ML22034A594

Hydrogeological Conceptual Site Model, Rev. 5

ML22034A594
Person / Time
Site:	Fort Calhoun
Issue date:	12/22/2021
From:	Glucksberg N, Vannoordennen M EnergySolutions, Haley & Aldrich
To:	Office of Nuclear Reactor Regulation
Shared Package
ML22034A602	List: LIC-22-0001, Well Water Results with River Stage ML22034A559 ML22034A594 ML22034A595
References
129760-006
Download: ML22034A594 (191)

Text

www.haleyaldrich.com HYDROGEOLOGICAL CONCEPTUAL SITE MODEL, REV. 5 FORT CALHOUN STATION BLAIR, NEBRASKA by Haley & Aldrich, Inc.

Portland, Maine for EnergySolutions Blair, Nebraska File No. 129760 December 2021

HALEY & ALDRICH, INC.

75 Washington Ave Suite 1A Portland, Maine 207.482.4600 www.haleyaldrich.com 22 December 2021 File No. 129760-006 Mr. Scott Zoller EnergySolutions 9610 Power Lane Blair, Nebraska 68008

Subject:

Hydrogeological Conceptual Site Model, Rev. 5 Fort Calhoun Station 9610 Power Lane Blair, Nebraska

Dear Mr. Zoller:

Haley & Aldrich is pleased to submit the revised Hydrogeological Conceptual Site Model (CSM) for the Fort Calhoun Station (FCS). This report summarizes the physical setting of FCS with respect to groundwater flow regimes and aquifer properties that may then be used to support the development of Derived Concentration Guideline Levels (DCGLs). It also includes the subsequent groundwater modeling memorandum, well survey, and RESRAD inputs.

This work has been completed consistent with industry standards as well as requirements under the Nebraska Department of Natural Resources (DNR) and the Nuclear Regulatory Commission (NRC). If you have any questions or would like to discuss our findings, please do not hesitate to call Nadia Glucksberg at 207.482.4623 at your convenience.

Sincerely yours, HALEY & ALDRICH, INC.

Miles van Noordennen Senior Technical Specialist Nadia Glucksberg Program Manager l Hydrogeologist Enclosures

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HALEY & ALDRICH, INC.

75 Washington Ave Suite 1A Portland, Maine 207.482.4600 www.haleyaldrich.com SIGNATURE PAGE FOR HYDROGEOLOGICAL CONCEPTUAL SITE MODEL, REV. 5 FORT CALHOUN STATION BLAIR, NEBRASKA PREPARED FOR ENERGYSOLUTIONS BLAIR, NEBRASKA PREPARED BY:

Miles van Noordennen Senior Technical Specialist Haley & Aldrich, Inc.

REVIEWED AND APPROVED BY:

Nadia Glucksberg Program Manager l Hydrogeologist Haley & Aldrich, Inc.

Page v

v vi Table of Contents List of Tables List of Figures List of Acronyms and Abbreviations

1.

Introduction 1

1.1 BACKGROUND

1 1.2 REGULATORY SETTING 1

2.

Physical Setting 3

2.1 TOPOGRAPHY 3

2.2 GEOLOGY 3

2.3 HYDROGEOLOGY 4

2.4 SURFACE WATER 4

3.

Current Site Conditions 5

3.1 RADIOLOGICAL AREAS OF INTEREST 5

3.2 CURRENT GROUNDWATER MONITORING NETWORK 5

4.

Field Activities 7

4.1 GEOTECHNICAL SOIL SAMPLING 7

4.2 HYDROLOGICAL CHARACTERIZATION 7

4.3 VADOSE ZONE CONDUCTIVITY TESTING 7

5.

Findings 8

6.

Conclusions 10 References 11 Tables Figures Appendix A - Field Forms Appendix B - Hydraulic Gradient and Groundwater Velocity Analyses Appendix C - River Gauging Station Data Graphs Appendix D - Hydraulic Conductivity Analyses Appendix E - Vadose Zone Hydraulic Conductivity Analyses

Table of Contents Page Appendix F - Groundwater Model Results Appendix G - RESRAD Parameter Inputs Appendix H - Well Survey Results

v List of Tables Table No.

Title 3-1 Monitoring Well Construction Details 5-1 Groundwater Elevation Data 5-2 Summary of Hydraulic Conductivity Data 5-3 Summary of In-Situ Borehole Permeability Test Results List of Figures Figure No.

Title 1-1 Site Locus 1-2 Site Plan 1-3 Surrounding Land Use 2-1 Site Topography 2-2 Surface Water Features 3-1 Groundwater Monitoring Wells 5-1 Shallow Groundwater Contour Plan 5-2 Deep Groundwater Contour Plan

vi List of Acronyms and Abbreviations ALARA As Low as Reasonably Achievable AOI Area of Interest bgs below ground surface CERCLA Comprehensive Environmental Response, Compensation, and Liability Act cm/sec centimeters per second COC contaminant of concern CSM Conceptual Site Model DCGL Derived Concentration Guideline Level EPA United States Environmental Protection Agency FCS Fort Calhoun Station ft/ft feet per feet ft/yr feet per year gpm gallons per minute Haley & Aldrich Haley & Aldrich, Inc.

HSA Historical Site Assessment m3/year cubic meter per year MCL Maximum Contaminant Level mr/yr millirem per year MSL mean sea level MW megawatt NDNR Nebraska Department of Natural Resources NRC Nuclear Regulatory Commission OPPD Omaha Public Power District PCB polychlorinated biphenyl PWR pressurized water reactor REMP Radiological Effluent Monitoring Program TEDE Total Effective Dose Equivalent USACE United States Army Corps of Engineers

1

1.

Introduction Haley & Aldrich, Inc. (Haley & Aldrich) has been contracted by EnergySolutions to develop a Hydrogeological Conceptual Site Model (CSM) of the Fort Calhoun Station (FCS) located in Blair, Nebraska (Figure 1-1). The purpose of this Hydrogeological CSM is to better understand the hydrogeological setting in support of the sites decommissioning and ongoing Radiological Effluent Monitoring Program (REMP).

This Hydrogeological CSM has been developed to better understand groundwater flow regimes to support the calculations of Derived Concentration Guideline Levels (DCGLs) as part of license termination.

To develop this Hydrogeological CSM, Haley & Aldrich performed the following:

Completed a file review of existing environmental documents; Completed a site walk down; Reviewed previously completed geotechnical investigations; Collected samples for geotechnical parameters; and Conducted hydraulic conductivity testing.

Data will also be used to support License Termination activities by providing input parameters for RESRAD modeling and by assisting with the development of site DCGLs. These activities will be completed under separate cover.

1.1 BACKGROUND

FCS was a 484-megawatt (MW) pressurized water reactor (PWR) that is owned by Omaha Public Power District (OPPD), with EnergySolutions currently holding the Nuclear Regulatory Commission (NRC) license. The site is 660.46 acres, approximately 19.4 miles north of Omaha, Nebraska, located on the west bank of the Missouri River at river mile 646.0. About 85 percent of the site area is on relatively level ground located in the alluvial plain of the river. On the western section of the site, the ground rises sharply about 60 feet to a level area which is bounded on the west by Highway 75 (Figure 1-2). The surrounding land use is depicted on Figure 1-3.

1.2 REGULATORY SETTING The NRC is the primary regulatory stakeholder for license termination. However, it is also recognized that the Nebraska Department of Natural Resources (NDNR) and the United States Environmental Protection Agency (EPA) may also have jurisdiction over the groundwater, soil, and surface waters if they have been impacted by historical site operations.

Below is a brief description of the regulatory requirements for each agency with respect to current and potential future radiological authority.

NRC Requirements: The NRC requires a cleanup goal of 25 millirem per year (mr/yr) Total Effective Dose Equivalent (TEDE) plus As Low as Reasonably Achievable (ALARA). This means that the total radiation dose via all active exposure pathways (e.g., direct, inhalation, and

2 ingestion) cannot exceed the published regulatory criteria without written approval. However, realistic property uses and associated future scenarios can be used to calculate site-specific DCGLs that correspond to the 25 mr/yr dose limit. For groundwater, it is critical to first understand if there have been any impacts to the aquifer; and if so, to define the extent of the impacts as well as understand the fate and transport of radionuclides in groundwater. This knowledge can then be used to determine the contribution of groundwater dose to the DCGLs.

NDNR Requirements: The State of Nebraska requires that sites meet the 25 mr/yr TEDE plus ALARA for all pathways at license termination. In addition, the NDNR establishes investigation and remediation requirements for hazardous substances, which at a minimum include chemical parameters such as lead, polychlorinated biphenyls (PCBs), and petroleum in soil, groundwater, surface water, and sediments. The NDNR has classified groundwater at the site as Class GB, which is assigned to waters that are currently being used as or have the potential to be used as public or private drinking water supply.

EPA Requirements: The EPA will not regulate radionuclides in the environment at an NRC-licensed site until the license has been terminated. As noted above, the NRC will likely require final DCGLs to correspond to a dose of 25 mr/yr TEDE plus ALARA. However, if groundwater concentrations exceed the EPA drinking water standards (e.g., Maximum Contaminant Levels

[MCLs]) at the time of license termination, then the NRC and EPA will hold a consultation. If EPA does not approve of the groundwater quality to be left at the time of license termination, they may invoke regulatory authority under the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) to require further investigation and/or remediation.

3

2.

Physical Setting This section provides an overview of the physical setting of the area, with a focus on the plant itself, and specifically how the physical setting impacts groundwater flow directions and hydrogeological properties.

The site is located at latitude 41 degrees, 31 minutes, and 14 seconds north and longitude 96 degrees, 4 minutes, and 39 seconds west, in Blair, Nebraska, with the area land predominantly being used for agriculture.

2.1 TOPOGRAPHY FCS is situated within parts of Section 20 and 21, Township 18 North, Range 12 East of Washington County, Nebraska in the Modale quadrangle. The site is part of the Missouri River bottomland, which is a nearly level plain about 15 miles wide at Blair, 8 miles wide at the site, and narrowing to 3 miles wide in the vicinity of Omaha-Council Bluffs. The elevation of this plain averages about 1,000 feet above mean sea level (MSL) at the site.

The surface of the land, starting from the Missouri River at about elevation 997 feet above MSL, falls to an old channel of the river before rising again to approximately 1,004 feet above MSL. Beyond this point, the land then gradually falls off to about 1,000 feet, rises again to approximately 1,020 feet, and then rises approximately 60 feet to a higher plateau at elevation 1,080 feet above MSL.

The Missouri River, which flows generally north to south, forms the northeast to southeast site boundary. This part of the river is referred to by the United States Army Corps of Engineers (USACE) as the Blair Bend. The river limits are under control of the USACE, who have established a structure azimuth line which acts as another site boundary.

The site drainage development program provides proper drainage of the plant site and upstream properties. This system controls runoff of local precipitation; drainage empties into the Missouri River north of the plant. The topography of the site is shown on Figure 2-1.

2.2 GEOLOGY The soils below the FCS include thick beds of limestone, dolomite, shale, and sandstone with some thin layers of coal beds. The deeper formations were deposited in marine depositions with the shallow soils from the lateral migration of the paleo river channel. The major tectonic features of the mid-continent region began to develop late in the Paleozoic Era, along with most of the important structural features of the Nebraska Iowa Missouri River Valley area. However, there is no record of movement of the fault in historical times, nor is there any indication of activity in recent geologic time.

At the beginning of the Pleistocene period, the Missouri River Valley and its main tributaries were established in their approximate present positions. Subsequently under successive glacial movements, the valleys were filled and reopened several times. During this period, the Peorian loess was deposited on the terraces and adjacent uplands. It is probable that only the upper part of the alluvium in the Missouri River Valley is actually of recent age and that deeper deposits are mostly of the Pleistocene age.

4 Unconsolidated sediments at the plant site generally range from 65 to 75 feet in thickness. The soils are typically interstratified and cross-bedded. These soils may be grouped generally into two units:

1. An upper fine-grained sandy clay with silt, ranging from 20 to 50 feet in thickness.

2. An underlying fine to coarse sand with some gravel, extending down to the relatively flat-lying carbonate bedrock surface at a depth of approximately 65 to 75 feet below ground surface (bgs).

The upper units represent former river deposits and are not likely continuous, but rather have preferential channels formed by paleo-oxbow deposits. Pennsylvanian-aged limestone and shale (bedrock) of the Kansas City Formation are encountered below the overburden soils. The bedrock below the site consists of various types of limestone formations.

2.3 HYDROGEOLOGY Groundwater beneath the site is first encountered at depths ranging from approximately 15 to 20 feet bgs and the water table aquifer is in hydraulic communication with the adjacent Missouri River.

Groundwater flow directions have been reported to be both toward the Missouri River (northeasterly) and away from the Missouri River (south-southwesterly) depending on the Rivers stage. Shallow flow directions toward the river represent times when the river levels are at normal or low stages. Shallow flow directions away from the river are likely to occur during times of high river stage (i.e., at flood or near flood stage), causing bank storage effects.

2.4 SURFACE WATER The plant is bounded on the northeast and southeast by a portion of Blair Bend of the Missouri River.

The USACE maintains river structures to prevent further meandering of the channel within the alluvial flood plain; the structures take the form of pile dikes and bank revetments. Fish Creek is an intermittent drainage system that runs along the [plant] north boundary of the Protected Area. This stream discharges into a larger wetland, before flowing into the Missouri River as shown on Figure 2-2.

There are six dams upstream of the site that control river flow. There are no dams, locks, or similar structures on the Missouri River downstream of the site. The site has been flooded several times with the most recent occurring in 2019, where the river overflowed its banks several times throughout the year. A wall is currently being constructed surrounding the plant site to act as a dam/berm to prevent future flooding events during decommissioning activities.

5

3.

Current Site Conditions The Hydrogeological CSM not only describes the history and hydrogeological setting of the site, but it also describes areas where contaminants of concern (COCs) were used or stored and thereby could potentially be released to the environment. These may be systems, storage tanks, or work practices that could have led to the potential release of radiological constituents to the environment. Each of these Areas of Interest (AOIs) is being evaluated as part of decommissioning with respect to radiological contamination and potential impacts to groundwater quality.

It should be noted that although this Hydrogeological CSM is focused on groundwater characterization, potential or known releases to soils can also migrate through the vadose zone and reach the water table. Generally isolated soils are those below impermeable caps such as building foundations.

Contaminants in these soils are less likely to migrate in the subsurface as there is no mechanism for rainwater to percolate through, providing the necessary transport mechanism. However, it should also be noted that radionuclides that are present in isolated soils or beneath impermeable caps must still be characterized (and potentially remediated) to reach NRC License Termination.

3.1 RADIOLOGICAL AREAS OF INTEREST The most prevalent radionuclides associated with nuclear power stations are cobalt (Co-60), cesium (Cs-137), strontium (Sr-90), and tritium (H-3). Although there is the potential for other hard-to-detect radionuclides to be released, they would typically be co-located with the four isotopes listed above.

