

• WLl

I

I I

I I

I

I

1

I

n l 0 01

i

0004

00

100 10

Gravel

Coarse Fine

00 00

1

Coarse

00



Size Finer Percent X=Fain

4 1000

10 1000

20 997

40 994

60 977100 943

200 877

00519 mm 838

00377 Trop 797

00270 tom 772

00180 mm 682

00109 mm 590

00080 mm 517

00058 mm 460

00027 mm 351

00013 nam 278

r n specification provided

Source of Sample B0906 Depth 220240Satmale Number UD6

MACTEC ENGINEERING

AND CONSULTING INC



Praec No 05OA9 131 02

GRAIN SIZEmmSand

Medium

06

Fine

117

Silt

439

Material Descri Lion

Gray and brown lean clay

Fines

Clay

438

Atterberg Limits ASTMID 4318

PL 25 LL= 46 P1= 21

Classification

USCS D 2487= CL AASHTO iVI 145= A7620

Coefficients

090= 00950 1J85= 00572 D60 00114

D50= 00073 330= 00016 DIT=

D10= Cu= Cc=

Remarks



Tested a FBy

Checked By••fttti•Title

Date Sampled

Jax FL

Checked By 9D 12

jMACTEC MACTEC ENG1NEERTTG AND CONSULTING INC



276 6760426


ProjeciNumb er 3030090131

Report Date 110909


ASTM 1422

Sample Number UD13 Location B0908

Percent Finer than No 200

100

90

so

803 from washing

Sieve Size

Cumulative

a

Wt Retained

Each Sieve

9

Cumulative

passing

Cumulative

Passing

w Wash200

I in 000 000 1000 1000

34 in 000 000 1000 1000

38 in 1317 1317 150 970

4 4 2666 1349 695 940

4 10 4464 1798 490 899

1 20 6072 1608 306 163

4 40 I7245 1173 172 837

60 7874 629 101 823

1 100 8309 435 51 813

1200 9726 417 03 803

PAN 8754 028

il A44 05Wt of So

314No 4



No40 No200

I I

y

11

t

y

i

7

1 t•

1 497

11

1

t

tt

E

I

S

I4 I I

I

70

60

50

40

30

20

I0

0

10000

Grain Size mni

Performed By JIJC f fl 3 CheckedBy 2 f ff 0 7 09na UD1a Sieve

J1MACTEC

Sieve and Hvdrometer

Particle Size Units

Curnulaiive

Wt Retained

O

WL Retained

Each Sieve

gCumulative

Passing

250 mm 000 00 1000

190 mm 000 D0 1000

95 mm 1317 132 970

48 mm 2666 135 940

20 mrr 4464 180 899

950 Um =6J72i 161 863

425 um 7245 117 537

250 rm r7874 63 813

150 um 44 613

75 um 42 803

52 um 747

37 um 733

26 um 719

17 um`

I678

10 um 609

75 um i 567

55 Umr

J 49829um°• 38712 um

I

318

1Nt ofSoii g

100

95

90

85

so

75

70

65

60

55

50

45

40

35

SO

25

20

15

10

5



Abingdon VA 24211


HydrometerSieve

ASTM D422




Sample Number 80908 UD13

314 No4

II

i1I 1 s II I

l l 1

I I I II I E II

li L I

I I

iE

B

1itI 11I

10000


USStandard Sieve Sizes

No 40 No 200

1000 0100

Grain Size rum

7erl5mied by AICHChecked by Z

l

II

I

s

i I

I

S•

111

II

II I I

•rl

DA10 0001 0000

B0908 UDi3 Hydr neier


100

9Q

80

70

Z 60

30

20

I

00

G E

•D rl N r n cy

d0 0

O 0 axkqI

I1

I

ii I

I

I

f I IE

I

T1 I II

k

1 II

II

II l

I f I Vf

I

I II

I

I

II

II I I

f

I

I

k

f

1

l

4V I

I

•

I

E I

1

I

1

l1

II I 1 I I

II 1 1 1

n

1

n m nnni

300

Gravel

Coarse

00

Fine Coarse

GRAIN SIZE mm

00

00



Size Finer Percent XFail

20 1000

40 988

60 911

100 756

200 516

00573 mm 484

00413 mm 462

00304 mm 411

00200 mm 355

00119 mm 305

00087 mm 261

00062 mm 234

00029 mm 171

00013 mm 1218

no specitiicationprovided


Sample Number LTD16

MACTEC ENGINEERING

AND CONSULTING INC

Sand

Medium Fine

12

C 0

472

ISlit

299

Clay

217


Gray brown lean CLAY with sand

PL=

Fines

Atterberg Units ASTM 0 4318

LL= F1=

Glassifdcation

USCS 0 24B7= CL AASHTQ WI 145=

Coefficients

090= 02387 D05= 01981 DSO= 01002

050= 00679 030= 00115 D15= 00021

010 Cu= Cc=

Remarks



Tested By PBiChecked By n

Title



ut ftio 305004013102

Date Tested 101509

Date Sampled

Jax FL

Chocked By Zie 1309


100

50

aD

70

60

50

40

30

20

10

0

C

GRAIN SIZE mm

0fO l°1 LV r C

r1 2 RY V

I I V I

I

i

t II I I

I I 1 I I

1 I I I i

II V I

I I

f

IT

I 3

VE

k I

k

9 •

I k

t

i

I

k

1

I

1

l i

1 1

nn 1 0 1 D 1 001 0001

+3

00

°4 Gravel

Coarse

00

Fine

313

0 C O

Sand

FineCoarse Medium

128 137 87

silt

14 Fines

Clay

214 121



Size Finer Percent X Fail

112 1000

318 850

4 687

10 559

20 461

40 422

60 403

100 381

200 335

00632 mm 300

00452 mm 285

00332 mm 232

00216 mm 193

00126 mm 174

00091 mm 150

00065 mm 132

00032 mm 104

00013 mm 85


i

Source of Sample B0908A

Sample Number UD2

MACTEC ENG NEERa

AND CONSULT M NC


Brown clayey sand with gravel

Atterbero Limits ASTM D 4348

PL= 20 LL= 32 P1= 12

Classification

USCS B 2487= SC AASHTO M 445= A260

Coefficients

D90= 105802 Dar= 95286 D68= 26520

D50 12617 030= 00631 D15= 00090

D10= 00028 ee= 95065 Cc= 054



Tested By FS

Checked By

Title



Project No 305009013102

Remarks

Date Test d 101509

e

II

Date Sampled

Jax FL

Checked By EDE I


100

s0

sa

70

6o

50

40

30

20

10

0 0C • • C r

N q 4 v v

I I I 1I

I

I

I I II l

II

l

I I

9 fI

k

k

I

I

kf

I 1I

€I

I

S

f I

I

II I I1

I i I I

I II

I 1 1 1 1

II

1

I

I

I

I I I

I

I

I

I

I

I

I I l i l

Elll

II

I

I

n •

I

n n nnn

00

Gravel

Coarse

104

Fine

201

Coarse

49


Opening Percent Spec` Pass

Size Finer Percent K=Fail

1 1000

314 896

112 807

318 736

4 695

10 646

20 55040 485

60 455

100 433

200 414

00479 nun 404

00343 mzn 396

00253 mm 366

00163 mm 355

00100 mm 310

00076 mm 247

00055 nun 217

00026 mm 144

00013 =i 99


Source of Sample B0909 Depth 115135Sample Number UD3

GRAIN SIZE turn

Sand

Medium Fine

161 71

Silt

205


Clayey silty gravel with sand

PL= 25

Fines

Atterberg Limits ASTM D 4S181181

ILL= 35 PI= 10

Classification

USCS D 2487= GM AASHTO M 45= A41

Coefficients

Dg0= 193229 D85= 156615 ©g©= 13088

050 05131 D30= 00095 D5= 00028

°10 00013 Cu= 102002 C= 005

Remarks


Clay

209

Date Received 102109 Rate Tested 102109

Tested Sy F13

Checked By

Title

A TEC ENGINEERINGClient ArnericanElecfricPower


AND CONSULTING INCProject No 305009013102

Date Sampled

Jay FL

Moisture Content

22010Commerce Drive

Abingdon Va 24211

276 6760426

276 6760761

Project Name Aep Dike Drilling


Date 1192009

Boring B 0901 s1

Sample

Depth

Tare + Wet

Tare + Dry

Water wlwTare

Dry Soil wls

Moisture

Boring

SampleDepthTare + Wet

Tare + Dry

Water wwTare

Dry Soil wlsMb isture

UD 15

B0905

UDi8=0508

UD 8 Up=13

BD908UD 1S

11135 23240 18920 27270 31570 22260

9670 18522 16305 23914 26145 17653

1465 4718 126 15 56 5425 4607813 797 820 844 838 838

88 5T 1725 15485 23070 253 7 6816

165 266 69 145 274

BQCinf• fI •

Sara Pier r

j Depth

Tare + Wet

Tare+ Dry

water wlwTare

Dry Soil wls

Moisture

Boring <

Sample

Depth

Tare + Wet

Tare + Dry

Water wfwTare

Dry Soil wlsMoisture

Performed By IVC r f° 3 D 9 Checked By •eDp Itq61

IVIACTEC

Project AEP Dike Drilling

Client AEP

REPORT OF SOIL PERMEABILITY TESTING


Date Completed October 22 2009


Sample Information

Dia in 400 Length in 284

Wet Density pcf 646 Moisture Content 180

Test Parameters

Test Method Used ASTM D5084 method A

Weight gr 6043

Dry Density pct 547

Permeant Fluid Deaired water

Maximum Hydraulic Gradient 29 Minimum Hydraulic Gradient 13

Maximum Consolidation Stress psi 5 Minimum Consolidation Stress psi 5

Permeability Rate

5BE04

Permeability vs Time

61 E04

60E04

59E04

58E04

57E04

56E04

55E04

54E04

0 10 20 30

Time sec

I

40

Reviewed By

50 60

c fit Ld•6lt• <M

MACTEC Engineering and Consulting inc

3901 Carmichael Avenue

Jacksonville Florida

•MACTEC


Client AEP

REPORT OF SOIL PERMEABILITY TESTING




Sample information

Dia in 284 Length in 386 Weight gr 8388

Wet Density pcf 11310 Moisture Content 116 Dry Density pct 1174

Test Parameters

Test Method Used ASTM D5084 method A Permeant Fluid Deaired water



Permeability Rate

29E08


r 40E08V

35E08E

30E08

25E08

ix 20E08

15E08

a 10E08

501=09

o0 E+00

I

0 50000 100000 150000 200000 250000 300000

Time sec




1

00h1ACTEGREPORT OF SOIL PERMEABILITY TESTING


Client AEP

Sample Number 50908 UD16

Sample Information

Dia in 285 Length in 456

Wet Density pct 1232 Moisture Content °o 238

Test Parameters

Dry Density pct 995

Test Method Used ASTM D5084 metFod A Permeant Fluid


Deaired water


Permeability Rate


25E07

E 20E070

15E07

10E07

50E08

00E+00

0 50000 100000 150000 200000

Time sec

I

250000 300000

Reviewed By

Ran ti hwani






Weight gr 9391

AMACTEC22010 Commerce Drive


Telephone 2766760426 Facsimile 2766760764

Proj cot Name AEP Dike Drilling

Proj ect Number 3050090131

Report Date 110909

Soil Description Yellowish Brown Silty SAND SM10YR 514

Atterberg Limits AASBTO T9000 2004

Three Points

Sample Number B0901

Depth 1t UD6 20 240

Blows Moisture

35 288

27 310

20 326

Liquid Limit

31

Plastic Limit

24

Plasticity Index

I 7 I

Chocked by rPe IIfa9Performed by f flrfal

jIMACTEC22010 Commerce Drive





Report Date 110909

Soil DescriptionLight Olive Brown Clayey Sandy

SILT ML 25y 53

Atterberg Limits AA•SHTO T9000 2004

Three Points

Sample Number B0904

Depth ft UD15 695 718

Blows Moisture

33 392

24 413

16 431

i

I

Liquid Limit

41

Plastic Limit

26

Liquid Limit ASTM D 4318

Three Points

Plasticity lmdex

I15

539 i inr + 5i45

Blows100

Performed by AC 1 7 Checked by FDIC111P61

LIQUID AND PLASTIC LIMITS TEST REPORT

60

50

40

20

10

0

DàiiFSTd

kk I•cS i1r+ 1 Sz •aY ei •••9 1•`

y yµ

0 10 20 30

MATERIAL DESCRIPTION

Gray Clayey SAND

40

Project No 305009013102 Client American Electric Power


50 60

LIQUID LIMIT

LL I

39

PL

25

® Source of Sample 30905 Depth 200220 Sample Number UD3

70

Pl

14


50

<40570 260

Remarks® Moisture Content 152

90 100

°u<200

Jax FL

110

USCS

SC

Tested By FB Checked By RCl•of1

MACTEC22010 Commerce Drive





Report Date 110909

Soil Description Very Dark Grayish Brown Lean

CLAY with Sand CL I OYR 32

Atterberg Limits AASHTO T9000 2004

Tbxee Points

Sample Number B0908

Depth ft TiD8 425 445

I

Blows Moisture

35 333

24 353

15 374

Liquid Limit

35

Performed by f cf 171fap

Plastic Limit

23

Plasticity Index

l 12I

Checked by P It Y


Abingdon Virginia 24211 1




Report Date 110909

Soil Description Grayish Prown Lean CLAY with

Sand CL 25Y 52


Three Points

SawplcNumber B0908

Depth ft UD13 630 650

Slows Moisture

35 342

19 375

13 396

Liquid Limit Plastic Limit Plasticity Index

016 24 12

Performed by 4e¢ y r1off Checked by EDE ff4J




Project Name AEP Dilce Drilling


Report Date 110909

Sample Number B0908

Depth ft

Soil Description Dark Gray SILT with sand ML25Y 411


Three Points

UD15 786 809

Liquid Limit

38

36

26

Liquid LimitASTa1 D 4318

35

12 I

3543Inx + 49278

m

a0

1D

Blows Moisture

33 370

22 382

15 398

I

Performed by cbl 1111 0

Plastic Limit

Blows 100

Checked by Z

CONSOLI DATION TEST REPOR T

oo

12s

250

375

Ji

500a7

e 625

750

675i

1

20

i8

T 12

UN

11 1

F

I l

i

4

h•

1 2 5 2 5 10 20

Applied Pressure ksf

MATERIAL DESCRIPTION USCS AASHTO

Brown clay with gravel

Sp Overburden Dry Dens pcf Moisture Saturation Void RatioPc CLL pl

Gr ksf Init Finalinit Finn knit Final init Final ksf

c

2745 1174 115 a 150 689 1000 0459 0323 179 011

Preparation Process Trimmed using cylindrical cutting ringD2435

MethodCr

Swell Press

ksf Heave

Condition of Test Natural moisture inundated at 005 ksf B 001

ProjectNo 305009013102 Client American Electric Power


Remarks

Percent passing 200 sieve 5 11

Source B0904 Sample No UD8 ElevDepth 360380 Checked ByCONSOLIDATION TEST REPORT

ACTEC ENGINEERING AND CONSULTING INC

TitlD

lL JaxFL

Da Reading vs Time

Project No 305009013102


Source B0904

00024

00020

00016

00012

g nDnnn

00004

00000

0000

0000

0601

0001

000E

Elapsed Time min

0003

0000

0003

0006

Sample No UD8 EIevIDepth 360°380

j J5 1 2 5 10 2 0 50 200 5 00 201

11N

llifll

Load No 1

Laad= 010 lcsf

DO = 000000

D50 = 000005

D100 = 000010

T50 = 419 min

Cv T50

007 ft2day

ca = 0000

0

Load No= 2

Load= 025 ksf

D0 = 000010

D50 = 000093

D100 = 000176

T50 003 rum

FH1I1 i •lllIN II IIHNILU I•I1Y111 1•11• •L011• ffl•U• H

•I

i

poi1•10012

001

0016

0021

iP

III IITJIiIII

I I I

i Ili WN

I If

P4 1

0024

002701

III M111IN Milk 111111 1

I I

IIIC

I MW 1L1 I III

I

05 1 2 5 1 2 5 10 20 5D 200 500 2000

Elapsed Time minMACThCEngineering and Consulting Inc

C© T50

835 ft2day

Ca = 0000

Jax FL

Dial Reading vs Time

Project No 305009013102


Source B0904

0034

0037

0040

0043

0045

CC

0049

OD52in

0055

0058

0061

006401

Sample No UD8 ElevDepth 360380

Hh

•M•

NNlll• I IN•l

05 1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

Load No= 3

Load= 050 Icsf

DC = 000220

D50 = 000378

D100= 000536

T50 = 002 min

CV Q T50

1691 ft2day

Ca= 0000

00650

0D725

00000

00875

00056

C7C

01025aCIf

m 0110n

0117

0125

0132

0140

H H • Y •

4 J 1 11 V M• 1 1 II H•

t i

01 05 1 2 5 1 25 1 0 20 50 200 50 D 20 00

Elapsed Time min

MAC T EC Engineering and Consulting Inc

Load No= 4

Load= 100 ksf

Dp = 000560

D50 = 000867

D100= 001175

T50 = 002 mm

CV T50

1335 ft2day

Ca= 0000

Jax FL


Project No 305009013102


Source B0904

0• 690

01765

01840

01915

002140

02216

02290

02365

024400

020

022

024

026

028

Sample No UD8

i

1 05 1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

u ll

I

• uJ idll a I I

I

iII

030

200 500 2000

032a

034

y

IIiIII•Li li•

1•1

11II iii•J

05 1

038

040

4tD

2 5 1 2 5 10 20 50

Elapsed Time min

Load No= 5

Load= 2001csf

D0 = 001766

D50 = 001975

D100= 002185

T50 = 007 min

Cv T50

410 ft2day

Ca = 0000

Load No 6

Load= 400 ksf

D0 = 002280

D50 = 002881

DIM= 003481

T50 = 003 min

Cv T50

775 ft2lday

Ca = 0001

lax FL

ElevDepth 360380

MAC T EC Engineering and Consult lrsg Inc

M

PI Reading vs Time

Project No 305009013102


Source E0904

03714

037D9

03704

03699

03694tzZM

03689

D367

0367

D366

0366

t

t

Sample No UD8 ElevIDepth 360380

e e

H E • 2

n1 ro ns 2 5 1 2 S 10 20 50 200 600

Elapsed Time min

03764

03739

03714

oaess

0366

0363

0358

0356

0353

0351

41

4t

Load No= 7

Load= 200 ksf

D0 = 003720

D50 003695

0100 003670

T50 = 014r in

C©9 T50

190 221da

Ca = 0000

Load No= S

Load= 100 ksf

D0 = 003670

D50 = 003618

D 100= 003566

T50 = 008 min

M U

I Ut

4 3 t • n

I

911

J

•1

HI

0

I•

2

I

00

H500 20

V 3V

Elapsed Time min


CvT50

332 ft2lday

00

Jax FL


Project No 305009013102


Source B0904

03454

03469

03484

03499

d

to 4t0


III 4

I HUI 1••11771

• i

II

I III•i

4jj• L

03652

03574

03589

0360401 02 05

0343

0348

0353

0358

1 2 5 1 2 5 10 20 50 200 500

Elapsed Time min

••1

I

II

I• ill i

•I 1 I

I I IJ

Load No= 9

Load= 200 ksf

DO = 003540

D50 = 003539

D100 = 003538

T50 = 018 mug

Cv T50

147 ft2day

Ca = 0000

Load No= 10

Load= 400 ksf

D0 =

D50 =

D100=

T50 =

003560

003658

003756

005 min

CV T50

555 ft2lday

0378

0383

0388

0393a1

Ca = 0000

05 1 2 5 1 2 5 10 20 50 200 500

Elapsed Time min

MACTEC Engineering and Consulting IncJax FL


Project No 305009013102


Source B0904

036

038

040

042

044

Sample No UD8 ElevDepth 3603$0

Tlfl

Il•

i IH•

H11I

M I

J HI

III

I dA 11 111

1•111

ITUO11 it

N

I IIi

roctl

045

05C

IN QON k • 1 M

052

054

05801

05

05

05

05

0

0

0

0

I

I • •• I • •I • J

I

I

I I

1•1

11

J

05 1 2 5 1 2 5 10 20 so 200 5Q0 2000

Elapsed Time rain

t 4t

Load No= 11

Load= 800 ksf

DO = 003780

D60 = 004463

DI Op = 005145

T50 = 005 mini

Cv T50

540 ft2lday

ca = 0001

Load No= 12

31

56

81

06

X31

i56

381

ffl

•

I

Fos

731

756ni ns t 2 5 1 2 5 10 20 5 0 20a 54 0 2000

Load= 1600 ksf

Dp = 005260

D50 = 006068

0100= 006877

T50 006 min

C© T50

393 ft2lday

Ga=0001

Elapsed Time min

M CTEG Engineering and Consulting inclax FL

CO N SOLI DAT IO N TEST R EPOR T5390

5265

514

6015

• I

4890

4765

4640

4515

4390

4265i

II

4140

2

12

1

fl4

II W

•

2 5 1 5 0 2C1



Brown clay with gravel

Sp Overburden Dry Dens pof Moisture Saturation Void RatioI

O CLL PI

Gr icsf Init Final init Finar Init Final Init Final Ics1c

2686 1 I07 142 169 1000 10x0 0515 0427 196 008

Preparation Process Trimmed using cylindrical cutting ringD2435Method C

r Swell Press

ksf

Heave

Condition of Test Natural moisture inundated at 005 ksf5 001



Remarks

Percent passing 4200 sieve 755

Source B0904 Sample No UDII EleviDepth 520540 Checker XCONSOLIDATION TEST REPORT


Titled•liJf

t• Jay FL

CON SOLI DATI O N TEST REPOR T

I I I

ao

075

25

rLhCn

saa

i Ii I I

525

6D0

675

20

16

12

4

1 2 5 1 2 5 10 20



Broom clay with gravel

Sp Overburden Dry Dens pcf Moisture Saturation Void Ratiopc CLL P

Gr ksf Init Final Init Final Init Final Init Final ksfc

2696 1107 192 169 1000 1000 0515 0427 196 008

Preparation Process Trimmed using cylindrical cutting ring D2435

MethodC

r

Swell Press

ksf

Heve

Condition of Test Natural moisture inundated at 005 ksf B 001



Remarks

Percent passing 4200 sieve 755

Source B0904 Sample No UD11 ElevlDepth 520540 Checked B • 1

CONSOLIDATION TEST REPORT

ACTEG ENGINEERING AND

Title v •

Jwc FL

IHal Reading vs Time

Project No 305009013102


Source B0904

0004

0002

0000

0002

0004

0005

0008

003 0

0092

0014

00161

0000

0012

0010

0020

0024

0020

0002

0036

0040

0044

0048

05 1 2 5 1 2 5 10 20 56

Elapsed Time min

ElevDepth 520540

200 500

Load No= 1

Load= 0101csf

DO = 000000

D50 = 000067

D00= 000134

T50 = 1063 min

CvT50

003 ft2lday

Ca = 0000

2000

•i

f l q

t

i

I Jl

l

i

i

II•I

IJ

a 05 1 2 5 10 20 50

Elapsed Time min200 500


Sample No UD11

2000

Load No= 2

Load= 0251csf

D0 = 000140

DOD = 000285

D100 = 000430

T50 = 417 min

CV T50

007 ft2day

Ca = 0000

Jax FL

• • •11

I I

fJ11

Jil II I I I


Project No 305009013102


Source 30904

0035

0038

0041

0044

0058

0059

0052

006501

0069

0074

Jays

0084

Sampie No UD11 ElevlDepth 520540

TM

ILi105

1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

Load No= 3

Load= 050 ksf

Do= 000200

D50 = 000388

D100 = 000576

T50 = 002 tram

CvT50

1703 ft2day

Ca = 0000

Load No= 4

Load= 100 ksf

D0 = 000680

D50 = 000900

D100 = 001120

T50 = 113 ruin

I •• •1 • I • • •

d••l

• •

11•1

11

I I

W111

•

0094

c6 0099

6

0104

• III

I

I II i iPlli i•l•I IIJ•L0109

0114

011901

I

I

05 1 5 1 2 5 10 20 50 200 500 20002

Elapsed Time min

i4 ACTEC Engineering and Consulting Inc

C©© T50

025 ft2day

Ca T 0000

Jax FL

Project No 305009013102


Source B0904

01109

01170

01254

01329

m 01554

Q


I MLLI J

ITFT

i

WI

11 I d li f

•0

III III

Illli•

•kk•sue01829

01704

01779

01654

015

016

017

010

010

020

021

022

023

•

I1l MhU WI

Ij 12 50 200 500 20001 2 5 1 2050

Elapsed Time min

ii•

i1i hill M1ii

•

i

iiiii•

ii•

•• tzWLl• •

iIP

1

024025

01

11• IIT

I •IMH

Load No= 5

Load= 200 ksf

D0 = 001070

D50= 001318

D100 = 001565

T50 = 041 min

DV T50

068 ft2day

C00=0001

Load No• 6

Load 400 ksf

DD W 001580

D50 = 001894

D100 ` 002249

T50 = 026 min

Cv T50

105 ft2lday

Ca = 0001

1 2 5 10 70 50 200 500 2000505 1 2

Elapsed Time min

l ACTEC Engineering and Consulting Inc

Dial Reading vs Tlme

Jax FL


Project No 305009013102


Source B0904

02454

02439

02424

02409

02379

02364

02349

02334

02319

0230401 02

0233

0236

0234

0232

022

022

022

021


TIFlill•

H•U

I

it I

F••

I•X T •• • •

Il• Il

•I

lr `1

r• •

iI

••iHEH11H

I TnTU

P11

I

LH41•

11

• k H05 1 2 5 1 2 5 10 20

Elapsed Time min50 200 500

Load No= 7

Load= 200 ksf

D9 = 002430

D50 = 002375

D100= 002321

T50 = 026 non

Cv T50

102 ft2day

Load No= 8

Load= 1001csf

DQ = 002320

DOj = 002266

D100 002211

T50 487 min

DV T50

6I

Q

006 fs2lday

r

ni n 1 2

I

5 1 2 5 10 20 50 200 5 00 20 00

Elapsed Time minJax FL

MACTEG Engineering and Consulting Inc


Project No 305009013102

Project Dike Dritliag

Source B0904

02120

02135

02150

02155

02195N

02210

02225

02240

02255

0227001


R

ON

44 1 1 1 Y

I L200 50002 05 1 2 5 1 2 5 10 20 50

Elapsed Time min

0215

0219

0223

0227

0231

0235

i

I

rr• l

I lyI

11

10243

0247

0251

02550 05 1 2 5 10 20 50 200 500

Elapsed Time min

NIACTEC EnginesBeing and Consulting lrscLoa

d

No= 9

Load= 200 ksf

D0 = 002210

D50 = 002216

0100= 002222

T50 = 071 mui

C© T50

08 ft2day

C = 0000

Load No= 10

Load= 4001csf

D0 = 002170

D50 = 002259

D100 = 002348

T50= 010m m

CV T50

269 ft2day

Ca = 0000

Jax FL


Project No 305009013102


Source B0904

02314

02439

02584

02689

02814

C

02939

03064

03189

03314

03439


E Rsr • I

TTtillll

IJIJ IdMlh i HHl1 W•CTHuo a1

030

032

034

036

05 1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

• H•1• 11111V I lhl•il • I •111

CJ

0420

044

046

048

05001

•J

ri

II••

Ii •

lJ

2 6 1 2 5 10 20 50 200 500 200005 1

Elapsed Time min


Load No= 11

Load= 800 ksf

DD = 002390

D50 = 002819

Dl = 003248

T50 = 024 min

Cv T50

110 ft2lday

Ca = 0001

Load No= 12

Load= 1600 ksf

D0 = 003240

D50 = 003766

0100 = 004292

T50 = 017 min

Cv T50

150 ft2day

Cu= OX01

Jax FL

CONSOLIDATION TEST REPORT92

83

0

O

80

77

74

71

86

iLII •JIÌJI I

89i

I I lily I •Hl

HTl I i I • I•I I1 I I I I II IIIIIiIUII I•IIi•l

68

Hd H ILI 11•IN III H

65

7 F•Tl ill illJTrffI 1

