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TSD-14-032, Revision 0, Conestoga-Rovers Report: Simulation of the Post-Demolition Saturation of Foundation Fill Using a Foundation Water Flow Model
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TSD 14-032 Revision 0 Page 1 of 46

Summary of Changes in this Revision:

Rev. 0 -Initial issuance.

TSD 14-032 Revision 0 Page 2 of 46

www.CRAworld.com Simulation of the Post-Demolition Saturation of Foundation Fill Using a Foundation Water Flow Model Zion Station Restoration Project Zion, Illinois Prepared for: Energy Solutions Conestoga-Rovers & Associates 8615 W. Bryn Mawr Avenue Chicago, Illinois 60631 December 2014

054638

Report No. 4 TSD 14-032 Revision 0 Page 3 of 46

Table of Contents Page Section 1.0 Introduction............................................................................................... 1 Section 2.0 Post-Demolition Site Conditions................................................................. 1 2.1.

Building Properties........................................................................................... 2 2.2.

Building Penetration Details............................................................................ 3 2.3.

Foundation Fill Properties................................................................................ 3 2.4.

Flow between Buildings................................................................................... 4 2.5.

Rainwater Infiltration Rate.............................................................................. 4 2.6.

Pumping Rate for a Hypothetical Resident Farmer Well................................. 6 Section 3.0 Scenario 1 - Foundation Saturation by Rainwater Infiltration...................... 6 Section 4.0 Scenario 2 - Additional Penetration Requirements to Equilibrate Near Exterior Groundwater Elevations and Accelerate Foundation Saturation................. 7 Section 5.0 Scenario 3 - Additional Penetration Requirements to Equilibrate at a Level above Exterior Groundwater Elevations..................................................... 8 Section 6.0 Scenario 4 - Additional Penetration Requirements to Equilibrate the Spent Fuel Pool with the Transfer Canal...................................................................... 9 TSD 14-032 Revision 0 Page 4 of 46

List of Figures (following text)

Figure 1 Conceptual Flow Model Schematic Figure 2 Foundations Remaining After Decommissioning Figures 3-9 1973 Zion Station Construction Photographs Figure 10 Penetration Cluster Locations List of Tables (within text)

Page Table 2.1 Post-demolition Site features elevation summary....................................................... 2 Table 2.2 Foundation areas.......................................................................................................... 3 Table 2.3 Foundation Fill Properties............................................................................................. 4 Table 2.4 Rainwater Infiltration Rates.......................................................................................... 5 Table 3.1 Scenario 1 Model Input Parameters............................................................................. 6 Table 4.1 Scenario 2 Model Input Parameters............................................................................. 7 Table 5.1 Scenario 3 Model Input Parameters............................................................................. 9 Table 6.1 Scenario 4 Model Input Parameters........................................................................... 10 List of Appendices Appendix A Scenario 1 Model Output Appendix B Scenario 2 Model Output Appendix C Scenario 3 Model Output Appendix D Scenario 4 Model Output TSD 14-032 Revision 0 Page 5 of 46

Section 1.0 Introduction This report provides estimates of the time required for rainwater infiltration to fully saturate the foundations remaining after the demolition of the Zion Nuclear Generating Station, 101 Shiloh Boulevard, Zion, Lake County, Illinois (Site). The time estimates for the different scenarios are calculated using the Foundation Water Flow Model (Flow Model) developed to simulate water movement within deep building foundations at the Site. The Flow Model evaluates the hypothetical post-demolition conditions in the largest and deepest structures at the Site, namely the Unit 1 Containment Building (C1), Unit 2 Containment Building (C2), Auxiliary Building (Aux), Turbine Building (TB), Spent Fuel Pool (FP), and Crib House (CH). The model was developed using Microsoft Excel and Visual Basic for Applications (VBA).

ZionSolutions, Inc. (ZionSolutions) provided blueprints and plans of the Facility, construction photographs from the 1970s, a spreadsheet summary of building penetrations, and details regarding the current demolition plan for the Site (including the current plan for the post-demolition disposition of the penetrations). Conestoga-Rovers & Associates, Inc. (CRA) organized the penetration data into clusters which connect two buildings or connect one building with the surrounding stratigraphy.

Section 2.0 Post-Demolition Site Conditions The Flow Model was developed to evaluate the post-demolition flow of water between building foundations and the environment. The flow scenarios are based on draft decommissioning plans developed by ZionSolutions as part of the Zion Station Restoration Project. During decommissioning, foundation penetrations may be sealed, abandoned in place with certain pipe segments intact, or open to the native soil surrounding the structures. Penetrations may allow water to flow between buildings or to exit the buildings and flow into the surrounding aquifer. General model assumptions are:

Building foundations will be cut off at an elevation of 588 feet above mean sea level (AMSL)

Building foundations will be filled with sand Building foundations are water tight except for the identified penetrations Rainwater infiltration is daily and uniform Building penetrations which are not sealed will be filled with the building backfill material Simplified building geometries are used which assume that the building areas do not change with depth (with the exception of the Turbine Building, which has two representative areas differentiated by elevation)

Penetrations are treated as a single elevation (equivalent to a horizontal slot)

A hypothetical resident farmer well is located within the Aux Building foundation TSD 14-032 Revision 0 Page 6 of 46

The Flow Model assumes that the substructure is backfilled with sand, and the foundation walls remain intact and do not leak. The model assumes that precipitation recharges the groundwater within the foundation using average rainwater infiltration rates.

The Flow Model estimates the flow of water between the Unit 1 Containment Building, the Unit 2 Containment Building, the Auxiliary Building, and the Turbine Building (called the Main Complex herein).

The Crib House will be hydraulically isolated from the Main Complex and will be evaluated separately.

The model may also be used to evaluate the potential for a hypothetical residential well to successfully operate if it is installed within the Aux Building footprint. A conceptual flow model schematic is shown on Figure 1. An elevation summary of planned post-demolition Site features is provided in the table below.

Table 2.1 Post-demolition Site features elevation summary Feature Elevation (feet AMSL)

Source Feature Elevation (feet AMSL)

Source C1 base level 565.0 (1)

Crib House base level 537.0 (2)

C1 incore cavity sump 541.5 (3)

Crib House sump 532.5 (2)

C2 base level 565.0 (1)

Ground surface 591.0 (1)

C2 incore cavity sump 541.5 (3)

Fuel Pool base level 576.0 (1)

Aux base level 542.0 (1)

Foundation cutoff 588.0 Aux sump 532.0 (3)

Lake Michigan max (1886) 582.6 (4 p. 6)

TB base level 560.0 (1)

Lake Michigan min (1964) 576.0 (4 p. 6)

Main steam tunnel base level 570.0 (1)

Lake Michigan average 579.0 (4 p. 6)

Diesel generator base level 567.5 (1)

Water table (east of TB) 579.0 (5 p. Fig 6.11)

Notes:

This elevation assumes that the 3 feet of concrete above the liner will be removed during demolition.