Therefore, for the purpose of this Hydrogeologic CSM, these four radionuclides are the primary radiological COCs that are considered for potential release to soils and groundwater.

Based on the Historical Site Assessment (HSA) completed previously (TSSD, 2016), there are several structures identified where site impacts could have released radiological contamination to groundwater.

They include:

Containment Structure Turbine Building Auxiliary Building Radwaste Processing Building Sanitary Lagoons Landfill Each structure or AOI is described further in the HSA as well as the subsequent Limited Site Radiological Characterization Survey Report completed in 2017 (TSSD, 2017). Evaluation of the REMP program with respect to well placement and sampling frequency is provided under separate cover.

3.2 CURRENT GROUNDWATER MONITORING NETWORK There are currently 17 on-site groundwater monitoring wells at the FCS. Quarterly samples are collected from eight of the existing wells as part of the groundwater protection program. Samples are submitted for tritium analysis. In addition, on an annual basis from seven wells, and quarterly from one well, samples are also submitted for analysis of gamma and hard-to-detect isotopes. Results have all been

6 below background values or non-detect. Monitoring wells are shown on Figure 3-1. Well construction details are included in Table 3-1.

7

4.

Field Activities To better understand the geological and hydrogeological setting at the FCS, a field investigation was completed in June 2020 to augment existing data. Direct push methods were used to log soils throughout the site, collect geotechnical samples, and complete hydrological testing in the unsaturated zone. In addition, existing groundwater monitoring wells were used to collect groundwater information and complete hydrological testing in the saturated zone. These activities are discussed in detail below.

4.1 GEOTECHNICAL SOIL SAMPLING To better understand the site soils, and to collect analytical geotechnical samples to support the RESRAD modeling task, direct push methods were utilized onsite to log and collect soils. Drilling was completed at 28 locations throughout the site, from both inside and outside of the Protected Area. At 21 of the locations, soils were drilled to a total depth of 10 feet bgs. Soils were logged continuously to document conditions and characteristics. At the other seven locations, soils were drilled to a total depth of 20 feet bgs. In addition to logging those soils, samples were collected and submitted for geotechnical analyses.

Samples were collected from both the unsaturated and saturated zones to provide the appropriate data for RESRAD input parameters. Field forms are included in Appendix A. Geotechnical results to support the RESRAD modeling are provided under separate cover.

4.2 HYDROLOGICAL CHARACTERIZATION To better understand the site hydrological setting, including groundwater flow and other information, data was collected from the existing on-site groundwater monitoring well network. A synoptic water level round was conducted, measuring the depth to groundwater at each of the 17 on-site wells.

Following the water level round, limited or modified pumping tests and hydraulic conductivity (i.e.,

slug) tests were conducted at seven of the monitoring wells to collect further information on the hydrological characteristics of the aquifers below the site. Results from those investigations are provided in Section 5 below.

4.3 VADOSE ZONE CONDUCTIVITY TESTING In addition to the geotechnical soil sampling and the hydrological testing discussed above, falling head tests were performed at seven of the direct push locations to evaluate the infiltration rate and facilitate the calculation of hydraulic conductivity of the vadose zone to provide additional input parameters for RESRAD modeling. Locations were drilled to five feet bgs, with the drill casing then pulled up approximately 1 foot, leaving an open borehole with soils exposed from approximately four to five feet bgs. The boreholes were then filled with potable water, with data being collected as the falling water level within the borehole was monitored. These results are discussed in Section 5 below.

8

5.

Findings Following the field investigation completed in June 2020, geotechnical and hydrological settings at the FCS are now better understood. With the data collected from both 2020 field activities and from previous investigations completed on site, information to support the Hydrological CSM is presented below.

Based on the groundwater depth to water data and corresponding groundwater elevation data, groundwater contours are consistent with historical data and are flowing towards the river. Water levels collected in June 2020 show that the groundwater elevations ranged from 993.51 to 995.54 feet.

It should be noted that the groundwater elevation is in hydraulic communication with the Missouri River. Based on the gauging stations both upriver and downriver, located approximately 25 miles from the plant in each direction, the historical river stage varies widely and is prone to flooding. The past 10 years of river state data from these stations is presented in Appendix C. The data shows an average steady gauge height of 15 to 20 feet. Therefore, it may be assumed that the overall elevation of the groundwater or water table has also been consistent throughout this period.

Horizontal hydraulic gradients at the site are nearly flat with relatively slow groundwater velocity, with only a gentle slope toward the Missouri River. From elevation data collected in June 2020, the approximate average gradient in both the shallow and deeper system was 0.0008 feet/feet (ft/ft).

Groundwater contours from June 2020 are presented in Figures 5-1 and 5-2. Groundwater elevation data is provided in Table 5-1, and hydraulic gradient data is presented in Appendix B. In addition to horizontal gradients, vertical gradients were calculated between shallow and deeper paired wells.

Upward gradients were observed in well pairs MW-1A/B, MW-2A/B, and MW-4A/B ranging from 0.0004 to 0.059 ft/ft. Downward gradients were observed in well pairs MW-3A/B and MW-5A/B ranging from 0.0007 to 0.0039 ft/ft. These data are also provided in Appendix B.

Based on the classification of fine to medium sands and silts for the shallow soils, expected hydraulic conductivities for the shallow aquifer range from 10-5 centimeters per second (cm/sec) (or 10-1 feet per day) to 10-1 cm/sec (or 100 feet/day). Using the data collected from the modified pumping tests and/or slug tests completed in June 2020, calculated hydraulic conductivities ranged from 9.4 x 10-3 to 1.8 x 10-2 cm/sec. The measures values are within the range for these types of soils. A summary of these results is provided in Table 5-2. The complete analysis is provided in Appendix D.

Using the groundwater contours, horizontal hydraulic gradients, and hydraulic conductivity information discussed above, groundwater velocity data for the shallow and deeper aquifers were calculated.

Groundwater velocity calculations are estimated from the June 2020 field measurements and contour plans, where the flow direction is towards the Missouri River. The resulting velocity calculations are therefore representative of this flow direction. Based upon the analysis, the groundwater velocities are very similar, with the shallow system ranging from 5.73 to 34.39 feet per year (ft/yr) and ranging from 5.86 to 35.16 ft/yr in the deeper system. These results are summarized in Appendix B.

In-situ falling head tests were completed at seven open borehole locations to determine the field coefficient of permeability (or hydraulic conductivity) of unsaturated soils (i.e., the vadose zone). The field data collected from these tests was analyzed, with the recommended range for the RESRAD input parameters falling between 2 x 10-6 to 4 x 10-4 cm/sec. A summary of these results is provided in Table 5-3.

9 The complete analysis is provided in Appendix E. It should be noted that at one location, the water level remained unchanged. Therefore, these results only include the testing information from the other six locations.

Following these tests and to provide input parameters for the RESRAD Basement Fill Model, a simplified 3-dimensional fate and transport groundwater flow model was completed for the subject site. The model runs assume a clean sand backfill with a hydraulic conductivity of 1.0 x 10-2 cm/sec to represent the shallow aquifer soils tested in June 2020. To support the resident farmer scenario, an extraction well is positioned inside or near the basement, pumping at a constant flow rate of 4,450 cubic meters per year (m3/year) or 2.2 gallons per minute (gpm).

Cesium (Cs-137) and strontium (Sr-90) chemical concentrations are monitored in the well discharge for a period of 1,000 years under various well configurations and model geometries to determine the most conservative geometry, or the scenario that will result in the highest well concentrations. Results from the modeling demonstrate that positioning an extraction well in the basement corner will result in the highest well discharge chemical concentrations, whereas positioning the well in the basement center will result in the lowest concentrations. A detailed summary of the model parameters, simulations, and results are presented in Appendix F.

Finally, the remaining RESRAD inputs are summarized in Appendix G with groundwater modeling runs to support the Basement Fill Model presented in Appendix F. The modeling results were also completed following a review of other potable and irrigation wells in the area. The well survey results are provided in Appendix H.

10

6.

Conclusions The following conclusions are based on the preliminary Hydrogeologic CSM:

Geology generally consists of fine to medium sands and silts overlying fine to coarse sands and gravels. Bedrock is encountered approximately 65 to 75 feet bgs.

The groundwater table is typically 15 to 20 feet bgs, and the water table is in hydraulic communication with the Missouri River.

Water generally flows in a northeasterly direction towards the river, although when the river stage is high, it is likely that groundwater flows in a south-southwesterly direction, temporarily away from the river.

Vertical gradients for June 2020 (flow towards the Missouri River) range from approximately 0.0004 to 0.059 ft/ft. The average horizontal gradient is approximately 0.0008 ft/ft.

Hydraulic conductivity measured in the field corresponds well to look up values and ranges from 9.4 x 10-3 to 1.8 x 10-2 cm/sec.

Based on available data from June 2020, groundwater velocity towards the river ranges from approximately 5 to 35 feet per year.

11 References

1.

TSSD, 2016. Historical Site Assessment Report, Fort Calhoun Nuclear Station, Omaha Public Power District, Blair, Nebraska. October 2016.

2.

TSSD, 2017. Limited Radiological Characterization Survey Report, Fort Calhoun Nuclear Station, Omaha Public Power District, Blair, Nebraska. January 2017.

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TABLES

Table 3-1 Monitoring Well Construction Details Fort Calhoun Station Blair, Nebraska Page 1 of 1 Well ID Well Depth (ft bgs)

Screen Length (ft)

Well Diameter (in)

Ground Surface Elevation (ft)

TOC Elevation (ft)

MW-1A 24 10 2

1004.6 1007.02 MW-1B 50 5

2 1004.5 1007.01 MW-2A 24 10 2

1004.9 1007.23 MW-2B 50 5

2 1004.9 1007.21 MW-3A 23 10 2

1004.7 1007.06 MW-3B 50 5

2 1005.2 1007.06 MW-4A 22 10 2

1003.4 1005.75 MW-4B 50 5

2 1003.3 1005.79 MW-5A 22 10 2

1003.5 1006.02 MW-5B 50 5

2 1003.5 1005.96 MW-6 22 10 2

1003.8 1006.21 MW-7 24 10 2

1002.9 1005.42 MW-9 26*

2 1007.08 MW-10 28*

2 1006.68 MW-11 25*

2 1003.89 MW-2 28*

2 1006.46 MW-3 28*

2 1006.33 Notes

• Well depths from TOC

- ft bgs: feet below ground surface

- in: inches

- TOC: top of casing Haley & Aldrich, Inc.

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Page 1 of 1 Table 5-1 Groundwater Elevation Data Fort Calhoun Station Blair, Nebraska Well ID (PA)

DTW TOC Elevation GW Elevation MW-1A 13.01 1007.02 994.01 MW-1B 13.01 1007.01 994.00 MW-2A 13.40 1007.23 993.83 MW-2B 13.40 1007.21 993.81 MW-3A 13.44 1007.06 993.62 MW-3B 13.42 1007.06 993.64 MW-4A 10.21 1005.75 995.54 MW-4B 12.05 1005.79 993.74 MW-5A 12.40 1006.02 993.62 MW-5B 12.22 1005.96 993.74 MW-6 12.70 1006.21 993.51 MW-7 11.69 1005.42 993.73 MW-9 13.14 1007.08 993.94 MW-10 12.75 1006.68 993.93 MW-11 10.00 1003.89 993.89 Well ID (Landfill)

MW-2 12.74 1006.46 993.72 MW-3 12.74 1006.33 993.59 Notes

- Data collected 6/16/2020 - 6/17/2020

- All measured units in feet DTW - depth to water PA - Protected Area TOC - top of casing Haley & Aldrich, Inc.

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Table 5-2 Summary of Hydraulic Conductivity Data Fort Calhoun Station Blair, Nebraska Page 1 of 1 Location Estimated K (cm/s)

GeoMean MW-1A 9.05E-03 MW-1A 2.34E-02 MW-1A 1.17E-02 MW-1A 1.40E-02 1.4E-02 MW-2 1.89E-02 MW-2 1.64E-02 MW-2 1.80E-02 MW-2 1.57E-02 1.7E-02 MW-3A 8.75E-03 MW-3A 1.03E-02 MW-3A 1.08E-02 MW-3A 9.11E-03 9.7E-03 MW-3B 1.32E-02 MW-3B 1.61E-02 MW-3B 1.55E-02 MW-3B 1.38E-02 1.5E-02 MW-5A 9.28E-03 MW-5A 8.55E-03 MW-5A 1.04E-02 MW-5A 9.56E-03 9.4E-03 MW-5B 1.76E-02 MW-5B 1.69E-02 MW-5B 1.81E-02 MW-5B 2.07E-02 1.8E-02 Haley & Aldrich, Inc.

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TABLE 5-3

SUMMARY

OF IN-SITU BOREHOLE PERMEABILITY TEST RESULTS FORT CALHOUN STATION BLAIR, NEBRASKA Test Test Ground Top Elevation Bottom Elevation Soil Stratum Coefficient of Coefficient of Coefficient Average Boring Date Surface of of of Permeability, k Permeability, k Permeability, k Coefficient of No.

Elevation Test Zone Test Zone Test Zone Schmid ILRI Jarvis Permeability, k (cm/sec)

(cm/sec)

(cm/sec)

(cm/sec)

SB-08 0

-3.92

-5 fine to medium silt/sand, fairly dense 4E-05 2E-04 4E-05 9E-05 SB-11 0

-3.8333

-5 fine to medium silt, dense 2E-06 4E-06 7E-07 2E-06 SB-17 0

-4.0417

-5 medium to coarse sand AND fine to medium silt 1E-05 4E-05 8E-06 2E-05 SB-25 NA 0

-4

-5 Medium sand AND fine silt 5E-05 2E-04 4E-05 9E-05 SB-32 NA 0

-4

-5 fine to medium sand 1E-04 9E-04 2E-04 4E-04 SB-33 NA 0

-4

-5 fine to medium silt, dense 2E-05 4E-05 9E-06 2E-05 NOTES:

1. Tests were in-situ borehole permeability tests performed by the falling head method by a representative of Haley & Aldrich using Solinst level loggers to monitor the changes in groundwater elevations during the falling head test.