1II l

l l I T`•il

III iIlll lrlll lil iII li•I1I125

62

llltlllllUlh•H111ilI

100I •

•I

> 75

U•• 5A

25

00

Il i I

I

i

I I II rKLLLL LiLI i i

411WH2


10 20

MATERIAL DESCRIPTION USCS AASIiTO

Cxxay and brown lean clayCL A7620

Sp Overburden Dry Dens pcf Moisture saturation Void RatioPC G

LL PI Gr ksf Init Final init Final Init Final nit Final ksfc

46 21 2778 920 1000 10001A 0886 0660 525 019

Preparation Process Trimmed using cylindrical euttingringD2435

Method Cr Swell Press

ksf

Heave

a

Condition of Test Natural moisture inundated at 005 lcsf B 001


Protect DiiceDrilling

Remarks

Percent Passing 200 sieve 832

Source B0906 Sample No UD6 ElevIDepth 220240Checked5y J W dCONSOLIDAT ON TEST REPORT

MAGTEC ENGINEERING AND CONSULTING INC

Title 1

yv i f F

tlax FL


Project No 305009013102


Source B0906

0003

0000

6003

0008

0009

0012

0095

0018

0021

0024

0027

Sample No UD6 ElevDepth 220`240

n m Load No= 1

Load= 010 ksf

00000D = 0O

D50 = 000093

D100 = 000186

T50 = 005 min

CvT

588 ft2ldr

Ca = 0000

f

I

m

01 05 1 2 5 1 2 5 1 0 20 5 0 2 00 50 0 20 00

Elapsed Time min

002

II

I

a0s

®

II

004

005

037

a0ao Q

Oa9

010

01209 05 1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

NIACTEC Engineering and Consulting1 Inc

Load No= 2

Load= 025 ksf

D0 = 000240

D50 = 000592

D 100 = 000943

T50 = 003 min

CV T50

872 ft2lday

Ca = 0001

JaxFL

Deli Reading vs Time

Project No 305009013102


Source 30906

01204

01279

01354

01420

01579

Sample No UD6 ElevDepth 220240`

VIA

topI

Nl•

I

I r•

i• •Ir+ • I

01554

ff

01729

01804

01879

0195401

019

020

021

022

023

LLM• I •

05 1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

••

I•

41

i•

I

r •

Load No= 3

Load= 0501csf

D0 = 001020

D50 = 001357

D100= 001695

T50 = 003 min

Cv T50

973 ft2lday

Ca = 0001

Load No= 4

Load= 100 ksf

DQ = 001750

D50 = 002i68

D100 = 002586

T50 = 005 min

024

025

026

027

028

020

Cv T50

568 ft2day

Ca= 0000

1 2 5 1 2 5 10 20 50 200 500 2000050

Elapsed Time min

I11iACTEC Engineering and Consulting IncJax FL


Project No 305009013102


Source B0906

02764

02880

03014

03139

03264

03359

03514

03639

03764


d••I

Id I•I•

I

I IM I

•1l

q•11MIII u• II•• • I • I

T1103889

04014 01

034

036

038

040

044

046

048

050

1 2 5 1 2 5 10 20 53 200 500 200005

Elapsed Time min

11

1

ICI •5 111

IN

Load No= 5

Load= 200 iksf

D0 = 002590

D50 = 003093

D100 = 003596

T50 = 006 min

Cv T50

426 ft2lday

Ca = 0001

Load No= 6

Load= 400 ksf

D0 = 003730

D5p = 004284

D100= 004838

T50= 021 min1TI

J1••

il•ill I

M •I

I

III I

II I

I

•liiil

FMWIi• W•I•III iUIIl11 H lliLL IiIiT052

05401

I1I

1S k

t

I

I20

LIJIJII•

200 500 200005 1 2

Eiapsed Time min

MACT EC Engineering and Consulting Inc

Cv T50

118 ft2day

Cc = 0001

Jax FL

Deal Reading vs Time

Project No 305009013102


Source B0906

05104

05102

05100

05098

tu 05092

E

05090

05088

05086

0508401 02

051

051

051

051

051

05

05

05

05

05

05

Sample No UD6

ITTI T iimJNIH

MIN HIT

I

05 1 2 5 1 2 5 10 20 5o 200 500

Elapsed Time min

Load No= 7

Load= 200 ksf

D0 = 005100

D50 = 005095

D100 005090

T50 = 10271 rain

T50C©

000 ft 2lday

ca = 0000

34

49

34

19

04

189

74

759 iI I • FM

i

I

I

1• 1 Hi I

U I • FF014

D1 45 1 2 5 1 2 5 10 20 50 200 5 6D 20

Elapsed Time min

MACTEC Engineering and Consulting inc

ElevDepth 220240

Load No= 8

Load 100ksf

D0 = 005090

D50 = 005066

D100 005041

T50 = 201 min

Cv T50

012 ft2day

00

Jax FL


Project No 305009013102


Source B0906

0486

048

0492

0495

0507

0513

051601

050

052

05

056

CC

060

S2

a062

064

005

055

Sample No uD6

M1

Ml•

l

I I

I W IIm05 1 2 5 1 2 5 10 20 50 200 500

Elapsed Time min

IIIT f l I

i

I I d•

•

II iI I

•i •

I

II II

•I

fllfI IfiNfi• IIPI I I• C

VI

I Vlilll

ilL

L III

Ili

P•KM I • I•

I uJIJ Ii19

Load No= 10

Load= 400 ks1

D0 = 004970

D50 = 004996

D100 = 005021

T50= 021 min

Cv T50

114 ft2day

C• = 0000

Load No= 11

Load= 800 ks£

DO = 005060

D50 = 005795

D100 = 006530

T50 = 021 min

C© T50

113 ft2day

cam= 0001

070

Jax FL

01 1 2 5 1 2 5 lO 20 50 200 500 200005

Elapsed Time min

MACTPC Engineering and Consulting Inc

ElevDepth 220240

Dal Reading vs Time

Project No 305009013102

Project Dike Dri1Ting

Source B0906

663

066

069

072

d0

cu

au

Cu

075

Sample No TD6 ElevDepth 220240

L•IN J 1111 11H 1111111 1 11

I

••l

112 1

I

lK I

I

•11R

• h I

iI1IFT

07$

081

084

087

090

09361

1•1TM11 • 11 d

2LL IiiliLL I • KI2 fio05 1 2 5 1 2 5 10 20 50 200 500 2000

Elapsed Time min

Load No= 12

Load= 1600 ksf

Do= 006750

D50 = 007749

D100 = 008747

T50 = 040 min

CV T50

055 ft2day

C = 0001

Jax FL

MACTEC Engineering and Consulting 16G

MACTECDensity of Soil Specimens

ASTM D 7263 Method B



Boring Number B0903

Sample Number UD9

Depth 3436`

Moisture Content


Abingdon Va 24211

276 6760426

276 6760761

Tare + Wet Soil 124147

Tare + Dry Soil 101653

Water 22494

MassgTare 47747

Dry Soil 53906

Water Content 417282

Weight Volume Relations

Height 459201 461951 45760 45725

Average Height 459Measurementsin

Inside Diameter 288601 28760 28795 28870

Average Diameter 28821

Tare +Sample 24085

Masslb Tare 07152

Sample 16932

Volume PCF 001731

Wet Density PCF 9782

Dry Density PCF 6902

Performed By CA f 94p Reviewed By P •Z 7 p7


Abingdon Va 24211

276 6760426

276 6760761

Project Name

Project Number

Boring Number

Sample Number

Depth

Density of Soil Specimens

ASTM D 7263 Method B

AEP Dike Drilling

3050090131

B0907

U D14

5759

Moisture Content

Tare + Wet Soil 93703

Tare + Dry Soil 64162

Water 29541

MassgTare 1663

Dry Soil 47532

Water Content 621497

Weight Volume Relations

Height 46385 471751

47510 46880

Average Height 469875

MeasurementsinInside Diameter 28750 28770 28675 28790

Average Diameter 28745

Tare +Sample 24549

Mass lb Tare 07491

Sample 1707

Volume PCF 00176

Wet Density PCF 9692

Dry Density PCF 5977

Performed By 2•d9rC Reviewed By Z2 1>E 2•Q r29

APPENDIX 3

PIEZOMETER DATA

• f

IVECHRSRAP

i r

ASH POND 1Ba A7R

a

t OVERFLOW

ti

STRUCTUREL d

r

PLANT

Jo VNOTCH WEIR 2

P7AECLAM

POND

t

o1

e

A2

R

A3

x

A5

A6

+

A7

R

+

B1

B2

R

B3

R

B4

R

B5

R

AB

6

P1

R

P2R

P3R

P4R

P5R

P6R

+

P0

909

P0904

P0906

+

P0902

1570

1550

1530

1510

1490

6

AA

4o

a

A

A

A

A4

A

A

A

A

aQ

P7

A

AA

P8 A

P0

90

1

S

P0

90

1D

P0

90

8S

P0

90

8D

1470

090184

052987

022290

1111892

081595

051198

020401

110103

0712806

042309

011812

Tim

eD

ate

APPENDIX 4

SEEPAGE AND STABILITY MODEL INPUTS

Section

A

SE

EP

WA

naly

sis

Reto

rt

generate

duin

gG

eoS

tudlo

2007

versio

n711

Copyrig

ht

5

19912009

CE

OS

LOP

EIn

tern

a

tioooI

Ltd

He

info

rmation

Cre

ate

d8yhra

dfo

nd

Revis

ion

Num

ber

250

Last

Edited

By

Svhra

vla

nd

Date

SV

2010

Tim

eF

54522

PM

File

Nam

eA

4gsz

Directo

ry

U2010

lien

ad

Dik

eA

naly

nis

°linc

s

•r°tl>

cod

•

Proje

ct

Settin

gs

Length

LU

nits

teet

Tim

et

Units

Flo

urs

ForcelF

Units

bf

Pre

ssure

pU

nits

psf

MassM

Units

lbs

Mass

Flu

xU

nits

ihjrr

Unit

Weig

ht

of

Wate

rh14

Vie

w

C

Analy

sis

Settin

gs

SE

EP

JLI

Analy

sis

Description

Clinch

Riv

en

Pla

nt

Seepage

Anaty

sis

Kln

dS

EP

AV

Meth

od

Tanrie

nt

Settin

gs In

itia

lP

WP

L

t4ccr

Table

Inclu

de

Air

Flo

wN

o

Contr

ol

Apply

Runo

ffY

es

Converg

ence

Maxim

um

Num

ber

ofIterations

25

Tole

rance

01

Maxim

um

Change

in

K2

Rate

of

Change

in

K1

Min

imum

Change

in

K

C

liniC

1

Equation

Solv

er

Pa

allel

Diract

Pote

ntial

Seepage

Max

if

of

Revie

ws

S

Tim

e

Sta

rtin

gT

ime

0hi

Duration

27721

òr

of

Ste

ps

Ste

pG

enera

tion

Meth

od

Lifer

Save

Ste

ps

Every

20

Use

Adaptive

Tim

eS

teppin

gN

o

Section

A

Mate

ria

ls

Oub2r

shellsilty

sand

and

shale

fra

gm

en

t

Model

Iota

rate

dI

UO

Iacl3

aetr

Hydra

ulic

KF

unction

Oute

rsh

all

cla

ys=

ysure

d

Vol

WC

Function

Su

ter

sh

ell

cla

ye

ysa

nd

KR

atio

S

KD

irection

0

Toecla

yey

silt

Model

Satu

rate

dU

nsatu

rate

d

Hydra

ulic

KF

unctionC

oe•

eyS

Stl

Vol

WC

Function

Tcn

=cla

ye

ysilt

KR

atio

1

KD

irection

1

orig

inal

Dik

ecla

yW

ith

gra

ve

l

SCtrtel

tUsa

sra

•M

odel

Hydra

ulic

KF

unction

igiral

Dik

eday

with

gra

ve

Vol

WC

Function

Orig

ina

lD

ike

cla

yw

ith

gra

ve

l

KR

atio

1

KD

irection

=0

Com

pacte

dA

sh

Modelatr

ate

dU

nsau

rate

d

Hydra

ulic

KF

unction

Cavu

recO

AU

Vol

WC

Function

Dn

irr3

actu

sA

sh

KR

atio

KD

irection

D

Fly

ash

Model

Satu

rate

dO

nly

Hydra

ulic

KS

at

0O

h4

Volu

metr

icW

ate

rC

onte

nt

045

f°II

ft

Mv

Ipr

KR

atio

i

KD

irection

Foundationsi€

tysand09

UD

8a

8U

fI5

Model

situ=

aLed

Cary

Hydra

ulic

KS

at

`nti

Volu

metr

icW

ate

rC

onte

nt

045

ftft

Mv

C

ipsf

KR

atio

1

KD

irection

0

Section

A

Bed

Rock

Model

Saw

at°ro

Om

y

Hydra

ulic

KS

at

Q••

701

ftO

r

Volu

metr

icW

ate

rC

onte

nt

C>

srt

s

Mv

0

Ps

KR

atio4

KD

irection

9°

Orig

inal

iliite

sandy

lean

cla

y

Model

Sate

rate

dsntu

raie

d

Hydra

ulic

KF

unction

0ig

ino

Dik

esandy

years

clo

y

Vol

WC

Function

rirain

ai

Dik

esan

y

can

cla

y

KR

atio

KD

irection

8

Foundationsandy

slit0

8U

D16

Model

Satu

rate

dIc

iy

Hydra

ulic

KS

at23

f`hr

Volu

metr

icW

ate

rC

onte

nt

l°S

ftft

Mv

3

ysi

KR

atio

1

KD

irection

C

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Second

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Data

Poin

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Model

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Estim

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Pro

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Resid

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Pre

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Poin

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Data

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Poin

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Estim

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Pro

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Poin

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Volu

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Poin

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Resid

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Wate

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Poin

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Model

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Poin

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Function

Conductivity

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Data

Poin

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Poin

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Poin

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Data

Poin

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Poin

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Estim

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Estim

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Poin

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Estim

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Estim

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Poin

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Poin

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Poin

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Data

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Poin

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Poin

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Poin

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Data

Poin

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Estim

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Data

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Poin

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APPENDIX 5

STABILITY ANALYSIS REPORT AND RESULTS

Figures 51 through 56 Stability results of Section A



Figure 51 Stability of Section A under steadystate condition with a deep failure

surface

Figure 52 Stability of Section A under steady state seepage condition using block failure

mode

Figure 53 Stability of the outer shell of Section A under steady state seepage

Figure 54 Critical failure surface and the corresponding factor of safety under seismic

loading condition for Section A using drained material properties

Figure 55 Critical failure surface and the corresponding factor of safety under seismic

loading condition for Section A using consolidated undrained material properties

Figure 56 Stability of Section A after 7 ft raise in the piezometric water levels

17

v

Figure 57 Stability of Section B under steadystate condition with a deep failure

surface

20

Figure 58 Stability of Section B under steady state seepage with a block failure

mechanism

Figure 59 Stability of the outer shell of Section B under steady state seepage

Figure 510 Stability analysis results of Section B under seismic loading using drained

material properties

Figure 511 Stability analysis results of Section B under seismic loading using

consolidated undrained material properties

Figure512 The warning water level for Section B was determined to be approximately 7

ft raise in the current piezometric levels

120

Figure 513 The critical water level for Section B is indicated by about 12 ft raise in the

piezometric water levels at the crest or about 10 ft raise in the piezometric water levels at

the toe

Figure 514 Stability of Section C under steadystate seepage condition with a deep

failure surface

Figure 515 Stability of the outer shell of Section C under steadystate seepage condition

Figure 516 Stability of Section C under seismic loading condition using drained material

shear strength

Figure 517 Stability of Section C under seismic loading condition using consolidated

undrained shear strengths

Figure 518 Stability analysis results for Section C after 7 ft

increase of the phreatic

water levels

Figure 519 Stability analysis for Section C after 28 ft increase in the piezometric levels


APPENDIX A

Document 6

Ash Pond 2 Design Summary for Final Closure, by BBC&M Engineering

January 15 2009

00111497007


Mr Gary Zych PE1 Riverside Plaza

Columbus Ohio 43215

Re Design SummaryAsh Pond 2 Final Closure

Clinch River Power Plant

Carbo Virginia

Dear Mr Zych

BBC11SOLUTIONS TO BUILD ON

In accordance with our June 272008 proposal and written authorization on July 1 2008BBCM Engineering Inc has completed engineering and design services associated with the

final closure of Ash Pond No 2 at the Clinch River Power Plant near Carbo Virginia

BBCMs scope of work consisted of engineering design and permitting of

the cap system for

final closure under Virginia regulations generally following the intent of the Virginia Departmentof Environmental Quality VADEQ regulations and guidelines for Industrial Waste DisposalFacilities

Design Summary

It is proposed to close Clinch River Ash Pond No 2 through regrading and the application of a

cap and vegetative cover The existing surface will be regraded and filled to achieve a gently

sloping 5 surface to promote surface water runoff The regraded ash surface will be

covered with a flexible geomembrane covered by a geocomposite drainage layer and 2feet of

soil fill The surface of the soil fill will be seeded and mulched to promote the growth of a

vegetative cover Surface water runon from the adjacent slope will be diverted and runoff from

the capped areas will be directed into one of two sediment ponds prior to being discharged into

Dumps Creek

Drawings

Working in close association with AEP drawings have been prepared for bidding and

construction The drawings contain an Existing Site Plan Phasing Plan Final Grading PlanCross Sections Details and an Erosion Sediment Control Plan and Details The drawings

were developed in conjunction with geotechnical and surface water considerations

Part 1 Geotechnical Analyses

In support of the final closure plan BBCM performed a subsurface investigation to assess the

overall stability of the site with respect to the proposed cap geometry Soil and rock borings

were performed to augment previous borings which were used to define the subsurface

6190 Enterprise Court ® Dublin OH 43016 3293 a Phone 614793 2226 Fax 614 793 2410

DOCUMENT 6: ASH POND 2 DESIGN SUMMARY FOR FINAL CLOSURE, BY BBC&M ENGINEERING

conditions at the site Soil and rock samples were obtained and laboratory testing was

performed on selected samples recovered in the field

Geotechnical analyses were performed by BBCM using the results of the boring program and

laboratory testing The analyses covered slope stability liquefaction and settlement based on

the new geometry and loads imposed by the capping Results of the analyses indicate that the

proposed final grades are stable under ordinary conditions as well as under seismic conditions

Results of the Subsurface investigation including geotechnical analyses are included in Part 1 of

this submittal

Part 2 Cover System Stability

The stability of the proposed final cover system was evaluated by BBCM considering the impact

of rainfall These calculations included as Part 2 demonstrate that the cover system exhibits

adequate factors of safety against surficial failure modes

Part 3 Surface Water Controls

A series of runoff control structures including diversion berms ditches channels sediment

ponds and spillways were designed by BBCM for the final closure of Ash Pond 2 Storm water

runoff was computed using National Resource Conservation Service NRCS methodology

including TR55 This methodology was used to determine peak discharge from a given

drainage area under a given rainfall amount

Rainfall events were obtained from NOAA Atlas 14 given the coordinates for the site The25year24hour storm event was the basis for design of surface water control structures The25yearstorm for this area is 423 inches Surface water control structures such as ditches and

berms were designed to pass the peak runoff from a 25year 24hour storm event

Sediment ponds were designed to contain 134 cubic yards of runoff per acre of drainage area

below the level of the principal spillway Sediment pond principal spillways have been sized to

pass the runoff from a 2year 24hour storm event without flows entering the emergency

spillway Sediment Pond emergency spillways have been designed to pass the 25year storm

without overtopping the banks of the pond and maintaining at least 1foot of freeboard Runoff

from the various storm events were routed through the ponds using the HEC1 computer

program using computed storagedischarge relationships and watershed characteristics for

each pond

Calculations for runoff discharge and pond sizing are contained in Part 3 of this submittal

Part 4 Estimated Quantities

BBCM developed estimated quantities for the various construction components and waste

volume This information is summarized as Part 4

Design SummaryPond No 2 ClosureClinch River Power Plant

Russell County Virginia 1

We appreciate the opportunity to be of service to you on this project If you have any questions

please feel free to contact us at any time

Respectfully Submitted

BBCM ENGINEERING INC

Dublin Office

Michael G Rowland PESenior Engineer

4

``••©

CO

rt

IYII•HAEL51 •5

IL D

tpl

AN

Stephen J Loskota P ESenior Project Engineer

Submitted 1 Copy

WJ

Attachments Part 1 Geotechnical Analysis Report

Part 2 Cover System Stability

Part 3 Surface Water

Part 4 Quantity Estimate

Design SummaryPond No 2 ClosureClinch River Power Plant


PART 1

GEOTECHNICAL ANALYSIS REPORT

December 2008

GEOTECHNICAL ANALYSIS REPORTCLINCH RIVER POWER PLANT

POND NO 2 FINAL CLOSURE

CARBO VIRGINIA

Report to

AMERICAN ELECTRIC POWER SERVICE CORPCOLUMBUS OHIO

Prepared by


GEOTECHNICAL ENGINEERS

COLUMBUS OHIO

December 2008

December 12 2008

00111497007 BBGG1SOLUTIONS To BUILD ON


Mr Gary Zych P E1 Riverside Plaza

Columbus Ohio 43215

Re Geotechnical Analysis Report Pond 2 Closure Plans


Carbo Virginia

Dear Mr Zych

In accordance with our June 27 2008 proposal and written authorization on July 12008 BBCM Engineering Inc has completed the geotechnical analysis in support of

the design for the closure of Ash Pond No 2 at the Clinch River Power Plant near

Carbo Virginia

BBCMs scope of work consisted of engineering design and permitting of the cap

system for final closure under Virginia regulations generally following the intent of the

Virginia Department of Environmental Quality VADEQ regulations and guidelines for