Based on March 2013 water levels.

2.1.

Building Properties The decommissioning process will include the demolition of the above-ground portions of the major Site structures and removal of foundation walls to 588 feet AMSL, a depth of approximately 4 feet below ground surface (bgs). The remaining portions of the foundations will be radiologically decontaminated and remain in place. The foundation areas at the 588 feet AMSL cutoff elevation are shown below.

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Table 2.2 Foundation areas Building Foundation Area Source (ft2)

(m2)

Containment Building No. 1 20,032 1,861 (6) (7)

Containment Building No. 2 20,032 1,861 (6) (7)

Auxiliary Building 29,030 2,697 (6) (7) (8)

Spent Fuel Storage Pool 2,502 232 (9)

Turbine Building 570-588 59,941 5,569 (6) (10)

Turbine Building 560-570 83,317 7,740 (11) (7) (12)

Crib House 31,355 2,913 (2) (13)

Notes:

The foundation area is the building area at elevation 588 feet AMSL The Turbine Building foundation area for the 570-588 feet AMSL elevation includes the hydraulically connected steam tunnels (7,776 ft2 x2) and the Diesel Generator Rooms (3,912 ft2 x2).

The Spent Fuel Storage Pool foundation area includes the area of the transfer canal (423 ft2).

A plan showing the foundations remaining after decommissioning are shown on Figure 2.

2.2.

Building Penetration Details The building foundations have a number of openings or penetrations to accommodate piping and conduits which connect to other buildings or structures. A summary of the building penetrations was prepared by ZionSolutions based on construction drawings (14) (15), (16), (17), (18), (8), (19), (11), (20),

(21), (22), (23), (24), (25), (26), (27), and (7). The approximate groundwater elevation at each penetration was determined by cross-referencing the March 2013 potentiometric surface (5 p. Figure 6.11) with the applicable drawing. The foundation penetrations are also shown on the 1973 construction photographs presented on Figures 3-9. General penetration locations are shown on Figure

10.

2.3.

Foundation Fill Properties For the scenarios evaluated herein it will be assumed that the building foundations will be filled with sand obtained from local sources. This sand fill will also be assumed to be of similar characteristics to the sand located at the Site. The properties of this assumed fill material are summarized in the table below.

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Table 2.3 Foundation Fill Properties Parameter Value Units Source Fill Material native sand na (28)

Fill Hydraulic conductivity 2.88E+03 m/y (28)

Fill Porosity 0.353 v/v (28)

Notes:

v/v is volume per volume (e.g., L/L). m/y is meters per year.

2.4.

Flow between Buildings The current decommissioning plan will allow certain building penetrations to remain open (although filled with the same porous material used to fill the foundations). These open penetrations allow water to flow between buildings and from buildings to the native soil.

The flow between building foundations can be estimated using Darcys law:

=

Where: Q is the flow in ft3/d K is the hydraulic conductivity of the fill material in ft/day i is the hydraulic gradient in ft/ft A is the cross-sectional area of the penetration in ft2 The hydraulic gradient is calculated using the difference in head between the buildings and the wall thickness separating the buildings. The model assumes that the head within each building is flat.

2.5.

Rainwater Infiltration Rate The current decommissioning plan is to cover the building foundations with permeable surface material such as gravel or sod. This permeable material will allow rainwater to percolate through the surface material and slowly fill the building foundations. The volume of water which can enter the foundations due to precipitation can be estimated using the infiltration rates presented in the Parameters Report (28).

The average precipitation rate for the Zion area is 32.61 inches/year (in/y) (0.863 m/y) with an evapotranspiration rate of 28 in/y (0.71 m/y), as presented within the Parameters Report (28). The rainwater infiltration rate is estimated by the difference between the precipitation rate and the evapotranspiration rate.

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The amount of rainfall which would potentially infiltrate into the ground was determined by the following equation:

= 32.61 28

= 4.61

= 0.38

= 0.863 0.71

= 0.12 The head rise within the building foundation is calculated by dividing the infiltration rate by the fill porosity:

=

0.38

0.353 = 1.1

=

0.12

0.353 = 0.34 The volume of rainwater infiltrating each substructure was determined by the following equation:

= x Table 2.4 Rainwater Infiltration Rates Parameter Unit Unit 1 Containment Unit 2 Containment Auxiliary Building Turbine Building 560-570 Turbine Building 570-588 Crib House Infiltration Rate m/y 0.12 0.12 0.12 0.12 0.12 0.12 ft/y 0.38 0.38 0.38 0.38 0.38 0.38 Fill Porosity v/v 0.353 0.353 0.353 0.353 0.353 0.353 Head Rise Inside Foundation m/y 0.34 0.34 0.34 0.47 0.34 0.34 ft/y 1.1 1.1 1.1 1.6 1.1 1.1 Foundation Area m2 1,861 1,861 2,697 5,569 7,740 271 ft2 20,032 20,032 29,030 59,941 83,317 2,913 Infiltration Water Volume m3/y 223.32 223.32 323.64 928.8 928.8 32.52 ft3/y 7,612.16 7,612.16 11,031.4 31,660.46 31,660.46 1,106.94 gal/y 56,942.92 56,942.92 82,520.61 236,836.7 236,836.7 8,280.49 For the Turbine Building it is assumed that rain falling on the steam tunnels and diesel generator rooms will drain into the Turbine Building basement until the water level reaches the base elevation of the steam tunnels (570 feet AMSL), at which point the steam tunnels and diesel generator rooms will also begin to fill with water.

TSD 14-032 Revision 0 Page 10 of 46

2.6.

Pumping Rate for a Hypothetical Resident Farmer Well The hypothetical future Resident Farmer scenario includes residential water use and irrigation watering.

Under the Resident Farmer scenario, this water is assumed to be provided by a water well located in the center of the Aux Building.

The hypothetical well in the Aux Building can draw water from the Aux Building, Turbine Building, and Containment Buildings through building penetrations remaining after demolition. However, the penetrations to exterior soil are all above the natural water table, which prevents any contribution from exterior groundwater. The Main Complex structures is expected to receive an average of 1,186 gpd (0.82 gpm) from precipitation. If the Aux Well pumped at this rate, equilibrium conditions would exist.

A greater pumping rate would eventually drain the buildings and the pump would run dry. A lesser pumping rate would allow the structures to fill and then discharge to the surrounding soil through exterior penetrations.

Section 3.0 Scenario 1 - Foundation Saturation by Rainwater Infiltration This scenario simulates the saturation of the foundations by rainwater infiltration over time. The initial state of the simulation assumes post-demolition conditions where the foundations are filled with dry sand and clean concrete1. The model input parameters are listed in the table below.