Client:

File No.:

Computed by:

Checked by:

Date:

Project:

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Subject:

NA NA NA Summary of In-Situ Borehole Permeability Test Results EnergySolutions 127960-006 SHL CJ 9-Jul-2020 Fort Calhoun Station, Blair Nebraska

FIGURES

96°4'0"W 96°5'0"W 96°6'0"W 41°32'0"N 41°31'0"N 41°30'0"N GIS FILE PATH: \\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\GIS\\Output\\2020_07\\127960_002_0001_SITE_LOCUS.mxd USER: hwachholz LAST SAVED: 7/17/2020 1:30:10 PM MAP SOURCE: USGS SITE COORDINATES: 41°31'12"N, 96°04'45"W FORT CALHOUN STATION POWER LANE BLAIR, NEBRASKA SITE LOCUS FIGURE 1-1 APPROXIMATE SCALE: 1 IN = 2000 FT JULY 2020 FCS SITE BOUNDARY

ISFSI RAD WASTE BUILDING CHEMICAL & RADIATION PROTECTION FACILITY RO TREATED WATER TANK/EXTRACTION WELL SPARE TRANSFORMER VEHICLE MAINTENANCE CHEMICAL STORAGE NEW WAREHOUSE FIRING RANGE SWITCH YARD TURBINE BUILDING SECURITY (OLD)

BUILDING AUXILIARY BUILDING INTAKE STRUCTURE ADMINISTRATION BUILDING TRAINING CENTER SANITARY WASTEWATER LAND APPLICATION AREA SANITARY LAGOON SOUTH SLOUGH AGRICULTURAL LAND NORTH SLOUGH METEOROLOGICAL TOWER MAINTENANCE SHOP FORMER SANITARY LAGOONS DIESEL FUEL AST OSGS BUILDING LANDFILL FORMER CHEMICAL TREATMENT LAGOONS EQUIPMENT STORAGE AREA FIRE TRAINING AREA NEW SECURITY BUILDING CHEMICAL PUMP HOUSE FLEX BUILDING STORAGE US HWY 75 LONG CRE EK FISH CREEK MISS OURI RIVE R

NOTES

1. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE.

2. AERIAL IMAGERY SOURCE: ESRI FORT CALHOUN STATION POWER LANE BLAIR, NEBRASKA SITE PLAN FIGURE 1-2 SCALE: AS SHOWN JULY 2020 LEGEND EXISTING BUILDING UTILITY STREAM PROPERTY BOUNDARY GIS FILE PATH: \\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\GIS\\Maps\\2020_07\\127960_002_00MB_FORT_CALHOUN.mxd USER: hwachholz LAST SAVED: 11/16/2018 2:22:32 PM 0

700 1,400 SCALE IN FEET

NOTES

1. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE.

2. LAND COVER DATA SOURCE: UNITED STATES GEOLOGICAL SURVEY (USGS) NATIONAL LAND COVER DATABASE (NLCD), 2016

3. AERIAL IMAGERY SOURCE: ESRI FORT CALHOUN STATION POWER LANE BLAIR, NEBRASKA SURROUNDING LAND USE FIGURE 1-3 SCALE: AS SHOWN APRIL 2021 LEGEND SITE BOUNDARY 50-MILE BUFFER AROUND SITE BOUNDARY WOODY WETLANDS SHRUB/SCRUB OPEN WATER MIXED FOREST HERBACEOUS HAY/PASTURE EVERGREEN FOREST EMERGENT HERBACEOUS WETLANDS DEVELOPED, OPEN SPACE DEVELOPED, MEDIUM INTENSITY DEVELOPED, LOW INTENSITY DEVELOPED, HIGH INTENSITY DECIDUOUS FOREST CULTIVATED CROPS BARREN LAND GIS FILE PATH: C:\\Users\\dverrier\\OneDrive - haleyaldrich.com\\Desktop\\Local\\127960\\GIS\\Maps\\2021_04\\127960_006_0001_3_SURROUNDING_LAND_USE.mxd USER: dverrier LAST SAVED: 4/7/2021 12:52:50 PM 0

10 20 SCALE IN MILES

ISFSI RAD WASTE BUILDING CHEMICAL & RADIATION PROTECTION FACILITY RO UNIT SPARE TRANSFORMER FIRE PROTECTION EQUIPMENT CHEMICAL STORAGE NEW WAREHOUSE FIRING RANGE SWITCH YARD TURBINE BUILDING SECURITY BUILDING AUXILIARY BUILDING INTAKE STRUCTURE OLD WAREHOUSE ADMINISTRATION BUILDING TRAINING CENTER AGRICULTURAL LAND NORTH SLOUGH MAINTENANCE SHOP FORMER SANITARY LAGOONS DIESEL FUEL AST OSGS BUILDING LANDFILL FORMER CHEMICAL TREATMENT LAGOONS EQUIPMENT STORAGE AREA FIRE TRAINING AREA NEW SECURITY BUILDING CHEMICAL PUMP HOUSE CHEMICAL STORAGE INDUSTRIAL RD POWER LN FISH CRE EK MISS OURI RIVER NOTES

1. STREAM DATA SOURCE: NATIONAL HYDROGRAPHY DATASET

2. WETLAND DATA SOURCE: NATIONAL WETLAND INVENTORY

3. AERIAL IMAGERY SOURCE: ESRI 2015 FORT CALHOUN NUCLEAR PLANT POWER LANE, BLAIR, NEBRASKA SITE TOPOGRAPHY FIGURE 2-1 JULY 2020 LEGEND EXISTING BUILDING UTILITY STREAM OR BODY OF WATER PROPERTY BOUNDARY MAJOR TOPOGRAPHIC CONTOUR, 5' CONTOUR INTERVAL MINOR TOPOGRAPHIC CONTOUR, 1' CONTOUR INTERVAL

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\GIS\\Maps\\2020_07\\127960_002_000X_SITE_MAP_10_1.mxd - USER: hwachholz - LAST SAVED: 7/23/2020 5:53:09 PM 0

300 600 150 SCALE IN FEET I

TRUE NORTH PLANT NORTH

S 13TH ST INDUSTRIAL RD CO RD P41 CO RD P37 CO RD 41 POWER LN CO RD P35A US HWY 75 FISH CRE E

K L

O N

G CR E

E K

MISSOURI RIVE R

NOTES

1. STREAM DATA SOURCE: NATIONAL HYDROGRAPHY DATASET

2. WETLAND DATA SOURCE: NATIONAL WETLAND INVENTORY

3. AERIAL IMAGERY SOURCE: ESRI 2015 FORT CALHOUN NUCLEAR PLANT POWER LANE, BLAIR, NEBRASKA SURFACE WATER FEATURES FIGURE 2-2 JULY 2020 LEGEND EXISTING BUILDING UTILITY STREAM OR BODY OF WATER PROPERTY BOUNDARY WETLAND

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\GIS\\Maps\\2020_07\\127960_002_000X_SITE_MAP_10_1.mxd - USER: hwachholz - LAST SAVED: 7/19/2018 3:35:08 PM 0

700 1,400 350 SCALE IN FEET I

TRUE NORTH PLANT NORTH

A A

A A

A A

A A

A A

A A

A A

A A

A MW-7 MW-3B MW-3A MW-6 MW-5B MW-5A MW-4A MW-4B MW-2B MW-2A MW-11 MW-10 MW-9 MW-1B MW-1A MW-2 MW-3 FISH C REEK MISSOURI RIVER NOTES

1. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE.

2. AERIAL IMAGERY SOURCE: ESRI FORT CALHOUN STATION POWER LANE BLAIR, NEBRASKA GROUNDWATER MONITORING WELLS FIGURE 3-1 SCALE: AS SHOWN JULY 2020 LEGEND A

MONITORING WELL PROPERTY BOUNDARY STREAM GIS FILE PATH: \\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\GIS\\Maps\\2020_07\\127960_002_00MB_FORT_CALHOUN.mxd USER: hwachholz LAST SAVED: 11/16/2018 2:22:32 PM 0

300 600 SCALE IN FEET

A A

A A

A A

A A

A A

A A

MISSOURI RIVER MW-2 993.72 MW-3 993.59 MW-1A 994.01 MW-2A 993.83 MW-3A 993.62 MW-4A 995.54 MW-5A 993.62 MW-6 993.51 MW-9 993.94 MW-10 993.93 MW-11 993.89 MW-7 993.73 994.0 993.8 993.9 993.7 993.6 NOTES

1. ALL LOCATIONS ARE APPROXIMATE.

2. GROUNDWATER ELEVATIONS WERE COLLECTED 16 JUNE 2020 THROUGH 17 JUNE 2020.

3. AERIAL IMAGERY SOURCE: ESRI FORT CALHOUN STATION POWER LANE, BLAIR, NEBRASKA SHALLOW GROUNDWATER CONTOUR PLAN FIGURE 5-1 SCALE: AS SHOWN JULY 2020 LEGEND A

MONITORING WELL WITH GROUNDWATER ELEVATION, IN FEET GROUNDWATER FLOW DIRECTION GROUDWATER ELEVATION CONTOUR, 0.1-FT INTERVAL INFERRED GROUNDWATER ELEVATION CONTOUR, 0.1-FT INTERVAL GIS FILE PATH: \\\\haleyaldrich.com\\share\\bos_common\\127960-Ft_Calhoun\\Global\\xGIS\\Maps\\2020_07\\127960_000_00MB_GROUNDWATER_CONTOURS.mxd USER: hwachholz LAST SAVED: 7/14/2020 10:03:53 AM 0

200 400 SCALE IN FEET

A A

A A

A A

A A

A A

A A

A A

A A

A MISSOURI RIVER MW-2 MW-3 MW-6 MW-9 MW-10 MW-11 MW-7 MW-1B 994.00 MW-2B 993.81 MW-3B 993.64 MW-4B 993.74 MW-5B 993.74 993.7 993.8 994.0 993.9 NOTES

1. ALL LOCATIONS ARE APPROXIMATE.

2. GROUNDWATER ELEVATIONS WERE COLLECTED 16 JUNE 2020 THROUGH 17 JUNE 2020.

3. AERIAL IMAGERY SOURCE: ESRI FORT CALHOUN STATION POWER LANE, BLAIR, NEBRASKA DEEP GROUNDWATER CONTOUR PLAN FIGURE 5-2 SCALE: AS SHOWN JULY 2020 LEGEND A

MONITORING WELL WITH GROUNDWATER ELEVATION, IN FEET GROUNDWATER FLOW DIRECTION GROUDWATER ELEVATION CONTOUR, 0.1-FT INTERVAL INFERRED GROUNDWATER ELEVATION CONTOUR, 0.1-FT INTERVAL GIS FILE PATH: \\\\haleyaldrich.com\\share\\bos_common\\127960-Ft_Calhoun\\Global\\xGIS\\Maps\\2020_07\\127960_000_00MB_GROUNDWATER_CONTOURS.mxd USER: hwachholz LAST SAVED: 7/14/2020 10:03:53 AM 0

200 400 SCALE IN FEET

APPENDIX A Field Forms

SM SM ML ML ML SM 4.6 8.5 10.0 0.0 5.0 5.0 10.0 0.0-0.4 ft, white gravel 0.4-1.2 ft, brown fine to medium SAND (SM), some silt, no odor, dry 1.2-1.6 ft, white stone and gravel 1.6-4.1 ft, brown medium to coarse SAND (SM), some gravel, loose, no odor, dry 4.1-4.6, white stone and gravel 4.6-5.0 ft, brown medium sandy SILT (ML), dense, no odor, dry 5.0-7.8 ft, brown to gray fine to medium SILT (ML), dense, no odor, dry 7.8-8.5 ft, brown to gray fine to medium SILT (ML), dense, no odor, damp 8.5-10.0 ft, brown medium SAND (SM), no odor, wet BOTTOM OF EXPLORATION 10.0 FT S1 42 S2 42

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-01 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-01 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML SM ML ML ML 5.4 5.9 10.0 0.0 5.0 5.0 10.0 0.0-0.7 ft, loose white stone and gravel 0.7-5.0 ft, brown to reddish-brown fine to medium SILT (ML), dry 5.0-5.4 ft, brown to reddish-brown fine to medium SILT (ML), no odor, dry 5.4-5.9 ft, brown medium to coarse SAND (SM), no odor, dry 5.9-8.2, brown fine to medium SILT (ML), no odor, moist 8.2-8.8 ft, brown fine to medium SILT (ML), some sand, no odor, damp 8.8-10.0 ft, dark brown to gray fine to medium SILT (ML), very dense, no odor, dry BOTTOM OF EXPLORATION 10.0 FT S1 33 S2 44

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-02 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-02 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

SM ML ML ML 2.8 10.0 0.0 5.0 5.0 10.0 0.0-0.6 ft, white gravel 0.6-2.8 ft, brown and gray SAND with gravel (SM), loose, no odor, dry

-FILL-2.8-5.0 ft, brown to reddish-brown fine to medium SILT (ML), dense, no odor, dry 5.0-8.6 ft, same 8.6-10.0, same, except moist BOTTOM OF EXPLORATION 10.0 FT S1 40 S2 56

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-03 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-03 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML 10.0 0.0 5.0 5.0 10.0 0.0-0.2 ft, stone and gravel 0.2-5.0 ft, brown to reddish-brown fine to medium SILT (ML), dense, no odor, dry 5.0-8.1 ft, same 8.1-8.6 ft, same, except less dense, moist 8.6-9.7 ft, brown to reddish-brown fine to medium SILT (ML), dense, no odor, dry 9.7-10.0 ft, white stone BOTTOM OF EXPLORATION 10.0 FT S1 46 S2 50

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-04 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-04 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML SM ML ML ML SM 3.9 4.4 8.5 10.0 0.0 5.0 5.0 10.0 0.0-0.9 ft, white GRAVEL and STONE 0.9-2.0 ft, dark brown fine to medium SILT (ML), some gravel and stone 2.0-3.9 ft, dark brow to gray fine to medium SILT (ML), dense 3.9-4.4 ft, dark brown to gray fine to medium SAND (SM), no odor, damp 4.4-5.0 ft, dark brown to gray fine to medium SILT (ML), trace sand, loose, no odor, moist 5.0-5.4, same 5.4-8.5, gray fine to medium SILT (ML), trace sand, no odor, damp 8.5-10.0 ft, light brown to brown medium SAND (SM), no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 50 S2 33

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-05 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-05 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM ML ML ML SM SM ML 2.0 3.6 4.0 8.1 9.8 10.0 0.0 5.0 5.0 10.0 0.0-1.1, white GRAVEL and STONE 1.1-2.0 ft, brown coarse SAND and GRAVEL and STONE 2.0-3.6 ft, dark brown to gray fine to medium SILT (ML), dense, no odor, dry 3.6-4.0 ft, dark brown to gray fine to medium SAND (SM), some silt, no odor, damp to wet 4.0-4.5 ft, dark brown fine SILT (ML), dense, no odor, moist 4.5-5.0 ft, dark brown to gray fine to medium SILT (ML) some sand, no odor, damp 5.0-8.1 ft, same 8.1-9.0 ft, light brown medium SAND (SM), no odor, damp 9.0-9.8, brown to dark brown fine to medium SAND (SM), no odor, damp 9.8-10.0 ft, dark brown to gray fine to medium SILT (ML), dense, no odor, moist BOTTOM OF EXPLORATION 10.0 FT S1 58 S2 30