Industrial Waste Disposal Facilities The following report is a summary of our

geotechnical analyses consisting of slope stability liquefaction potential and settlement

analyses These analyses focus on deep seated modes of failure The stability of the

final cover system was assessed separately

We appreciate the opportunity to be of service to you on this project If you have any

questions please feel free to contact us at any time

Respectfully Submitted


Dublin Office

Michael G Rowland PE Stephen J Loskota P E

Senior Engineer Senior Project Engineer

Submitted 1 Electronic Copy

6190 Enterprise Court a Dublin OH 43016 3293 9 Phone 6147932226 ® Fax 614 7932410

TABLE OF CONTENTS

1INTRODUCTION

Project Description 1

Purpose of This Work I

Available Geotechnical Data 1

CURRENT SUBSURFACE

FIELD WORK2LABORATORY TESTING34GENERAL SUBSURFACE CONDITIONS

DESIGN CROSS SECTION FOR

Geometry 4

Soil Layers 5

Strength Parameters 6

Groundwater Level 7

ANALYSES AND RESU 7Liquefaction Potential 7

Global Slope Stability Analysis 8Settlement 9

CONCLUSIONS

APPENDICES

APPENDIX A Subsurface Investigation Plate

Plan of Explorations I

Explanation of Symbols and Terms Used on Boring Logs Soil 2

planation of Symbols and Terms Used on Boring Logs a Rocl•Explanationi 3

Boring Logs B1 throughB8Summaryof Laboratory Test Results

Atterberg Limits

ResultsLogsof Shelby Tube SamplesGradation Curves

APPENDIX B Slope Stability Analysis

4192021

22

23

2445

APPENDIX C Settlement Analysis

INTRODUCTION

Project Description

BBCM Engineering Inc BBCM has been retained by AEP to provide design services

for the final closure of the inactive Ash Pond No 2 Pond 2 at the AEP Clinch River

Power Plant near Carbo Virginia in Russell County Services included a surface and

subsurface site investigation engineering and design The permit application itself will

be prepared by AEP The design of the final cover generally follows the intent of the

Virginia Department of Environmental Quality VADEQ regulations and guidelines for

Industrial Waste Disposal Facilities This report addresses the Geotechnical Analysis

portion of the design

Pond 2 consists of a three tiered dike system constructed to impound coal combustion

byproducts both bottom and fly ash To be consistent with previous reports performed

by AEP the dikes were termed Lower Level Middle Level and Upper Level dikes

although they are also known as Dikes 1 2 and 3 respectively Based on information

provided by AEP BBCM understands operations at Pond No 2 which began around

1954 were discontinued in 1997 and the pond has been inactive since that time During

active operations fly ash and bottom ash were sluiced into the pond areas Over the

years the capacity of Pond 2 was increased through vertical expansions consisting of

first increasing the height of the lower dike then subsequently constructing the middle

and upper dikes At this time the upper portion of the impoundment remains open to the

environment A cover system will provide final closure of the facility

The proposed pond closure design will utilize dry coal ash placed as structural fill to

achieve a 5 grade sloping away from the hillside to allow surface water to drain from

the 20 acre site As much as 30 feet of fill will be required in some areas to achieve the

final grade The completed pond will then be capped with a flexible membrane liner

geocomposite drainage layer and cover soil

Purpose of This Work

The purpose of this work was to assess the impact of the proposed final cover system

on the stability of the existing ash pond as well as to generally assess the long term

stability of the overall system It

is understood that this report will be included with the

permit application prepared by AEP The geotechnical analyses summarized in this

report consist of an evaluation of potential for the existing ash to liquefy under a seismic

event the stability of the overall pond under the weight of the new cover system under

both normal and seismic conditions and to estimate the settlement of the existing ash

and foundation soils under the weight of the proposed cover system Each of these

analyses are dependent upon the existing subsurface conditions To this end BBCM

performed a limited subsurface investigation at the facility to supplement the existing

extensive data Please note that only analyses dealing with the existing subsurface

conditions have been included in this report Other analyses such as hydrologic and

hydraulic and the surficial stability of the final cover itself have been documented in a

separate design report

Available Geotechnical Data

An extensive analysis of the stability of Ash Pond No 2 was performed by AEP in 1990

In this report entitled Stability Analysis of Clinch River Ash Pond Dikes dated January

Geotechnical Analysis Report


Pond No 2 Closure


1990 the construction and operation of the facility was reviewed and the results of a

subsurface investigation were summarized As part of this investigation five soil borings

and piezometers were installed and a large number of consolidatedundrained triaxial

shear tests and direct shear tests were performed

As part of our work BBCM reviewed the AEP report In the report AEP examined

various combinations of circular and block failure surfaces for the existing dike

configuration as well as a progressive failure mode AEP also performed a sensitivity

analyses by reducing the drained friction angle of the dikes by 2 degrees and found this

had little effect on the failure surface and its factor of safety Overall AEP determined

the stability of the clay dike system at Pond 2 was satisfactory and operations could

continue without modification Additionally BBCM understands that no major problems

have occurred at Pond 2 since the time of the report Some time after Ash Pond 2 was

taken out of service portions of the upper dike Dike 3 which had not been filled to

capacity were removed to prevent surface water ponding otherwise the existing

geometry is largely the same as it was at the time of the 1990 report

Limit equilibrium slope stability analyses in the 1990 report were generally performed

along a single crosssection generated through the facility Such analyses provide a

factor of safety as an output which represents the resisting forces soil strength divided

by the driving forces A factor of safety of 10 implies that the slope is in a state of

incipient failure AEPs lowest computed factor of safety was 13 for the middle dike

CURRENT SUBSURFACE INVESTIGATION

As part of the design of the final closure of Pond 2 BBCM performed a limited

subsurface investigation which was intended to supplement the available information

The focus of this investigation was to confirm the condition of the lower and middle

dikes to confirm the top of bedrock elevation across the site and to investigate the

condition of the impounded ash which will become the foundation for the final cover

system The details of this investigation are described in the following sections

FIELD WORK

During the period of July 22 through August 6 2008 AEP personnel performed eight 8soil borings designated B1 through B8 that were extended to depths ranging from

236 to 818 feet below existing grades A project geologist Certified Professional in

the state of Virginia from BBCM was onsite between July 22 and 23 to meet with AEP

plant personnel perform a reconnaissance of the overall site position the borings in the

field log Borings B3 and B4 and coordinate survey work The remaining borings were

logged by AEP personnel

Borings B3 and B4 were located on the crest of the lower and middle dikes

respectively Borings B1 and B8 were located between the middle and upper dikes

and Borings B2 B6 and B7 were located between the upper dike partially removed

at this time and the hillside The boring locations as shown on the Plan of Borings and

presented as Plate 1 in the Appendix A were selected and field located by BBCM

personnel The ground surface elevations of the borings were initially estimated from

recent topographic mapping provided by AEP for preliminary analyses and later



Pond No 2 Closure


recorded during a site survey Logs of all borings are submitted in the appendix as

Plates 4 through 19

All borings were performed with a truck mounted drill rig and were advanced between

sampling attempts using 34inch ID hollowstem augers At regular intervals

disturbed but representative samples were obtained by lowering a 2inch 0Dsplitbarrelsampler to the bottom of the hole and driving it into the soil by blows from a140poundhammer freely falling 30 inches Standard Penetration Test ASTM D1586 Split

barrel samples were examined immediately after recovery and representative portions of

each sample were placed in air tight jars and retained for subsequent laboratory testing

Upon encountering auger refusal in Borings B3 and B6 a changeover was made to

rock coring techniques to verify the presence and condition of the bedrock At these

locations bedrock core were obtained by using a NQ rock coring techniques with water

as the circulating fluid Recovered rock cores were catalogued in the field and

preserved in compartmented boxes and delivered to our laboratory for inspection

classification and testing The rock coring was performed in accordance with ASTM D

2113

During drilling procedures personnel from BBCM or AEP performed the following

specific duties

® examined all samples recovered from the borings

cleaned soil samples of cuttings and preserved representative portions in airtight

glass jars

® preserved bedrock samples in core boxes

® prepared a log of each boring

® made handpenetrometer measurements in soil samples exhibiting cohesion

and

provided liaison between the field personnel and the Project Manager so that the

field investigation could be modified in the event that unexpected subsurface

conditions were encountered

At the completion of drilling all recovered samples were transported to the BBCM

laboratory for further examination and testing

LABORATORY TESTING

In the laboratory the samples were visually identified and on representative samples

moisture contents liquid and plastic limit determinations and grainsize analyses were

performed Results of these index tests permit an evaluation of strength and

compressibility characteristics of the soil by comparison with similar soils for which these

characteristics have been previously determined Based upon the results of the

laboratory visual identifications and testing program soil descriptions contained on the

field logs were modified if necessary and laboratorycorrected logs are submitted as

Plates 4 through 19 in Appendix A Results of the laboratory tests are shown graphically

on the individual boring logs and a summary of test results is presented on Plates 20

and 21 in Appendix A The results of the grain size analyses are presented in curve

form on Plates 24 through 45 in Appendix A



Pond No 2 Closure


Soils described in this report have been classified basically in accordance with the

Unified Soil Classification System but this system has been augmented by the use of

special adjectives to designate the approximate percentages of minor soil components

for the naturally occurring soils Definitions of these special adjectives and an

explanation of the symbols and terms used on the boring logs are presented on Plates 2

and 3 in Appendix A

GENERAL SUBSURFACE CONDITIONS

Consistent with the purpose of the ash pond coal ash fill was predominantly

encountered in the borings Borings B1 B2 B5 B6 and B8 encountered coal ash at

the surface to depths of boring completion or near auger refusal upon bedrock The coal

ash generally consisted of veryloose to loose fly ash with zones of bottom ash Borings

B5 and B6 encountered between 25 and 50 feet of medium stiff silty clay and clayey

silt just above the bedrock surface Borings B3 and B4 were drilled on top of the lower

and middle dike respectively The dike material encountered

in

these borings was

primarily composed of mediumdense to dense fine to coarse gravel consisting of shale

fragments with zones of hard silty clay and clayey silt and zones of fine to coarse sand

Natural soils were encountered in Boring B3 beneath the lower dike consisting of

organic clayey silt and fine to medium sand above the bedrock surface Beneath the

middle dike Boring B4 encountered coal ash consisting of approximately 12 feet of

mediumdense to very dense ash followed by 30 feet of loose to mediumdense ash

Bedrock was encountered in Borings B2 through B7 at elevations ranging from 14912

to 1522 4 feet above Mean Sea Level MSL Based on descriptions of the rock core

and rock fragments obtained in the split spoon samples bedrock at the site consists of

verysoft to soft gray shale and hard gray limestone Generally bedrock encountered

beneath the dike system consisted of the verysoft to soft shale Both rock types

exhibited massive bedding with many diagonal fractures Rock Quality Designation of

RQD of the limestone ranged between 26 to 64

Groundwater observations were made as each boring was being advanced and

measurements were made at the completion of drilling During drilling groundwater was

encountered within the borings at depths of 115 to 244 feet below the existing grade

with groundwater elevations generally decreasing as the borings approached DumpsCreek

DESIGN CROSS SECTION FOR ANALYSES

Geometry

The three tiered dike system created from subsequent vertical expansions of Pond 2 is

demonstrated on the design section developed by AEP in 1990 As previously noted

however the upper dike was intentionally partially removed to prevent surface water

ponding Thus the upper dike is no longer well defined Based on topographic data

provided by AEP BBCM developed a cross section of the surface topography through

the pond Since only the surficial topography has changed since AEPs analysis the

subsurface stratigraphy and geometry of the dikes as shown on BBCMs design cross

section were created based on AEPs design crosssection as well as information from



Pond No 2 Closure


the new borings The ash pond site stratigraphy consists principally of the clay dike

system and the impounded fly ash Beneath the fly ash a layer of bottom ash placed

directly over the bedrock serves as a drainage layer although this layer was not well

defined in the borings The design cross section

is presented in Appendix B with the

slope stability analysis

Soil Layers

Cover System

The proposed cover system extends up from the crest of the middle dike at a 5 slope

until it intersects the hillside The cover will consist of 24 inches of soil cover over a

geocomposite drainage system and a 30MIL PVC geosynthetic liner The soil cover

will consist mainly of existing onsite soilrock spoils processed to obtain a maximum 6

inch particle size Dry fly ash will be placed as structural fill to bring the existing ground

surface up to the planned elevation before the cover system can be constructed

Additional material information can be found in the Cover System design package and

details of the cover system are shown on the design plans

Coal Ash

The existing impounded coal ash consists mainly of loose fly ash with zones of bottom

ash and pond ash Deposits of ash range from 30 feet beneath the middle dike to

approximately 60 feet in the area between the middle dike and the hillside As part of

the 1990 report AEP performed two direct shear tests on the impounded ash and

delineated the ash into two separate layers based the time of placement The upper fly

ash layer begins at Elevation 1539 which is the bottom elevation of the middle dike

The direct shear tests performed on the fly ash samples yielded drained friction angles

of 30 and 27 degrees for the lower and upper fly ash layers respectively Based on

information available in literature DiGioia and Nuzzo 1972 and the fact that actual

laboratory testing was performed on these samples BBCM believes that these values

are reasonable to represent the longterm strength of the inplace fly ash

ClayShale Dikes

The existing dikes were constructed of a mixture of compacted clay shale and rock fill

likely excavated from the nearby hillside which is used to contain the ash The dikes

have historically performed well without any major stability or seepage problems The

middle dike was constructed inside of the lower dike and founded on the ponded coal

ash retained by the lower dike AEP assumed a drained friction angle of 32 degress with

a cohesion value of 200 psf for their stability analyses

Utilizing the correlations between index properties and fully softened shear strength

included

in

Stark et al 2005 BBCM estimated the shear strength of the dike material

based on liquid limit and clay size fraction values obtained from during laboratory testing

The liquid limit for samples obtained

in

this material ranged from 19 to 29 while the

average clay size fraction finer than 005 mm was 24 Adjusting for the impact of

ball milling and using an effective normal stress between 50 and 100 kPa approximately

equal to the effective stress range in the clay dikes the correlation suggests a fully

softened friction angle between 30 and 33 degrees Therefore the assumed friction

angle of 32 degrees appears reasonable



Pond No 2 Closure


Bottom FiH

Historical drawings detail a layer of bottom ash constructed beneath Pond 2 and directly

over bedrock to serve as a drainage layer In

AEPsstability report this layer is modeled

with a thickness of 10 to 12 feet and described as the same material as the clay dikes

and exhibiting the same strength characteristics Based on the new borings this layer

was shown to be inconsistent in thickness and extent Based on aconsolidatedundrainedtriaxial shear test AEP assigned a friction angle of 285 degrees and a

cohesion of 200 psf to model the strength of this layer For BBCMs analyses the value

of 285 degrees was maintained but the cohesion value was reduced to 0 psf

recognizing the inconsistencies associated with defining this layer in the borings

Bedrock

Rock core samples obtained in Borings B3 and B8 show that the bedrock surface at

the site consists of verysoft to soft shale beneath the dike system Borings B2 through

B5 to hard limestone at the base of the hillside Boring B6 With the exception of

Boring B6 these borings also indicate that the top of bedrock is relatively flat varying

from El 14912 to 14967 across the site Based on the site topography BBCM believes

that Pond 2 was constructed in the old river valley of Dumps Creeks and that DumpsCreek may have actually been rerouted as part of construction thus the reason for the

flat bedrock surface

The shear strength of these rocks is largely a function of the presence of joints and of

particular importance slickenside surfaces However the factors of safety computed for

both circular and translational failure surfaces were shown to be independent of the

strength of the bedrock as all slip surface passed well above the bedrock

Strength Parameters

Shear strength parameters for the fly ash the clayshale dikes the bottom ash fill layer

and the riprap fill were developed in the 1990 report These parameters were developed

based on laboratory testing performed as part of the analyses With exception of the

shear strength of the clay dikes BBCM used AEPs values to carry out the stability

analyses A summary of the values used are shown in Table 1 below

Table 1 Summary of material shear strength parameters for stability analyses

ial DM t i ti

Ywet Drained Strength R fa er escr p onpcf 0 c psf

e erence

Proposed Ash Fill and Cover 100 32 0 Assumed Value

Upper Ash Layer 101 27 0 AEP Direct Shear

Lower Ash Layer 92 30 0 AEP Direct Shear

ClayShale Dikes 134 32 1002 AEP Assumed value

Bottom Fill 129 285 02 AEP CU Triaxial Shear

RipRap 125 35 0 AEP Section 1

Value confirmed through Index correlations forfully softened shear strength

2Value reduced from 200 psf



Pond No 2 Closure


Groundwater Level

During active operations the fly ash was considered to be in `full saturation due to the

nature of the placement of the material implying the groundwater level was equivalent

with the top of the fly ash in the active filling areas AEPs analysis incorporated this

elevated groundwater level as operations at Pond 2 were planned to continue for

several years However since operations at the plant have become inactive the

groundwater level has fallen to lower levels BBCM estimated groundwater levels within

the existing ash impoundment based on the groundwater levels encountered during

drilling within the new borings Existing piezometer wells at the site were checked but

satisfactory data was not attainable as they have generally stopped functioning

As shown in the Design Cross Section the groundwater levels encountered between

Borings B3 through B6 fall in succession as the borings are distanced further from the

hillside and the groundwater level approaches the normal pool elevation of DumpsCreek The groundwater level beneath the middle dike is located approximately 44 feet

below the top of the dike and approximately 23 feet below the bottom of dike The

groundwater surface is shown on Design Cross Section in Appendix B

With the design of the final closure plans groundwater recharge from rainfall events will

be significantly reduced with the only possible source of groundwater impact from the

potential seepage emanating from the existing hillside For these reasons BBCMbelieves that the assumed phreatic surface incorporated in the following analyses is

reasonable to represent long term conditions

ANALYSES AND RESULTS

Liquefaction Potential

AEP evaluated the design seismic parameters using GeoSlopes QuakefW software as

part of the final closure analysis The following paragraphs were submitted by AEP to

summarize their findings

A numerical model was developed to assess the potential of liquefaction of the

saturated fly ash at the ash pond 2 for the long term conditions after the closure

of the pond in Clinch River Plant The analysis was conducted using QuakelW2007 program a component of GeoStudio 2007 built by GeoSlopeInternational Ltd

The model was prepared by BBCM using SlopelW program based on a review of

available data and the field exploration program performed for this study one

critical crosssection was developed showing the various material zones

Dynamic material properties of saturated fly ash were based on cyclic traiaxial

tests results performed at Ohio State University OSU Equivalent linear analysis

was conducted with strain dependent modulus and damping relationships for

other materials were estimated using published relationships Table 1

summarizes the static and dynamic material properties used in this analysis

No historical Earthquake record was available to be used in the analysis

however USGS 2002 Interactive Deaggragations website provides the most

Geotechnica Analysis Report


Pond No 2 Closure


likely synthetic seismograph record for the specified location The obtained

accelerationtime history was used as the loading force in this analysis AEPused a horizontal acceleration coefficient of 0 187 for this analysis

The performed dynamic analyses using QuakeW program provides details on

earthquakeinduced porewater pressure stresses and other important

parameters for various points within the model In addition the program

highlights location where liquefaction occurs According to the results of the

dynamic analysis there was no liquefaction within the fly ash under the applied

earth uake loading Maximum horizontal and vertical movement at the ground

surface deformation on the existing dikes were less than 02 inch

Table 2 Strength Parameters Used in the Liquefaction Analysis

Material

Unit

weight

c

Friction

angleCohesion

psi

Gmax

psi

Dampingratio

Proposed Ash fill 100 32 0 4x105 003

Upper Ash Layer 101 27 0 4x 10 003Lower Ash Layer 92 30 0 1x10 5 005ClayShale Dikes 134 32 100 8x10 004Bottom Fill 129 285 0 6x10 003

RipRap 125 37 0 Tx10 002Shale 140 15 1100 8x10 001

Global Slope Stability Analysis

Following an examination of the previous slope stability analyses by AEP BBCMperformed a limited number of slope stability analyses to assess what impact the

proposed cover system and associated fill would have on the computed factors of safetyLimit equilibrium slope stability analyses were performed using the aforementioned

design crosssection which was based on the original design crosssection developed

by AEP Please note that this work focused on the potential for failure surfaces to

develop through the existing dike system The veneer stability of the proposed cover

system which is independent of soil borings was assessed separately

The slope stability analyses were performed using the 2D limit equilibrium computerprogram Slide V 5035 developed by Rocscience Inc Both circular and translational

block type deepseated failure surfaces were examined under static longterm and

pseudostatic loading conditions for the final slope configuration with the analysisfocused on the stability of the middle dike Stability of the lower dike which is not beingmodified as part of the proposed cover system design was only considered

in a

translational failure in combination with the middle dike The graphical computer outputfor these analyses has been included with this report in Appendix B Army Corps of

Engineers ACOE specifications for earthen embankment dams require a minimumfactor of safety of 15 with respect to shear failure for static conditions and 10 for

pseudostatic loading conditions Overall factors of safety computed during this

analysis were higher than those computed by AEP in 1990 mainly due to the lowered



Pond No 2 Closure


groundwater level in the impoundment The following table shows the computed factors

of safety for each stability analyses performed for this report

Table 3 Summary of slope stability safety factors for final ash pond configuration

Load Case Computed FS FSREQ D

Static Loading with Final Slopes

Circular Failure Surface1 67 15


Translational Failure Surface 267 1 5

Middle Dike


Translational Failure Surface 229 15Lower and Middle Dikes

PseudoStatic Loading with Final Slopes

Circular Failure Surface113 1 0

Settlement

BBCM used the design cross section to estimate the maximum settlement due to the

surcharge from the ash fill for the proposed cover Settlements estimates were

performed using the onedimensional compression software FoSSA version 20developed by ADAMA Engineering Inc which is intended for the analyses of

embankments and foundations Typical consolidation parameters of fly ash were used

for the preliminary calculations The lower fly ash layer was assigned a slightly lower

compression index value in correlation with its higher shear strength derived from the

direct shear test

Table 5 Consolidation parameter of impounded fly ash

Material YwetPoisons

RatioCompression Recompression Void Ratio

Description pct Index cr Index Cr eov

Upper Ash Layer 101 05 020 03 08

Lower Ash Layer 927 05 015 03 08

Results of the analysis indicate that settlement of the fly ash foundation in the range of

18 to 27 feet may be expected in areas of the foundation subjected to the thickest

cover Although modeled as a consolidation response settlement should occur

relatively quickly during construction due to the permeability characteristics of the fly ash

and therefore settlement is not expected to adversely affect the cover system Output

from the analysis is presented in Appendix C



Pond No 2 Closure


CONCLUSIONS

BBCM performed slope stability analyses examined liquefaction potential and

estimated the maximum foundation settlement

in support of our cover system design for

Pond No 2 at the Clinch River Power Plant BBCM believes the stability of the dike

system has improved since operations at Pond 2 became inactive The additional

driving forces on the middle dike created from the proposed fill and cover system had a

smaller affect on the factor of safety in comparison to the drop in the groundwater level

As discussed it was concluded that the liquefaction would not be initiated under the

design earthquake load Additionally settlement is not expected to adversely affect the

cover system as the majority of settlement should occur during placement of the fill

layer prior to constructing the final cover system



Pond No 2 Closure


APPENDIX A Subsurface Investigation

EXPLANATION OF SYMBOLS AND TERMS USED ON BORING LOGSFOR SAMPLING AND DESCRIPTION OF SOIL

SAMPLING DATA

Blockedin SAMPLES column indicates sample was attempted and recovered within this

depth interval

Sample was attempted within this interval but not recovered

259 The number of blows required for each 6inch increment of penetration of a Standard2inchOD splitbarrel sampler driven a distance of 18 inches by a 140pound hammer freely

falling 30 inches Addition of one of the following symbols indicates the use of a splitbarrel

other than the 2 O D sampler

2S

3S

22O D splitbarrel sampler

3 OD splitbarrel sampler

P Shelby tube sampler 3 O D hydraulically pushed

R Refusal of sampler in veryhard or dense soil or on a resistant surface

502 Number of blows 50 to drive a splitbarrel sampler a certain number of inches 2 other

than the normal 6inch increment

SID Splitbarrel sampler S advanced by weight of drill rods DSH Splitbarrel sampler S advanced by combined weight of rods and drive hammer H