Table 3.1 Scenario 1 Model Input Parameters Parameter Value Units Start date 1/15/2015 Time step 730.5 and 1095.75 days Aux well pumping rate 0

gallons/day Initial Building Head Containment 1 565 feet AMSL Containment 2 565 feet AMSL Spent Fuel Pool 576 feet AMSL Turbine Building 560 feet AMSL Auxiliary Building 542 feet AMSL Crib House 537 feet AMSL The Flow Model was run using a time step of 730.5 days (2 years) for the Main Complex and a time step of 1095.75 days (3 years) for the Crib House. The Flow Model output is provided in Appendix A.

The Turbine Building and Containment Buildings initially drain to the deeper Auxiliary Building. Once the Auxiliary Building has filled to the base level of the Containment Buildings, water levels rise at a nearly 1 All the scenarios described assume that sump areas are saturated with water at the beginning of the simulation.

TSD 14-032 Revision 0 Page 11 of 46

uniform rate until exterior penetrations are reached. Equilibrium saturation is achieved at an elevation of 586 feet AMSL in approximately 26 years.

The Crib House is assumed to be isolated from the other foundations based on current Zion Station Restoration Project plans to plug the Circulating Water Intake Piping at the East and west sides of the Crib House(and the Service Water Headers). The Crib House would then fill at a uniform rate until exterior penetrations are reached. Equilibrium saturation is achieved at an elevation of 581.5 feet AMSL in approximately 42 years.

Section 4.0 Scenario 2 - Additional Penetration Requirements to Equilibrate Near Exterior Groundwater Elevations and Accelerate Foundation Saturation This scenario estimates the minimum size of constructed penetrations that would be required for the equilibrium water levels within the foundations to be approximately equal to the exterior water level.

The initial state of the simulation assumes post-demolition conditions where the foundations are filled with dry sand and concrete. An additional penetration is added to the Turbine Building (or steam tunnels) in the model and iteratively resized until the equilibrium water levels inside the Main Complex foundation are within 6 inches of the exterior water levels. The added penetration represents a breach in the foundation wall from the top of the foundation after demolition (i.e., 588 feet AMSL) to an elevation of 570 feet AMSL (i.e., the base elevation of the steam tunnels).

An additional penetration is also added to the Crib House and iteratively resized until the equilibrium water levels inside the Crib House foundation are within 6 inches of the exterior water levels. The added penetration represents a breach in the foundation wall beginning from the top of the foundation after demolition (i.e., 588 feet AMSL) and extending below the water table.

The model input parameters are listed in the table below.

Table 4.1 Scenario 2 Model Input Parameters Parameter Value Units Start date 1/15/2015 Time step 90 days Aux well pumping rate 0

gallons/day Initial Building Head Containment 1 565 feet AMSL Containment 2 565 feet AMSL Spent Fuel Pool 576 feet AMSL Turbine Building 560 feet AMSL Auxiliary Building 542 feet AMSL TSD 14-032 Revision 0 Page 12 of 46

Table 4.1 Scenario 2 Model Input Parameters Crib House 537 feet AMSL For the Main Complex, the additional penetration required to meet the scenario criteria is a breach in the foundation wall 20-feet wide and extending from the top of the foundation to an elevation of 570 feet AMSL (i.e., the base of the steam tunnels). The Flow Model output is provided in Appendix B.

The addition of a large penetration below the water table would also significantly reduce the time required for the Main Complex foundations to fill with water (i.e., scenario 1 with an added penetration). The equilibrium saturation would be achieved in approximately 3.2 years instead of the 28 years for rainwater infiltration alone.

For the Crib House, the additional penetration required to meet the scenario criteria is a breach in the foundation wall 2-feet wide and extending from the top of the foundation to a depth of 1 foot below the exterior water table (578 feet AMSL). The Flow Model output is provided in Appendix B.

The addition of a large penetration below the water table would also significantly reduce the time required for the Crib House foundation to fill with water (i.e., scenario 1 with an added penetration).

The equilibrium saturation would be achieved in approximately 1.6 years instead of the 45 years for infiltration alone.

Section 5.0 Scenario 3 - Additional Penetration Requirements to Equilibrate at a Level above Exterior Groundwater Elevations This scenario estimates the minimum size of constructed perforations that would be required for the equilibrium water levels within the foundations to be approximately equal to the elevation of the constructed penetrations. The initial state of the simulation assumes post-demolition conditions where the foundations are filled with dry sand and concrete. Additional penetrations are added to the Turbine Building (or steam tunnels) at an elevation of 580 feet AMSL (approximately a foot above the exterior water level) and iteratively resized until the equilibrium water levels inside the Main Complex foundation are within 6 inches of the constructed penetrations.

An additional penetration is also added to the Crib House at an elevation of 580 feet AMSL and iteratively resized until the equilibrium water levels inside the Crib House foundation are within 6 inches of the exterior water levels.

The model input parameters are listed in the table below.

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Table 5.1 Scenario 3 Model Input Parameters Parameter Value Units Start date 1/15/2015 Time step 30 days Aux well pumping rate 0

gallons/day Initial Building Head Containment 1 579 feet AMSL Containment 2 579 feet AMSL Spent Fuel Pool 579 feet AMSL Turbine Building 579 feet AMSL Auxiliary Building 579 feet AMSL Crib House 579 feet AMSL For the Main Complex, the additional penetration required to meet the scenario criteria is a breach in the foundation wall 15-feet wide and extending from the top of the foundation after demolition (i.e.,

588 feet AMSL) to an elevation of 580 feet AMSL (i.e., one foot above the exterior water table) 2. The Flow Model output is provided in Appendix C.

For the Crib House, the additional penetration required to meet the scenario criteria is a breach in the foundation wall 2-feet wide and extending from the top of the foundation to a depth of 1 foot above the exterior water table (580 feet AMSL). The Flow Model output is provided in Appendix C.

Section 6.0 Scenario 4 - Additional Penetration Requirements to Equilibrate the Spent Fuel Pool with the Transfer Canal The Flow Model assumes that the Spent Fuel Pool and Transfer Canal water levels are equal. However, the base elevation of the Fuel Handling Transfer Canal Gate (the current connection between these two structures) is at 592.33 feet AMSL (29), which is above the foundation cutoff elevation of 588 feet AMSL.

This scenario estimates the minimum size of constructed perforations that would be required to achieve equilibrium water levels between the Spent Fuel Pool and the adjacent Transfer Canal.

The initial state of the simulation assumes post-demolition conditions described in Scenario 3 above.

The penetrations from the Transfer Canal to the Containment Buildings3 are iteratively resized in the model until the equilibrium water levels inside the Spent Fuel Pool foundation are less than 580.5 feet AMSL (i.e., within 6 inches of the constructed penetrations described in Scenario 3).

2 This scenario is based on removing a section of the Turbine Building or steam tunnel wall using an excavator equipped with a hydraulic hammer. This is equivalent to using an anchor core drill with a 14-inch diameter bit to create 19 penetrations in the walls with penetration base elevations at 580 feet AMSL.

3 The penetrations from the Transfer Canal to the Containment Buildings are used as a surrogate for the connection between the Transfer Canal and the Fuel Pool.

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The model input parameters are listed in the table below.