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-06 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-06 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML ML SM 9.2 10.0 0.0 5.0 5.0 10.0 0.0-2.2 ft, white GRAVEL and STONE 2.2-3.1 ft, brown fine to medium SILT (ML), trace gravel, no odor, dry 3.1-4.1 ft, brown fine to medium SILT (ML), no odor, dry 4.1-4.4 ft, white stone 4.4-5.0 ft, brown fine to medium SILT (ML), no odor, dry 5.0-5.8 ft, same 5.8-7.2 ft, grayish-brown fine to medium SILT (ML), dense, no odor, moist 7.2-9.2 ft, gray fine to medium SILT (ML), loose, no odor, moist 9.2-10.0 ft, gray medium SAND (SM), some silt, no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 45 S2 42

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-07 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-07 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM ML SM SM ML SM/ML SM SM ML ML SM SM SM 3.1 3.9 4.2 5.6 8.2 10.0 12.4 14.4 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-2.2 ft, white and brown stone and gravel 2.2-3.1 ft, dark brown and gray fine to medium SILT (ML), dense, no odor, dry 3.1-3.9 ft, brown medium to coarse SAND (SM), dense, no odor, dry 3.9-4.2 ft, gray fine to medium SILT (ML), loose no odor, moist 4.2-5.5 ft, light gray to gray fine to medium SAND (SM), trace silt, no odor, damp 5.0-5.6 ft, same 5.6-8.2 ft, gray fine to medium SILT (ML), some sand, dense, no odor, moist 8.2-10.0 ft, gray fine to medium SAND and SILT (SM/ML), dense, no odor, moist 10.0-11.6 ft, same 11.6-12.4 ft, gray fine to medium SILT (ML), some sand, no odor, damp 12.4-14.1 ft, gray medium SAND (SM), trace silt, no odor, wet 14.1-14.4 ft, gray fine to medium SILT (ML), trace sand, no odor, wet 14.4-15.0 ft, gray fine to medium SAND (SM), trace silt, no odor, wet 15.0-18.1 ft, same 18.1-20.0 ft, gray medium to coarse SAND (SM), no odor, wet BOTTOM OF EXPLORATION 20.0 FT S1 47 S2 28 S3 60 S4 60

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-08 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 12 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-08 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML ML ML 0.4 0.8 10.0 0.0 5.0 5.0 10.0 0.0-0.4 ft

-ASPHALT-0.4-0.8 ft, gray gravel subbase 0.8-3.3 ft, brown fine to medium SILT (ML), dense, no odor, dry 3.3-3.6 ft, white stone 3.6-3.9 ft, brown fine to medium SILT (ML), dense, no odor, dry 3.9-4.4 ft, brown fine to medium SILT (ML), loose, no odor, damp 4.4-5.0 ft, brown to gray fine to medium SILT (ML), dense, no odor, dry 5.0-8.7 ft, brown to gray fine to medium SILT (ML), no odor, moist 8.7-10.0 ft, brown to gray fine to medium SILT (ML), some sand, no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 33 S2 43

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-09 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-09 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM SM SM SM ML SM ML 0.8 4.1 7.1 8.4 9.6 10.0 0.0 5.0 5.0 10.0 0.0-0.8

-CONCRETE-0.8-4.1 ft, brown fine to medium SILT (ML), no odor, dry 4.1-4.3 ft, light brown to gray medium to coarse SAND (SM), loose, no odor, moist 4.3-5.0 ft, dark brown to gray medium to coarse SAND (SM), trace silt, no odor, moist 5.0-5.8 ft, same 5.8-7.1 ft, brown coarse SAND (SM) 7.1-8.4 ft, dark gray fine to medium SILT (ML), no odor, damp 8.4-9.6 ft, dark brown to gray fine to medium SAND (SM), trace silt, no odor, wet 9.6-10.0 ft, dark brown to gray fine to medium SILT (ML), dense, no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 35 S2 38

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 8 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-10 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 8 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-10 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML SM ML ML ML ML ML SM ML ML ML SM SM 0.4 0.9 3.9 4.4 9.5 10.0 13.2 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-0.4 ft

-CONCRETE-0.4-0.9 ft, gray gravel

-SUBBASE-0.9-3.1 ft, brown fine to medium SILT (ML), dense, no odor, dry 3.1-3.9 ft, brown fine to medium SILT (ML), loose, no odor, dry 3.9-4.4 ft, brown medium to coarse SAND (SM), no odor, moist 4.4-5.0 ft, fine to medium SILT (ML), dense, no odor, dry 5.0-7.2 ft, same 7.2-8.1 ft, less dense fine to medium SILT (ML), no odor, damp 8.1-8.9 ft, fine to medium SILT (ML), no odor, wet 8.9-9.5 ft, gray fine to medium SILT (ML), trace sand, no odor, damp 9.5-9.8 ft, black fine to medium SAND (SM), some silt, no odor, damp 9.8-10.0 ft, white stone 10.0-11.2 ft, gray fine to medium SILT (ML), trace sand, dense, no odor, wet 11.2-12.0 ft, dark gray to black fine to medium SILT (ML), dense, no odor, wet 12.7-13.2 ft, gray fine to medium SILT (ML), some sand, loose, no odor, wet 13.2-15.0 ft, brown to reddish-brown medium to coarse SAND (SM),

no odor, wet 15.0-18.6 ft, same 18.6-20.0 ft, brown coarse SAND (SM), no odor, wet BOTTOM OF EXPLORATION 20.0 FT S1 35 S2 53 S3 60 S4 51

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 8 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-11 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 18 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-11 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM SM ML ML ML SM SM 0.4 4.2 5.8 9.4 10.0 0.0 5.0 5.0 10.0 0.0-0.4 ft

-CONCRETE-0.4-4.2 ft, brown fine to medium SILT (ML), dense, no odor, dry 4.2-5.0 ft, brown fine to medium SAND (SM), trace silt, dense, no odor, dry 5.0-5.8 ft, same 5.8-7.8 ft, brown fine to medium SILT (ML), dense, no odor, moist 7.8-8.9 ft, brown fine to medium SILT (ML), loose, no odor, damp 8.9-9.4 ft, gray SILT (ML), dense, no odor, moist 9.4-9.8 ft, brown to gray-brown medium SAND (SM), trace silt, no odor, damp 9.8-10.0 ft, brown to grayish-brown medium SAND (SM), some silt, dense, no odor, moist BOTTOM OF EXPLORATION 10.0 FT S1 48 S2 45

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 8 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-12 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 8 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-12 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML ML ML ML 0.4 10.0 0.0 5.0 5.0 10.0 0.0-0.4

-CONCRETE-0.4-1.1 ft, light brown fine to medium SILT (ML), no odor, dry 1.1-5.0 ft, brown fine to medium SILT (ML), dense, no odor, dry 5.5-5.6 ft, same 5.6-5.9 ft, white gravel 5.9-7.1 ft, brown fine to medium SILT (ML), dense, no odor, dry 7.1-8.3 ft, brown fine to medium SILT (ML), dense, no odor, damp 8.6-10.0 ft, brown fine to medium SILT (ML), dense, no odor, damp 8.3-8.6 ft, gray fine to medium SILT (ML), dense, no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 40 S2 53

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 8 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-13 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 8 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-13 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

(SM/GM)

(SM/GM)

ML/SM SM SM ML SM SM ML 2.1 3.0 8.4 8.7 9.7 10.0 0.0 5.0 5.0 10.0 0.0-0.7 ft, gray SAND and GRAVEL (SM/GM) 0.7-2.1 ft, brown medium SAND and GRAVEL (SM/GM), some silt, loose 2.1-3.0 ft, brown fine to medium SILT and SAND (ML/SM) 3.0-3.7 ft, light brown to brown medium to coarse SAND (SM),

some silt 3.7-3.9 ft, white stone 3.9-5.4 ft, light brown to reddish-brown medium SAND (SM), no odor, moist 5.0-8.4 ft, same 8.4-8.7 ft, brown fine to medium SILT (ML), no odor, moist 8.7-9.4 ft, light brown to reddish-brown medium SAND (SM), no odor, moist 9.4-9.8 ft, light brown to reddish-brown medium SAND (SM), no odor, damp 9.8-10.0 ft, brown fine to medium SILT (ML), no odor, moist BOTTOM OF EXPLORATION 10.0 FT S1 43 S2 32

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-14 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-14 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM SM ML ML 3.6 5.8 10.0 0.0 5.0 5.0 10.0 0.0-0.6 ft, white GRAVEL and STONE 0.6-3.4 ft, brown fine to medium SILT (ML), dense, no odor, dry 3.4-3.6 ft, white stone 3.6-5.0 ft, light brown to brown medium SAND (SM), no odor, moist 5.0-5.8 ft, same 5.8-6.1 ft, brown fine to medium SILT (ML), some sand, no odor, moist 6.1-10.0 ft, light brown to brown medium to coarse SAND (ML), no odor, moist BOTTOM OF EXPLORATION 10.0 FT S1 40 S2 36

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-15 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-15 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML SM ML 9.1 9.5 10.0 0.0 5.0 5.0 10.0 0.0-0.5 ft, landscaping stone 0.5-3.3 ft, brown to dark brown fine to medium SILT (ML), trace sand, no odor, dry 3.3-3.9 ft, same, except moist 3.9-4.1 ft, white stone 4.1-4.8 ft, brown to reddish-brown fine to medium SILT (ML), no odor, moist 4.8-5.0 ft, white stone 5.0-9.1 ft, brown fine to medium SILT (ML), no odor, damp 9.1-9.5 ft, light brown to brown medium to coarse SAND (SM), trace silt, no odor, damp 9.5-10.0 ft, brown to dark brown fine to medium SILT (ML), no odor, samp BOTTOM OF EXPLORATION 10.0 FT S1 32 S2 23

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-16 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-16 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM ML ML SM ML ML ML ML ML SM 3.9 4.3 6.1 9.6 15.6 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-0.7 ft, white GRAVEL and STONE 0.7-3.9 ft, brown fine to medium SILT (ML), some sand, no odor, dry 3.9-4.3 ft, brown medium to coarse SAND (SM), loose, no odor, dry 4.3-5.0 ft, brown fine to medium SILT (ML), dense, no odor, dry 5.0-6.1 ft, same 6.1-9.6 ft, tan to white medium to coarse SAND (SM), loose, no odor, damp 10.0-12.1 ft, brown to gray fine to medium stiff SILT (ML), dense, no odor, damp 12.1-12.8 ft, black fine to medium SILT (ML), some sand, no odor, damp 12.8-15.0 ft, gray to black fine to medium SILT (ML), some sand, dense, no odor, wet 15.0-15.6 ft, same 15.6-20.0 ft, grayish-brown medium to coarse SAND (SM), no odor, wet BOTTOM OF EXPLORATION 20.0 FT S1 45 S2 33 S3 58 S4 57

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-17 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 18 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-17 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML SM SM SM ML SM 0.4 4.4 8.6 8.9 10.0 0.0 5.0 5.0 10.0 0.0-0.4 ft

-CONCRETE 0.4-1.2 ft, brown fine to medium SILT (ML), no odor, dry 1.2-3.3 ft, brown to reddish-brown fine to medium SILT (ML), some sand, no odor, dry 3.3-4.0 ft, brown to reddish-brown fine to medium SILT (ML), no odor, dry 4.0-4.4 ft, same, except moist 4.4-5.0 ft, light brown to brown medium to coarse SAND (SM), no odor, moist 5.0-5.4 ft, same 5.4-8.6 ft, brown fine to medium SAND (SM), trace silt, no odor, moist 8.6-8.9 ft, brown fine to medium SILT (ML), dense, no odor, dry 8.9-10.0 ft, tan to light brown medium to coarse SAND (SM), no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 40 S2 30

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 11 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-18 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 11 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-18 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

SM/ML SM/ML SM SM SM ML 4.8 9.6 10.0 0.0 5.0 5.0 10.0 0.0-1.2 ft, white GRAVEL and STONE 1.2-4.2 ft, brown medium SAND and SILT (SM/ML), trace gravel, no odor, dry 4.2-4.4 ft, white stone 4.4-4.8 ft, brown medium SAND and SILT (SM/ML), trace gravel, no odor, moist 4.8-5.0 ft, tan to white coarse SAND (SM), loose, no odor, moist 5.0-9.2 ft, same 9.2-9.6 ft, brown fine to medium SAND (SM), no odor, damp 9.6-10.0 ft, brown fine to medium SILT (ML), dense, no odor, moist BOTTOM OF EXPLORATION 10.0 FT S1 46 S2 34

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-19 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-19 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML SM ML 8.4 9.7 10.0 0.0 5.0 5.0 10.0 0.0-0.7 ft, white GRAVEL and STONE 0.7-3.7 ft, brown to reddish-brown fine to medium SILT (ML), dense, no odor, dry 3.7-5.0 ft, brown to reddish-brown fine to medium SILT (ML), no odor, moist 5.0-7.1 ft, same 7.1-8.4 ft, gray to dark gray fine to medium SILT (ML), dense, no odor, dry 8.4-9.7 ft, brown to reddish-brown medium to coarse SAND (SM),

loose, no odor, moist 9.7-10.0 ft, dark brown to gray fine to medium SILT (ML), some sand, dense, no odor, dry BOTTOM OF EXPLORATION 10.0 FT S1 51 S2 42

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-20 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-20 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

SM/ML SM ML ML SM ML SM 2.7 3.8 7.6 8.3 9.2 10.0 0.0 5.0 5.0 10.0 0.0-0.4 ft, white GRAVEL and STONE 0.4-2.2 ft, brown medium SAND and SILT (SM/ML), some gravel, no odor, dry

-FILL-2.2-2.7 ft, white GRAVEL and STONE 2.7-3.8 ft, reddish-brown fine to medium SAND (SM), some silt, no odor, dry 3.8-5.0 ft, reddish-brown to gray fine to medium SILT (ML), dense, no odor, dry 5.0-7.6 ft, same 7.6-8.3 ft, brown medium SAND (SM), trace silt, no odor, damp 8.3-9.2 ft, reddish-brown to gray fine to medium SILT (ML), no odor, moist 9.2-10.0 ft, reddish-brown fine to medium SAND (SM), some silt, no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 57 S2 49

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-21 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-21 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML ML SM ML 8.7 9.4 10.0 0.0 5.0 5.0 10.0 0.0-0.5 ft, white GRAVEL and STONE 0.5-1.9 ft, light brown to brown fine to medium SILT (ML), some gravel, no odor, dry 1.9-3.2 ft, brown to dark brown fine to medium SILT (ML), no odor, moist 3.2-3.6 ft, white GRAVEL and STONE 3.6-5.0 ft, dark brown to gray fine to medium SILT (ML), trace sand, no odor, moist 5.0-8.1 ft, same 8.1-8.7 ft, same, except brown 8.7-9.4 ft, brown fine to medium SAND (SM), some silt, no odor, damp 9.4-10.0 ft, brown fine to medium SILT (ML), some sand, no odor, damp BOTTOM OF EXPLORATION 10.0 FT S1 57 S2 32