SOIL DESCRIPTIONS

All soils have been classified basically in accordance with the Unified Soil Classification System but

this system has been augmented by the use of special adjectives to designate the approximate

percentages of minor components as follows

Adlective Percent by Weight

trace 1 to 10

little 11 to 20

some 21 to 35

and 36 to 50

The following terms are used to describe density and consistency of soils

Term Granular Soils

Veryloose

Loose

Mediumdense

Dense

Verydense

Term Cohesive Soils

Verysoft

Soft

Mediumstiff

Stiff

Verystiff

Hard

Blows per foot N6o

Less than 5

5 to 10

11 to 30

31 to 50

Over 50

Qu tsf

Less than 0 25

025 to 0505 to 10

10 to 2020 to 40Over 40

PLATE 2

EXPLANATION OF SYMBOLS AND TERMS USED ON BORING LOGSFOR SAMPLING AND DESCRIPTION OF ROCK

SAMPLING DATA

When bedrock is encountered and rock core samples are attempted the

SAMPLING EFFORT column

is

used to record the type of core barrel used

NXM the percentage of core recovered REC for each run of the sampler and

the Rock Quality Designation RQD value Rockcore barrels can be of either

single or doubletube construction and a special series of doubletube barrels

designated by the suffix M is commonly used to obtain maximum core recovery in

verysoft or fractured rock Three basic groups of barrels are used most often in

subsurface investigations for engineering purposes and these groups and the

diameters of the cores obtained are as follows

AX AW AXM AWM 1118 inches

BX BW BXM BWM 158 inches

NX NW NXM NWM 218 inches

Rock Quality Designation RQD is expressed as a percentage and

is

obtained by summing the total

length of all core pieces which are at least 4 inches long and then dividing this sum by the total length

of core run It has been found that there is a reasonably good relationship between the RQD value

and the general quality of rock for engineering purposes This relationship is

shown as follows

RQD General Quality

025 Verypoor25 50 Poor

50 75 Fair

75 90 Good

90 100 Excellent

ROCK HARDNESS

THE FOLLOWING TERMS ARE USED TO DESCRIBE ROCK HARDNESS

MohsTerm Meaning Hardness

Verysoft Rock such as shale can be easily picked apart by the Less

fingers Sandstone is poorly cemented and very friable The than 1

rock resembles hard clay or dense sand but has rock

structure

Soft Rock such as shale siltstone or limestone can be scratched 1 to 112

or powdered by fingernail pressure Sandstone

is mostly

poorly cemented and individual sand grains can be

separated from the main rock mass by a fingernail

Mediumhard Rock cannot be scratched by a fingernail but can be 22 to 52powdered by a knife Sandstone

is mostly well cementedbut individual grains can be removed by scratching with a

knife

Hard Rock is well cemented and cannot be powdered by a knife 52 to 612

Rock can be powdered by a steel file

Veryhard Rock cannot be scratched by a steel file and the core Greater

sample rings when struck with a hammer than 6

PLATE 3

Page I of I

LOG OF BORING NO B1

CLINCH RIVER POND 2 CLOSUREDATE 72808 CARBO VIRGINIA BB 0

•>W I

LOCATION NAD 83 VA South Zone COORDINATES N 35219572 E1040420658 ELEVATION 15584

DRILLING METHOD 314 ID Hollowstem Auger COMPLETION DEPTH 283

SAMPLERS 2 OD Splitbarrel Sampler

w0vt•

Gam

CIO

gv W

LQ

U0

VII5M

DESCRIPTION

FILL Mediumdense to dense gray fly ash

intermixed with bottom ash dry

31 100

5

15 100

1548 410

ILSM FILL Veryloose to loose gra fl ashy y

t i f b h icon a ns zones o ottom as mo st

100

15

100

20

15366

WSM FILL Veryloose gray fly ash contains zones100

of bottom ash contains few shale fragments

twe

25

67

15301

30Boring logged by AEP personnel

Bli ill 14d d d 3 din r e augers no groun ng

procedures on this boring

Static Water Level 00 used 100 gallons of

uick rout to radeq g g

35

WATER LEVELWATER NOTE

DATE

JOB 01111497007

00

SWL72808

NATURAL CONSISTENCY INDEX

NATURAL MOISTURE CONTENT TEST

i i I RESULTSPLASTIC LIMIT LIQUID LIMIT

0

SY

MB

OL

S

USED TO INDICATEG Gradation

SeeQ Uncon CompT Triax CoFapSeparateC Consol Carves

TEST

C=55

G

RESULTS

H Penetrometer tsfW Unit Dry Wt pcfD Relative Dens

PLATE 4

Page 1 of 3LOG OF BORING NO B2

CLINCHDATE 8608 CARBOVIRGINIA

CLOSURE BB i

LOCATION NAD 83 VA South Zone COORDINAIES N 352209054 E 1040466072

DRILLING METHOD 3114 ID Hollowstem

AugerSAMPLERSw

v¢ w

2 OD Splitbarrel Sampler

W

>

60

5

100

DESCRIPTION

s FILL Veryloose to loose gray fly ash

intermixed with bottom ash dry

ELEVATION 15596

COMPLETION DEPTH 684

NAIURAL CONSISIENCY INDEX

NATURAL MOISTURE CONTENT

PLASTIC LIMIT LIQUID LIMIT

40

TEST

RESULTS

10i t t15477

I4L sIiFILL Veryloose to loose gray f

l ash3 100

y

intermixed with bottom ash wet

15i

100

20I

5 100

25•

15327

MLSMi FILL Veryloose to loose gray fly ash MC=66100

contains zones of bottom ash wet G17

vMm

30I

Crvv 5

7 3 15 00

35S YMBOLS USED T O IN DI CATE TE ST RESU LTS

JWATER LEVEL E 354 Y G Gradation See Penetrometer tsf

WATER NOTE Caved at 641 Q Uncon

CompSeparate N Unit Dry Wt pcf

z DATE 86708T Triax Comp

CurvesC ConsulD Relative DensCONTINUED°JOB 01111497007 PLATE 5


CLINCH RIVER POND 2 CLOSUREDATE 8608 CARBO VIRGINIA


DRILLING METHOD 314 ID Hollowstem Auger

SAMPLERS

35

Wa

z

2 OD Splitbay rel Sampler

V4

C

100

40•

50•

55

654922

4912

9

10

11

12

13

14

w•

O

I51171

50i

100

100

100

100

73

U DESCRIPTION

FILL Veryloose to loose gray fly ash

contains zones of bottom ash wet

sM FILL Mediumdense darkgray bottom ash

wet

WAIER LEVEL 354

WATER NOTE Caved at 641

DATE 816108

0N JOB 01111497007 C

ON

TT

NU

ED

1313C

Pill

TEST

RESULTS

MC=83

G

SYMBOLS USED TO INDICATE TEST RESULTSG Gradation See H Penetrometer tsf

CompSeparate W Unit Dry Wt pcf

T

QTUnricax

on

CompC Consol Curves U Relative Dents

PLATE 6

ELEVATION 15596




PLASTIC LIMITZ

LIQUID LIMIT

10 20 Q 40


CLINCH RIVER POND 2 CLOSUREDATE 8608 CARGO VIRGINIA BBC

LOCATTON NAD 83 VA South Zone COORDINATES N 352209054 E 1040466072



70

80

85

1•

N90

95I

100d

105

aW

N DI

an

W7a

r7

wWATER LEVEL 354


z DATE 816108

un

U DESCRIPTION

Boring logged by AEP personnel

Blind drilled 314 augers down no

grounding procedure used on this boring

moved boring 14 southwest

Drilling mud added to boring at 120

Auger refusal encountered at 68 4

ELEVATION 15596




ZPLASTIC LIMIT LIQUID LIMIT

TEST

RESULTS

SYMBOLS USED TO INDICATE TEST RESULTSG Gradation See B Penetrometer tsfQ Uncon Comp

Separate N Unit Dry Mt pcf

C

T TCorinsuaxlCamp Curves D Relative Dens I

JOB 01111497007 PLATE 7

Page 1 of2LOG OF BORING NO B3

CLINCH RNER POND 2 CLOSUREDATE 72208 72308 CARBO VIRGINIA

LOCATION NAD 83 VA South Zone COORDINATES N 35226397 E 1040455748 ELEVATION 15


SAMPLERS 2 OD Splitbarrel Sampler 3 OD Shelby Tube Sampler NQ Rock Core Barrel

W W F W W ° NATURAL CONSISTENCY INDEX

HF

aW

o

=R1 R

te

aQ¢ P5 GO W

o1z>

CIO

p•

> 0QV7

DESCRIPTIONNATURAL MOISTURE CONTENT


TEST

RESULTS

GCSC FILL Mediumdense to verydense rayand 10 0 Q 40g

b fi l i i f h lrown ne to coarse grave cons st ng o s a e17fragments little to some varies fine to

1 50 80 coarse sand some clayey silt contains zones20

f di tiff t tiff l ilt d f30me umso o s c ayey s an zones o

fine to coarse sand dry

1052 21 20111027

2D 4712

g

8

104 18 80

7X111$

5 29 6016

13

24

I S 336 65 6032

13

7 47 8715

G3 22201

8 72 9335

3r2127

25

506•R15101

15 GCsC FILL Mediumdense to verydense gray and

25 10 27 53 b fi t l i ti f h l11 rown ne o coarse grave s ng o s acons e

16 fragments little to some varies fine to

coarse sand some clayey silt contains zones

3 of medi mstiffto tiff cl

ilt d of11 17 60

u s ayey s an zones H=0 7 1 95I

fine to coarse sand wet °12

P12 80 H=45+1502621SM FILL Mediumdense gray bottom ash wet13 30 67

15500515 tiff

tM di

tiff i l ilt

6

c e ums o s gray organ c c ayey s

JLsome fine sand wet35

WATERLEVEL 241

WATERNOTE 185 encountered

722108DATE

SYMBOLS USED TO INDICATE TEST RESULTSG Gradation See B Penetrometer

cfQ Uncon compSeparate W Unit Dry Wt pT Triax Comp

Curves P Relative Dens 5C Conspi

341

R JOB 01111497007 CONTINUED PLATE 8


CLINCH RIVER POND 2 CLOSUREDATE 7122108 7123108 CARBO VIRGINIA


544DRILLING METHOD 314 ID Hollowstem Auger COMPLETION DEPTH

SAMPLERS

70

Encountered water at 241Encountered cobbles at 55Sample S2 appeared to be cuttings drove

cobble

Drilling mud added at 381Encountered auger refusal at 420Casing set at 420Reamed out bore hole with 278 Tricone

bit from 00 to 430Backfilled boring with bentonite grout at

completion

Water at 2 5 at completion influenced by

water for coring and drilling mudBoring sounded at 539 at completion

Caved at 19 5after casing pulled

x

Soft to mediumstifff gray silt and fine sandfew lenses of silt slightly organic trace fine to

coarse sand trace fine gravel wet

Verydense brown and gray fine to coarse

sand little fine to coarse gravel some silt

wet

Verysoft to soft darkgray shale diagonal

bedding numerous diagonal and irregular

fractures few smooth slickenside type

features

V

DATE 72208

d7 QM 7 con CA

I

I5A

15B

6

6SH=18

16A

16B

17

18

44

502R

NQRQD0

RQD0

19

RQD61

20

2 OD Splitbarrel Sampler 3 OD Shelby Tube Sampler NQ Rock Core Barrel

•U

zQ

Ell

U DESCRIPTION

Mediumstiff to stiff gray organic clayey siltTII0G7•

I00

42

55 100

85

13

38

81

98

some fine sand wetSM

Veryloose gray fine to medium sand someCL M1

Asilt wet

WATER LEVEL 241

WATER NOTE 185 encountered

ON JOB 01111497007



PLASTIC LIMIT

ELEVATION 15341

LIQUID LIMRESULTS

T

SYMBOLSUSED TO INDICATE TEST RESULTS

GGradationQUncon CompT Triax CompC consol

See

SeparateCurves

H Penetrometer tsfH Unit Dry Wt pcfD Relative Dens 5

PLATE 9


CLINCH RIVER POND 2 CLOSUREDATE 72408 CARBO VIRGINIA BB01A0

LOCATION NAD 83 VA South Zone COORDINATES N 3522561 E 1040463687 ELEVAI ION 15603



f Imo 1=4 • 1 r l a l

DESCRIPTION

O C6 Z V3 con > v¢

15366

35

3

14

2

21

22

17

25

34

21

15

11

59

15

35

26

66

93

80

80

67

80

87

53

60

100

100

100

100

100

100

GCSC FILL Mediumdense to densegray

and

brown fine to coarse gravel consisting of shale

fragments little to some varies fine to

coarse sand some clayey silt contains zones

of hard silty clay and zones of fine to coarse

sand dry

•M MI• FILL Mediumdense to verydense gray

bottom ash contains zones of fly ash moist

WATER LEVEL 392


DATE 72408

NATURAL CONSISIENCY INDEX


PLASTIC LIMITZ

LIOUIP LIMIT

IL 21 44

RE

SU

LT

S

H4

5fS

YM

BO

LS

USED TO INDICATE TEST RESULTSGradation See H P

0 U

T

nun CoSeparate

T Triax Comp

enetrometeW Unit Dry Wt

r t5fpuS

JC Consul Curves _Relative Dens

° JOB 01111497007 CONTINUED PLATE 10


CLINCH RIVER POND 2 CLOSUREDATE 72408 CARBO VIRGINIA BBOIRM

LOCATION NAD 83 VA South Zone COORDINATES N 3522561 E 1040463687

DRILLING METHOD 3114 ID HollowstemAugerSAMPLERS2 OD Splitbarrel Sampler

ELEVATION 15603


NAIURAL CONSISTENCY INDEX

NATURAL MOISTURE CONTENT f TEST

15241

FILL Loose to mediumdense gray fly ash

and bottom ash moist

15163

FILL Loose to mediumdense gray fly ash

and bottom ash wet

14941

3 L 70

WATER LEVEL Y 392

WATER NOTE Caved at 549`

DATE 72408

° JOB 01111497007

Encountered seepage at 21 7Encountered water at 444Added drilling mud at 507

V V

PLASTIC LIMIT LIQUID LIMIT

10 4

SYMBOLS USED TO INDICATEGGradationQUncon CompT TriaX CompC Consol

See

SeparateCurves


PLATE 11

Page I of 2LOG OF BORING NO B5

CLINCH RIVER POND 2 CLOSUREDAIS 72908 CARBO VIRGINIA BB01V1




Wau

15I

r7

a

ash contains zone ofbottom ash dry

35

12

77

a

L

a H

Da

0

rn W

I

U

100

2

I

1539 0

15

8

100

U

NILS

DESCRIPTION




FILL Veryloose to mediumdensegray fly 1

19 a 3Il

100

100NIL SI FILL Loose gray fly ash intermixed with

bottom ash moist

5 FILL Veryloose to loose gray fly ash


LI

0

I

7z

0

WATER LEVEL 475


DATE 7129108

° JOB 01111497007

CONTINUEDSYMBOLS

USED INDTO

G Gradation SeeQ Uncon Comp

SeparateT Triax CompC Consul Curves

TEST

RESULTS

G

ICATE TEST RESULTS


PLATE 12


CLINCH RIVER POND 2 CLOSUREDATE 72908 CARBO VIRGINIA BBC•4it•A0

LOCAIION NAD 83 VA South Zone COORDINATES N 352249117 E 1040470772


SAMPLERS

100


60

5

7 100

TESI

RESULTS

ELEVAIION 15557


NAIURAL CONSISIENCY INDEX


ZPLASTIC LIMIT ZLTOUID LIMIT1L 401

MC=55

9 100

IGILSIG1

DESCRIPTION

FILL Veryloose to loosegray fly ash

1499014940

0

14899

14889a

72908

A JOBA JOB 01111497007

65

12

13

14

2

39

565R

501 R

2 OD Splitbarrel Sampler

2

WATER LEVEL 475


70

100

00CL Mediumstiff

gray silty clay little fine to

coarse sand slightly organic few seams of

fine sand wet

60 Verysoft gray shale with 60 degree silt filled

fractures

Verysoft gray shale

Blind drilled 314 augers no grounding

procedures in use on this boring

Borehole grouted upon completion

H=0 8

SYMBOLS USED TO INDICATE TEST RESULTSG Gradation See H Penetrometer tsfQ Uncon CompT Triax C omp