Table 6.1 Scenario 4 Model Input Parameters Parameter Value Units Start date 1/15/2015 Time step 60 days Aux well pumping rate 0

gallons/day Initial Building Head Containment 1 579 feet AMSL Containment 2 579 feet AMSL Spent Fuel Pool 579 feet AMSL Turbine Building 579 feet AMSL Auxiliary Building 579 feet AMSL Crib House 579 feet AMSL The additional penetrations required to meet the scenario criteria must be installed below an elevation of 579 feet AMSL and have a minimum area of 1.6 ft² (equivalent to 2 holes with 12 inch diameters).

The optimal penetration area would be 6.3 ft² (equivalent to 2 holes with 24 inch diameters) or greater4.

The Flow Model output is provided in Appendix D.

References1. ComEd. Drawing M-9 Rev. F, General Arrangement Sections A-A & B-B, Zion Station Unit 1 & 2. Chicago : s.n., October 2, 1996.

2.. Drawing M-16 (Rev. C): Zion Station Unit 1 & 2 General Arrangement Crib House.

Chicago : Commonwealth Edison Company, January 30, 1997.

3. Sargent & Lundy. Drawing M-11 rev. F, General Arrangement, Sections E-E & F-F, Zion Station Unit No. 1&2. March 31, 1988.

4. Wilcox, Douglas A., et al., et al. Lake-Level Variability and Water Availability in the Great Lakes. Circular 1311. Reston, VA : U.S. Geological Survey, 2007.

5. CRA. Hydrogeologic Investigation Report (Rev. 3), Zion Restoration Project, Former Zion Nuclear Power Station, Zion, Illinois. Chicago : Conestoga-Rovers & Associates, Inc., August 2014.

6. ComEd. Drawing M-6 (Rev. L): General Arrangement Plan Basement Floor El. 560'-0", Zion Station Unit 1. Chicago : Commonwealth Edison Company, September 3, 1996.

7. Sargent & Lundy. Drawing M-780 (Rev. A): Access, Control & Radiation Zones - Floor El.

560'-0", Zion Station Unit No. 1, Commonwealth Edison Co., Chicago, Illinois. October 11, 1972.

8. ComEd. Drawing M-7 (Rev. J): General Arrangement Plan Misc. Floors, Zion Station Unit 1 &

2. Chicago : s.n., September 3, 1996.

4 At which point the penetrations from the Transfer Canal to the Containment Buildings become the rate-limiting features.

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9. Sargent & Lundy. Drawing M-8, General Arrangement, Fuel Handling Building, Zion Station, Units No. 1 & 2, Commonwealth Edison Co., Chicago, Illinois. Chicago : Sargent &

Lundy Engineers, November 19, 1993.

10. ComEd. Drawing M-14 (Rev. L): Zion Station Unit 2 General Arrangement Plan Ground floor El. 592;-0". Chicago : Commonwealth Edison Company, January 30, 1997.

11.. Drawing M-15 (Rev. G): Zion Station Unit 2 General Arrangement Plan Basement Floor, El. 560'-0". Chicago : s.n., January 30, 1997.

12. Sargent & Lundy. Drawing B-471 (Rev. D): Turbine Building Plumbing Basement Floor Plan, Zion Station Unit 2. Chicago : Sargent & Lundy Engineers, May 19, 1972.

13.. Drawing M-100 (Rev. V): Circulating Water Piping Plan Units 1 & 2, Zion Station. s.l. :

Sargent & Lundy Engineers, May 8, 1991.

14.. Drawing B-115 rev. N, Fuel Handling Bldg. Foundation, Plan El. 592;-0", East Area, Zion Station, Units 1 & 2. Chicago : Sargent & Lundy, May 21, 1971.

15.. Drawing B-31 (Rev. E): Intake Structure Plan & Sections, Zion Station Units 1 & 2, Commonwealth Edison Co., Chicago, Illinois. Chicago : Sargent & Lundy Engineers, February 14, 1991.

16. ComEd. Drawing B-278 (Rev. K): Zion Station Unit 1 Reactor Building Framing Recirculation Sump Plans, Sections and Details. September 19, 1997.

17. Sargent & Lundy. Drawing B-279 (Rev. L): Reactor Building Framing Cavity Sump Sections

& Details, Zion Station Units 1 & 2. April 30, 1986.

18.. Drawing B-803 (Rev. U): Outside Drainage Area 3, Zion Station Units 1 & 2, Commonwealth Edison Co., Chicago, Illinois. December 2, 1992.

19. ComEd. Drawing M-10 (Rev. F): Zion Station Unit 1 General Arrangement Sections C-C &

D-D. Chicago : s.n., January 30, 1997.

20. Sargent & Lundy. Drawing M-102 (Rev. F): Auxiliary Bldg. Piping, Misc. Piping in Substructure, Zion Station Units 1 & 2, Commonwealth Edison Co., Chicago, Illinois. March 8, 1989.

21.. Drawing M-105 (Rev. X): Outdoor Piping, Misc. Plans & Sections, Zion Station Units 1 &

2, Commonwealth Edison Co., Chicago, Illinois. February 7, 1996. 2 sheets.

22.. Drawing M-107 (Rev. AE): Fuel Handling Building Piping, Outdoor & Misc. Piping in Substructure, Zion Station Units 1 & 2, Commonwealth Edison Co., Chicago, Illinois. January 5, 1990.

23.. Drawing M-214 (Rev. N): Turbine Bldg. Piping, Plan El. 560'-0", S.W. Area, Zion Station Units 1 & 2, Commonwealth Edison Co., Chicago, Illinois. August 3, 1982.

24.. Drawing M-281 (Rev. C): Reactor Containment Pipe Penetration Schedule, Zion Station Unit-1, Commonwealth Edison Co., Chicago, Illinois. August 25, 1972.

25.. Drawing M-282 (Rev. B): Reactor Containment Pipe Penetration Schedule, Zion Station Unit-1, Commonwealth Edison Co., Chicago, Illinois. August 25, 1972.

26.. Drawing M-661 (Rev. A): Reactor Containment Pipe Penetration Schedule, Zion Station Unit-2, Commonwealth Edison Co., Chicago, Illinois. August 25, 1972.

27.. Drawing M-662 (Rev. B): Reactor Containment Pipe Penetration Schedule, Zion Station Unit-2, Commonwealth Edison Co., Chicago, Illinois. September 19, 1972.

28. CRA. Evaluation of Hydrological Parameters in Support of Dose Modeling for the Zion Restoration Project. Chicago : Conestoga-Rovers & Associates, Inc., January 14, 2014. 054638(3).

29. Sargent & Lundy. Drawing B-406, rev. C, Fuel Handling Transfer Canal Gate Sections &

Details, Zion Station, Units 1 & 2. Chicago : Sargent & Lundy Engineers, October 9, 1973.

TSD 14-032 Revision 0 Page 16 of 46

30. ANL. Users Manual for RESRAD Version 6. s.l. : Argonne National Laboratory, July 2001.

ANL/EAD-4.