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-22 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-22 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM SM ML ML ML 0.5 3.9 4.5 5.4 10.0 0.0 5.0 5.0 10.0 0.0-0.5 ft

-CONCRETE 0.5-3.7 ft, brown and gray fine to medium SILT and SAND, some gravel

-FILL-3.7-3.9 ft, white stone 3.9-4.5 ft, brown to reddish-brown fine to medium SILT (ML), trace sand, no odor, moist 4.5-5.0 ft, brown to reddish brown medium to coarse SAND (SM),

no odor, damp 5.0-5.4 ft, same 5.4-7.2 ft, brown fine to medium SILT (ML), trace sand, no odor, moist 7.2-8.1 ft, brown fine to medium SILT (ML), some sand, no odor, wet 8.1-10.0 ft, brown to dark brown fine to medium SILT (ML), dense, no odor, dry BOTTOM OF EXPLORATION 10.0 FT S1 35 S2 44

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 10 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-23 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 10 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-23 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

SM/ML ML SM ML ML SM 0.6 3.3 4.1 4.7 9.3 10.0 0.0 5.0 5.0 10.0 0.0-0.6 ft, white GRAVEL and STONE 0.6-3.3 ft, loose white and brown SAND and GRAVEL (SM/ML) and STONE 3.3-4.1 ft, brown fine to medium SILT (ML), trace sand, dense, no odor, dry 4.1-4.7 ft, brown fine to medium SAND (SM), some silt, no odor, moist 4.7-5.0 ft, brown to dark brown fine to medium SILT (ML), no odor, damp 5.0-9.3 ft, same 9.3-10.0 ft, brown to dark brown fine to medium SAND (SM), trace silt, no odor, wet BOTTOM OF EXPLORATION 10.0 FT S1 41 S2 32

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-24 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 9 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-24 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

SM ML SM SM ML ML SM SM ML ML SM SM SM 0.8 1.7 4.4 4.6 5.7 9.4 10.9 13.6 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-0.8 ft, white GRAVEL and STONE 0.8-1.7 ft, brown SILT and SAND and GRAVEL

-FILL-1.7-4.4 ft, brown fine to medium SAND (SM), no odor, moist 4.4-4.6 ft, brown fine SILT (ML), dense, no odor, damp 4.6-5.0 ft, reddish-brown medium SAND (SM), no door, moist 5.0-5.7 ft, same 5.7-7.0 ft, dark brown to gray fine to medium SILT (ML), no odor, damp 7.0-9.4 ft, dark gray fine to medium SILT (ML), dense, no odor, moist 9.4-10.0 ft, brown medium SAND (SM), no odor, wet 10.0-10.9 ft, same 10.9-11.4 ft, dark gray fine to medium SILT (ML), no odor, damp 11.4-13.2 ft, dark brown to gray fine to medium SAND (SM), trace silt, no odor, damp 13.2-13.6 ft, gray fine to medium SILT (ML), some sand, no odor, damp 13.6-15.0 ft, brown to gray medium SAND (SM), no odor, wet 15.0-17.8 ft, same 17.8-20.0 ft, brown to gray medium to coarse SAND (SM), no odor, wet BOTTOM OF EXPLORATION 20.0 FT S1 41 S2 37 S3 58 S4 53

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 9 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-25 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 19 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-25 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML ML ML ML 0.4 10.0 0.0 5.0 5.0 10.0 0.0-0.4 ft

-CONCRETE-0.4-2.6 ft, brown fine to medium SILT (ML), trace gravel, no odor, dry 2.6-3.4 ft, brown fine to medium SILT (ML), no odor, moist 3.4-5.0 ft, brown to reddish-brown SILT (ML), trace sand, no odor, moist 5.0-7.6 ft, same 7.6-8.1 ft, same, except wet 8.1-8.6 ft, brown to reddish-brown SILT (ML), very dense, no odor, dry 8.6-10.0 ft, brown to reddish-brown fine to medium SILT (ML), trace sand, no odor, moist BOTTOM OF EXPLORATION 10.0 FT S1 26 S2 31

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 2S Rock Cored (ft) of Hole Location Boring No.

Finish 17 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-31 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 17 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 10 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-31 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML SM ML SM ML ML ML SM SM SM SM SM 0.3 1.2 2.9 4.3 4.8 8.1 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-0.3 ft TOPSOIL-0.3-1.2 ft, brown fine SILT (ML), dense, no odor, dry 1.2-2.9 ft, brown to reddish-brown fine silty SAND (SM), no odor, dry 2.9-4.3 ft, brown fine to medium SILT (ML), no odor, moist 4.3-4.8 ft, light brown fine to medium SAND (SM), no odor, moist 4.8-5.0 ft, brown fine to medium SILT (ML), some sand, no odor, moist 5.0-7.4 ft, same 7.4-8.1 ft, brown to reddish-brown fine SILT (ML), dense, no odor, moist 8.1-10.0 ft, brown to reddish-brown fine to medium SAND (SM),

some silt, no odor, damp 10.0-12.1 ft, same 12.1-15.0 ft, same, except wet 15.0-16.2 ft, same 16.2-20.0 ft, brown to reddish-brown medium to coarse SAND (SM),

some silt, no odor, wet BOTTOM OF EXPLORATION 20.0 FT S1 52 S2 58 S3 58 S4 57

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 19 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-32 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 19 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-32 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML ML ML ML ML/SM 0.4 16.3 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-0.4

-TOPSOIL/ORGANICS-0.4-1.3 ft, dark brown SILT (ML), loose 1.3-5.0 ft, dark brown fine to medium SILT (ML), no odor, dry 5.0-8.9 ft, brown to dark brown fine to medium SILT (ML), no odor, moist 8.9-10.0 ft, brown to dark brown fine to medium SILT (ML), trace sand, no odor, moist 10.0-13.2 ft, brown to dark brown fine to medium SILT (ML), dense, no odor, moist 13.2-15.0 ft, light brown to brown fine to medium SILT (ML), some sand, some organics (root material), no odor, moist 15.0-16.3 ft, same 16.3-20.0 ft, light brown to brown fine to medium SILT and SAND (ML/SM), no odor, damp BOTTOM OF EXPLORATION 20.0 FT S1 31 S2 25 S3 39 S4 60

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 19 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-33 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 19 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-33 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

ML ML ML ML SM SM SM SM ML 1.5 9.1 19.2 20.0 0.0 5.0 5.0 10.0 10.0 15.0 15.0 20.0 0.0-1.5 ft, gray GRAVEL and STONE 1.5-4.3 ft, brown to reddish-brown very fine to fine SILT (ML),

dense, no odor, dry 4.3-5.0 ft, brown to gray fine to medium SILT (ML), dense, no odor, dry 5.0-7.7 ft, same 7.7-9.1 ft, gray fine to medium SILT (ML), some sand, no odor, moist 9.1-10.0 ft, gray fine to medium SAND (SM), some silt, no odor, moist 10.0-12.9 ft, same 12.9-15.0 ft, brown to gray medium SAND (SM), no odor, wet 15.0-19.2 ft, brown to gray medium to coarse SAND (SM), no odor, wet 19.2-20.0 ft, dark gray fine to medium SILT (ML), trace sand, no door, wet BOTTOM OF EXPLORATION 20.0 FT S1 49 S2 51 S3 51 S4 6

• Note: Maximum particle size (mps) is determined by direct observation within the limitations of sampler size.

Automatic Hammer Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID See Plan M. Gagnon M. van Noordennen Driller H&A Rep.

Plasticity: N - Nonplastic L - Low M - Medium H - High Dry Strength: N - None L - Low M - Medium H - High V - Very High Datum Geoprobe 30 1.375 of Casing Bottom O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample Time (hr.)

of Rig Make & Model:

Grout Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High Cuttings MiniRAE 3000 Samples 4S Rock Cored (ft) of Hole Location Boring No.

Finish 19 June 2020 127960-006 Date Bottom Filter Sand Barrel Water Concrete Hammer Fall (in.)

Bentonite Seal Drilling Equipment and Procedures SB-34 Field Tests:

1 Drill Mud:

Summary Hammer Weight (lb) 19 June 2020 Well Diagram Sheet No.

Bit Type:

S None Boring No.

Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft) 1 140 S - Split Spoon Sample 20 Start Type Screen Inside Diameter (in.)

Elevation Elapsed File No.

Riser Pipe SB-34 Client Contractor Project Fort Calhoun Station, Blair NE EnergySolutions Environmental Works, Inc.

USCS Symbol Depth (ft) 0 5

10 15 20 TEST BORING REPORT H&A-TEST BORING-07-3 127960.GLB HA-TB+CORE+WELL-07-1.GDT \\\\HALEYALDRICH.COM\\SHARE\\CF\\PROJECTS\\127960\\DELIVERABLES\\HYDROLOGIC CSM\\REVISED CSM 2021\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ 7 Apr 21 Stratum Change Elev/Depth (ft)

Sampler Blows per 6 in.

PID Readings (ppm)

Sample Depth (ft)

VISUAL-MANUAL IDENTIFICATION AND DESCRIPTION (Density/consistency, color, GROUP NAME, max. particle size*,

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

Sample No.

& Rec. (in.)

Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test

APPENDIX B Hydraulic Gradient and Groundwater Velocity Analyses

FileNo.:

127960005 Sheet:

1of5 Client:

Date:

23Jul2020 Project:

Computedby:

SLG

Subject:

Checkedby:

CKJ PROBLEMSTATEMENT&OBJECTIVE Thepurposeofthiscalculationsetistoestimatethehydraulichorizontalgradients,verticalgradients,andvelocityfor FortCalhounStationinBlair,NebraskabasedonfielddatacollectedinJune2020.

REFERENCES

1. Groundwater(1979)A.Freeze&J.Cherry,Chapter2.1Darcy'sLaw.

2. Morris,D.A.andA.I.Johnson,1967.Summaryofhydrologicandphysicalpropertiesofrockandsoilmaterialsasanalyzed bytheHydrologicLaboratoryoftheU.S.GeologicalSurvey,U.S.GeologicalSurveyWaterSupplyPaper1839D,42p.

AVAILABLEINFORMATION

1. Haley&Aldrich,June2020ShallowGroundwaterContourPlan,FortCalhounStation,Blair,Nebraska.

2. Haley&Aldrich,June2020DeepGroundwaterContourPlan,FortCalhounStation,Blair,Nebraska.

3. Haley&Aldrich,SlugTesting/AquiferTestingResults,FortCalhounStation,Blair,Nebraska.

4. Haley&Aldrich,WellConstructionTable,FortCalhounStation,Blair,Nebraska.

ASSUMPTIONS

1. Forthesecalculations,gradientwillbecalculatedaccordingtoDarcy'sLaw.Gradientiscalculatedbydividingthechange inhydraulicheadbythedistanceoverwhichtheheadchanges(h/L).Thechangeinheadvalueswillbecalculated bytakingthedifferencebetweentwogroundwatercontours,andthedistancebetweenthosetwocontourswillbemeasured perpendiculartothecontours.Verticalgradientwillalsobecalculatedformultilevelwellswiththesameh/Lapproach.

2. GroundwatervelocitywillbecalculatedusingthefollowingequationfromDarcy'sLaw:

Where:

V= Velocity(cm/sec)

K= HydraulicConductivity(cm/sec) i= HorizontalHydraulicGradient(unitless) ne= EffectivePorosity(unitless)

3. Arangeofhydraulicconductivityvalueswillbeusedforthevelocitycalculations.Basedontheslugtestingresults inthetablebelow,wewillusearangeof1x103cm/secto1x102cm/secforthesecalculations.

4. Arangeofeffectiveporosityvalueswillalsobeusedforthevelocitycalculations.Basedonrangesprovided inMorrisandJohnson1967forspecificyieldandporosity,wewillassumearangeof0.15to0.25forthese calculations.

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Project_Data\\Calculations\\FortCalhoun\\GradientandVelocityCalcs\\[20200723HAI_GradientVelocity_CalcSet_D3.xlsm]Sheet4 CALCULATIONS EnergySolutions FortCalhounStation,Blair,Nebraska HydraulicGradientandVelocityCalculations V=(Ki)/ne

FileNo.:

127960005 Sheet:

2of5 Client:

Date:

23Jul2020 Project:

Computedby:

SLG

Subject:

Checkedby:

CKJ HORIZONTALHYDRAULICGRADIENTCALCULATIONS

1. ShallowGroundwaterCalculations AB 994.0 993.7 0.3 361.1 8.31E04

=

8.31E04

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Project_Data\\Calculations\\FortCalhoun\\GradientandVelocityCalcs\\[20200723HAI_GradientVelocity_CalcSet_D3.xlsm]Sheet4 CALCULATIONS EnergySolutions FortCalhounStation,Blair,Nebraska HydraulicGradientandVelocityCalculations Calculation Line Head1(ft)

Head2(ft)

Changein Head(h)

Distanceinft (L)

Calculated Gradient EstimatedGradient A

B

FileNo.:

127960005 Sheet:

3of5 Client:

Date:

23Jul2020 Project:

Computedby:

SLG

Subject:

Checkedby:

CKJ HORIZONTALHYDRAULICGRADIENTCALCULATIONS

2. DeepGroundwaterCalculations AB 994.0 993.8 0.2 235.5 8.5E04

=

8.49E04

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Project_Data\\Calculations\\FortCalhoun\\GradientandVelocityCalcs\\[20200723HAI_GradientVelocity_CalcSet_D3.xlsm]Sheet4 EstimatedGradient CALCULATIONS EnergySolutions FortCalhounStation,Blair,Nebraska HydraulicGradientandVelocityCalculations Calculation Line Head1(ft)

Head2(ft)

Changein Head(h)

Distanceinft (L)

Calculated Gradient A

B

FileNo.:

127960005 Sheet:

4of5 Client:

Date:

23Jul2020 Project:

Computedby:

SLG

Subject:

Checkedby:

CKJ VERTICALHYDRAULICGRADIENTCALCULATIONS

1. Verticalhydraulicgradientiscalculatedbydividingthechangeinheadbythechangeisdistanceoverwhichtheheadchange occurs(h/L).

2. Thechangeinheadiscalculatedbyfindingthedifferenceingroundwaterelevationbetweentheshallowanddeepportsofthe multilevelwells.

3. Thedistanceusedforthesecalculationsisthedifferenceindepthbetweenthemidpointofthescreenintervalforboththeshallow anddeepportsonthemultilevelwells.The"Depth"columnreferstothescreenmidpointdepthforeachport.

4. Estimatedgradientsareshownaseitherpositiveornegativevalues.Apositivegradientindicatesanupwardgradientdirection.

Anegativegradientindicatesadownwardgradientdirection.