Separate W Unit Dry Wt pcfr ro7 Curves _ Relative Dens IfP

LA

TE

13


CLINCH RIVER POND 2 CLOSUREDATE 73008 8408 CARBO VIRGINIA



SAMPLERS

wxx F n Cq

2 QD Splitbarrel Sampler NQ Rock Core Barrel

O

bottom ash

5

3

3

100

15551

10151

0

1

•25•

100

30•

1313C711ELEVATION 15667

COMPLETION DEPTIh 546



Z ruLrsPLASTIC LIMIT LIQUID LIMIT

1

MC=56

MC53

G

z

100

100

100

100

100

U DESCRIPTION

S FILL Loose gray fly ash contains zones of

MLSI FILL Veryloose gray fly ash contains zones

of bottom ash wet

WATER LEVEL 347

WATER NOTE Caved at 546DATE 814108

SYMBOLS USED

GGradation12Uncon CompT Triax CampC Consol

0 30 40

TO ND CATE TEST RESULTS

See

SeparateCurves

H Penetrometer tsfJW Unit cry wt pcfD Relative Dens s

° JOB 01111497007 CONTINUED PLATE 14


CLINCH RIVER POND 2 CLOSUREDATE 73008 8408 CARBO VIRGINIA BB0 it A

•



SAMPLERS 2 OD Splitbarrel Sampler NQ Rock Core Barrel

EWpw

MW

d ZU Z Ln

W

Z • U

3500

40i

1 5251

39 100

3

22 415

NQ4510 RQD 100

26RQD64

150111 100

15121

5560I

65•

z

Cam

NLrSM

MLCL

70

WATER LEVEL 347


DATE 8408

° JOB 01111497007

DESCRIPTION

FILL Veryloose gray fly ash contains zones

of bottom ash wet

Mediumstiff brown and gray clayey silt

and fine to coarse sand some fine gravel

contains limestone fragments

Hard gray limestone massive bedding manydiagonal few near horizontal fractures

Blind drilled 314 augers no grounding

procedures in use on this boring

Encountered auger refusal at 44 3Drove 4 casing to 44 1 and started rock

coring at 443Borehole grouted upon completion



PLASTIC LIMIT 7̀U•U11 LIMIT

1 71 O 0

SY

MB

OL

S

USED TO INDICATG GradationSee

T

Uncon CompLSeparate

T Triex ComC Consol

pCurves

RESULTS

H1 0

TEST RESULTS

Penetrometer tsfN Unit Dry Mt pcfDRelative Dens

PLATE 15


CLINCCARGO

POND 2 CLOSURE BBOv•

DATE 73008 8508




W W W E

R FW a W Fa 4

W pw dad ¢ E0

0

1566 7

•2530•

15467

10

f

1520

71

4

2

3aoP

53

VC

GM

DESCRIPTION

FILL Very dense brown andgray

fine to

coarse gravel limetone and chert fragments

little to some fine to coarse sand little to some

silt dry

53

100s1V1 FILL Loose to dense gray fly ash contains

zones of bottom ash moist48

32

10

31

100

100

100

87FILL Veryloose gray fly ash contains zones

of bottom ash wet

WATER LEVEL 7121


DATE 8508

ELEVATION 15783



NATURAL MOISTURE CONTENT1Z


•n 3n an10

SYMBOLS USED

GGsadatiOnQUncon CompT Triax CompC Consul

TO

TEST

RESULTS

INDICATE TEST RESULTS

See

SeparateCurves

H Penetrometer tsfW Unit Dry Wt pcfDRelative Dens 5

PLATE 16N 308 01111497007 CONTINUED


CLINCH RIVER POND 2 CLOSUREDATE 7130108 8508 CARBO VIRGINIA BB0NA




xFFW

354028 100

15267

15157

0 15117

z

455055

60

65

70

n

0 7

9

aw

V

z

100

10 100

11 15

MLSM FILL Loose to mediumdense gray fly ash100

12 10


47

13

14

2

2

WATER LEVEL

WATER NOTEDATE

JOB 01111497007

44

100

73

V

lmm

MLCL

ML

DESCRIPTION

ELEVATION 15783


NAIURAL CONSISTENCY INDEX


PLASTIC LIMIT ZLIOUIC LIMIT

FILL Veryloose gray fly ash contains zones

ofbottom ash wet

Verystiff brown clayey silt and fine to

coarse sand trace fine gravel few roots

slightly organic

Verystiff brown silt little clay some fine to

coarse sand little fine gravel few roots

0 20 30 40

TE

ST

RESULTS

H=225

G

H=25

SYMBOLS USED TO INDICATE TEST RESIT

712 G Gradation SeaCaved at 813 T Uncon

Comp Separate8508 C Crux Comp

C Consol CurvesCONTINUEDTSH penetrometer tsfW Unit Dry Wt pcfD Relative Dens o

PLATE 17


CLINCH RIVER POND 2 CLOSUREDATE 7130108 8508 CARBO VIRGINIA BB0NVI

LOCATION NAD 83 VA South Zone COORDINATES N 352265409 E1040520314 ELEVATION 15783



a a F W NA TURAL C ONSIST ENCY IN DEX

•F+

y4G4

z ¢

°DESCRIPTION

NATUR AL MOI STURE C ONTENT TEST

q70

¢ ¢> <

little cla some fine toVer stiff brown silt

PL1

ASTIC L

0

IMITZ

zn

LI UID

4

LIMIT

2RESULTS

y y

1506coarse sand little fine gravel few roots

9 l iltH d b tfi1540 93

CL some o coarsear rown c ayey s ne

13 sand some fine gravel limestone fragments27=H 45

L75111500 7 16 65 100

25V d b d f t40GM eryense rown an gray ine o coarse

gravel limestone fragments some fine to

coarse sand some silt little clay

80

14967 17R 13 Sft t di h d h lo o me umar gray s a e

Borin lo ed b AEP ersonnelg gg y pBlind drilled 314 augers no grounding85

procedure used on this boring

Fill and fly ash interface between 8 11116

E t f l t 834dncoun auger re usa aere

Borehole grouted upon completion

90

95

10toWATERLEVEL V

712 Y YWA TER NOTE Caved at 813

8508DATE

SYMBOLS USED TO INDI

G Gradation0

SeeUncen Comp

SeparateTT Triax Comp

CurvesC Connor

CATE TEST RESULTS

H PenetrometerW Unit Dry Wt pccftD Relative Dens

JOB 01111497007 PLATE 18

Page 1 of I

DATE 72908

LOCATION NAD 83 V

LOG OF BORING NO B8CLINCH RIVER POND 2 CLOSURE

CARBO VIRGINIA

A South Zone COORDINATES N 352304068 E 1040504175



W F F`

wu

0

W

18

YV O

Wsm

100

00

DESCRIPTION

FILL Veryloose to mediumdense gray fly

ash contains zones of bottom ash dry

93

1515397

10

i 20•

5

15328

25k3011

35WATER LEVELWATER NOTE

DATE

4

2

10

100

100m S FELL Loose gray fly ash contains zones of

bottom ash wet

60

Blind drilled 314 auger no grounding

procedures on this boring

Sounding 236 SWL 00Borehole grouted upon completion

ELEVATION 15564




X xPLASTIC LIMIT LIOUID LIMIT

SYMBOLS USED TO INDICATE

G Gradation SeeQ UnconComSeparateT Triax Comp

CurvesC ConsoI

IEST

RESULTS

TEST RESULIS

H Penetrometer tsfW Unit Dry Wt pcfflRelative Dens 1

JOB 01111497007 PLATE 19

SU

MM

AR

YO

FLA

BO

RA

TO

RY

TE

ST

RE

SU

LT

S

GR

AD

AT

ION

CO

MP

AC

TIO

N

T

RIA

XI

AL

DIR

EC

TS

HE

A

UOC

SG

PR

UW

NE

RE

PE

RM

EA

BIL

ITY

RD

EE

L

L

S

OH

R0

Hydro

mete

r

s r

m o

u

u

nn

c

ur

on

d r

d r

u n

r e

CM

OP

Nop

N SO

EA

CV

II

II

TG H

M OL

c o

n o

r

w

fw

a

Ia

LNsI

0

G

EI B

CK

BO

RIN

AP

PR

OM

CLL

PL

5

I

s e v e

FTr

n g

a a r d

d ed

cd

s+

n

ndp r

in

e

d

s

a e d

a ed

d n

s u a

NS

D

C

Y

D

h v e

n h e

gi

ei

b i e

E

I

UB

E L

SE

EIN

DI

VID

UA

L

TE

ST

C

UR

VE

SP

CF

OG

B1

755

20

NP

NP

NP

B1

2255

55

B2

2765

66

B2

4765

83

B3

235

7

19

15

4

B3

985

5

19

12

7

B3

1735

6

26

18

8

B3

2735

22

25

17

8

B3

2880

83

3485

24

34

21

13

B3

3750

26

24

18

6

B3

3995

B4

245

7

27

17

10

B4

745

7

20

14

6

B4

1245

7

84

1995

11

29

17

12

B4

2925

B4

4245

64

B4

5495

B4

6460

24

NP

NP

NP

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

ET

ES

TIN

GS

UM

MA

RY

ST

AN

DA

RD

LO

CA

TIO

NC

AR

BO

VIR

GIN

IA

0

JO

BN

O01111497007

DA

TE

11

16

10

8

SU

MM

AR

YO

FLA

BO

RA

TO

RY

TE

ST

RE

SU

LT

S

GR

AD

AT

ION

CO

MP

AC

TIO

N

TRIA

XIA

LD

IRE

CT

SH

EA

R

UC

NO

CO

SG

PR

UW

NE

R

PE

RM

EA

BIL

ITY

E

R

DE

E

L

L

S

R

H

O

Hydro

mete

r

s +

m o

uu

n

n

c

u7

o

n

d r

d r

it n

r C

CM

OP

NR

N

EA

CV

II

II

TG H

M

c

Ti

o

o

r

w ag

fw

ea

LN

AT

GE

C

L

K

B

BO

RIN

AP

PR

OM

CLL

PL

PI

s

DE

PT

H

e e

s h o t

o n g

a n d a d

d f d

cd

o

r

na

s

n

n

dp

s

r

o

oarp

l

r

d

no

a n ed

a n e d

d r a n

$ d u a

FEIS

NS

i I D

FÌ

IY

C

DT

R Y

h

n

e s

c

1

0

ee

i id

e

i

x

ib e

I VV

E

I

OY

c

F

O

T

R

U

E

B E

L

SE

EIN

DIV

IDU

A

L

TE

ST

C

UR

VE

SP

CF

G

B5

1245

46

NP

NP

NP

BS

2245

58

NP

NP

NP

B5

B5

4745

55

B6

175

B6

525

B6

925

B6

1235

56

B6

2735

53

NP

NP

NP

B7

175

B7

525

B7

925

B7

4235

59

B7

6735

25

23

21

2

B7

7735

13

19

16

3

B8

745

22

B8

1745

66

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

TE

ST

ING

SU

MM

AR

YS

TA

ND

AR

DLO

CA

TIO

NC

AR

BO

VIR

GIN

IA

Al

JO

BN

O01111497007

DA

TE

11

16

10

8

60

50

P

L 40

AS

T

30C

T

Y

NDE

X

20

10

CLML

20

ATTERBERG LIMITS RESULTS

D

0

40

CIO60

LIQUID LIMIT LL50

BBCI1

100

Specimen Id Depth MC LL PL P1 Fines ASTM Classification

® B1 755 20 NP NP NP 572 SANDY SILT ML

® B3 235 7 19 15 4

A B3 985 5 19 12 7

7k B3 1735 6 26 18 8 310 CLAYEY SAND with GRAVEL SC

B3 2735 22 25 17 8

0 B3 3485 24 34 21 13

O B3 3750 26 24 18 6 574 SANDY SILTY CLAY CLML

A B4 245 7 27 17 10 292 CLAYEY SAND with GRAVEL SC

® B4 745 7 20 14 6

® B4 1995 11 29 17 12 385 CLAYEY SAND with GRAVEL SC

_ B4 6460 24 NP NP NP 262 SIL I Y SAND SM

6 B5 1245 46 NP NP NP 705 SIL I with SAND ML

® B5 2245 58 NP NP NP 770 SILL with SAND ML

r B6 2735 53 NP NP NP 982 SILL ML

L3 B7 6735 25 23 21 2 613 SANDY SILT ML

® B7 7735 13 19 16 3

PROJECT CLINCH RIVER POND 2 CLOSURE

LOCATION CARBO VIRGINIA

JOB NO 01111497007 DATE 116108

JC

UM

BE

R01111497007

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CLO

SU

RE

LO

CA

TIO

NC

AR

BO

VIR

GIN

IA

LA

BO

RA

TO

RY

LO

GO

FS

HE

LB

YT

UB

ES

BB

CM

Borin

gB

3S

am

ple

12

Borin

gS

am

ple

Bo

rin

gS

am

ple

Depth

281

to293

Recovery

1500

Depth

=

Recovery

Depth

Re

co

ve

ry

000

VO

ID 121212

07••

21

FIL

LB

row

fine

tocoars

egvel

I

dndsilty

cla

ylittle

fine

tocoars

esand

11242

42

4

III

36

36

36

3000tu

b

LE

GE

ND

H

Hand

Pe

ne

tro

me

ter

tsf

SL

Sh

rin

ka

ge

Lim

it

®

Consolidation

Sw

ellin

g

j

Nax

Ds

Dire

ct

Sh

ea

rP

OR

Po

ro

sity

Increm

enta

lT

est

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CR

SC

onsolidation

101

Lo

ss

on

Ig

nitio

nU

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Un

itD

ryW

eig

ht

CR

SU

nconfined

Tria

xia

lA

LA

tte

rb

erg

Lim

its

MC

Mo

istu

reC

on

ten

t

p

p

Perm

eability

Com

pre

ssio

nC

om

pre

s tsio

nM

AS

ieveH

ydro

mete

rD

RR

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tive

De

nsity

t

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Tes

es

Ve

rtical

Horizonta

lS

GS

pe

cific

Gra

vity

S

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ve

s

BB

•i1

US

SIE

VE

OP

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CH

ES

US

SIE

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NU

MB

ER

S

I

HY

DR

OM

ET

ER

3

2

15

34

12

4

to40

70

200

100

++4

1

1

90

80

R C E

70

N T

6F I

5

N E R

40

B Y

30

w

20

j G

10

T0

1444

100

10

01

00

1

0

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S001

VE

L

D

L

BO

ULD

ER

SC

OB

BLE

Scoars

efine

fin

coars

em

ediu

m

e

SI

T

OR

CLA

Y

cation

De

t

Cla

ssific

ation

MC

°

o

LL

PL

PI

o

t

me

ma

xcf

68

to83

FLY

AS

HG

ray

and

bro

wn

silt

trace

cla

yand

fine

sand

20

NP

NP

NP

r7

trace

mediu

mto

coars

esand

trace

fine

gra

vel

Specim

en

ecim

en

Identification

De

thD

I00

D60

D30

D10

Gra

vel

Sand

Silt

Cla

0

B1

S2

68

to83

125000

00819

00355

00094

04

424

519

53

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BQ

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11608

r1

71U

SS

IEV

EO

PE

NIN

GIN

INC

HE

SI

US

ST

EV

EN

UM

BE

RS

I

HY

DR

OM

ET

ER

3

2

15

I

34

12

4

10

40

70

200

100

90

P

80

R C E

70

N T

60

T I

50

N E R

40

13 Y

30

W B

20

G T

10 0 1

00

0

100

10

01

00

100

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S7

01

GR

X

V

L

9779

SIL

TO

R

C

AY

BO

ULD

ER

SC

OB

BLE

Sfine

coars

ecoars

em

ediu

mfin

e

L

ecim

en

Identification

De

th

C

assifzcation

MC

°

o

LL

Ir

PI

o

t

me

°o

ma

x

c

B1

S5

218

to233

FLY

AS

HG

ray

silt

trace

cla

ysom

efine

sand

trace

mediu

mto

55

coars

esand

trace

fine

gra

vel

Specim

en

Identification

De

thD

100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

yB

1S

5215

to233

125000

00470

00150

00063

06

285

636

73

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JOB

NO

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DA

TE

11

16

10

8

US

SIE

VE

OP

EN

ING

ININ

CH

ES

IU

SS

IEV

EN

UM

BE

RS

BB

C1

HY

DR

OM

ET

ER

1D

0

90

P

80

N+H

C E

70

N T

60

F N

50

E R

40

BY 3

0

w

20

H

10 0 10

0

0

100

10

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S01

00

1

0

001

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LE

C

VL

ND

CL

L

BO

LD

ER

SO

BB

S

coars

efine

coars

em

ediu

mfin

e

SI

T

OR

AY

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

P1

a

t

nn

c

°o

ma

x

c

B2

S6

269

to284

FLY

AS

HG

ray

dark

ra

and

gra

ybro

wn

silt

trace

cla

ylittle

66

fine

tocoars

esand

trace

fine

gra

vel

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

S2

S6

269

to284

190000

00397

00133

00062

49

174

704

73

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11

16

10

8

1

200

BB

OI1

US

SIE

VE

OP

EN

ING

ININ

CH

ES

IU

SS

IEV

EN

UM

BE

RS

I

HY

DR

OM

ET

ER

3

2

15

34

12

10

40

70

20

0100

90

80

R C E

70

N T

60

FT N

50

E R

40B

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3a

W

20

G

10

T

10

00

100

10

GR

AIN

SIZ

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MIL

LIM

ET

ER

S0

10

01

00

01

BO

ULD

ER

SC

OB

BLE

SG

RA

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TN

Dcoars

efine

coars

em

ediu

mfin

e

SIL

TO

RC

LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

cf

B2

S10

469

to484

FLY

AS

HG

ray

silt

little

cla

ytr

ace

fine

tocoars

esand

83

Specim

enn

Identification

De

thD

100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

510

46

9

to484

47500

00235

00102

00048

00

99

795

106

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11

16

10

8

r

BB

•I1

US

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VE

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CH

ES

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EN

UM

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RS

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HY

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OM

ET

ER

3

2

15

1

314

12

4

10

40

70

20

0100

90

P

80

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70

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IT

T

60

ITFT

F

50

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30

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20

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10

00

100

10

01

00

100

GR

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ER

S0

1

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ER

SC

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VE

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ND

wars

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coars

em

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fin

e

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TO

RC

LA

Y

I

Specim

en

1

entification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

pcf

B3

S7

166

to179

FLY

AS

HG

ray

fine

tocoars

esand

little

fine

gra

vel

shale

6

26

18

8

fragm

ents

little

cla

yey

silt

Specim

en

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B1

79

125000

14413

00683

00058

155

536

215

95

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11

16

08

BB

•1U

SS

IEV

EO

PE

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GIN

INC

HE

SU

SS

IEV

EN

UM

BE

RS

I

HY

DR

OM

ET

ER

3

2

15

1

34

12

4

10

40

70

20

0

too

90

P

80

R C E

7

N T

60

F

50

N E R

40

B Y

03

W

20

T

10

F

0

ILL

r=

100

0

100

10

1

01

00

1

0

GR

AIN

SIZ

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MIL

LIM

ET

ER

S001

D

C

VE

LN

DB

OU

LE

RS

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BLE

Scoars

efine

coars

em

edium

fin

e

SIL

TO

RC

LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

P1

op

tm

em

ax

pef

B3

S15b

369

to374

FLY

AS

HG

raslt

cla

yand

fine

sand

trace

mediu

mto

26

24

18

6

coars

esand

trace

fine

gra

vel

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

83

S15b

369

to374

125000

00817

00219

00018

01

426

413

160

j

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11

16

10

8

BB

Ot1

US

SIE

VE

OP

EN

ING

ININ

CH

ES

US

SIE

VE

NU

MB

ER

S

I

HY

DR

OM

ET

ER

3

2

15

i

34

12

4

10

40

70

20

0100

1

90

H

44

P

80

R C E

70

N T

60

F I

50

N E R

40

B Y

30w

E

20

G

10

T

100

0

0

100

10

GR

AIN

SIZ

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MIL

LIM

ET

ER

S0

10

01

0

01

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S

CO

BB

LE

SG

RA

VE

LS

AN

D

B

R

coars

e

e

coars

em

eth

•fin

e

SIL

TO

RC

LA

Y

Specim

en

Identification

Ication

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

pcf

B3

S16b

369

to374

FLY

AS

HB

row

nand

gra

yfine

tocoars

esand

little

fine

gravel

shale

fragm

ents

som

esilt

S

ecim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B3

S16b

369

to374

190000

06968

202

454

344

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

GO

VIR

GIN

IA

JOB

NO

01111497007

DA

TE

11

16

10

8

US

SIE

VE

OP

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IU

SS

IEV

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UM

BE

RS

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HY

DR

OM

ET

ER

3

2

i5

1

34

12

4

10

40

70

20

0

100

90

P

so

R

1kI

C E

70

N T

60

F

50

N g R

40

B Y

30

w

20

I H

IO

0 100

0

100

10

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S01

00

100

01

C

RA

VE

LA

ND

SIL

TO

R

C

AY

BO

ULD

ER

SO

BB

LE

S

fne

coars

ecoars

em

ediu

mfin

e

L

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

o

t

me

ma

x

c

O

B4

S1

17

to31

FLY

AS

HB

row

nand

gra

yfine

tocoars

esand

little

fine

ravel

7

27

17

10

shale

fragm

ents

som

ecla

yey

silt

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B4

S1

17

to31

190000

16660

00859

00036

195

513

172

12

0

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11608

BB

Oi1

US

SIE

VE

OP

EN

ING

ININ

CH

ES

IU

SS

IEV

EN

UM

BE

RS

3

2

15

34

12

4

10

40

70

20

0H

YD

RO

ME

TE

R

100

90

P

80

R C E

70

N T

60

F I

50

N E R

40

B Y

30w 20

u

10

T

0

10

00

100

10

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S0

10

01

00

01

BO

ULD

ER

SC

OB

LE

S

G

VL

AN

D

B

coars

efine

coars

em

edi

m

fin

e

SIL

TO

RC

LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

c

0

B4

S8

192

to201

FLY

AS

HB

row

nand

gra

yfine

tocoars

esand

som

efine

to1

129

17

12

coars

egravel

shale

fragm

ents

and

silty

cla

y

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

y

®

B4

S8

192

to201

250000

12594

00231

00016

260

355

217

168

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JOB

NO

01111497007

DA

TE

11608

BB

O1

1U

SS

IEV

EO

PE

NIN

GIN

INC

HE

SI

US

SIE

VE

NU

MB

ER

S

I

HY

DR

OM

ET

ER

3

2

15

13

4

12

4

10

40

70

200

100

90

P

80

R C E

70

N T

60

F

50

N R

40

Y

30

W

20

10

T0

10

00

100

10

01

00

100

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S0

1

BO

ULD

ER

SR

AV

EL

CO

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LE

S

D

7

coars

efine

coars

em

eth

m

fin

e

SIL

TO

RC

LA

Y

S

ecim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

pcf

B4

S12

292

to307

FLY

AS

HG

ray

fine

tocoars

esand

little

fine

rave

som

esilt

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

0

B4

S12

292

to307

190000

07436

01013

10

8640

252

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IAJO

BN

O01111497007

DA

TE

11

16

10

8

BB

•1U

SS

IEV

EO

PE

NIN

GIN

INC

HE

SI

US

SIE

VE

NU

MB

ER

S

I

HY

DR

OM

ET

ER

3

2

15

1

34

112

4

10

40

70

20

0I0

4

90P sQ

R C E

74

N T

60

N

50

E

40

B

4

Y

30

W E

20

G H

10 10

0

0

100

0

GR

AIN

SIZ

EIN

MIL

LIM

ET

ER

S0

10

01

00

01

BO

ULD

ER

SC

OB

BLE

SR

AV

EL

ND

coars

efine

coars

em

ediu

mfin

e

SIL

TO

RC

LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

e

o

ma

x

c

B4

S17

417

to432

FLY

AS

I1G

rasilt

trace

cla

ylittle

fine

tom

ediu

msand

64

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B4

S17

417

to432

20000

00246

00104

00050

00

106

795

99

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JOB

NO

01111497007

DA

TE

17

61

08

BB

•11

US

SIE

VE

OP

EN

ING

ININ

CH

ES

I

3

2

15

1

34

12

US

SIE

VE

NU

MB

ER

S

4

10

40

HY

DR

OM

ET

ER

70

20

0

100

7

1

90

P

8

R C E

70

N T

60

F

50

N E R

40

B v W

30

E

20

G

L1U

T

10 0

11

00

0

100

10

GR

AIN

SIZ

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LIM

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S0

10

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DE

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L

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S

GR

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ecoars

em

edic

m

fn

e

SIL

TO

RC

LA

Y

Specim

en

I

enti

icatz

on

De

thC

lassi

cation

MC

°

o

LL

PL

PI

o

t

me

ma

xcf

B4

S21

542

to557

FLY

AS

HG

ray

fine

tocoars

esand

little

tine

ravel

and

silt

S

ecim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

0

B4

S21

542

to557

190000

02431

15

3448

400

PR

OJE

CT

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PO

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2

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BO

VIR

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IA

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BN

O01111497007

DA

TE

11

16

10

8

BB

GI1

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VE

OP

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CH

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IU

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3

2

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314

12

4

10

40

70

20

0

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P E

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70

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5

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+

B

1

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30

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20

i G

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=

0

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1000

100

10

1

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00

100

GR

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S01

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LD

EO

BB

coars

efine

coars

em

ediu

mfin

e

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TO

RC

LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

c

®

B4

S23a

642

to650

FLY

AS

HG

ray

fine

sand

trace

mediu

mto

coars

esand

trace

24

NP

NP

NP

fine

gra

vel

little

silt

trace

cla

y

Specim

en

Identification

De

thD

100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B4

S23a

642

to650

125000

02038

00840

00056

01

737

167

95

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

RV

ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11608

BB

Of1

US

SIE

VE

OP

EN

ING

ININ

CH

ES

IU

SS

IEV

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UM

BE

RS

HY

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3

2

t5

•

4

12

4

10

40

70

20

0100

90

P

80

R C E

70

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60

F N

50

E

40

B Y

30

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20

G

0

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0

10

00

100

10

01

00

100

GR

AIN

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S01

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BB

LE

Sfine

coars

ecoars

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ediu

m

fi

ne

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TO

RC

LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

o

LL

PL

PI

op

tm

em

ax

pef

B5

S3

117

to132

FLY

AS

HG

ray

and

dark

gra

ysilt

trace

cla

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efine

sand

46

NP

NP

NP

trace

mediu

mto

coars

esand

trace

fine

gra

vel

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

yB

5S

3117

to132

125000

00525

00185

00064

07

288

628

78

PR

OJE

CT

CLIN

CH

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ER

PO

ND

2

CL

OS

UR

E

AS

TM

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GR

AD

AT

ION

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ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11

16

10

8

B1301

US

SIE

VE

OP

EN

ING

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CH

ES

US

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NU

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3

2

15

34

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70

200

100

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80

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70

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60

F

50

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30

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0

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00

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1

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100

GR

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S0

1

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Soars

em

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eth

H

fn

e

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TO

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LA

Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

c

B5

S5

217

to232

FLY

AS

HG

radark

gra

yand

gra

ybro

wn

silt

trace

cla

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58

NP

NP

NP

fine

tocoars

esand

trace

fine

gra

vel

Specim

en

Identification

De

nth

DI0

0D

60

D30

D10

Gra

vei

Sanct

Silt

Cla

B5

S5

217

to232

125000

00397

00140

00061

05

225

695

75

PR

OJE

CT

CLIN

CH

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ER

PO

ND

2

CL

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E

AS

TM

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GR

AD

AT

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ELO

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TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11608

BB

O11

US

SIE

VE

OP

EN

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CH

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IU

SS

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3

2

15

314

12

4

10

40

70

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0

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fine

coars

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LA

Y

Specim

en

I

entification

Depth

Cla

ssific

ation

MC

LL

PL

1

Opt

me

ma

xp

ct

B5

S10

467

to482

FLY

AS

HG

ray

silt

trace

cla

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sand

trace

mediu

mto

55

coars

esand

trace

fine

gra

vel

Specim

en

Identification

Depth

D100

D60

D30

D1O

Gra

vel

Sand

Silt

Cla

B5

S10

467

to482

125000

00460

00156

00066

10

267

657

67

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CLIN

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ER

PO

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2

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TM

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O01111497007

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11

16

08

BB

CI1

US

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ES

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3

2

15

1

34

12

4

10

40

70

20

0

100 9

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80

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70

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50

N

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10

GR

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SC

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Sfine

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Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

e

°o

ma

x

c

B6

S3

116

to131

FLY

AS

HG

ray

and

dark

gra

ysilt

little

cla

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ace

fine

to56

mediu

msand

Specim

en

ecim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B6

S3

116

to131

20000

00172

00086

00048

00

26

864

11

1

PR

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CT

CLIN

CH

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ER

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2

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BO

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IA

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BN

O01111497007

DA

TE

11608

BB

•11

US

SIE

VE

OP

EN

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3

2

15

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12

4

10

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70

20

0

100 90

P

80

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70

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60

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50

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40

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0

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BLE

fine

coars

ecoars

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ediu

mfin

Y

OR

L

e

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

em

ax

pqf

B6

S6

266

to281

FLY

AS

HG

ray

and

dark

ra

silt

little

cla

ytr

ace

fine

to53

NP

NP

NP

mediu

msand

S

ecim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

0

B6

S6

266

to281

20000

00146

00081

00046

00

18

856

126

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

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E

AS

TM

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BO

VIR

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IA

JO

BN

O01111497007

DA

TE

11

60

8

F

BB

CI1

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3

2

15

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4

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100

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Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

e

°o

ma

x

c

B7

S9

416

to431

FLY

AS

HG

ray

gra

ybro

wn

and

dark

rasilt

trace

cia

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ace

59

fine

tom

ediu

msand

Specim

en

Identification

Depth

DIO

OD

60

D30

D10

Gra

vel

Sand

Silt

Cla

B7

S9

416

to431

20000

00290

00105

00053

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61

849

90

PR

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CT

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ER

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DA

TE

11

16

10

8

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3

2

15

1

L4

12

4

10

40

70

20

0

100 90

P E

80

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N E

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BY 3

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fin

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OR

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Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

o

t

me

ma

x

F

B7

S14

666

to677

FLY

AS

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row

nsilt

little

cla

ysom

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tocoars

esand

little

25

23

21

2

fine

gra

vel

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

5and

Silt

CIa

B7

S14

666

to677

190000

00709

00176

00030

123

264

474

139

PR

OJE

CT

CLIN

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ER

PO

ND

2

CL

OS

UR

E

AS

TM

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GR

AD

AT

ION

CU

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ELO

CA

TIO

NC

AR

BO

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IAm

mJO

BN

O01111497007

DA

TE

11

16

10

8

BB

Ci1

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SIE

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CH

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3

2

15

i

34

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4

10

40

70

200

100 90

P E

80

R C E

70

N

60

F

50

N E

Nl

R

40

B Y

30

W 11

20

T

10 0

10

00

100

10

1

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00

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fin

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Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

e

°o

ma

xcf

B8

S2

67

to81

FLY

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fine

tom

ediu

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trace

coars

esand

trace

22

fine

gra

vel

and

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trace

cla

y

Specim

en

Identification

De

thD

100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

yB

8S

267

to81

125000

01439

00437

00123

48

515

395

41

PR

OJE

CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

D422

GR

AD

AT

ION

CU

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ELO

CA

TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11608

BB

O1

US

SIE

VE

OP

EN

ING

ININ

CH

ES

IU

SS

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EN

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BE

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ET

ER

3

2

15

1

34

12

4

10

40

70

20

0

100 90

P

80

R C E

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17

0

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100

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coars

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Y

Specim

en

Identification

Depth

Cla

ssific

ation

MC

LL

PL

PI

op

tm

e7

om

ax

pcf

B8

S4

167

to182

FLY

AS

HG

raybro

wn

and

gra

ysilt

trace

cIa

som

efine

to66

mediu

msand

few

seam

sof

fine

sand

Specim

en

Identification

Depth

D100

D60

D30

D10

Gra

vel

Sand

Silt

Cla

B8

S4

167

to182

20000

00479

00179

00065

00

250

677

73

PR

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CT

CLIN

CH

RIV

ER

PO

ND

2

CL

OS

UR

E

AS

TM

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GR

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AT

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CU

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ELO

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TIO

NC

AR

BO

VIR

GIN

IA

JO

BN

O01111497007

DA

TE

11608

APPENDIX B Slope Stability Analysis

Global Stability Analysis

Analyze static and pseudostatic conditions of final dike system and cover

Examine circular and translational failure surfaces

Progam Slide V 5035 developed by Rocscience Inc

Groundwater

AEP stability analysis assumed groundwater was equivalent to height of newly placed

ash fill above the middle dike since operations were active and ash was being sluiced in

Recently performed borings however indicate the groundwater level has lowered since

operations have become inactive The design cross section shown in this Appendixshows the groundwater levels as encountered during drilling Generally this lowered

groundwater level improved the overall stability of the dike system in comparison with