31. USDA. USDA Census of Agriculture: 1997 Census Farm Numbers and Land in Farms. s.l. :

U.S. Department of Agriculture, February 17, 2012.

32. USGS. Estimated Use of Water in the United States County-Level Data for 2005. s.l. : U.S.

Geological Survey, July 2, 2014.

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figure 1 CONCEPTUAL FLOW MODEL SCHEMATIC ZION RESTORATION PROJECT Zion, Illinois Not to Scale 054638(Memo5)GIS-CO001 Pumping Foundation Penetrations Rainwater Infiltration HYPOTHETICAL FUTURE AUX BUILDING WATER WELL Building Foundation Rainwater Infiltration Building Foundation TSD 14-032 Revision 0 Page 18 of 46

figure 2 FOUNDATIONS REMAINING AFTER DECOMMISSIONING ZION RESTORATION PROJECT Zion, Illinois Surface structures to be removed Foundations to remain in-place Circulating water system to be sealed in-place Legend 054638(Memo5)GIS-CO002 TSD 14-032 Revision 0 Page 19 of 46

figure 3 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 20 of 46

figure 4 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 21 of 46

figure 5 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 22 of 46

figure 6 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 23 of 46

figure 7 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 24 of 46

figure 8 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 25 of 46

figure 9 Foundation Penetrations 1973 Zion Station Construction Photographs Zion, Illinois 054638-00(004)GIS-CO003 TSD 14-032 Revision 0 Page 26 of 46

figure 10 PENETRATION CLUSTER LOCATIONS ZION RESTORATION PROJECT Zion, Illinois 054638-00(004)GIS-CO004 Unit 1 Containment Unit 2 Containment Auxiliary Building Turbine Building Crib House Unit 1 Diesel Generator Unit 2 Diesel Generator Unit 1 Steam Tunnel Unit 2 Steam Tunnel A

C B

F D

E H

J I

G L

M K

O N

P R

Q TSD 14-032 Revision 0 Page 27 of 46

Appendix A Scenario 1 Model Output TSD 14-032 Revision 0 Page 28 of 46

Scenario Parameters General Elevations Start Date 1/15/2015 C1 base level 565 Spent fuel storage pool 576 Time Step (days) 1095.75 (3.0 years)

C1 incore cavity sump 541.5 Crib House base level 537 Aux Well Pumping Rate (gal/day) 0 (0 cubic feet/day)

C2 base level 565 Crib House sump 532.5 Infiltration rate (feet/year) 0.384 (based on pan evaporation)

C2 incore cavity sump 541.5 Ground surface 591 Total building area (feet2) 152411.99 (excludes crib house)

Aux base level 542 Foundation cutoff 588 Total infiltration inflow (gal/day) 1198.648708 (excludes crib house)

Aux sump 532 Lake Michigan max (1886) 582.6 Aux infiltration inflow (gal/day) 228.3073136 (31 cubic feet/day)

TB base level 560 Lake Michigan min (1964) 576 Main steam tunnel base level 570 Lake Michigan average 579 Diesel generator base level 567.5 Water table (east of TB) 579 Date C1 C2 FP TB Aux CH C1 to TB C1 to Aux C1 to FP C2 to TB C2 to Aux C2 to FP TB to Aux TB to Soil CH to Soil Notes 1/15/2015 565 565 576 560 542 537 0

0 0

0 0 Initial State 1/14/2018 565 565 578.271 560.9271459 557.3197 540.2663 0 23975.393 878.65736 0 23096.7357 0

76446.19 0

0 1/14/2021 565.511 565.475 578.316 565.0901343 565.4696 543.5325 0 22327.052 2845.2507 0 19740.0428 0

7978.444 0

0 1/15/2024 568.943 568.919 578.476 569.5416526 568.9487 546.7988 0 1569.9871 2743.3818 0

-1261.9367 0

1873.388 0

0 1/15/2027 572.655 572.619 578.408 572.6797559 572.6352 550.0651 0

-205.4762 2944.9986 0

-3063.2439 0

7574.658 0

0 1/14/2030 576.012 575.983 578.496 575.966699 575.9863 553.3313 0 2168.2626 2807.2757 0

-690.11049 0 -608.1239 0

0 1/14/2033 579.287 579.287 579.287 579.2841625 579.2866 556.5976 108.992 1945.9943 2117.9258 58.654901

-259.48794 67.7772482 -1338.108 0

0 1/15/2036 582.552 582.552 582.552 582.5516725 582.5517 559.8639 11.4672 0.7791986 0.8819204 11.387819 0.69002559 0.87624845 -13.72395 0

0 1/15/2039 585.384 585.385 585.402 585.3676699 585.3934 563.1301 4789.79

-1538.967 185.60338 4738.1793

-1491.9226 181.488068 -1319.964 24090.7485 0

1/14/2042 586.062 586.063 586.139 585.9931014 586.0953 566.3964 28256.6

-8823.126 1129.7347 27916.906

-8510.6393 1104.08285 -8944.268 142787.129 0

1/14/2045 586.062 586.063 586.139 585.9905258 586.0954 569.6627 35694.9

-11139.96 1458.8858 35266.802

-10744.851 1425.86397 -11585.67 178686.991 0

1/15/2048 586.062 586.062 586.139 585.9971952 586.0953 572.9289 35697.6

-11140.63 1458.9347 35269.45

-10745.5 1425.91145 -11586.48 178421.221 0

1/15/2051 586.062 586.062 586.139 585.9947069 586.0953 576.1952 35696.2

-11139.97 1458.8743 35268.011

-10744.864 1425.85258 -11585.93 178687.119 0

1/14/2054 586.062 586.063 586.139 585.992099 586.0953 579.4615 35694.4

-11140.55 1458.9424 35266.263

-10745.425 1425.91911 -11585.78 178686.953 0

1/14/2057 586.062 586.062 586.139 585.9896983 586.0953 581.4953 35697.3

-11140.06 1458.8798 35269.169

-10744.95 1425.85793

-11586.2 178687.151 1267.25995 1/15/2060 586.062 586.063 586.139 585.9961791 586.0953 581.4954 35695.2

-11140.2 1458.8937 35267.053

-10745.08 1425.87146 -11585.81 178421.273 3358.57952 1/15/2063 586.062 586.062 586.139 585.9939116 586.0952 581.4954 35698.9

-11140.48 1458.9323 35270.711

-10745.359 1425.90922 -11586.69 178686.819 3358.64239 1/14/2066 586.062 586.063 586.139 585.9911194 586.0953 581.4954 35692.2

-11140.07 1458.8845 35264.079

-10744.96 1425.86254 -11585.15 178687.335 3358.65939 1/14/2069 586.062 586.062 586.139 585.9979311 586.0952 581.4954 35699.5