5. Theestimatedminimum,maximum,andaveragegradientspresentedonthispagearecalculatedusingonlythemagnitudeofthe estimatedgradients.Thenegative/positiveassociationsareindicativeofdirectiononlyandarenotincludedinthecalculationsofthe minimum,maximum,andaveragegradients.

WellID Changein Head Distance Estimated VerticalGradient GWE(ft)

Depthbgs(ft)

GWE(ft)

Depthbgs(ft) h L

h/L 0.0004 0.0590 0.0129

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Project_Data\\Calculations\\FortCalhoun\\GradientandVelocityCalcs\\[20200723HAI_GradientVelocity_CalcSet_D3.xlsm]Sheet4 0.01 28.5 0.0004 ShallowPort(A)

DeepPort(B)

MW1 994.01 19 994.00 47.5 0.0007 0.0007 0.0590 0.02 0.02 1.8 28.5 29.5 30.5 993.81 993.64 993.74 47.5 47.5 47.5 CALCULATIONS EnergySolutions FortCalhounStation,Blair,Nebraska HydraulicGradientandVelocityCalculations MinimumVerticalHydraulicGradient:

MW2 MW3 MW4 993.83 993.62 995.54 17 MaximumVerticalHydraulicGradient:

AverageVerticalHydraulicGradient:

19 18 17 MW5 993.62 993.74 47.5 0.0039 0.12 30.5

FileNo.:

127960005 Sheet:

5of5 Client:

Date:

23Jul2020 Project:

Computedby:

SLG

Subject:

Checkedby:

CKJ GROUNDWATERVELOCITYCALCULATIONS Where:

V= Velocity(cm/sec)

K= HydraulicConductivity(cm/sec) i= HorizontalHydraulicGradient(unitless) ne= EffectivePorosity(unitless)

1. Thevelocitywillbecalculatedusingtheaverageestimatedgradientforeachcontourplan,asshownonpreviouspagesof thiscalculationset.

2. Thevelocitywillbecalculatedusingahydraulicconductivityrangeof1x103cm/secto1x102cm/sec.

3. Thevelociitywillbecalculatedusingarangeofeffectiveporosityvaluesof0.15to0.25.

ShallowGroundwaterCalculations Gradient (unitless)

(ft/year)

DeepGroundwaterCalculations Gradient (unitless)

(ft/year)

SUMMARY

OFRESULTS

1. Fortheshallowgroundwatercontours,theestimatedaveragegradientis 8.31E04 Themaximumestimatedgrounwatervelocityfortheshallowgroundwateris 3.32E05 cm/sec.

34.39 ft/year Theminimumestimatedgroundwatervelocityfortheshallowgroundwateris 5.54E06 cm/sec.

5.73 ft/year

2. Forthedeepgroundwatercontours,theestimatedaveragegradientis 8.49E04 Themaximumestimatedgrounwatervelocityforthedeepgroundwateris 3E05 cm/sec.

35.16 ft/year Theminimumestimatedgroundwatervelocityforthedeepgroundwateris 6E06 cm/sec.

5.86 ft/year

3. Themagnitudeoftheverticalgradientforthemultilevelwellsrangesfromapproximately0.0004to0.06,andthegradient directionisupwardsforMW1,MW2,andMW4.ThegradientdirectionforMW3andMW5isdownwards.

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Project_Data\\Calculations\\FortCalhoun\\GradientandVelocityCalcs\\[20200723HAI_GradientVelocity_CalcSet_D3.xlsm]Sheet4 5.86 35.16 5.86 35.16 EstimatedVelocity EstimatedVelocity 5.73 34.39 5.73 34.39 5.54E06 3.32E05 5.54E06 3.32E05 (cm/sec)

(unitless)

(cm/sec) 1E03 8.49E04 0.15 6E06 1E02 8.49E04 0.25 3E05 1E03 8.49E04 0.15 6E06 CALCULATIONS EnergySolutions FortCalhounStation,Blair,Nebraska HydraulicGradientandVelocityCalculations 8.31E04 V=(Ki)/ne HydraulicConductivity(K) 0.15 0.25 0.15 0.25 EffectivePorosity (cm/sec)

(unitless)

(cm/sec) 1E03 1E02 1E03 1E02 8.31E04 8.31E04 8.31E04 1E02 8.49E04 0.25 3E05 HydraulicConductivity(K)

EffectivePorosity

APPENDIX C River Gauging Station Data Graphs

7/17/2020 graph (576x400) https://nwis.waterdata.usgs.gov/nwisweb/graph?agency_cd=USGS&site_no=06601200&parm_cd=00065&period=4673 1/1

7/17/2020 https://nwis.waterdata.usgs.gov/ia/nwis/uv/?ts_id=44589&format=img_default&site_no=06610000&set_arithscale_y=on&begin_date=20071001&end_date=20200717 https://nwis.waterdata.usgs.gov/ia/nwis/uv/?ts_id=44589&format=img_default&site_no=06610000&set_arithscale_y=on&begin_date=20071001&end_date=20200717 1/1

APPENDIX D Hydraulic Conductivity Analyses

Page 1 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

24 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

10.99 0

0.322 Test Section Radius (rw), in ft.:

0.188 0.25 0.31 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.41 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.28 Nominal Screen Length in ft:

10.0 1

0.27 Test Length Section (Le), in ft.:

10 1.25 0.30 A:

3.164 1.5 0.30 B:

0.538 1.86 0.30 C:

3.136 2.22 0.17 Le/rw:

53.333 2.64 0.21 Saturated Thickness (H), in ft.:

11 (Water table elev - aquifer bottom elev) 3.06 0.16 (Note: H must be >= LW) 3.48 0.11 For Lw<H - ln(Re/rw):

3.334 3.96 0.26 For Lw=H - ln(Re/rw):

3.039 4.5 0.12 Yo, in ft.:

0.30 4.98 0.09 Yt, in ft.:

0.044 5.58 0.08 t, in min.:

0.124 6.18 0.04 6.78 0.05 (Lw<H)

(Lw=H) 7.44 0.04 8.16 0.05 Kh (cm/sec) =

9.05E-03 8.94 0.05 Kh (m/sec) =

9.05E-05 9.72 0.04 Kh (ft/min) =

1.78E-02 10.56 0.04 Kh (ft/day) =

2.57E+01 11.46 0.01 12.42 0.02 13.38 0.02 14.46 0.00 0.01 0.1 1

0 2

4 6

8 10 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 2 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

24 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

10.99 0

0.366 Test Section Radius (rw), in ft.:

0.188 0.25 0.36 Nominal Casing Radius (rc), in ft.:

0.083 0.644 0.25 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.768 0.27 Nominal Screen Length in ft:

10.0 1

0.23 Test Length Section (Le), in ft.:

10 1.25 0.16 A:

3.164 1.5 0.21 B:

0.538 1.905 0.10 C:

3.136 2.028 0.11 Le/rw:

53.333 2.25 0.10 Saturated Thickness (H), in ft.:

11 (Water table elev - aquifer bottom elev) 2.5 0.06 (Note: H must be >= LW) 2.75 0.09 For Lw<H - ln(Re/rw):

3.334 3.047 0.04 For Lw=H - ln(Re/rw):

3.039 3.25 0.04 Yo, in ft.:

0.36 3.5 0.06 Yt, in ft.:

0.103 3.75 0.04 t, in min.:

0.032 4

0.04 4.25 0.04 (Lw<H)

(Lw=H) 4.5 0.03 4.86 0.02 Kh (cm/sec) =

2.34E-02 5.22 0.04 Kh (m/sec) =

2.34E-04 5.64 0.03 Kh (ft/min) =

4.60E-02 6.06 0.01 Kh (ft/day) =

6.62E+01 0.1 1

0 1

1 2

2 3

3 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 3 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

24 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

10.99 0

0.485 Test Section Radius (rw), in ft.:

0.188 0.125 0.47 Nominal Casing Radius (rc), in ft.:

0.083 0.356 0.40 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.606 0.34 Nominal Screen Length in ft:

10.0 0.856 0.31 Test Length Section (Le), in ft.:

10 1.262 0.23 A:

3.164 1.386 0.26 B:

0.538 1.606 0.19 C:

3.136 1.856 0.19 Le/rw:

53.333 2.106 0.18 Saturated Thickness (H), in ft.:

11 (Water table elev - aquifer bottom elev) 2.356 0.19 (Note: H must be >= LW) 2.606 0.16 For Lw<H - ln(Re/rw):

3.334 2.856 0.12 For Lw=H - ln(Re/rw):

3.039 3.106 0.12 Yo, in ft.:

0.31 3.356 0.10 Yt, in ft.:

0.103 3.606 0.12 t, in min.:

0.056 3.856 0.08 4.216 0.09 (Lw<H)

(Lw=H) 4.576 0.06 4.996 0.05 Kh (cm/sec) =

1.17E-02 5.416 0.06 Kh (m/sec) =

1.17E-04 5.836 0.05 Kh (ft/min) =

2.30E-02 6.316 0.07 Kh (ft/day) =

3.31E+01 6.856 0.04 7.336 0.03 7.936 0.02 8.536 0.05 9.136 0.04 9.796 0.02 10.516 0.02 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 4 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

24 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

10.99 0

0.38 Test Section Radius (rw), in ft.:

0.188 0.25 0.20 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.23 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.25 Nominal Screen Length in ft:

10.0 1

0.13 Test Length Section (Le), in ft.:

10 1.359 0.18 A:

3.164 1.72 0.17 B:

0.538 2.139 0.13 C:

3.136 2.56 0.08 Le/rw:

53.333 2.979 0.07 Saturated Thickness (H), in ft.:

11 (Water table elev - aquifer bottom elev) 3.46 0.08 (Note: H must be >= LW) 3.999 0.09 For Lw<H - ln(Re/rw):

3.334 4.479 0.04 For Lw=H - ln(Re/rw):

3.039 5.079 0.05 Yo, in ft.:

0.25 5.68 0.03 Yt, in ft.:

0.026 6.279 0.02 t, in min.:

0.095 6.939 0.03 7.659 0.04 (Lw<H)

(Lw=H) 8.439 0.03 9.219 0.02 Kh (cm/sec) =

1.40E-02 10.059 0.01 Kh (m/sec) =

1.40E-04 Kh (ft/min) =

2.76E-02 Kh (ft/day) =

3.97E+01 0.01 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 5 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.99 0

0.589 Test Section Radius (rw), in ft.:

0.188 0.406 0.52 Nominal Casing Radius (rc), in ft.:

0.083 0.529 0.51 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.52 Nominal Screen Length in ft:

5.0 1

0.54 Test Length Section (Le), in ft.:

5 1.25 0.48 A:

2.418 1.6 0.32 B:

0.387 1.75 0.36 C:

1.991 2

0.39 Le/rw:

26.667 2.25 0.37 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.5 0.33 (Note: H must be >= LW) 2.75 0.36 For Lw<H - ln(Re/rw):

3.903 3

0.27 For Lw=H - ln(Re/rw):

3.536 3.36 0.28 Yo, in ft.:

0.54 3.72 0.24 Yt, in ft.:

0.153 4.14 0.26 t, in min.:

0.091 4.56 0.25 4.98 0.21 (Lw<H)

(Lw=H) 5.46 0.15 6

0.14 Kh (cm/sec) =

1.91E-02 6.48 0.14 Kh (m/sec) =

1.91E-04 7.08 0.15 Kh (ft/min) =

3.76E-02 7.68 0.12 Kh (ft/day) =

5.42E+01 8.28 0.09 8.94 0.08 9.66 0.05 10.44 0.06 11.22 0.05 12.06 0.07 12.96 0.06 13.92 0.04 14.88 0.08 15.96 0.01 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 6 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.99 0

0.523 Test Section Radius (rw), in ft.:

0.188 0.405 0.40 Nominal Casing Radius (rc), in ft.:

0.083 0.529 0.46 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.33 Nominal Screen Length in ft:

5.0 1

0.39 Test Length Section (Le), in ft.:

5 A:

2.418 1.669 0.34 B:

0.387 1.793 0.27 C:

1.991 2

0.30 Le/rw:

26.667 2.25 0.33 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.5 0.26 (Note: H must be >= LW) 2.75 0.26 For Lw<H - ln(Re/rw):

3.903 3

0.25 For Lw=H - ln(Re/rw):

3.536 3.359 0.22 Yo, in ft.:

0.46 3.72 0.26 Yt, in ft.:

0.137 4.139 0.21 t, in min.:

0.100 4.559 0.16 4.979 0.18 (Lw<H)

(Lw=H) 5.46 0.17 5.999 0.14 Kh (cm/sec) =

1.67E-02 6.479 0.12 Kh (m/sec) =

1.67E-04 7.079 0.09 Kh (ft/min) =

3.28E-02 7.68 0.09 Kh (ft/day) =

4.72E+01 8.279 0.06 8.939 0.06 9.659 0.05 10.439 0.03 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx

Page 7 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.99 0

0.509 Test Section Radius (rw), in ft.:

0.188 0.25 0.41 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.42 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.907 0.37 Nominal Screen Length in ft:

5.0 1.031 0.33 Test Length Section (Le), in ft.:

5 1.25 0.38 A:

2.418 1.5 0.34 B:

0.387 1.75 0.28 C:

1.991 2.154 0.28 Le/rw:

26.667 2.277 0.25 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.5 0.21 (Note: H must be >= LW) 2.75 0.25 For Lw<H - ln(Re/rw):

3.903 3

0.24 For Lw=H - ln(Re/rw):

3.536 3.25 0.22 Yo, in ft.:

0.42 3.5 0.19 Yt, in ft.:

0.141 3.86 0.20 t, in min.:

0.084 4.22 0.20 4.64 0.18 (Lw<H)

(Lw=H) 5.06 0.14 5.48 0.18 Kh (cm/sec) =

1.79E-02 5.96 0.15 Kh (m/sec) =

1.79E-04 6.5 0.11 Kh (ft/min) =

3.53E-02 6.98 0.09 Kh (ft/day) =

5.08E+01 7.58 0.08 8.18 0.06 8.78 0.04 9.44 0.09 10.16 0.04 10.94 0.03 11.72 0.02 12.56 0.03 13.46 0.10 14.42 0.00 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 8 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-1B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.01 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.99 0

0.599 Test Section Radius (rw), in ft.:

0.188 0.406 0.58 Nominal Casing Radius (rc), in ft.:

0.083 0.53 0.48 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.52 Nominal Screen Length in ft:

5.0 1

0.47 Test Length Section (Le), in ft.:

5 1.25 0.44 A:

2.418 1.67 0.36 B:

0.387 1.794 0.38 C:

1.991 2

0.31 Le/rw:

26.667 2.25 0.35 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.5 0.36 (Note: H must be >= LW) 2.76 0.33 For Lw<H - ln(Re/rw):

3.903 3

0.29 For Lw=H - ln(Re/rw):

3.536 3.36 0.31 Yo, in ft.:

0.52 3.72 0.27 Yt, in ft.:

0.169 4.14 0.26 t, in min.:

0.100 4.56 0.17 4.98 0.28 (Lw<H)

(Lw=H) 5.46 0.13 6

0.21 Kh (cm/sec) =

1.54E-02 6.48 0.21 Kh (m/sec) =

1.54E-04 7.08 0.14 Kh (ft/min) =

3.03E-02 7.68 0.15 Kh (ft/day) =

4.36E+01 8.28 0.07 8.94 0.08 9.66 0.15 10.44 0.12 11.22 0.07 12.06 0.05 12.96 0.05 13.92 0.06 14.88 0.03 15.96 0.02 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 9 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-2 Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.74 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.26 0

0.542 Test Section Radius (rw), in ft.:

0.188 0.394 0.44 Nominal Casing Radius (rc), in ft.:

0.083 0.519 0.39 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.45 Nominal Screen Length in ft:

5.0 1

0.43 Test Length Section (Le), in ft.:

5 1.532 0.30 A:

2.418 1.656 0.32 B:

0.387 1.781 0.30 C:

1.991 2

0.36 Le/rw:

26.667 2.25 0.25 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.708 0.20 (Note: H must be >= LW) 2.832 0.24 For Lw<H - ln(Re/rw):

3.140 3

0.19 For Lw=H - ln(Re/rw):

3.539 3.25 0.23 Yo, in ft.:

0.45 3.5 0.15 Yt, in ft.:

0.050 3.936 0.15 t, in min.:

0.129 4.06 0.14 4.25 0.14 (Lw<H)

(Lw=H) 4.61 0.15 5.124 0.08 Kh (cm/sec) =

1.89E-02 5.39 0.11 Kh (m/sec) =

1.89E-04 5.81 0.11 Kh (ft/min) =

3.73E-02 6.257 0.07 Kh (ft/day) =

5.37E+01 6.71 0.06 7.25 0.06 7.73 0.05 8.33 0.06 8.93 0.02 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 10 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-2 Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.74 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.26 0

0.764 Test Section Radius (rw), in ft.:

0.188 0.125 0.74 Nominal Casing Radius (rc), in ft.:

0.083 0.355 0.53 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.605 0.18 Nominal Screen Length in ft:

5.0 0.855 0.41 Test Length Section (Le), in ft.:

5 1.261 0.35 A:

2.418 1.385 0.24 B:

0.387 1.605 0.42 C:

1.991 1.855 0.26 Le/rw:

26.667 2.105 0.36 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.525 0.33 (Note: H must be >= LW) 2.65 0.30 For Lw<H - ln(Re/rw):

3.140 2.855 0.21 For Lw=H - ln(Re/rw):

3.539 3.105 0.24 Yo, in ft.:

0.41 3.355 0.24 Yt, in ft.:

0.058 3.791 0.20 t, in min.:

0.132 3.915 0.24 4.215 0.15 (Lw<H)

(Lw=H) 4.575 0.18 5.028 0.16 Kh (cm/sec) =

1.64E-02 5.415 0.17 Kh (m/sec) =

1.64E-04 5.835 0.15 Kh (ft/min) =

3.23E-02 6.315 0.11 Kh (ft/day) =

4.66E+01 6.855 0.08 7.335 0.08 7.935 0.06 8.535 0.06 9.135 0.08 9.795 0.02 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 11 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-2 Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.74 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.26 0

0.611 Test Section Radius (rw), in ft.:

0.188 0.124 0.60 Nominal Casing Radius (rc), in ft.:

0.083 0.329 0.31 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.579 0.37 Nominal Screen Length in ft:

5.0 0.829 0.48 Test Length Section (Le), in ft.:

5 1.265 0.43 A:

2.418 1.388 0.39 B:

0.387 1.579 0.30 C:

1.991 1.939 0.28 Le/rw:

26.667 2.46 0.32 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.719 0.22 (Note: H must be >= LW) 3.139 0.25 For Lw<H - ln(Re/rw):

3.140 3.64 0.23 For Lw=H - ln(Re/rw):

3.539 4.039 0.20 Yo, in ft.:

0.48 4.579 0.14 Yt, in ft.:

0.074 5.059 0.16 t, in min.:

0.114 5.659 0.13 6.259 0.09 (Lw<H)

(Lw=H) 6.859 0.07 7.519 0.11 Kh (cm/sec) =

1.80E-02 8.239 0.03 Kh (m/sec) =

1.80E-04 9.019 0.06 Kh (ft/min) =

3.55E-02 9.799 0.04 Kh (ft/day) =

5.11E+01 10.639 0.04 11.539 0.03 12.499 0.01 13.459 0.02 14.539 0.00 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 12 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-2 Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.74 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.26 0

0.547 Test Section Radius (rw), in ft.:

0.188 0.25 0.53 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.49 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.44 Nominal Screen Length in ft:

5.0 1

0.40 Test Length Section (Le), in ft.:

5 1.25 0.38 A:

2.418 1.5 0.39 B:

0.387 1.75 0.35 C:

1.991 2

0.31 Le/rw:

26.667 2.25 0.30 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.5 0.26 (Note: H must be >= LW) 2.75 0.27 For Lw<H - ln(Re/rw):

3.140 3

0.23 For Lw=H - ln(Re/rw):

3.539 3.25 0.22 Yo, in ft.:

0.44 3.5 0.22 Yt, in ft.:

0.111 3.75 0.18 t, in min.:

0.097 4

0.20 4.25 0.14 (Lw<H)

(Lw=H) 4.61 0.16 4.97 0.12 Kh (cm/sec) =

1.57E-02 5.39 0.12 Kh (m/sec) =

1.57E-04 5.81 0.11 Kh (ft/min) =

3.10E-02 6.23 0.07 Kh (ft/day) =

4.46E+01 6.71 0.08 7.25 0.09 7.73 0.05 8.33 0.05 8.93 0.08 9.53 0.01 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 13 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

23 Time Head Depth to Static (PVC) in ft.:

13.44 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

9.56 0

0.819 Test Section Radius (rw), in ft.:

0.188 0.25 0.43 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.47 Equivalent Casing Radius (rc') in ft:

0.1241 (Adjust for water-table wells only) 0.86 0.44 Nominal Screen Length in ft:

10.0 1.22 0.43 Test Length Section (Le), in ft.:

9.56 1.64 0.39 A:

3.101 2.06 0.40 B:

0.526 2.48 0.37 C:

3.039 2.96 0.35 Le/rw:

50.987 3.5 0.34 Saturated Thickness (H), in ft.:

10 (Water table elev - aquifer bottom elev) 3.98 0.27 (Note: H must be >= LW) 4.58 0.29 For Lw<H - ln(Re/rw):

2.862 5.18 0.20 For Lw=H - ln(Re/rw):

2.946 5.78 0.24 Yo, in ft.:

0.47 6.44 0.21 Yt, in ft.:

0.173 7.16 0.19 t, in min.:

0.132 7.94 0.17 8.72 0.14 (Lw<H)

(Lw=H) 9.56 0.13 10.46 0.17 Kh (cm/sec) =

8.75E-03 11.42 0.11 Kh (m/sec) =

8.75E-05 12.38 0.12 Kh (ft/min) =

1.72E-02 13.46 0.13 Kh (ft/day) =

2.48E+01 14.6 0.08 15.8 0.12 17.06 0.04 18.38 0.10 19.82 0.07 21.32 0.03 22.88 0.04 24.56 0.04 26.36 0.03 28.22 0.00 0.1 1

0 2

4 6

8 10 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 14 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

23 Time Head Depth to Static (PVC) in ft.:

13.44 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

9.56 0

0.365 Test Section Radius (rw), in ft.:

0.188 0.25 0.32 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.33 Equivalent Casing Radius (rc') in ft:

0.1241 (Adjust for water-table wells only) 0.75 0.29 Nominal Screen Length in ft:

10.0 1

0.30 Test Length Section (Le), in ft.:

9.56 1.25 0.25 A:

3.101 1.5 0.26 B:

0.526 1.86 0.24 C:

3.039 2.22 0.23 Le/rw:

50.987 2.64 0.20 Saturated Thickness (H), in ft.:

10 (Water table elev - aquifer bottom elev) 3.06 0.21 (Note: H must be >= LW) 3.48 0.18 For Lw<H - ln(Re/rw):

2.862 3.96 0.17 For Lw=H - ln(Re/rw):

2.946 4.5 0.20 Yo, in ft.:

0.34 4.98 0.18 Yt, in ft.:

0.113 5.58 0.13 t, in min.:

0.124 6.18 0.13 6.78 0.10 (Lw<H)

(Lw=H) 7.44 0.11 8.16 0.10 Kh (cm/sec) =

1.03E-02 8.94 0.07 Kh (m/sec) =

1.03E-04 9.72 0.07 Kh (ft/min) =

2.02E-02 10.56 0.09 Kh (ft/day) =

2.91E+01 11.46 0.05 12.42 0.05 13.38 0.03 14.46 0.02 15.6 0.00 0.1 1

0 2

4 6

8 10 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 15 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

23 Time Head Depth to Static (PVC) in ft.:

13.44 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

9.56 0

0.61 Test Section Radius (rw), in ft.:

0.188 0.42 0.37 Nominal Casing Radius (rc), in ft.:

0.083 0.84 0.40 Equivalent Casing Radius (rc') in ft:

0.1241 (Adjust for water-table wells only) 1.26 0.36 Nominal Screen Length in ft:

10.0 1.74 0.34 Test Length Section (Le), in ft.:

9.56 2.28 0.32 A:

3.101 2.76 0.26 B:

0.526 3.36 0.27 C:

3.039 3.96 0.27 Le/rw:

50.987 4.56 0.20 Saturated Thickness (H), in ft.:

10 (Water table elev - aquifer bottom elev) 5.372 0.22 (Note: H must be >= LW) 5.94 0.17 For Lw<H - ln(Re/rw):

2.862 6.72 0.14 For Lw=H - ln(Re/rw):

2.946 7.5 0.13 Yo, in ft.:

0.40 8.34 0.14 Yt, in ft.:

0.127 9.24 0.10 t, in min.:

0.125 10.389 0.10 11.16 0.08 (Lw<H)

(Lw=H) 12.24 0.09 13.38 0.05 Kh (cm/sec) =

1.08E-02 14.58 0.07 Kh (m/sec) =

1.08E-04 15.84 0.04 Kh (ft/min) =

2.13E-02 17.16 0.08 Kh (ft/day) =

3.07E+01 18.6 0.06 20.408 0.02 21.66 0.03 23.34 0.05 25.425 0.03 27 0.05 29.04 0.01 31.14 0.04 33.36 0.02 35.769 0.06 38.28 0.04 40.92 0.02 43.74 0.02 46.74 0.02 49.92 0.02 53.28 0.02 56.88 0.01 60.515 0.04 64.68 0.01 68.88 0.02 73.08

-0.01 77.88

-0.01 83.28 0.06 88.08 0.03 94.08 0.02 100.08 0.03 106.08

-0.01 0.1 1

0 2

4 6

8 10 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 16 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

23 Time Head Depth to Static (PVC) in ft.:

13.44 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

9.56 0

0.601 Test Section Radius (rw), in ft.:

0.188 0.25 0.53 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.52 Equivalent Casing Radius (rc') in ft:

0.1241 (Adjust for water-table wells only) 0.75 0.48 Nominal Screen Length in ft:

10.0 1

0.48 Test Length Section (Le), in ft.:

9.56 1.25 0.48 A:

3.101 1.5 0.43 B:

0.526 1.86 0.45 C:

3.039 2.22 0.41 Le/rw:

50.987 2.64 0.39 Saturated Thickness (H), in ft.:

10 (Water table elev - aquifer bottom elev) 3.06 0.34 (Note: H must be >= LW) 3.48 0.36 For Lw<H - ln(Re/rw):

2.862 3.96 0.31 For Lw=H - ln(Re/rw):

2.946 4.5 0.28 Yo, in ft.:

0.52 4.98 0.32 Yt, in ft.:

0.197 5.58 0.25 t, in min.:

0.124 6.18 0.22 6.78 0.21 (Lw<H)

(Lw=H) 7.44 0.20 8.159 0.17 Kh (cm/sec) =

9.11E-03 8.94 0.17 Kh (m/sec) =

9.11E-05 9.72 0.17 Kh (ft/min) =

1.79E-02 10.56 0.12 Kh (ft/day) =

2.58E+01 11.46 0.09 12.419 0.12 13.379 0.12 14.46 0.11 15.6 0.06 16.8 0.07 18.06 0.03 19.379 0.06 20.82 0.04 22.32 0.04 23.879 0.04 25.56 0.04 27.359 0.01 0.1 1

0 2

4 6

8 10 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 17 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.42 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.58 0

0.629 Test Section Radius (rw), in ft.:

0.188 0.25 0.44 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.44 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.86 0.33 Nominal Screen Length in ft:

5.0 1.22 0.16 Test Length Section (Le), in ft.:

5 1.64 0.35 A:

2.418 2.06 0.26 B:

0.387 2.48 0.25 C:

1.991 2.96 0.25 Le/rw:

26.667 3.5 0.23 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 3.98 0.20 (Note: H must be >= LW) 4.58 0.18 For Lw<H - ln(Re/rw):

3.216 5.18 0.16 For Lw=H - ln(Re/rw):

3.530 5.78 0.12 Yo, in ft.:

0.44 6.439 0.11 Yt, in ft.:

0.160 7.159 0.07 t, in min.:

0.086 8.075 0.07 8.72 0.10 (Lw<H)

(Lw=H) 9.56 0.08 10.46 0.05 Kh (cm/sec) =

1.32E-02 11.419 0.02 Kh (m/sec) =

1.32E-04 12.379 0.08 Kh (ft/min) =

2.60E-02 13.46 0.00 Kh (ft/day) =

3.75E+01 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 18 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.42 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.58 0

0.659 Test Section Radius (rw), in ft.:

0.188 0.25 0.59 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.36 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.53 Nominal Screen Length in ft:

5.0 1

0.62 Test Length Section (Le), in ft.:

5 1.25 0.26 A:

2.418 1.5 0.51 B:

0.387 1.75 0.31 C:

1.991 2.11 0.31 Le/rw:

26.667 2.47 0.32 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.89 0.28 (Note: H must be >= LW) 3.309 0.30 For Lw<H - ln(Re/rw):

3.216 3.741 0.24 For Lw=H - ln(Re/rw):

3.530 4.21 0.27 Yo, in ft.:

0.59 4.749 0.22 Yt, in ft.:

0.172 5.229 0.17 t, in min.:

0.087 5.829 0.18 6.43 0.14 (Lw<H)