AEPs report

Design parameters are shown on the graphical output for each stability run

Summary of Results

Load C Computed FS FSREQDase


Circular Failure Surface167 15


Translational Failure Surface 267 15Middle Dike


Translational Failure Surface 229 15Lower and Middle Dikes

PseudoStatic Loading with Final Slopes

Circular Failure Surface113 10

1650

1600

1550

1500

PR

OP

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ED

FIN

AL

GR

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1450

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1=

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grey

8503

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5

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01

11

14

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00

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12

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Last

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da

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91

92

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ca

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=

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011

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rniw

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non

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fety

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r

0 LO

0000

0250

0500

0750

1000

1250

1500

1750

2000

2250

2500

2750

3000

3250

3500

3750

4000

4250

4500

4750

5000

5250

5500

5750

6000+

Meth

od

Spencer

Scale

1

=

50

By

MT

RD

ate

9408

Sta

tic

Stability

Analy

sis

of

Fin

alS

lop

es

Deep

Seate

dC

ircula

rF

ailu

re

Surf

ace

Dra

ined

Shear

Str

en

gth

s

Layer

Mate

rial

Ym

pcf

C

psf

I

de

gre

es

1

Pro

posed

Ash

Fill

100

0

32

2

Upper

Ash

Layer

10

1

0

27

3

Low

er

Ash

Layer

92

0

30

4

Cla

yS

hale

Dik

es

134

100

32

5

Bott

om

Fill

129

0

285

6

125

0

35

C0

400 45

0350

150

200

250

300

Clinch

Riv

er

Pow

er

Pla

nt

Ash

Pond

No

2

Clo

sure

Mid

dle

Dik

e

50

05

50

60

06

50

J

Safe

tyF

acto

r

00 t2

0000

0250

0500

0750

1000

1250

1500

1750

2000

2250

2500

2750

3000

3250

3500

3750

4000

4250

4500

4750

5000

5250

5500

5750

6000

+

J

Meth

od

Spencer

Scale

1=

50

Co

r

200

250

300

By

MT

RD

ate

9408

Ash

Pond

No

2

Clo

su

re

kh

Sta

tic

Stability

An

aly

sis

of

Fin

al

Slo

pe

s

Deep

Seate

dT

ra

nsla

tio

na

lF

ailu

re

Surf

ace

Dra

ined

She

ar

Str

en

gth

s

Layer

Mate

rial

Y

pcf

C

psf

9

de

gre

es

1

Pro

posed

Ash

Fill

100

0

32

2

Upper

Ash

Layer

10

1

0

27

3

Low

er

Ash

Layer

92

0

30

4

Cla

yS

hale

Dik

es

134

100

32

5

Po•

om

129

0

285

12

5

0

35

350

Clinch

Riv

er

Pow

er

Pla

nt

1

400

450

50

05

50

60

06

50

0 tn c2

Facto

r

0000

0250

0500

0750

1000

1250

1500

1750

2000

2250

2500

2750

3000

3250

3500

3750

4000

4250

4500

4750

5000

5250

5500

5750

6000+

Meth

od

Spencer

Scale

1=

50

0 0 Ir 15

0200

250

300

By

MT

RD

ate

9408

Clinch

Riv

er

Pow

er

Pla

nt

Ash

Pond

No

2

Clo

sure

Sta

tic

Stability

Analy

sis

of

Fin

al

Slo

pe

s

Deep

Seate

dT

ransla

tio

na

lF

ailu

re

Surf

ace

Dra

ined

Shear

Str

ength

s

Layer

Mate

rial

Ym

pct

C

psf

cp°

de

gre

es

1

Pro

posed

Ash

Fill

100

0

32

2

Upper

Ash

Layer

10

1

0

27

3

Low

er

Ash

Layer

92

0

30

4

`Cla

yS

hale

Dik

es

134

100

32

5

Bott

om

i

129

0

285

35

125

0

350

400

450

50

05

50

60

06

50

Sa

fety

Facto

r

0000

0250

0500

0750

1000

1250

1500

1750

2000

2250

2500

2750

3000

3250

3500

3750

4000

4250

4500

4750

5000

5250

5500

5750

6000+

Meth

od

Spencer

Scale

1=

50

File

Nam

eP

ond

2

Seis

mic

Undrain

edsli

00

By

MT

RD

ate

9408

Clinch

Riv

er

Pow

er

Pla

nt

Ash

Pond

No

2

Clo

sure

PseudoS

tatic

Stability

An

aly

sis

of

Fin

al

Slo

pe

s

Deep

Seate

dC

ircula

rF

ailu

re

Surf

ace

Dra

ined

Shear

Str

ength

s

Layer

Mate

rial

V

pcf

cl

psf

T

de

gre

es

1

Pro

posed

Ash

Fill

100

0

32

2

Upper

Ash

Layer

10

1

0

27

3

Low

er

Ash

Layer

92

0

30

4

Cla

yS

hale

Dik

es

134

100

32

5

Pao

129

0

285

6

125

0

35

150

200

250

300

350

400

450

50

05

50

60

06

50

FP

M

F

1910

szP

L1

l••l•

_`S

_•

SL

•MM

ao•

•SLLrS

aoLK

CA

56

DE

SC

RL

oj

FS

LA

LO

WE

kD

IKE

200

ar

a

MID

DLE

DIK

E731

EX

DV

PP

E1L

ILK

E

1

SS

sg

com

alm

ebik

es

20b

SU

MM

AR

YF

IUR

EL

APPENDIX C Settlement Analysis

Foundation Settlement Calculations

Compute settlement of foundation ponded ash under surcharge of proposed fill

and cover

Progam Foundation Stress and Settlement Analysis FoSSA Version 20

Model fly ash as consolidation response

Find maximum settlement of ash foundation under proposed fill two areas on

design cross section with deep fills

Design Parameters

Material Vwet

PoisonsCompression Recompression Void Ratio

Description pctRatio

Index ce Index Cr eov

Upper Ash Layer 101 05 020 03 08

Lower Ash Layer 92 05 015 03 08

All other layers assumed incompressible

The above values are based on typical values for fly ash placed in veryloose to loose

conditions

Two areas on the design cross section to be analyzed for maximum foundation

settlements These sections correspond to xvalues ranging from 100 to 240 and from

693 to 763 in the FoSSA program

oil

tt y

97

c=

c>

7

CL•IC

rI2t

•dZ

rootitr

•

Z

Po2z

CCL•

Se

Pf

X=

24

X=

cR

sK

7c3

3orm

hiL

1

FoSSA Foundation Stress Settlement Analysis Clinch River Power Plant Pond 2 Closure

Present Datelriene Fri Sep 19 113349 2008 G 0I 19991 1497U 1497007 Pond 2 ClosureCalculationsSettlesn nt01111497007 Section 12ST

F3F3m•b

im

t

0A I

SOLUTIONS To BUILD ON

Clinch River Power Plant Pond 2 Closure

Report created by FoSSA 20 Copyright c 20032007 ADAMA Engineering Inc

PROJECT IDENTIFICATION

Title Clinch River Power Plant Pond 2 Closure

Project Number 01111497 007

Client AEP

Designer MTRStation Number

Description

Companys information

Name BBCMStreet

Telephone

Fax

EMail

Original file path and name GColumbu alculationsSettlement01111497007 Section 12ST

Original date and time of creating this file Fri Sep 19 113236 2008

GEOMETRY Analysis of a 2D geometry

Clinch River Power Plant Pond 2 Closure Page 1 of 6

Copyright © 20032007 ADAMA Engineering Inc wwwGeoProgramscom License number FoSSA200106

FoSSA Foundation Stress Settlement Analysis Clinch River Power Plant Pond 2 ClosurePresent DatdTime Fn Sep 19 113349 2008 G0 19991149711497007 Pond 2 CiosureCalculationsSettlernent01111497007 Section 12ST

INPUT DATA FOUNDATION LAYERS 5 layers

Wet Unit

Weight Y

Poissons Ratio

µ

Description

of Soil

1113101

1 10100 050 Upper Ash Pond Layer

2 13400 030 Exist Clay Dike

3 9200 050 Lower Ash Pond Layer

4 12900 030 Bottom Fill

5 14000 030 Rock

INPUT DATA EMBANKMENT LAYERS 1 layers

Wet Unit Description

Weight y of Soil

lbR3

1 10000

INPUT DATA OF WATER

New Ash Fill and Cover

Point Coordinates X ZX Zf ftl

1 000 151200

2 7800 151500

3 21200 153400

4 90000 153400

5 100000 153400




Present Daterune Fri Sep 19 1 1 3 3 4 9 2008 G 0119991149711497007 Pond 2 CiosurcCalculationsSettlcrrc tt01111497007 Section 12ST

INPUT DATA FOR CONSOLIDATION a = 12

Layer OCR Cc Cr e0 Cv Drains at

Underging =

Consolidation

YesNo

Pc Po

ft 2day

I Yes 100 020 003 080 10000 Top Bot

2 No NA NA NA NA NA NA3 Yes 100 015 003 080 10000 Top Bet

4 No NA NA NA NA NA NA5 No NA NA NA NA NA NA



FoSSA Foundation Stress Settlement Analysis Clinch River Power Plant Pond 2 ClosurePreneot Datnrrinn Fri Sep 19 114048 2008 G01199911149711497007 Pond 2 ClosurcCalculationsSet0ement01111497007 Section 12ST

m vetu•morsns•<•w6orssaorssUwo•a•m<naerus•v

ULTIMATE SETTLEMENT Sc

Node Original Settlement Final

X

ft

Y

ft

Z

ft

Sc

ft

Zft

1 10000 000 155759 076 155683

2 11556 000 155687 101 155586

3 13111 000 155616 123 155492

4 14667 000 155600 145 155455

5 16222 000 155600 154 155446

6 17778 000 155600 162 155438

7 19333 000 155600 169 155431

8 20889 000 155600 175 155425

9 22444 000 155600 180 155420

10 24000 000 155600 181 155419

Note Final Z is calculated assuming onlyUltimate Settlement exists




Present Datefrirne Fri Sep 19 113349 2008 G10119991 1497I 1497007 Pond 2 ClosureCalculationsSettlen nt01111497007 Section 12ST

ULTIMATE SE1LEMENT Sc

Node Original Settlement Final

X

ft

Y

ft

Z

ft

Sc

ft

Z

ft

1 69300 000 156800 262 156538

2 70300 000 156829 265 156564

3 71300 000 156857 267 156591

4 72300 000 156886 268 156618

5 73300 000 156914 269 156645

6 74300 000 156943 270 156673

7 75300 000 156971 269 156702

8 76300 000 157000 266 156734

Note Final Z is calculated assuming onlyUltimate Settlement exists



FoSSA Foundation Stress Settlement AnalysisClinch River Power Plant Pond 2 Closure

Present DalcTin Fri Sep 19 113349 2008G011999l 149711497007 Pond 2 ClosurcCalculationsScttlcmcot01111497007 Section 1 2ST

TABULATED GEOMETRY INPUT OF FOUNDATION SOILS

Found Point Coordinates X ZSoil X Z DESCRIPTION

ft ft

1 1 970 153920 Upper Ash Pond Layer

2 5940 156010

3 7940 156010

4 8400 156000

5 9100 155800

6 13450 155600

7 24500 155600

8 35200 157500

9 59700 157600

10 69300 156800

11 76300 157000

12 80700 158700

13 84070 160500

2 1 970 153910 Exist Clay Dike

2 5940 156000

3 7940 156000

4 11100 153910

5 84000 153910

3 1 000 153900 Lower Ash Pond Layer

2 84000 153900

4 1 000 150300 Bottom Fill

2 84000 150300

5 1 000 149400 Rock

2 84000 149400


Copyright C© 20032007 ADAMA Engineering Inc wwwGeoProgramscom

License number FoSSA200106


Present DateTrime Fri Sep 19 113349 2008 GA 01 1999I 149711497007 Pond 2 ClosureCalculationsSettlement0I 111497007 Section I2ST

TABULATED GEOMETRY INPUT OF EMBANKMENT SOILS

Embank Point Coordinates X ZSoil X Z

ft ft

DESCRIPTION

1 X1 = 8400 ft 1 10210 156600 New Ash Fill and Cover

X2 = 160500 ft 2 10710 156600

3 11700 156400

4 12260 156400

5 14060 157000

6 84000 160500


Copyright G 20032007 ADAMA Engineering Inc wwwGeoProgramscom License number FoSSA200106


APPENDIX A

Document 7

Ash Pond 1 Construction of Cutoff Wall, by AEP

DOCUMENT 7: ASH POND 1 CONSTRUCTION OF CUTOFF WALL, BY AEP


APPENDIX A

Document 8

Clinch River Plant, Dike Inspection Checklist 2008

Oct 27 2338 758AM AEP lgh No 5739 19

Page certhvision 52 093

RIVERDIKE fQlC

72L fg54f

tJAT PONDS

Please refer to the Ash Area Dike Inspection Location Plan whichis found on Page Place number and descriptive sketch on thelocatton plan at each problem area Place the numbers nextto the appropriate descriptions below

Cracks

Bulges

Sliding

BERS

vo

Eros Ion

Soft Soil Qe

Inspected by

Weather

iQEUDate of ns

Teniperature

Durin4 DyReservoir elevations attime of inspection

Pond la

Pond 13

DOCUMENT 8: CLINCH RIVER PLANT, DIKE INSPECTION CHECKLIST 2008

Oct 27 2008 759AM AEP MatH Undig No 5709 29

Paqe ofRevision 09J

Leaking Pipe

eQQWVegetative Cover

onh Slope


TNQQ AT POND

IEZ ELEV TOPOF TUBE

Ai

A2R

A6 15713

15720

1215711

DEPTH TO WATEROF TUBE

WATER

fQJR

31



Rodent Burrows

39

1q53

B4R 1Q15714

15718

152985

oQ

Oct 2008 759AM AEP Mat lgh No 5709 39

Page ofReviSion 52093

I5

iJ

Pl determkne liflow rate in pe eShthe weirs This cah be done by measuring the head otwater above the apex ot the Vnotch to the nearest 14 inch andmpa it to chart

HEAD

141234

Vnotch WeirVnotch WeirVnotch WeirVnotch WeirVnotch WeirVnotch Weir

FLOW RATERE CPMWEIR

EEAD

75

FLOW RATE GPMWELR RU37 72

314 455365

12 76 QQ17 14 16824 46 12 100 19

30 59 34 114 216

C0LLECTI0

Please determine the flow rate in gallons per minute the two

branches of the French drain at the foot mete seepagecollection mp can be done by measuring how much the

P2R 152231

181R 16

151753

3Q1521

10

gallons per minutegallons per minutegallonsgallons

perper

minuteminute

gallons per tegallons per minute

Oct 27 2008 159AM AEP Hndlg No 5709 49


level rises while recording the time during period when both

pumps are off Flow rate is given by the following fornula

FLOW RATE

in which rise of water level in feet during the unpunped tineinterval in seconds

FLOW RATE iv GALLONS PER IN

Please note the conditions with regard to the 1loCondition ot concrete

Are available OK

Obstrtctjos


Pedestrian access OKQp oW

Erosion mshOther Plesj

AT PONDS

Is seepage repair area OK

What is condition of French drain Is white precipitatebuilding up np drainage Good

What is the overall condition of the discharge structure fromPond to Pond 18

gbGd

Oct 21 2008 759AM AEP Mail lgh 5109 59

Are seepage sunp pumps OK

Page ofRevisIon 52093

Is entrance to seepage overflow pipe clear of

obstructions

1Q0Nl AT POND

flease tefe to the Ash Area Dike Location flanmQb and descrisketch on the location plan at each problem area Plac thesame numbers next to the appropriate descriptions below

ON

Cracks

Bulges

Erosion

Soft Soil

Leaking Pipe

18 NO AND COMK INCLUDINAND REPAIRSMAINTENANCE SINCE LAST cTION

AsL

SeepageWetness

Oct27 2003 759AM AEP Mat Hidig No 5709 69


COMN

ipj

Vegetative Cover

Trees on Slope

Rodent Burrows


10 READINGS AT PONDDEPTH TO

PTEZ IT TOP WATER FROM WATER

0h15558

7hP4 15574

1557

PG 15574

P7 15579

15574

15582

ih 15600

U2 1Q15600

15600 4QL6 15320

L7 15353

L8 15347

Oct 27 2008 759AM AEP Mat Undig No 5709 79


PQ ET LOWER LEVEL AND IDDLE LEVELIK WORKING GOOD C0NDLTW3u QH

12 DISCRARGE AT




Obstructions

Is access clear

Erosion problems


NOTES AND ENQ IWCWDING JOB ORD ANDREMEDIAL WORK DONE SINCE

Oct 27 2008 759AM AEP MatH Undig No 5709 89

00 200

SCAL2 F22

NATURALICTh

22v

WBR

Q1

14

FACE OF

gtvLstcsz

TA3tYRTh

RUNOFFIV

RtJTDIVERSION DAM 12

1tSh TER

TQhflE

go

If

ASH POND IA

VNOTCH EY

Pl AREA

AEP MatH lgOct 27 2008 759AM5709 99

PASE

APRIL 1995 HDFE QDRRUG PIPE

tO

PLANTE AREA DI IONUh LOCATION


APPENDIX A

Document 9

Clinch River Plant, Dike Inspection Checklist 2009

Page ofRevision

RIVERDIKE INSPECTION ICK

52093

Date of Inspection

Inspected by

fE

herTemperature

IQlh Psth 7Days

CONDITION AT PONDS

rr

Jr

Please refer to the Ash Area Dike Inspection Location Plan whichis found on Page Place number and descriptive sketch on the

location plan at each problem area Place the same numbers next

to the appropriate descriptions below

LOCATION

Cracks

Bulges

Sliding

Erosion

NO

Reservoir elevations at

time of inspection

Pond IA

Pond lB

Pond

Soft Soil

DOCUMENT 9: CLINCH RIVER PLANT, DIKE INSPECTION CHECKLIST 2009

Leaking Pipe


pJO

SeepageWetness

Vegetative Cover

Trees on Slope



OKtJ Qk 01

Rodent Burrows


PIEZ ELEV TOPOF

WATER

iscy

rP

DEPTH TO WATERTOP OF

1eAi 15710

15695

15713

15720

15712

B2R 15711

B3R 15709

15711

BSR 15714

66 15718

152985

3S

saoO

Page of

RevisiOn 52 093

152231

pJR 152018

P4R 1519 16

51151753

1523

1521

jJ

0Q

ga11on pe for eachthe Vnotch welts This lQ be done by measuring the head ofwater above the apex of the Vnotch to the nearest 14 inch andcomparing it to the chart below

45

7616819

216

Vnotch WeltVnotch WeltVnotch Welt

WeltWelt 45

Vnotch Welt

gallonsgallonsgallonsgallonsgallonsgallons

minuteminuteminuteminute

per minute

per minute

COLLECTION

Please determine the flow rate in gallons per minute of the twobranches of the French drain at the foot diameter seepagecollection sump This can be done by measuring how zuch the water

So

P7

HEAD

14

14

FLOW RATE GPMWEIR

075

HEAD FLOW RATE GPMWEIR 1Q37

314

17 34 14

89

212 24 46 412 10034 30 59 34 114

dQ26

perperperper


leveL rises while recording the time during period when bothpumps are off Flow rate is given by the following formula

PLOW

in which rise of water level in feet during the unpumped tineinterval in seconds

FLOW RATE GALLONS PER MINDTE

STRUCTURE AT POND

Obstructions


Pedestrian access OK

AT PONDS

ts seepage repair area OK

is condition of French drain Is white precipitatebuilding up impeding

What is the overall condition of the discharge structure fromPond to Pond 137

Please note the conditions with regard to the

ionh of concrete

Are available

oN

Erosion

Other lepe

4S

Are seepage mph pumps OK


CONDITION AT POND

tte Ash Area Dike Location Planwhich fd on Place nthnber and desciisketch on the location plan at each problem area Place thesame numbers next to the appropriate descriptions below

Cracks

Bulges

ie

Sliding

Erosion

Soft Soil

Leaking Pipe

Is entrance to seepage overflow pipe clear ofobstructions

PONDS 18 NOTES AND COMMENTS INCLUDING JOB ORDERSWRITTEN AND REPAIRSJMAINTENANCE

zoMth

SINCE LAST INSPECTIONMS

ee oil

SeepageWetness


AREA

WATER

Vegetative Cover

Trees on Slope

Rodent Burrows


READINGS AT PONDDEPTH TO

PIEZ ELEV TOP WATER FROMOF Uh TOP OF15570

15558

P3 15567

P4 15574

PS

P6

15579

PS 15574

P9 15582

ih 15600

U2 15611

15600

15600

L5 15320 t20h15353

15347

5j

Page 7of9Revision 52093

11 PERFORATED DRAIN PIPE BETWEEN LOWER LEVEL AND MIDDLE LEVELDII WORKING PROPERLY AND IN GOOD

12 STRUCTURE AT POND


Condition of concrete at zvGatesvalves operational

Obstructions

Is access clear

Erosion prblens


13 NOTES AND COMMENTS INCLUDING JOB ORDERS WRIflENRE WORK DONE SINCE lAST

it

VNOTCH WHIR NORTh

IVDAM

RUNOFF

DIVERSION DAM

Eh OFEvFE3RUARY2 I99

ch 0h

SCALE ET

DENOTES 1E

it

ASH POND

iEh GROUND

VNOTCH

LAiV tQ4 ASH AREA IK

APRfl ADDED L2t4 PIPE fl

PAGE OF

300

RIVER PLANT ASH AREA DIKE INSPECTION LOCATION


APPENDIX A

Document 10

Clinch River Plant Ash Pond 1, Annual Dam & Dike Inspection Report, by AEP 2009

DAM DIKE INSPECTION REPORTRECLAIM PONDASH POND 1A 1B

CLINCH RIVER PLANT

CARBO VA

INSPECTION DATE November 24 2009

PREPARED BY DATE I

Behrad Zand Engineer

REVIEWED BY tdGt• DATE 2 pGary F ch P

APPROVED BY ••DATE I g zolo

Pedro J dmaya PESection Manager Geotechnical Engineering

QAQC DOCUMENT NOGERS09048

PROFESSIONAL ENGINEERSEAL SIGNATURE

DOCUMENT 10: CLINCH RIVER PLANT ASH POND 1, ANNUAL DAM & DIKE INSPECTION REPORT, BY AEP 2009

2009 INSPECTION REPORTRECLAIM POND

ASH POND 1A AND 1B

CLINCH RIVER PLANT

CARBOVA

January 5 2010

1 Introduction 1

2 Summary of Visual Observations 1

21 General 1

22 Reclaim Pond 2

23 Pond IA 3

24 Pond 1 B 4

3 Assessment of Recent Instrumentation Data 6

31 Pond Water Levels 6

32 Piezometer and Observation Wells 6

33 Flow Measurement Weirs 6

4 Conclusions 7

41 Reclaim Pond 7

42 Pond 1 A 7

43 Pond 1 B 7

5 Recommendations 7

51 Items That Require Attention Beyond the Regular Maintenance Activities 7

52 Regular Maintenance Items 8

521 Reclaim Pond 8

522 Pond 1 A 8

523 Pond 1 B 9

1 INTRODUCTION

AEPSC Civil Engineering administers the companys Dam Inspection and Maintenance Program

DIMP As part of DIMP staff from the Geotechnical Engineering Section conducts dike and dam

inspections annually Mr Behrad Zand conducted the 2009 inspection This report has been

prepared under the direction of Mr Pedro J Amaya PE and presents a summary of the inspection

and assessment of the condition of the facilities

Mr Jimmie Saunders at the Clinch River Plant was the project facility contact The inspection was

performed on November 24 2009 Weather conditions were partially cloudy Temperatures ranged

from a low of 39°F to a high of 59°F with a mean temperature of 49°F There was no rainfall on

the day of inspection and 015 inches of rainfall on the day before inspection day There was 015

inches of rainfall during the ten days prior to the inspection day

At Clinch River Plant the Ash Pond Complex consists of Ash Pond 1A Ash Pond 113 and a

Reclaim Pond as shown in Figures 1 through 5 The two ash ponds are formed by earthen

embankments approximately 60ft high on the west south and east sides a splitter embankment in

the center and natural high ground along the north side The embankments have interior slopes of

approximately 3 Horizontal to 1 Vertical 3 H to 1V and exterior slopes of approximately 2H to IV

The exterior dike on the south side has an underdrain and finger drain system installed downstream

of the toe road to control and collect seepage The Reclaim Pond

is an excavated pond

In addition to the Ash Pond Complex there is

Ash Pond 2 that

is

located across the road from the

Complex Ash Pond 2 has been outofservice since 1998 and there

is no free water in the pond

Therefore no inspection was performed although the site was visited

2 SUMMARY OF VISUAL OBSERVATIONS

21 GENERAL

The summary of the visual observations uses terms to describe the general appearance or condition

of an observed item activity or structure Their meaning of these terms is as follows

Weather data was obtained from wwwweatherunderrtoundcom website for Richland VA

HIntern alDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch2009RPT2doc I of 10

Good A condition or activity that is generally better or slightly better than what is

minimally expected or anticipated from a design or maintenance point of

view

Fair or A condition or activity that generally meets what

is minimally

Satisfactory expected or anticipated from a design or maintenance point of view

Poor A condition or activity that is generally below what is minimally expected or

anticipated from a design or maintenance point of view

Minor A reference to an observed item eg erosion seepage vegetation etc

where the current maintenance condition is below what is normal or desired

but which is not currently causing concern from a structure safety or stability

point of view

Excessive A reference to an observed item eg erosion seepage vegetation etc

where the current maintenance condition is above or worse than what is

normal or desired and which may have affected the ability of the observer to

properly evaluate the structure or particular area being observed or which

may be a concern from a structure safety or stability point of view

Appendices A B and C contain selected photographs taken during the inspection of the Reclaim

Pond Pond 1 A and Pond 1 B respectively

22 RECLAIM POND

1 The north slope of the Reclaim pond is protected by riprap and

is in good condition The

remaining interior slopes of the pond have been vegetated with sufficient coverage in most

places There are a few areas on the slopes with insufficient vegetative coverage There were no

signs of major erosion on the slopes Minor to moderate erosion gullies were present at several

locations eg Photo 1

HAInternalDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch2009RPT2doc 2 of 10