-11140.38 1458.9111 35271.264

-10745.261 1425.88833 -11586.76 178420.983 3358.66399 1/15/2072 586.062 586.062 586.139 585.9952862 586.0953 581.4954 35694.1

-11140.23 1458.9112 35265.947

-10745.118 1425.88875

-11585.6 178687.226 3358.66523 Building Head (feet AMSL)

Building to Building Flow (cubic feet per time step)

TSD 14-032 Revision 0 Page 29 of 46

0 20000 40000 60000 80000 100000 120000 140000 160000 180000 200000

-20000

-10000 0

10000 20000 30000 40000 50000 60000 70000 80000 90000 2015 2025 2035 2045 2055 2065 2075 TB to Soil Flow (cubic feet per time step)

Flow (cubic feet per time step)

Building to Building Water Flow C1 to TB C1 to Aux C2 to TB C2 to Aux TB to Aux C1 to FP C2 to FP TB to Soil TSD 14-032 Revision 0 Page 30 of 46

535 540 545 550 555 560 565 570 575 580 585 590 2015 2025 2035 2045 2055 2065 2075 Elevation (feet AMSL)

Head C1 C2 TB Aux FP TSD 14-032 Revision 0 Page 31 of 46

0 500 1000 1500 2000 2500 3000 3500 4000 530 535 540 545 550 555 560 565 570 575 580 585 2015 2025 2035 2045 2055 2065 2075 Flow (cubic feet per time period)

Elevation (feet AMSL)

Crib House CH Head CH to Soil Flow TSD 14-032 Revision 0 Page 32 of 46

Appendix B Scenario 2 Model Output TSD 14-032 Revision 0 Page 33 of 46

Scenario Parameters General Elevations Start Date 1/1/2015 C1 base level 565 Spent fuel storage pool 576 Time Step (days) 90 C1 incore cavity sump 541.5 Crib House base level 537 Aux Well Pumping Rate (gal/day) 0 (0 cubic feet/day)

C2 base level 565 Crib House sump 532.5 Infiltration rate (feet/year) 0.384 (based on pan evaporation)

C2 incore cavity sump 541.5 Ground surface 591 Total building area (feet2) 152411.99 (excludes crib house)

Aux base level 542 Foundation cutoff 588 Total infiltration inflow (gal/day) 1198.6487 (excludes crib house)

Aux sump 532 Lake Michigan max (1886) 582.6 Aux infiltration inflow (gal/day) 228.30731 (31 cubic feet/day)

TB base level 560 Lake Michigan min (1964) 576 Main steam tunnel base level 570 Lake Michigan average 579 Diesel generator base level 567.5 Water table (east of TB) 579 Date C1 C2 FP TB Aux CH C1 to TB C1 to Aux C1 to FP C2 to TB C2 to Aux C2 to FP TB to Aux TB to Soil CH to Soil Notes 1/1/2015 565 565 576 560 542 537 0

0 0

0 0 Initial State 4/1/2015 565 565 576.268 576.91679 554.8732 537.2682 0 1896.6298 0

0 1896.62976 0

125377

-529001.08 0

6/30/2015 565.144 565.143 576.536 578.0387 566.2676 537.5364 0 880.57287 0

0 885.56517 0

112251.1

-137359.07 0

9/28/2015 568.942 568.783 576.805 578.19605 570.4883 537.8046 -13352.5

-11608.82 0

-10723.06

-13117.633 0

65229.53

-86044.321 0

12/27/2015 572.01 571.957 577.073 578.45716 573.134 538.0729 -10143.2

-9657.4 0

-10263.92

-10286.179 0

44306.9

-64505.226 0

3/26/2016 574.239 574.219 577.341 578.65259 575.0202 538.3411 -7012.71

-6849.293 0

-7053.301

-7042.1712 0

30471.94

-42397.263 0

6/24/2016 575.844 575.835 577.609 578.79296 576.3729 538.6093 -4750.99

-4704.215 0

-4766.553

-4767.3756 0

20584.9

-26342.209 0

9/22/2016 576.998 576.993 577.878 578.89366 577.3433 538.8775 -3123.59

-3136.875 0

-3130.665

-3160.3387 0

13493.11

-14820.597 0

12/21/2016 577.849 577.846 578.146 578.96492 578.0153 539.1457 -1936.09

-2184.678 0

-1939.847

-2195.7725 0

8517.883

-6601.1363 0

3/21/2017 578.438 578.437 578.414 579.01724 578.5272 539.4139 -1087.44

-1184.458 0

-1089.473

-1191.0134 0

4873.453

-700.81917 0

6/19/2017 578.856 578.855 578.818 579.05459 578.889 539.6822 -493.405

-623.0736 60.758565

-494.4237

-626.23695 58.8125111 2208.353 3593.83878 0

9/17/2017 579.154 579.154 579.15 579.08145 579.1527 539.9504 -74.7246

-167.851 29.016384

-75.11045

-169.40174 28.0072445 290.6018 6657.86882 0

12/16/2017 579.37 579.37 579.39 579.1009 579.3436 540.2186 227.825 155.11735 13.657666 227.70884 153.219636 13.3649126 -1100.944 8872.89911 0

3/16/2018 579.489 579.49 579.55 579.1293 579.4746 540.4868 760.404 342.50451 48.036622 757.4061 341.102388 46.7906708 -2089.497 10660.5834 0

6/14/2018 579.499 579.487 579.57 579.149 579.502 540.755 1972.54

-38.99927 110.80734 2061.8514

-36.222751 108.454026 -2392.287 13735.8199 0

9/12/2018 579.493 579.495 579.571 579.15095 579.5047 541.0232 2219.2

-158.5238 119.26423 2114.9288

-157.58506 117.189233 -2404.502 14569.7409 0

12/11/2018 579.49 579.492 579.571 579.15257 579.5048 541.2914 2210.33

-171.356 119.5248 2206.7649

-171.63877 117.627753 -2404.612 14662.3193 0

3/11/2019 579.487 579.488 579.571 579.15427 579.505 541.5597 2211.94

-172.9471 119.576 2206.4854

-168.43042 117.042679

-2405.24 14662.3072 0

6/9/2019 579.497 579.499 579.571 579.14921 579.5052 541.8279 2112.97

-173.0164 119.58071 2108.0095

-168.77212 117.083623 -2405.278 14663.4374 0

9/7/2019 579.495 579.496 579.571 579.15055 579.505 542.0961 2211.26

-174.6509 119.79893 2205.5639

-170.55667 117.320343 -2404.776 14670.5423 0

Building Head (feet AMSL)

Building to Building Flow (cubic feet per time step)

TSD 14-032 Revision 0 Page 34 of 46

-600000

-500000

-400000

-300000

-200000

-100000 0

100000

-40000

-20000 0

20000 40000 60000 80000 100000 120000 140000 6/10/2014 12/27/2014 7/15/2015 1/31/2016 8/18/2016 3/6/2017 9/22/2017 4/10/2018 10/27/2018 5/15/2019 12/1/2019 6/18/2020 TB to Soil Flow (cubic feet per time step)