2 The Vnotch weir boxes referenced as Nos 2 3 and 5 were in fair condition Clear water flow

was discharging from all the weirs Gray precipitate was observed on the downstream of weir

box No 3 Photo 2 and at the bottom of all the weir boxes

3 The surface of the Reclaim Pond was entirely covered with cenospheres Photo 3

23 POND 1A

1 Herbicide had been applied to the vegetation in the western groin ditch to eliminate heavy

overgrown vegetation presented in this area Dried vegetation was still present along the groin

ditch Photo 4 that limited the extent of the visual inspection

2 The erosion protection for the groin ditch was in satisfactory condition The area on the

abutment within 25 ft from the center of the groin ditch was clear of any woody or overgrown

vegetation except for one tree near the crest that was only 15 ft away from the center of the

groin ditch

3 The exterior slope of the west IA dike was well vegetated and in good condition Riprap

protection has recently been installed along the toe area of the west dike near groin ditch Photo

5 and to the west of the access road There were no signs of erosion or excessive seepage on

the slope or at the toe area

4 The lower half of the southeast slope of 1 A dike downstream of the access road is covered with

an inverted filter for seepage and erosion control Photo 6 The riprap of the filter was in good

condition with no visual signs of rock deterioration or displacement

5 The portions of the exterior slope of the south 1 A dike above the haul road that was not covered

by riprap inverted filter was well vegetated There were no signs of sloughing bulging wet

patches or settlement on the upper section of the slope The general condition of the slope was

satisfactory Photos 7 No animal burrows were observed on this portion of the slope

6 There was no visual indication of piping or excessive seepage at the toe area of 1 A dike No

signs of erosion were observed at the toe of the ripraped portions of the slope A wet area was

observed approximately at the middle of south IA dike below the access road

7 There was clear seepage flow from Vnotch weir 6 Flow from the weir is

directed into a

stonedlined ditch at the toe of the dike The bottom of the weir box was covered with a layer of

light gray precipitate

HInternalDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch2009RPT2doc 3 of 10

8 The top of dike road was in good condition with no visual evidence of dike settlement or

misalignment Several areas with minor rutting were observed on the road There were no

signs of instability or settlement on the access road along the toe of the south dike Rutting was

observed at a few areas of the road

9 Reddish to light gray precipitate were present in most of the toe drain pipes eg Photo 810 The overflow tower from IA to III ponds was in satisfactory conditions Photo 9 There was

no protective railing on the splitter dike around the overflow structure from IA Pond to 1B

Pond The hand rail around the overflow structure was loose

11 Two temporary spillway shafts have been installed to discharge the flow from 1 A to 1 B ponds

to facilitate maintenance of the main spillway shaft Photo 10 shows one of the new spillway

shafts to the north of the overflow tower The second shaft located to the south of the overflow

tower has a higher invert elevation to pass discharge water from 1 A to I B ponds if the pool

level increases to higher than normal levels during a storm event

12 No staff gage is installed for 1 A Pond and the pool level could not be determined At the time

of inspection the pool level appeared to be lower than its normal level thus it is believed that the

freeboard was sufficient Plant personnel indicated that a staff gage will be installed in early

2010

B The rock slope on the northwest side of 1 A pond appeared to be in stable condition There was

no visual indication of major cracks rock deterioration displacement or instable rock blocks

Photo 11

24 POND 1B

1 Clear water was flowing in the east groin ditch below approximate elevation of 1520 ft Clear

seepage flow was present in Vnotch weir 42 Heavy vegetation including woody vegetation was present in or near the east groin ditch

Photo 12 The portion of the groin ditch that was not covered with vegetation and could be

inspected was in fair condition with no signs of erosion blockage or instability A portion of

the slope and groin ditch near the crest has riprap protection Photo 13

3 An inverted filter has been installed on the lower half of the south slope of I B dike Photo 14

The riprap was in good condition with no signs of sloughing displacement or deterioration of

the stones

HAlnternalDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch2009RPT2doc 4 of 10

4 There were no visual signs of piping or excessive seepage at the toe area of 1 A dike No signs

of erosion were observed at the toe area or along the perimeters of the riprap inverted filter

A seep was observed on the slope of the dike near the abutment at approximate elevation of

1540 ft

5 Several small trees were present on the outboard slope 1 B dike near the east abutment eg

Photo 12 A small tree was observed on the inboard slope of the south dike Photo 15

6 The portion of the outboard slopes not covered with riprap had vegetative cover The slope

appeared stable and was in satisfactory condition Photo 13 Several areas on the slope were

noticed to have insufficient vegetative coverage A portion of the slope between piezometersB5Rand A7R had no vegetative cover Photo 16

7 The area on the outboard slope at approximate elevation of 1533 near the interface with IA

pond that was reported in the previous inspection reports is now covered with the inverted filter

8 Four animal burrows were observed on the south lB slope above the inverted filter

9 The inboard slope of the dike had sufficient vegetative coverage Photo 15

10 The top of dike road was in fair condition with no evidence of dike settlement or misalignment

Several areas with minor rutting were observed on the road

14 There were no signs of instability or settlement on the access road along the toe of the south

dike Rutting was observed on a few areas of the road

11 A layer of cenospheres covered the majority of the water surface in 1 B pond Photo 15

12 Minor erosion developments were noticed on the slope of the drainage ditch at several locations

eg Photo 17

13 The outlet structure from the pond was in fair condition Flow under the slide gate was smooth

and unobstructed Portions of the outfall tower particularly the interior was rustyand the tower

was in need of painting Photo 18

14 The exterior of the concrete manholes at the toe of the slope were in good condition Surface

water has appeared to collect in the bottom of the pipe pit structure

15 No functional staff gage was installed in I B pond The plant personnel indicated that a staff

gage will be installed in this pond

16 Settlement cracks were present on the portion of splitter dike that has been constructed recently

Photo 19

17 An old surface sloughing was noticed on the east hillside near the groin ditch Photo 20


3 ASSESSMENT OF RECENT INSTRUMENTATION DATA

31 POND WATER LEVELS

Pond water levels as measured on the date of the previous inspections are summarized in Table 1

Due to the lack of a staff gage the pool levels could not be determined during the current inspection

Plant personnel measure the pool levels during the routine inspections performed by the plant on

quarterly basis

Pond

Name

7 Aug

2009

7 Jan

2009

31 Oct

2007

3 July

2007

6 Oct

2006

1 Nov

2005

10 Sept

2003

14 Sept

2002

6 Nov

2001

Reclaim

Pond

Not

measured

Not

measured

Not

measured

Not

measured

Not

measured

Not

measured

Not

measured

42 57

I A Pond 15668 15668 Not

measured

15667 15667 1567

approx

15668 15670 15669

1 B Pond 15581 1559 15584 15584 1558 15590 155733 155633 15581

Pond 2 Dewatered

All depths and elevations reported in feet

Depth Measured Below Top of Sump Structure Grating Located on South Slope of Reclaim Pond

Table 1 Pond elevations since 2001

32 PIEZOMETER AND OBSERVATION WELLS

Twenty 20 piezometers located on or near the Ash Complex are being monitored by AEP

Locations of the piezometers are shown on Figure 6 Figure 7 presents the measurements recorded

by the plant since 1985 Measurements recorded by the Plant since 2005 appear similar and within

their normal historic range Piezometers at the dewatered Ash Pond 2 are not included in the

current AEP monitoring program Several new piezometers have been installed on or near the dikes

of IA and 113 ponds Plant personnel should monitor these wells along with the other

instrumentations

33 FLOW MEASUREMENT WEIRS

Flow through five VNotched Weirs collecting seepage and surface runoff from the Ash Pond 1A

and 113 Complex were measured during the inspection Presented in Table 2 are the recorded

measurements and previous measurements

HInternalDam Dike lnspectionsDIMP 2009Clinch River 2ReportClinch2009R PT2doe 6 of 10

Flow Rate GPMWeir No

24 Dec 7 Jan 09 31 Oct 07 03 Nov 05 15 Dec 04 09 Sep 03 14 Sep 02

Size

09

2900 9 8 3 6 7 25 1

3900 1 15 No flow No flow <2 No flow 05

4900 30 88 Unreadable 37 45 24Oct 30

2003

590° 12 37 10 7 12 6 6

62212° 1 66 175 26 59 1 075

Table 2 Seepage flow rates at Vnotch weirs since 2002

4 CONCLUSIONS

41 RECLAIM POND

The side slopes around the Reclaim Pond are in fair condition The pond is performing as desired

42 POND 1A

Overall the embankments forming Pond 1 A are in satisfactory condition Measured seepage is

clear and the flow rates are within their historical ranges There are no signs of instability or piping

Few components are in poor condition and in need of improvement

43 POND 1B

Overall the earthen embankments forming Pond 1B are in satisfactory condition Seepage areas are

stable and there are no signs of increased flowrates or changes in the clarity of the seepage water

Few components are in poor condition and in need of improvement

5 RECOMMENDATIONS

51 ITEMS THAT REQUIRE ATTENTION BEYOND THE REGULAR MAINTENANCE ACTIVITIES

Visual inspection of the Reclaim 1A and 113 ponds did not reveal any issue that would raise an

immediate concern on the safety or stability of these facilities Below is a summary of the

components that were found to be in poor condition and in need of improvement

HInlernalDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch2009RPT2doc 7 of 10

1 The west and east groin ditches should be cleared of any vegetation In general dried

vegetation shall be removed after each application of herbicide All the trees and woody

vegetation that have grown on the slopes of the dikes should be removed

2 The tree on the west abutment that

is near the groin ditch should be removed

3 All the broken or nonfunctional piezometers should be identified and abandoned properly

Besides the above items it is reconunended that the plant begins monitoring water levels in the

newly installed piezometers and wells The quarterly inspection sheet should be updated to include

the new wells and piezometers

52 REGULAR MAINTENANCE ITEMS

The recommendations of this section are considered to be regular maintenance items that should be

performed on regular basis to assure that the satisfactory condition of the facilities will be

maintained A facilityspecific summary of recommendations is presented below

521 RECLAIM POND

1 Cenospheres should be removed from the surface of the Reclaim Pond on regular basis

2 The erosion rills on the slopes of the Reclaim Pond should be repaired by excavating the

disturbed areas and placing riprap over fabric The riprap protection will preventreoccurrenceof the erosion rills

3 The areas with insufficient vegetative coverage should be seeded

4 Monitoring of the instrumentation should be continued on quarterly basis

522 POND 1A

1 The seepage area on the lower section of the south dike mentioned in the previous inspection

reports remains the primary concern at this facility The plant shall continue monitoring the

seepage flow from the pond for signs of piping or drastic changes in the flow rates or

piezometric water levels The wet area below the access road along the toe should be inspected

frequently for signs of piping

2 Erosion rills that form on the main dike or the splitter dike should be identified and repaired

promptly


3 Any large rutting that develops on the crest of the main dike the splitter dike or any of the

access roads should be repaired on a timely manner

4It is

recommended that the plant continues to mow the slopes of the dike at least twice a year

The area of the west hillside that

is

within 25 feet horizontal distance from the center of the

groin ditch should be properly seeded and mowed regularly

5 A staff gage should be installed in IA pond to facilitate water level readings

6 Protective railing should be installed around the overflow structure from 1 A to 1 B ponds unless

this structure is abandoned properly

7 The section of the slope not covered by riprap should be thoroughly inspected by the plant

personnel twice a year to identify animal burrows All the animal holes shall be mudpacked

Generally a good time to inspect and mudpack animal burrows is early spring The second

inspection can be performed early autumn It is a good practice to mow the slopes before the

inspections

8 Operation of the seepage collection system and pumps must be maintained to ensure the

structural integrity of the dikes This includes continuing the periodic program to replace the

toe drain system as necessary to prevent build up of chemical precipitates within the stone and

piping system The drainage pipe should be flushed or replaced periodically to prevent

blockage due to accumulation of precipitates

523 POND 1B

1 Seepage areas on the lower section of the dike mentioned in previous inspection reports still

remain the main concern Monitoring of the piezometers should be continued The plant should

continue monitoring the seepage flow from the pond for signs of piping or drastic changes in the

flow rates

2 The increasing number of animal burrows on the south slope of 113 pond is becoming a concern

It is recommended to install traps near the animal holes to control the population of the

burrowing animals Animal burrows on the slopes of the dike should be identified through

regular inspections and mudpacked Two inspections per year are recommended on early

spring and early autumn after each mow

3 The erosion rills that form on the dike should be identified and repaired promptly

4 Any large rutting that develops on the crest or any of the access roads should be repaired on a

timely manner

HInternalDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch 2009RPT2doc 9 of 10

5 Bare areas on the outboard slope should be seeded to establish a proper vegetative cover

6 It is

recommended that the plant continues to mow the vegetative cover of the slopes twice a

year The area of east hillside within 25 feet horizontal distance from the edge of the groin ditch

should be maintained free of any woody vegetation

7 Cenospheres should be removed from the surface of the pool on regular basis

8 The overflow structure shall be painted

9 A new staff gage shall be installed in 1 B pond

A good inspection and maintenance program needs to be emphasized especially in the area of

instrumentation monitoring and maintaining routine vegetation and erosion control to preserve the

intent of the design and operation of the facilities Routine inspections monitoring and

maintenance by plant personnel should continue If you have any questions with regard to this

report please do not hesitate to contact Beluad Zand at 614 7162873 audinet 2002873 or Pedro

Amaya at 614 7162926 audinet 2002926

I

HAInternalDam Dike InspectionsDIMP 2009Clinch River 2ReportClinch2009RPT2doc 10 of 10

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RECLAIM POND PHOTOGRAPHS

Photo 1 An erosion rill on the slope of the Reclaim Pond

Photo 2 Reclaim Pond viewed from the crest of West 1 A dike

•

yam M1wE• r •iS•T• w•rvYdw•

Photo 3 Reclaim Pond viewed from the crest of West 1A dike

ASH POND 1A PHOTOGRAPHS

Photo 4 Groin ditch of the West 1A dike western groin ditch

Photo 5 Riprap protection on the outboard slope of Pond IA near the groin ditch

Photo 6 Riprap protection of the outboard slope of the south IA dike

Photo 7 South IA dike above the access road

Photo 8 Build up of chemical precipitates in the toe drain pipes

Photo 9 The overflow structure that discharges from 1 A to 1 B Ponds

Photo 10 Inlet of the new spillway shaft from 1A to lB ponds

Photo 11 Rock slope on the northeast of 1A pond

ASH POND 1B PHOTOGRAPHS

Photo 12 Groin ditch of 1B dike at the east side

Photo 13 A portion of the east groin ditch and the slope next to it

has riprap protection

Photo 14 Outboard slope of south 1B dike The lower half of the slope has riprap protection

i

Photo 15 Inboard slope of lB dike

Photo 16 A bare area on the south 1 B slope of the dike above the riprap

This portion of the slope is susceptible to erosion

Photo 17 An erosion development at the toe of 1 B dike

Photo 18 Corrosion of the decant structure of lB pond

Photo 19 Settlement cracks on the newly constructed portion of the splitter dike

Photo 20 An old slide on the hillside near the east groin ditch above weir box No 4


APPENDIX A

Document 11

AEP Dam and Dike Inspection and Maintenance Program Summary

SUMMARY OF AEP’S DAM AND DIKE INSPECTIO N AND MAINTENANCE

PROGRAM DIMP

DOCUMENT 11: AEP DAM AND DIKE INSPECTION AND MAINTENANCE PROGRAM SUMMARY

Inspection Schedule for Plant Formal checklist Inspections

VA

Qlinch Raver FACT lAdil3 nspect Quarterly

Clinch River FAD 2 nspect Quarterly

Glen Lyn FAP nspect Quarterly

Glen Lyn EAF nspect Quarterly

Glen Lyn West Pond Inspect Quarterly


APPENDIX A

Document 12

EPA Impoundment Inventory, in Response to February 2009 Letter

COMPANY Appalachian Power Company Appalachian Power Company

PLANT Clinch River Clinch River

ASH MANAGEMENT UNIT Bottom Ash Pond 1A1B Bottom Ash Pond 2

QUESTION 1

Dam Hazard Rating Low Low

Who Established Rating VA DCR VA DCRBasis for Rating Health Hazard Health Hazard

No Rating Assigned NA NA

QUESTION 2

Year Commissioned 1964 1964

Year s Expanded Modified 1971 Placed out of service in 1998 closure plan

submitted for regulatory approval in 2009

QUESTION 3 Mark all that apply

Fly Ash X XBottom Ash X XBoiler Slag

Flue Gas Emission Control Residuals

Other Specify

QUESTION 4

Designed by PE Not Available Not Available

Constructed under PE Supervision Not Available Not Available

Inspection monitoring under PE Supervision Yes Yes

QUESTION 5

Date of Last Company Safety Assessment 172009 9102003 Slope stability liquefaction and

settlement analyses performed in 2008 as

part of final closure design

Describe Evaluator’s Credentials VA PE VA PEDescribe Past Followup Corrective Actions Routine maintenance Enhance seepage

control

Routine maintenance

Describe Credentials of Corrective Action Implementers Subcontractor under plant supervision Under plant supervision

Describe Planned Followup Actions 1A reassess stability of dike 1B

Continue seepage control implementation

on DS slope Routine maintenance 1A

1B

Routine maintenance

Date of Next Safety Assessment 2010 None no free water in reservoir

QUESTION 6

Date of Last Regulatory Safety Inspection 3192008 3192008

Agency Name Va DCR Va DCRDate of Planned Regulatory Safety Inspection NA NA

Agency Name NA NA

Copy of Most Recent Regulatory Inspection Included Yes Yes

QUESTION 7

Safety Issues from Regulatory Inspections win Past Year NA NA

Corrective Actions NA NA

Documentation Included NA NA

QUESTION 8

Surface Area acres 45 acres This pond complex consists of a

single pond based on regulation under damsafety rules which has been subdivided

into two cells

No active impounding water area No ash is

currently sluiced to this inactive pond A

closure plan has been submitted to VDEQ for

approval

Total Storage Capacity 1,240 acre ft 1,332 acre ft

Volume Currently Stored Variable ash is routinely removed for use

or disposal in dry landfill 1,332 acre ft estimated

Date of Volume Measurement NA NA

Maximum Height feet 55 73

QUESTION 9

Spills or Unpermitted Release History 10 Years No No

QUESTION 10

All legal owner s and operator s Appalachian Power Company Appalachian Power Company

CLINCH

DOCUMENT 12: EPA IMPOUNDMENT INVENTORY, IN RESPONSE TO FEBRUARY 2009 LETTER

* FOR INFORMATIONAL PURPOSES ONLY*


APPENDIX A

Document 13

AEP’s Annual Inspection Form & Report to VA DCR

EE American Electric Power

idQah PlazalQOH 15Ewww sap corn

Thomas Robeits Region Dam Satbty Engineer

Virginia Department of Conservation and Recitation

Dam Sat Program

Radfbrd St

Christiansburg Virginia 24073

April 2009

Re Clinch River FlyAsh Dike No 116703Clinch River Fly Ash Dike No l6702Glen Lyn FlyAsh Dam 07101Glen Lyn Bottom Ash Dam 07102

Dear Mr Roberts

Enclosed please find the completed Annual Inspection Report arthe Clinch River facility Ash Ponds and

lB Fly Ash Dike No and the Glen Lyn facility FlyAsh Dam and Bottom Ash Dam for 2009

If you have any questions or if can be of rrt assistance please do not hesitate to contact me at 614 716

2906

Sincerely

Williani miAEP Service Corp Civil Engineering

Attachments 2009 Annual Dam Inspection Report Clinch River Plant

2009 Annual Dam Inspection Repoit Glen Lyn Plant

cc Saunders Clinch River wi Clinch River attachments

Ryder Glen Lyn Glen Lyn attachments

ArnayaAEP Service CorplhEngineering lo attachments

File

DOCUMENT 13: AEP'S ANNUAL INSPECTION FORM & REPORT TO VA DCR

*FOR INFORMATIONAL PURPOSES ONLY*

State Parks Suit Water at ereca Bay Local sta land urQatean aQ Dam lo

Date Piepared

iedh By hraZand

ANNUAL INSPECTION REPORT FOR IQNREGULATED IIQIN STRUCTURESReference Impounding Stnicmres Regulations 4VAC 502010 et seq including 4VAC 5020105 Soil and Water Conservation Board

Owners Information

Name of DamOwners Name

Contact Per son if

different fiom above

Owners Address

Name of

Purpose of reservoir

Telephone No Residential

Other means of communication

Owners Engineer

Name of Engineering Firm and Engineer Electric Power Service Corporation Pedro AmayaProfessional Engineer Virginia License Number

Mailing Address Riverside Plaza Columbus OH 43215

Telephone No Business

EMBANKMENTAny alteration made to the embankment

Erosion on embankment erosion on the slope the drainage

Settlement misalignment or cracks in embankment

Seepage If so seepage flow rate and location describe any turbidity and observed color within the flowat the toe area The facility has seepage collection system and seepage quantifies are measured on regular basis

UPSTREAM SLOPE

Woody vegetation discovered No

Rodent burrnws discovered No

Remedial work imed No

INTAKE STRUCTURE NOTE The intake structure consists of steel decant tower and concrete culvert

Deterioration of concrete No

Exposure of aQr reinforcement No

Is there need to repair or replace the trash rack No

Any problems with debris No

Was the thawdown valve operated No

Clinch River Ash Pond and

Appalachian Power Co

Pedro Amaya

PO Box 2021Clinch River

Roanoke VA 24022

16703

Russell tQInventory Number

County

Hazard Classification

Business 2678897324

Directions Make note of all pertinent conditions and changes since the last inspection or if this is the irinspection since

the filing of design report

Date of This Inspection

Date of Last Inspection

098h 0908 Page of

ABUTMENT CONTACTSAny seepage If so estimate the flow rate and describe the location of the

seep or damp areas describe any turbidity and

observed color within the flow

No

ARTifEN EMERGENCY SPILLWAYObstructions to flow If so describe plans to ire NA

Rodent burrows discovered NA

Any detenoxation in the approach or discharge channel NA

CONCRETE EMERGENCY SPILLWAYDeterioration of concrete NAExposed steel thcement NAAny leakage below ihetc lwayObstructions to flow If so lists plans to

NAcorrect NA

DOWNSTREAM SLOPE

Woody vegetation discovered No

Rodent burrows discovered Yes

Areseepage dxains flowing No

Any seepage or wet areas No All the wet areas reported in the previous inspection reports are now

covered and protected by riprap over fabric

OUTLET PIPE

Any water flowing outside of discharge pipe flu ough the No

Impounding Structure

Describe any deflection or damage to the pipe No

STILLING BASIN

Deteriotation of concrete structures NAExposure of ih ieinforcement NADeterioration of the basin slopes NArsh made NAAny obstruction to flow NA

10 GAT ES

Gate malfunctions or repairs

Corrosion or damage NANA

Were any gates operated If so how often and to what extreme NA

11 RESERVOIRJWM ERSIIED

New developments upstream of dam No

Slides or erosion of lake banks around the rim

General comments to include silt algae or other

No

influence factors No

DCR199098 08 Page of

INSTRUMENTSList all instruments piezometers and Vnotched

Any readings of instruments taken on

Any installation of new instiuments

13 SQIQIQIISSUES

New development in downstream inundation zone No

Note the maximum storm water discharge or peak elevation during the previous year

Was general maintenance performed on dam If so when were removed fiom abutment area on Jan

List actions that need to be accomplished fbr the next inspection

Continue placing rap on the downstream slope of dike Reclassify the facility based on the new code and

3Reasses the safety of the facility according to the new regulations

OVERALL TEhION OF IMPOUNDING STE RUCT AN APPURTENANCES

Check one EXCELLENT GOOD POOR

General Comments the Impounding iuc Regulations been updated and based

new regulations the Hazard Classification of this facility should most likely be updated to Significant In response to

correspondence we received from DCR on October 2008 new study was started and is in progress to reassess the

hazard classification of the facility

Continue to place on the downstream slope Continue to the slopes basis

Continue the instrumentation pac the burrows Continue annual

inspections and continue the general maintenance

DCR199098 0908 Page of

CERTIFICATION BY OWNERS ENGINEER required only when an inspection by an engineer is required

ieb certify that the imati provided in this has been examined by me and found to be true and iect in myprofessional judgment

Signed

Professional Engineers Signature Print NameigiNumber

This day of

Signed

20

Engineers Virginia Seal

CERTIFICATION BY OWNER

Mall the executed form to the approprIate


Division of Dam Safety and Floodplain Management

Regional Engineer

heieby certify that the in this report has been examined by me

Signature

This day of

DCR199098 09OS Page of

Date Prepared

Prepared By

Stare Parks il rhop ehcQ Bay local lsta land nQionl sQrQ Qt

ANNUAL INSPECTION REPORT FOR VIRGINIA IhIMPOUNDING STRUCTURESReference Impounding Structures Regulations 4VAC 502010 et seq including 4VAC 5020105 Virginia Soil and Water Conservation Board

Owners Information

Name of Dam River Inventory Number

Owners Name Power LocationCountyCity

Contact Person if Pedro Amayadifferent fiom aboveOwners Address Box 2021Clinch Hazard Classification

Name of reservoir VA

Purpose of reservoir

Telephone No Residential Business

Other means of communication

Owners Engineer

Name of Engineering Firm and Engineer Electric Power Service Corporation Pedio Amaya PE