Flow (cubic feet per time step)

Building to Building Water Flow C1 to TB C1 to Aux C2 to TB C2 to Aux TB to Aux C1 to FP C2 to FP TB to Soil TSD 14-032 Revision 0 Page 35 of 46

540 545 550 555 560 565 570 575 580 585 6/10/2014 12/27/2014 7/15/2015 1/31/2016 8/18/2016 3/6/2017 9/22/2017 4/10/2018 10/27/2018 5/15/2019 12/1/2019 6/18/2020 Elevation (feet AMSL)

Head C1 C2 TB Aux FP TSD 14-032 Revision 0 Page 36 of 46

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

536 537 538 539 540 541 542 543 6/10/2014 12/27/2014 7/15/2015 1/31/2016 8/18/2016 3/6/2017 9/22/2017 4/10/2018 10/27/2018 5/15/2019 12/1/2019 6/18/2020 Flow (cubic feet per time period)

Elevation (feet AMSL)

Crib House CH Head CH to Soil Flow TSD 14-032 Revision 0 Page 37 of 46

Appendix C Scenario 3 Model Output TSD 14-032 Revision 0 Page 38 of 46

Scenario Parameters General Elevations Start Date 1/1/2015 C1 base level 565 Spent fuel storage pool 576 Time Step (days) 90 C1 incore cavity sump 541.5 Crib House base level 537 Aux Well Pumping Rate (gal/day) 0 (0 cubic feet/day)

C2 base level 565 Crib House sump 532.5 Infiltration rate (feet/year) 0.384 (based on pan evaporation)

C2 incore cavity sump 541.5 Ground surface 591 Total building area (feet2) 152411.99 (excludes crib house)

Aux base level 542 Foundation cutoff 588 Total infiltration inflow (gal/day) 1198.6487 (excludes crib house)

Aux sump 532 Lake Michigan max (1886) 582.6 Aux infiltration inflow (gal/day) 228.30731 (31 cubic feet/day)

TB base level 560 Lake Michigan min (1964) 576 Main steam tunnel base level 570 Lake Michigan average 579 Diesel generator base level 567.5 Water table (east of TB) 579 Date C1 C2 FP TB Aux CH C1 to TB C1 to Aux C1 to FP C2 to TB C2 to Aux C2 to FP TB to Aux TB to Soil CH to Soil Notes 1/1/2015 579 579 579 579 579 579 0

0 0

0 0 Initial State 4/1/2015 579.268 579.268 579.268 579.26822 579.2682 579.2682 0

0 0

6/30/2015 579.536 579.536 579.536 579.53643 579.5364 579.5364 0

0 0

9/28/2015 579.805 579.805 579.805 579.80465 579.8046 579.8046 0

0 0

12/27/2015 580.047 580.047 580.066 579.99905 580.0626 579.9921 207.315

-21.36571 3.2927682 205.67365

-20.895915 3.20352787

-62.7786 2646.54847 83.0129505 3/26/2016 580.093 580.094 580.162 579.99649 580.1378 579.998 2255.47

-609.2245 76.8416 2238.1884

-594.43327 75.0570087 -774.4277 13231.9505 269.762194 6/24/2016 580.105 580.105 580.179 580.00559 580.1518 579.9837 2755.89

-830.732 112.05768 2733.8229

-811.13069 109.57377

-963.618 14074.1904 290.480726 9/22/2016 580.114 580.114 580.189 580.01365 580.1612 579.9896 2795.23

-846.5473 115.37795 2772.7593

-826.64136 112.830898

-978.967 14198.3216 269.775232 12/21/2016 580.121 580.121 580.196 580.02 580.1685 579.9955 2816.73

-853.3566 116.39233 2794.0915

-833.29424 113.82352

-986.619 14299.1202 269.751669 3/21/2017 580.127 580.127 580.202 580.02498 580.1743 579.9811 2833.37

-858.5741 117.12107 2810.5879

-838.39053 114.536377 -992.5161 14378.318 290.541474 6/19/2017 580.131 580.131 580.207 580.0289 580.1788 579.987 2846.41

-862.6659 117.69033 2823.5274

-842.38728 115.093209 -997.1414 14440.4756 269.764283 9/17/2017 580.134 580.135 580.211 580.03197 580.1824 579.9929 2856.65

-865.8771 118.13698 2833.6821

-845.52388 115.530114 -1000.771 14489.2573 269.743266 12/16/2017 580.137 580.137 580.213 580.03438 580.1851 579.9988 2864.68

-868.3972 118.48751 2841.6516

-847.9855 115.872996

-1003.62 14527.5415 269.781785 3/16/2018 580.139 580.139 580.216 580.03627 580.1873 579.9845 2870.99

-870.3751 118.76261 2847.9062

-849.9174 116.142092 -1005.856 14557.5872 290.511205 6/14/2018 580.141 580.141 580.217 580.03775 580.189 579.9904 2875.94

-871.9273 118.97851 2852.8147

-851.43356 116.353279

-1007.61 14581.1672 269.736164 9/12/2018 580.142 580.142 580.219 580.03892 580.1904 579.9962 2879.82

-873.1455 119.14795 2856.667

-852.62346 116.519021 -1008.987 14599.6729 269.771045 12/11/2018 580.143 580.143 580.22 580.03983 580.1914 579.9819 2882.87

-874.1015 119.28092 2859.6903

-853.5573 116.649096 -1010.068 14614.1963 290.512289 3/11/2019 580.144 580.144 580.221 580.04055 580.1923 579.9878 2885.26

-874.8518 119.38528 2862.063

-854.29018 116.75118 -1010.916 14625.5944 269.788056 6/9/2019 580.144 580.145 580.221 580.04111 580.1929 579.9936 2887.14

-875.4407 119.46719 2863.9251

-854.86535 116.831295 -1011.582 14634.5397 269.761511 9/7/2019 580.145 580.145 580.222 580.04155 580.1934 579.9995 2888.61

-875.9028 119.53146 2865.3865

-855.31674 116.894171 -1012.104 14641.56 269.741138 Building Head (feet AMSL)

Building to Building Flow (cubic feet per time step)

TSD 14-032 Revision 0 Page 39 of 46

0 2000 4000 6000 8000 10000 12000 14000 16000

-1500

-1000

-500 0

500 1000 1500 2000 2500 3000 3500 6/10/2014 12/27/2014 7/15/2015 1/31/2016 8/18/2016 3/6/2017 9/22/2017 4/10/2018 10/27/2018 5/15/2019 12/1/2019 6/18/2020 TB to Soil Flow (cubic feet per time step)

Flow (cubic feet per time step)

Building to Building Water Flow C1 to TB C1 to Aux C2 to TB C2 to Aux TB to Aux C1 to FP C2 to FP TB to Soil TSD 14-032 Revision 0 Page 40 of 46