Professional Engineer Virginia License Number

Mailing Address Riverside Plaza lumOil 43215

No Business

Directions Make note of all pertinent conditions and changes since the last inspection or if this is the first inspection since

the filing of design report

Date of This Inspection

Date of Last Inspection

EMBANKMENTAny alteration made to the lcrnen

Erosion on embankment

Settlement misalignment or cracks in embankment

Seepage If so seepage flow rate and location describe any turbidity and observed color within the flow NA

UPS IREAM SLOPE

Woody vegetation discovered

Rodent burrows discovered

Remedial work per fbrmed

INTAKE STRUCTUREDeterioration of concrete

Exposure ofrebar reinforcement

Is there need to repair or replace the trash rack

Any problems with debris

Was the drawdown valve operated

098h 0908 Page

ABUTMENT CONTACTSAny seepage If so estimate the flow rate and descnbe the location of the seep or damp areas describe any turbidity and

observed color within the flow

NA

lhlIEN EMERGENCY SPILLWAY

Obstructions to flow If so descnbe plans to correct

Rodent burrows discovered

Any deterioration in the approach or discharge channel NA

CONCRETE EMERGENCY SPILLWAYDeterioration of concrete NA

Exposed steel reinforcement

Any leakage below concrete spillway

Obstructions to flow If so lists plans to correct NA

DOWNSTREAM SLOPE

Woody vegetation discovered NARodent burrows discovered NAAre seepage drains flowing NAAny seepage or wet areas NA

OUTLET PIPE

Any water flowing outside of discharge pipe through the NAImpounding Structure

Describe any deflection or damage to the pipe NA

STILLING IQNDeterioration of concrete structures NA

Exposure of rebar reinforcement NADeterioration of the basin slopes NARepairs made NA

Any obstruction to flow NA

GATES

Gate lfOr repair

Corrosion or damage

Were any gates operated If so how often and to what extreme

RESERVOIRWATERSHEDNew developments upstream of damSlides or erosion of lake banks around the rim

General comments to include silt algae or other influence factors

098h 0908 Page of

List all iumenAny ieadings of instntments

Any installation of new iumen

l3 QTAZAR1 ISSUES

New development in earn inundation zone NA

Note the maximum storm water discharge or peak elevation during the previous year NAWas geneial maintenance ifoon dam If so when

List actions that need to be accomplished before the next inspection

OVERALL LATIO OF IMPOUNDING STRUCTURE AND APPURTENANCESNACheck one fl EXCELLENT GOOD fl POOR

ne Comments

This facility was dewatered in 1998 and has been out of service since then An application for the permanent closure of the

facility has been filed with the regulator authorities

098h 0Q Page of

FICAIBY OWNERS ENGINEER required only when an inspection by an engineer is required

hereby certify that the information provided in this report has been examined by me and found to be true awl correct in myprofessional judgment

Signed Virginia Number

Professional Engineers Signature Print Name

This dayof

Engineers Virginia Seal

CERTIFICATION BY OWNER

hereby certify that the inthimation provided in this report has been examined by me

Signed CL4SSignature Print Name

This day of 20

Mail the executed form to the appropriate


Division of Dam Safety and Floodplain Management

Regional Engineet

I99Q 09OS Page of


APPENDIX A

Document 14

Clinch River Plant Aerial Survey, Ash Pond 1

geo hydrosite ashpond2006 dgn 612 2009 816 31 AM

DOCUMENT 14: CLINCH RIVER PLANT AERIAL SURVEY, ASH POND 1 *FOR INFORMATIONAL PURPOSES ONLY*


APPENDIX A

Document 15

Clinch River Plant Aerial Survey, Ash Pond 2

Pond 2dgn 262008 234 58 PM

DOCUMENT 15: CLINCH RIVER PLANT AERIAL SURVEY, ASH POND 2 *FOR INFORMATIONAL PURPOSES ONLY*


APPENDIX A

Document 16

Draft Letter, Virginia Department of Conservation and Recreation, Dam Safety

Region 4, dated December 29, 2011, #16703 (Flyash Dam No. 1)


APPENDIX A

Document 17

Draft Letter, Virginia Department of Conservation and Recreation, Dam Safety

Region 4, dated December 29, 2011, #16702 (Flyash Dam No. 2)


APPENDIX B

Document 18

Ash Pond 1, Dam Inspection Check List Form

US Environmental

Coal Combustion Dam Inspection Checklist Form Protection Agency

1

Site Name: Clinch River Plant Date: February 17, 2011

Unit Name: ASH POND 1

(Ponds 1A /1B) Operator's Name: Appalachian Power

Unit I.D.: VA16703 Hazard Potential Classification: High Significant Low

Inspector's Name: Scott Clarke, P.E. and Lorainne Ramos Nieves, P.E., CFM

Check the appropriate box below. Provide comments when appropriate. If not applicable or not available, record "N/A". Any unusual conditions or construction practices that should be noted in the comments section. For large diked embankments, separate checklists may be used for different embankment areas. If separate forms are used, identify approximate area that the form applies to in comments.

Note: Comments regarding each issue number have been listed below as needed.

Issue # Yes No Issue # Yes No

1. Frequency of Company's Dam Inspections? � 18. Sloughing or bulging on slopes? �

2. Pool elevation (operator records)? � 19. Major erosion or slope deterioration? �

3. Decant inlet elevation (operator records)? � 20. Decant Pipes:

4. Open channel spillway elevation (operator records)? N/A Is water entering inlet, but not exiting outlet? �

5. Lowest dam crest elevation (operator records)? � Is water exiting outlet, but not entering inlet? �

6. If instrumentation is present, are readings recorded (operator records)?

� Is water exiting outlet flowing clear? �

7. Is the embankment currently under construction? � 21. Seepage (specify location, if seepage carries fines, and approximate seepage rate below):

8. Foundation preparation (remove vegetation, stumps, topsoil in area where embankment fill will be placed)?

� From underdrain? �

9. Trees growing on embankment? (If so, indicate largest diameter below)

� At isolated points on embankment slopes? �

10. Cracks or scarps on crest? � At natural hillside in the embankment area? �

11. Is there significant settlement along the crest? � Over widespread areas? �

12. Are decant trashracks clear and in place? � From downstream foundation area? �

13. Depressions or sinkholes in tailings surface or whirlpool in the pool area?

� “Boils” beneath stream or ponded water? �

14. Clogged spillways, groin or diversion ditches? � Around the outside of the decant pipe? �

15. Are spillway or ditch linings deteriorated? � 22. Surface movements in valley bottom or on hillside?

�

16. Are outlets of decant or underdrains blocked? � 23. Water against downstream toe? �

17. Cracks or scarps on slopes? � 24. Were Photos taken during the dam inspection?

�

Major adverse changes in these items could cause instability and should be reported for further evaluation. Adverse conditions noted in these items should normally be described (extent, location, volume, etc.) in the space below and on the back of this sheet.

Issue # Comments

1. Impoundments are inspected quarterly by the plant personnel, and annually through an outside consultant.

2. Operating pool elevations for Pond 1A and Pond 1B are 1565 and 1558, respectively.

6. Twenty piezometers and a staff gage in both Pond 1A and Pond 1B exist at Ash Pond 1. Readings are monitored in the plant’s Dam Inspection Checklist.

5. The lowest crest elevation for the Ash Pond 1 is 1570.0’.

16. & 20.

Pond 1A outfalls into Pond1B. Pond 1B outlets into a Reclaim Pond. Both pipes were completely submerged and not visible for inspection. The Reclaim Pond discharge is piped back to the plant to an onsite water treatment

DOCUMENT 16: ASH POND 1, DAM INSPECTION CHECKLIST FORM

US Environmental


2

facility for continued use onsite.

21.

The side hill embankment of Ash Pond 1 has an elaborate seepage control system, consisting of perforated pipe toe drains that run the length of the embankment, which collects seepage at several areas along the embankment either directly from cross drains or from v-notch weirs that collect seepage discharge. All seepage discharge originating from cross drains and v-notch weirs were notably clear and free of fines or sediment. A rate of discharge was not determined on the site visit; however, a completed quarterly inspection report, titled Dike Inspection Checklist, indicating flow rates for each v-notch weir has been requested. The north outside embankment groin was observed to be conveying some minor clear seepage flow. The south outside embankment groin was dry but was noted to have signs of erosion due to storm runoff.

* An animal burrow was observed along the southern most part of the embankment of Pond 1A. The burrow was small in size and near the crest of the embankment.

US Environmental


3

Coal Combustion Waste (CCW)

Impoundment Inspection

Impoundment NPDES Permit N/A INSPECTOR Scott Clarke, P.E. and Lorainne Ramos

Nieves, P.E., CFM

Date February 17, 2011

Impoundment Name Ash Pond 1 (Ponds 1A /1B)

Impoundment Company AEP, Appalachian Power

EPA Region 3

State Agency

(Field Office) Address

Virginia Department of Conservation & Recreation, Division of Dam Safety and

Floodplain Management; 8 Radford St., Suite 201 Christiansburg, VA 24073

Name of Impoundment Ash Pond 1 (Ponds 1A /1B)

(Report each impoundment on a separate form under the same Impoundment NPDES Permit number)

New Update

Yes No

Is impoundment currently under construction?

Is water or ccw currently being pumped into the impoundment?

IMPOUNDMENT FUNCTION: Settling pond for bottom ash disposal.

Nearest Downstream Town Name: St. Paul, VA

Distance from the impoundment: 6.0 mi.

Location:

Latitude 36 Degrees 56 Minutes 14.0 Seconds N

Longitude 82 Degrees 11 Minutes 51.1 Seconds W

State Virginia County Russell

Yes No

Does a state agency regulate this impoundment?

If So Which State Agency? Virginia DCR, Division of Dam Safety and

Floodplain Management

US Environmental


4

HAZARD POTENTIAL (In the event the impoundment should fail, the following would occur):

LESS THAN LOW HAZARD POTENTIAL: Failure or

misoperation of the dam results in no probable loss of human life or

economic or environmental losses.

LOW HAZARD POTENTIAL: Dams assigned the low hazard

potential classification are those where failure or misoperation results in

no probable loss of human life and low economic and/or environmental

losses. Losses are principally limited to the owner’s property.

SIGNIFICANT HAZARD POTENTIAL: Dams assigned the

significant hazard potential classification are those dams where failure

or misoperation results in no probable loss of human life but can cause

economic loss, environmental damage, disruption of lifeline facilities,

or can impact other concerns. Significant hazard potential classification

dams are often located in predominantly rural or agricultural areas but

could be located in areas with population and significant infrastructure.

HIGH HAZARD POTENTIAL: Dams assigned the high hazard

potential classification are those where failure or misoperation will

probably cause loss of human life.

DESCRIBE REASONING FOR HAZARD RATING CHOSEN:

Ash Pond 1 is adjacent to State Routes 616 and 665 as well as the Norfolk and Western Railway. In

addition, the facility is located immediately upstream of Clinch River and Dump’s Creek. The Clinch

River Plant is located immediately south of the facility just across the Clinch River. A failure of this

facility would impact State Route 616 and/or State Route 665 and potentially the existing railroad.

While no probable loss of human life is expected, economic and environmental damage would be

expected.

US Environmental


5

CONFIGURATION:

Cross-Valley Side-Hill Diked

Incised (form completion optional) Combination Incised/Diked

Embankment Height (ft) 55 ft Embankment Material Silty clay soil, mix. of shale and sandstone

fragments, fly ash and bottom ash.

Pool Area (ac) 21 acre-ft Liner None

Current Freeboard (ft) 5 ft/12 ft (Normal Freeboard) Liner Permeability None

US Environmental


6

TYPE OF OUTLET (Mark all that apply)

Open Channel Spillway

Trapezoidal

Triangular

Rectangular

Irregular

depth (ft)

average bottom width (ft)

top width (ft)

Outlet

30-inch inside diameter / Pond 1A

36-inch inside diameter / Pond 1B

Material

corrugated metal

welded steel

concrete

plastic (hdpe, pvc, etc.)

other (specify):

Yes No

Is water flowing through the

outlet?

No Outlet

Other Type of Outlet

(specify):

The Impoundment was Designed By AEP Engineers

US Environmental


7

Yes No

Has there ever been a failure at this site?

If So When?

If So Please Describe :

US Environmental


8

Yes No

Has there ever been significant seepages

at this site?

If So When? On-going but mitigated


The side hill embankment of Ash Pond 1 has an elaborate seepage control system, consisting of perforated

pipe toe drains that run the length of the embankment, which collects seepage at several areas along the

embankment either directly from cross drains or from v-notch weirs that collect seepage discharge. All

seepage discharge originating from cross drains and v-notch weirs were notably clear and free of fines or

sediment. A rate of discharge was not determined on the site visit; however, a completed quarterly

inspection report, titled Dike Inspection Checklist, indicating flow rates for each v-notch weir has been

requested. The north outside embankment groin was observed to be conveying some minor clear seepage

flow.

US Environmental


9

Yes No

Has there ever been any measures undertaken to

monitor/lower Phreatic water table levels based

on past seepages or breaches

at this site?

If so, which method (e.g., piezometers, gw

pumping,...)?

Piezometers


A soil-bentonite slurry wall was installed to depths of 60-65 feet along the center of the side hill embankment

to help mitigate seepage occurring through the dike, particularly in high water conditions. Approximately 20

piezometers located both at the crest and near the toe of the embankment have been installed to monitor

phreatic water table levels. The piezometers were placed on either side of the slurry wall; instrumentation

placed on the inside of the slurry wall reaches elevations as high as water surface elevations and crest while

those placed on the outside of the slurry wall go down to almost 5 feet from the toe of the embankment.

US Environmental


10

ADDITIONAL INSPECTION QUESTIONS

Concerning the embankment foundation, was the embankment construction built over wet ash, slag, or

other unsuitable materials? If there is no information just note that.

No plans or information were available at the time of the site visit regarding embankment foundation.

Information has been requested from AEP and will be provided after clearing AEP legal.

Did the dam assessor meet with, or have documentation from, the design Engineer-of-Record concerning

the foundation preparation?

The AEP Senior Civil Engineer and the AEP Geotechnical Engineer for the Clinch River Plant were both

present during the site visit, however no plans or information were available at the time of the site visit

regarding the design foundation preparation. Information has been requested from AEP and will be

provided after clearing AEP legal.

From the site visit or from photographic documentation, was there evidence of prior releases, failures,

or patchwork on the dikes?

No evidence of prior releases, failures, or patchwork on dikes could be noted at the time of the site

visit.


APPENDIX B

Document 19

Ash Pond 2, Dam Inspection Check List Form

US Environmental


1

Site Name: Clinch River Plant Date: February 17, 2011

Unit Name: ASH POND 2

(Inactive) Operator's Name: Appalachian Power

Unit I.D.: VA16702 Hazard Potential Classification: High Significant Low

Inspector's Name: Scott Clarke, P.E. and Lorainne Ramos Nieves, P.E., CFM

Check the appropriate box below. Provide comments when appropriate. If not applicable or not available, record "N/A". Any unusual conditions or construction practices that should be noted in the comments section. For large diked embankments, separate checklists may be used for different embankment areas. If separate forms are used, identify approximate area that the form applies to in comments.

Note: Comments regarding each issue number have been listed below as needed.

Issue # Yes No Issue # Yes No

1. Frequency of Company's Dam Inspections? � 18. Sloughing or bulging on slopes? �

2. Pool elevation (operator records)? � 19. Major erosion or slope deterioration? �

3. Decant inlet elevation (operator records)? � 20. Decant Pipes:

4. Open channel spillway elevation (operator records)? N/A Is water entering inlet, but not exiting outlet? N/A

5. Lowest dam crest elevation (operator records)? � Is water exiting outlet, but not entering inlet? N/A

6. If instrumentation is present, are readings recorded (operator records)?

� Is water exiting outlet flowing clear? N/A

7. Is the embankment currently under construction? � 21. Seepage (specify location, if seepage carries fines, and approximate seepage rate below):

8. Foundation preparation (remove vegetation, stumps, topsoil in area where embankment fill will be placed)?

� From underdrain? �

9. Trees growing on embankment? (If so, indicate largest diameter below)

� At isolated points on embankment slopes? �

10. Cracks or scarps on crest? � At natural hillside in the embankment area? �

11. Is there significant settlement along the crest? � Over widespread areas? �

12. Are decant trashracks clear and in place? N/A From downstream foundation area? �

13. Depressions or sinkholes in tailings surface or whirlpool in the pool area?

� “Boils” beneath stream or ponded water? �

14. Clogged spillways, groin or diversion ditches? N/A Around the outside of the decant pipe? �

15. Are spillway or ditch linings deteriorated? N/A 22. Surface movements in valley bottom or on hillside?

�

16. Are outlets of decant or underdrains blocked? � 23. Water against downstream toe? �

17. Cracks or scarps on slopes? � 24. Were Photos taken during the dam inspection?

�

Major adverse changes in these items could cause instability and should be reported for further evaluation. Adverse conditions noted in these items should normally be described (extent, location, volume, etc.) in the space below and on the back of this sheet.

Issue # Comments

1. Impoundments are inspected quarterly by the plant personal, and annually through an outside consultant.

2. Ash Pond 2 is currently inactive and on the day of the assessment had no pooling. According to quarterly inspections, titled Dike Inspection Checklist, a section of the upper level dike was removed in 1998 inhibiting the ability for the impoundment to pool water; no normal pool elevations were available for this impoundment.

5. The lowest dam crest elevation would be equivalent to the upper level dike of the facility prior to it becoming inactive. The upper level crest elevation was 1570.0’.

9. Along the remaining sections of the upper dike of Bottom Ash Pond 2 there is significant tree growth; largest tree size ranged from 12”- 18” diameter. Additionally, between the toe of the embankment and Dump’s Creek there is

DOCUMENT 17: ASH POND 2, DAM INSPECTION CHECKLIST FORM

US Environmental


2

significant tree growth; largest tree size ranged from 18”- 24” diameter. Virginia DCR requires a 25 ft clear zone (i.e. no trees) beyond the toe of all impounding structures.

13. Fissures/cracks were observed in an area near the outflow spillway structure on the surface of the impoundment where it was evident that local storm runoff had been draining to.

20.

Ash Pond 2 is currently inactive and on the day of the assessment had no significant pooling. In addition, the inlet of the overflow structure is located at an elevation significantly higher than the current finished grade inside the remaining sections of the upper dike. Discharge through the overflow structure and outfall pipes is not possible at this time.

21.

The entire side-hill embankment of the Ash Pond 2 has a seepage control system, consisting of perforated pipe toe drains that run the length of the embankment, which collects seepage along the crest of the lower level dike. Seepage discharge originating from the toe drain was not accessible/visible during the site visit and although a rate of discharge for ongoing seepage was not determined, the plant personal did indicate that minimal seepage, possibly due to high ground water elevations, outfalls into Dump’s Creek under a general NPDES permit.

23. Ash Pond 2 has Dumps Creek running along the entire stretch of its embankment.

* An animal burrow was observed along the middle level dike of Ash Pond 2. The burrow was small in size and near the crest of the embankment.

US Environmental


3

Coal Combustion Waste (CCW)

Impoundment Inspection

Impoundment NPDES Permit VA 0001015 /

Outfall 015 INSPECTOR

Scott Clarke, P.E. and Lorainne Ramos

Nieves, P.E., CFM

Date February 17, 2011

Impoundment Name Ash Pond 2 (Inactive)

Impoundment Company AEP, Appalachian Power

EPA Region 3

State Agency

(Field Office) Address

Virginia Department of Conservation & Recreation, Division of Dam Safety and

Floodplain Management; 8 Radford St., Suite 201 Christiansburg, VA 24073

Name of Impoundment Ash Pond 2 (Inactive)

(Report each impoundment on a separate form under the same Impoundment NPDES Permit number)

New Update

Yes No

Is impoundment currently under construction?

Is water or ccw currently being pumped into the impoundment?

IMPOUNDMENT FUNCTION: Settling pond for bottom ash disposal.

Nearest Downstream Town Name: St. Paul, VA

Distance from the impoundment: 6.0 mi.

Location:

Latitude 36 Degrees 56 Minutes 18.6 Seconds N

Longitude 82 Degrees 11 Minutes 27.0 Seconds W

State Virginia County Russell

Yes No

Does a state agency regulate this impoundment?

If So Which State Agency? Virginia DCR, Division of Dam Safety and

Floodplain Management / Virginia DEQ

US Environmental


4

HAZARD POTENTIAL (In the event the impoundment should fail, the following would occur):

LESS THAN LOW HAZARD POTENTIAL: Failure or

misoperation of the dam results in no probable loss of human life or

economic or environmental losses.

LOW HAZARD POTENTIAL: Dams assigned the low hazard

potential classification are those where failure or misoperation results in

no probable loss of human life and low economic and/or environmental

losses. Losses are principally limited to the owner’s property.

SIGNIFICANT HAZARD POTENTIAL: Dams assigned the

significant hazard potential classification are those dams where failure

or misoperation results in no probable loss of human life but can cause

economic loss, environmental damage, disruption of lifeline facilities,

or can impact other concerns. Significant hazard potential classification

dams are often located in predominantly rural or agricultural areas but

could be located in areas with population and significant infrastructure.

HIGH HAZARD POTENTIAL: Dams assigned the high hazard

potential classification are those where failure or misoperation will

probably cause loss of human life.

DESCRIBE REASONING FOR HAZARD RATING CHOSEN:

Ash Pond 2 is adjacent to State Routes 616 as well as the Norfolk and Western Railway. In

addition, the facility is located immediately upstream of Dumps Creek and Clinch River. The Clinch

River Plant is located immediately south of the facility just across the Clinch River. A failure of this

facility would impact State Route 616 and/or potentially the existing railroad. While no probable loss

of human life is expected, economic and environmental damage would be expected.

US Environmental


5

CONFIGURATION:

Cross-Valley Side-Hill Diked

Incised (form completion optional) Combination Incised/Diked

Embankment Height (ft) 56 ft Embankment Material Shale fragments, silty clay, clayey silt and

sand.

Pool Area (ac) 12.5 acre-ft Liner None

Current Freeboard (ft) N/A Liner Permeability None

US Environmental


6

TYPE OF OUTLET (Mark all that apply)

Open Channel Spillway

Trapezoidal

Triangular

Rectangular

Irregular

depth (ft)

average bottom width (ft)

top width (ft)

Outlet

30” inside diameter

Material

corrugated metal

welded steel

concrete

plastic (hdpe, pvc, etc.)

other (specify):

Yes No

Is water flowing through the

outlet?

No Outlet

Other Type of Outlet

(specify):

The Impoundment was Designed By AEP Engineers

US Environmental


7

Yes No

Has there ever been a failure at this site?

If So When? 1967


Minimal information regarding the failure of the Ash Pond 2 is said to have been recorded. According to AEP,

plant records do not indicate the cause of failure or the extent of damages to the affected areas. No

photographs were available of the failure and its aftermath; however, the failure is said to have occurred near

the northern end of the embankment and may have been due to seepage. In addition to the location and

possible cause of the failure, the impact on aquatic wildlife in Dump’s Creek and Clinch River was recalled to

have been extensive. Any additional information that can be compiled has been requested from AEP.

US Environmental


8

Yes No

Has there ever been significant seepages

at this site?

If So When? Minor, on-going


The side-hill embankment of Ash Pond 2 has a seepage control system, consisting of perforated pipe toe

drains that run the length of the embankment, which collects seepage along the crest of the lower level dike.

Seepage discharge originating from the toe drain was not accessible/visible during the site visit and although a

rate of discharge for ongoing seepage was not determined, the plant personal did indicate that minimal

seepage, possibly due to high ground water elevations, is collected from the system and outfalls into Dump’s

Creek under a general NPDES permit.

US Environmental


9

Yes No

Has there ever been any measures undertaken to

monitor/lower Phreatic water table levels based

on past seepages or breaches

at this site?

If so, which method (e.g., piezometers, gw

pumping,...)?

Piezometers


Approximately 14 piezometers are located both at the crest and near the toe of both the lower and middle

level dikes of the Ash Pond 2 embankment. These piezometers were installed to monitor phreatic water table

levels while the pond was active. A design summary for final closure indicates a 15-20 ft drop in the phreatic

water levels for this impoundment in 2008. As previously noted, this impoundment is inactive and no record

of instrumentation readings or monitoring is kept.

US Environmental


10

ADDITIONAL INSPECTION QUESTIONS

Concerning the embankment foundation, was the embankment construction built over wet ash, slag, or

other unsuitable materials? If there is no information just note that.

No plans or information were available at the time of the site visit regarding embankment foundation.

Information has been requested from AEP and will be provided after clearing AEP legal.

Did the dam assessor meet with, or have documentation from, the design Engineer-of-Record concerning

the foundation preparation?

The AEP Senior Civil Engineer and the AEP Geotechnical Engineer for the Clinch River Plant were both

present during the site visit, however no plans or information were available at the time of the site visit

regarding the design foundation preparation. Information has been requested from AEP and will be

provided after clearing AEP legal.

From the site visit or from photographic documentation, was there evidence of prior releases, failures,

or patchwork on the dikes?

No evidence of prior releases, failures, or patchwork on dikes could be noted at the time of the site

visit.

Date post:	15-Nov-2023
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