578.8 579 579.2 579.4 579.6 579.8 580 580.2 580.4 6/10/2014 12/27/2014 7/15/2015 1/31/2016 8/18/2016 3/6/2017 9/22/2017 4/10/2018 10/27/2018 5/15/2019 12/1/2019 6/18/2020 Elevation (feet AMSL)

Head C1 C2 TB Aux FP TSD 14-032 Revision 0 Page 41 of 46

0 50 100 150 200 250 300 350 578.8 579 579.2 579.4 579.6 579.8 580 580.2 6/10/2014 12/27/2014 7/15/2015 1/31/2016 8/18/2016 3/6/2017 9/22/2017 4/10/2018 10/27/2018 5/15/2019 12/1/2019 6/18/2020 Flow (cubic feet per time period)

Elevation (feet AMSL)

Crib House CH Head CH to Soil Flow TSD 14-032 Revision 0 Page 42 of 46

Appendix D Scenario 4 Model Output TSD 14-032 Revision 0 Page 43 of 46

Scenario Parameters General Elevations Start Date 1/15/2015 C1 base level 565 Spent fuel storage pool 576 Time Step (days) 60 C1 incore cavity sump 541.5 Crib House base level 537 Aux Well Pumping Rate (gal/day) 0 (0 cubic feet/day)

C2 base level 565 Crib House sump 532.5 Infiltration rate (feet/year) 0.384 (based on pan evaporation)

C2 incore cavity sump 541.5 Ground surface 591 Total building area (feet2) 152411.99 (excludes crib house)

Aux base level 542 Foundation cutoff 588 Total infiltration inflow (gal/day) 1198.64871 (excludes crib house)

Aux sump 532 Lake Michigan max (1886) 582.6 Aux infiltration inflow (gal/day) 228.307314 (31 cubic feet/day)

TB base level 560 Lake Michigan min (1964) 576 Main steam tunnel base level 570 Lake Michigan average 579 Diesel generator base level 567.5 Water table (east of TB) 579 Date C1 C2 FP TB Aux CH C1 to TB C1 to Aux C1 to FP C2 to TB C2 to Aux C2 to FP TB to Aux TB to Soil CH to Soil Notes 1/15/2015 579 579 579 579 579 579 0

0 0

0 0 Initial State 3/16/2015 579.179 579.179 579.179 579.17881 579.1788 579.1788 0

0 0

5/15/2015 579.358 579.358 579.358 579.35762 579.3576 579.3576 0

0 0

7/14/2015 579.536 579.536 579.536 579.536431 579.5364 579.5364 0

0 0

9/12/2015 579.715 579.715 579.715 579.715241 579.7152 579.7152 0

0 0

11/11/2015 579.894 579.894 579.894 579.894051 579.8941 579.8941 0

0 0

1/10/2016 580.047 580.047 580.071 579.999023 580.0626 579.9921 206.86

-21.57792 0.9700468 205.23898

-21.098363 0.95824135 -62.77289 2646.52831 83.0129505 3/10/2016 580.086 580.086 580.208 579.994752 580.1271 579.9893 1360.03

-356.1439 18.174422 1350.1844

-347.25492 18.0292372 -468.0737 8562.87838 186.756734 5/9/2016 580.098 580.098 580.296 580.000184 580.1438 579.9865 1753.96

-530.0638 40.548413 1740.6635

-517.1075 40.285593 -613.4954 9207.3358 186.725742 7/8/2016 580.105 580.105 580.349 580.005484 580.1514 579.9837 1833.29

-561.7006 55.513085 1819.3036

-548.06945 55.1789371 -644.4373 9400.09771 186.760443 9/6/2016 580.11 580.111 580.383 580.010642 580.1576 579.9809 1852.97

-566.1773 64.399005 1838.8248

-552.43147 64.0231448 -650.8245 9449.89908 186.789335 11/5/2016 580.116 580.116 580.404 580.015235 580.1629 579.9983 1865.67

-568.311 69.652259 1851.4417

-554.49792 69.2515462 -654.6418 9495.62181 166.013138 1/4/2017 580.12 580.12 580.419 580.019249 580.1676 579.9955 1875.74

-570.3311 72.805466 1861.4368

-556.45901 72.3897196 -657.7867 9535.89389 186.724429 3/5/2017 580.124 580.124 580.429 580.022723 580.1716 579.9927 1884

-572.26 74.740075 1869.6445

-558.33544 74.3150162 -660.4701 9570.90424 186.75935 5/4/2017 580.127 580.128 580.436 580.025714 580.1751 579.9898 1890.88

-574.0288 75.961071 1876.4712

-560.05804 75.5300665 -662.7636 9601.12175 186.788425 7/3/2017 580.13 580.13 580.441 580.028279 580.1781 579.987 1896.65

-575.6073 76.758549 1882.193

-561.59642 76.3236082 -664.7218 9627.08365 186.757983 9/1/2017 580.133 580.133 580.446 580.030474 580.1806 579.9842 1901.5

-576.9927 77.300009 1887.0137

-562.94713 76.8623571 -666.3924 9649.32283 186.728001 10/31/2017 580.135 580.135 580.449 580.032349 580.1828 579.9814 1905.61

-578.1958 77.682901 1891.0894

-564.1205 77.243304 -667.8168 9668.33572 186.762324 12/30/2017 580.136 580.137 580.452 580.033949 580.1846 579.9988 1909.09

-579.2337 77.964536 1894.5436

-565.13286 77.5234888 -669.0308 9684.56923 166.034725 2/28/2018 580.138 580.138 580.454 580.035314 580.1862 579.996 1912.04

-580.1251 78.179131 1897.4756

-566.00245 77.7369667 -670.0651 9698.41771 186.757611 Building Head (feet AMSL)

Building to Building Flow (cubic feet per time step)

TSD 14-032 Revision 0 Page 44 of 46

0 2000 4000 6000 8000 10000 12000

-1000

-500 0

500 1000 1500 2000 2500 2015 2016 2017 2018 2019 TB to Soil Flow (cubic feet per time step)

Flow (cubic feet per time step)

Building to Building Water Flow C1 to TB C1 to Aux C2 to TB C2 to Aux TB to Aux C1 to FP C2 to FP TB to Soil TSD 14-032 Revision 0 Page 45 of 46

578.8 579 579.2 579.4 579.6 579.8 580 580.2 580.4 580.6 2015 2016 2017 2018 2019 Elevation (feet AMSL)

Head C1 C2 TB Aux FP TSD 14-032 Revision 0 Page 46 of 46

TSD 14-032 Revision 0 Page 1 of 46

Summary of Changes in this Revision:

Rev. 0 -Initial issuance.

TSD 14-032 Revision 0 Page 2 of 46

www.CRAworld.com Simulation of the Post-Demolition Saturation of Foundation Fill Using a Foundation Water Flow Model Zion Station Restoration Project Zion, Illinois Prepared for: Energy Solutions Conestoga-Rovers & Associates 8615 W. Bryn Mawr Avenue Chicago, Illinois 60631 December 2014

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