(Lw=H) 7.029 0.09 7.689 0.11 Kh (cm/sec) =

1.61E-02 8.409 0.06 Kh (m/sec) =

1.61E-04 9.189 0.07 Kh (ft/min) =

3.17E-02 9.969 0.07 Kh (ft/day) =

4.57E+01 10.809 0.04 11.71 0.05 12.669 0.04 13.629 0.02 14.71 0.03 15.849 0.05 17.049 0.02 18.309 0.00 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 19 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.42 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.58 0

0.563 Test Section Radius (rw), in ft.:

0.188 0.25 0.54 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.51 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.48 Nominal Screen Length in ft:

5.0 1

0.41 Test Length Section (Le), in ft.:

5 1.25 0.44 A:

2.418 1.5 0.42 B:

0.387 1.75 0.40 C:

1.991 2.109 0.32 Le/rw:

26.667 2.469 0.34 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.889 0.29 (Note: H must be >= LW) 3.309 0.27 For Lw<H - ln(Re/rw):

3.216 3.729 0.23 For Lw=H - ln(Re/rw):

3.530 4.209 0.23 Yo, in ft.:

0.56 4.749 0.19 Yt, in ft.:

0.190 5.229 0.14 t, in min.:

0.080 5.829 0.13 6.429 0.11 (Lw<H)

(Lw=H) 7.029 0.12 7.689 0.09 Kh (cm/sec) =

1.55E-02 8.409 0.07 Kh (m/sec) =

1.55E-04 9.189 0.05 Kh (ft/min) =

3.04E-02 9.969 0.08 Kh (ft/day) =

4.38E+01 10.809 0.05 11.709 0.04 12.669 0.02 13.629

-0.01 14.709 0.03 15.849 0.02 17.049 0.05 18.309 0.00 19.629 0.02 21.069 0.00 22.569 0.00 24.129 0.02 25.809 0.04 27.609 0.02 29.469 0.02 31.509

-0.02 33.609 0.04 35.829 0.01 38.229 0.02 40.749 0.03 43.389 0.03 46.507 0.07 49.209 0.03 52.389 0.06 55.749 0.06 59.349 0.04 62.949 0.08 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 20 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-3B Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

13.42 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

36.58 0

0.596 Test Section Radius (rw), in ft.:

0.188 0.125 0.58 Nominal Casing Radius (rc), in ft.:

0.083 0.363 0.58 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.613 0.57 Nominal Screen Length in ft:

5.0 0.885 0.55 Test Length Section (Le), in ft.:

5 1.113 0.51 A:

2.418 1.363 0.44 B:

0.387 1.613 0.45 C:

1.991 1.863 0.41 Le/rw:

26.667 2.113 0.39 Saturated Thickness (H), in ft.:

37 (Water table elev - aquifer bottom elev) 2.363 0.40 (Note: H must be >= LW) 2.613 0.35 For Lw<H - ln(Re/rw):

3.216 2.863 0.34 For Lw=H - ln(Re/rw):

3.530 3.113 0.31 Yo, in ft.:

0.55 3.363 0.30 Yt, in ft.:

0.185 3.613 0.30 t, in min.:

0.090 3.863 0.26 4.223 0.28 (Lw<H)

(Lw=H) 4.583 0.23 5.003 0.21 Kh (cm/sec) =

1.38E-02 5.423 0.19 Kh (m/sec) =

1.38E-04 5.843 0.24 Kh (ft/min) =

2.71E-02 6.323 0.19 Kh (ft/day) =

3.90E+01 6.863 0.17 7.343 0.18 7.943 0.18 8.543 0.13 9.143 0.15 9.803 0.11 10.523 0.12 11.303 0.12 12.083 0.11 12.923 0.10 13.823 0.13 14.783 0.10 15.743 0.11 16.823 0.08 17.963 0.08 19.163 0.09 20.423 0.08 21.743 0.10 23.183 0.10 24.683 0.13 26.243 0.07 27.923 0.11 29.723 0.12 31.583 0.13 33.623 0.15 35.723 0.09 37.943 0.10 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 21 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.4 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.6 0

0.418 Test Section Radius (rw), in ft.:

0.188 0.25 0.36 Nominal Casing Radius (rc), in ft.:

0.083 0.657 0.33 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.78 0.33 Nominal Screen Length in ft:

10.0 1

0.31 Test Length Section (Le), in ft.:

10 1.25 0.27 A:

3.164 1.5 0.26 B:

0.538 1.919 0.23 C:

3.136 2.042 0.23 Le/rw:

53.333 2.25 0.19 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.5 0.19 (Note: H must be >= LW) 2.75 0.18 For Lw<H - ln(Re/rw):

3.643 3.165 0.20 For Lw=H - ln(Re/rw):

3.755 3.289 0.15 Yo, in ft.:

0.33 3.609 0.15 Yt, in ft.:

0.065 3.97 0.12 t, in min.:

0.112 4.389 0.14 4.809 0.13 (Lw<H)

(Lw=H) 5.229 0.07 5.71 0.13 Kh (cm/sec) =

9.28E-03 6.249 0.09 Kh (m/sec) =

9.28E-05 6.729 0.06 Kh (ft/min) =

1.83E-02 7.329 0.08 Kh (ft/day) =

2.63E+01 7.93 0.06 8.529 0.06 9.189 0.02 9.909 0.05 10.689 0.05 11.469 0.04 12.309 0.06 13.209 0.02 14.169 0.03 15.129

-0.01 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 22 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.4 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.6 0

0.422 Test Section Radius (rw), in ft.:

0.188 0.123 0.37 Nominal Casing Radius (rc), in ft.:

0.083 0.344 0.33 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.594 0.30 Nominal Screen Length in ft:

10.0 0.844 0.26 Test Length Section (Le), in ft.:

10 1.265 0.23 A:

3.164 1.388 0.27 B:

0.538 1.594 0.23 C:

3.136 1.844 0.21 Le/rw:

53.333 2.094 0.18 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.529 0.17 (Note: H must be >= LW) 2.652 0.20 For Lw<H - ln(Re/rw):

3.643 2.953 0.20 For Lw=H - ln(Re/rw):

3.755 3.314 0.14 Yo, in ft.:

0.27 3.733 0.06 Yt, in ft.:

0.061 4.153 0.11 t, in min.:

0.111 4.573 0.13 5.054 0.10 (Lw<H)

(Lw=H) 5.593 0.07 6.073 0.08 Kh (cm/sec) =

8.55E-03 6.673 0.06 Kh (m/sec) =

8.55E-05 7.274 0.08 Kh (ft/min) =

1.68E-02 7.873 0.08 Kh (ft/day) =

2.42E+01 8.533 0.06 9.254 0.05 10.033 0.03 10.813 0.02 11.653 0.02 12.553 0.06 13.513 0.01 14.474 0.01 15.553 0.05 16.693 0.02 17.893 0.00 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 23 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.4 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.6 0

0.532 Test Section Radius (rw), in ft.:

0.188 0.125 0.48 Nominal Casing Radius (rc), in ft.:

0.083 0.356 0.40 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.606 0.39 Nominal Screen Length in ft:

10.0 0.856 0.37 Test Length Section (Le), in ft.:

10 1.263 0.30 A:

3.164 1.387 0.28 B:

0.538 1.606 0.25 C:

3.136 1.856 0.28 Le/rw:

53.333 2.106 0.21 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.527 0.15 (Note: H must be >= LW) 2.65 0.21 For Lw<H - ln(Re/rw):

3.643 2.856 0.18 For Lw=H - ln(Re/rw):

3.755 3.106 0.17 Yo, in ft.:

0.37 3.356 0.17 Yt, in ft.:

0.051 3.792 0.12 t, in min.:

0.122 3.915 0.13 4.216 0.19 (Lw<H)

(Lw=H) 4.576 0.10 4.996 0.12 Kh (cm/sec) =

1.04E-02 5.416 0.05 Kh (m/sec) =

1.04E-04 5.835 0.06 Kh (ft/min) =

2.04E-02 6.316 0.06 Kh (ft/day) =

2.93E+01 6.855 0.06 7.335 0.05 7.936 0.02 8.536 0.04 9.136 0.01 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 24 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5A Blair Nebraska Test Date:

17-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.4 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.6 0

0.57 Test Section Radius (rw), in ft.:

0.188 0.124 0.53 Nominal Casing Radius (rc), in ft.:

0.083 0.366 0.43 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.616 0.39 Nominal Screen Length in ft:

10.0 1.024 0.35 Test Length Section (Le), in ft.:

10 1.149 0.32 A:

3.164 1.366 0.30 B:

0.538 1.616 0.25 C:

3.136 1.866 0.22 Le/rw:

53.333 2.287 0.17 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.411 0.18 (Note: H must be >= LW) 2.616 0.18 For Lw<H - ln(Re/rw):

3.643 2.866 0.18 For Lw=H - ln(Re/rw):

3.755 3.116 0.19 Yo, in ft.:

0.37 3.551 0.18 Yt, in ft.:

0.051 3.675 0.11 t, in min.:

0.132 3.866 0.10 4.225 0.13 (Lw<H)

(Lw=H) 4.627 0.08 5.005 0.10 Kh (cm/sec) =

9.56E-03 5.425 0.08 Kh (m/sec) =

9.56E-05 5.845 0.09 Kh (ft/min) =

1.88E-02 6.326 0.08 Kh (ft/day) =

2.71E+01 6.865 0.06 7.345 0.04 7.945 0.05 8.545 0.07 9.145 0.02 9.805 0.01 10.525 0.03 11.305 0.00 0.01 0.1 1

0 1

2 3

4 5

6 7

8 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 25 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5B Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.22 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.78 0

0.559 Test Section Radius (rw), in ft.:

0.188 0.25 0.52 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.53 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.906 0.44 Nominal Screen Length in ft:

5.0 1.03 0.41 Test Length Section (Le), in ft.:

5 1.25 0.45 A:

2.418 1.5 0.39 B:

0.387 1.75 0.36 C:

1.991 2.172 0.27 Le/rw:

26.667 2.295 0.25 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.5 0.31 (Note: H must be >= LW) 2.75 0.26 For Lw<H - ln(Re/rw):

3.330 3

0.25 For Lw=H - ln(Re/rw):

3.546 3.434 0.21 Yo, in ft.:

0.53 3.558 0.20 Yt, in ft.:

0.127 3.75 0.22 t, in min.:

0.096 4.11 0.18 4.611 0.15 (Lw<H)

(Lw=H) 4.89 0.13 5.31 0.15 Kh (cm/sec) =

1.76E-02 5.73 0.13 Kh (m/sec) =

1.76E-04 6.21 0.10 Kh (ft/min) =

3.46E-02 6.75 0.09 Kh (ft/day) =

4.98E+01 7.23 0.10 7.83 0.05 8.43 0.08 9.03 0.07 9.69 0.04 10.41

-0.01 11.19 0.02 11.97 0.05 12.81

-0.01 13.71 0.00 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 26 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5B Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.22 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.78 0

0.602 Test Section Radius (rw), in ft.:

0.188 0.516 0.58 Nominal Casing Radius (rc), in ft.:

0.083 0.64 0.51 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.765 0.48 Nominal Screen Length in ft:

5.0 1

0.52 Test Length Section (Le), in ft.:

5 1.25 0.47 A:

2.418 1.66 0.37 B:

0.387 1.785 0.37 C:

1.991 2

0.33 Le/rw:

26.667 2.25 0.35 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.5 0.33 (Note: H must be >= LW) 2.92 0.29 For Lw<H - ln(Re/rw):

3.330 3.044 0.31 For Lw=H - ln(Re/rw):

3.546 3.25 0.29 Yo, in ft.:

0.58 3.5 0.24 Yt, in ft.:

0.180 3.75 0.20 t, in min.:

0.081 4.185 0.20 4.308 0.20 (Lw<H)

(Lw=H) 4.5 0.15 4.86 0.18 Kh (cm/sec) =

1.69E-02 5.403 0.10 Kh (m/sec) =

1.69E-04 5.64 0.16 Kh (ft/min) =

3.33E-02 6.06 0.11 Kh (ft/day) =

4.80E+01 6.48 0.14 6.96 0.08 7.5 0.07 7.98 0.09 8.58 0.06 9.18 0.08 9.78 0.06 10.44 0.04 11.16 0.00 11.94 0.04 12.72 0.00 13.56 0.03 14.46 0.04 15.42

-0.01 16.379 0.00 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 27 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5B Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.22 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.78 0

0.64 Test Section Radius (rw), in ft.:

0.188 0.23 0.58 Nominal Casing Radius (rc), in ft.:

0.083 0.48 0.39 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.73 0.46 Nominal Screen Length in ft:

5.0 1.135 0.47 Test Length Section (Le), in ft.:

5 1.259 0.43 A:

2.418 1.48 0.41 B:

0.387 1.73 0.37 C:

1.991 1.98 0.33 Le/rw:

26.667 2.401 0.30 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.525 0.33 (Note: H must be >= LW) 2.73 0.30 For Lw<H - ln(Re/rw):

3.330 2.98 0.24 For Lw=H - ln(Re/rw):

3.546 3.23 0.29 Yo, in ft.:

0.58 3.665 0.25 Yt, in ft.:

0.149 3.789 0.23 t, in min.:

0.088 4.09 0.18 4.45 0.18 (Lw<H)

(Lw=H) 4.899 0.17 5.29 0.15 Kh (cm/sec) =

1.81E-02 5.71 0.14 Kh (m/sec) =

1.81E-04 6.251 0.13 Kh (ft/min) =

3.56E-02 6.73 0.09 Kh (ft/day) =

5.13E+01 7.21 0.06 7.81 0.08 8.41 0.03 9.01 0.05 9.669 0.03 10.389 0.03 11.169 0.03 11.949 0.04 12.79 0.02 14.69 0.02 14.815 0.02 15.609 0.02 17.69 0.00 17.83

-0.01 19.03

-0.04 20.29 0.01 21.609

-0.02 23.05

-0.04 24.55

-0.02 26.109 0.02 27.79 0.01 29.589 0.01 31.449

-0.01 33.49 0.03 35.589 0.00 37.809

-0.01 40.21

-0.05 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 28 of 28 HALEY & ALDRICH, INC FALLING HEAD TEST

SUMMARY

Fort Calhoun Station Monitoring Well ID:

MW-5B Blair Nebraska Test Date:

18-Jun-20 127960-006 H&A Rep.:

S. Kaney TEST WELL Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

50 Time Head Depth to Static (PVC) in ft.:

12.22 (sec)

(ft.)

Well Depth-Static (Lw), in ft.:

37.78 0

0.599 Test Section Radius (rw), in ft.:

0.188 0.25 0.52 Nominal Casing Radius (rc), in ft.:

0.083 0.5 0.33 Equivalent Casing Radius (rc') in ft:

0.0833 (Adjust for water-table wells only) 0.75 0.39 Nominal Screen Length in ft:

5.0 1

0.35 Test Length Section (Le), in ft.:

5 1.25 0.32 A:

2.418 1.5 0.40 B:

0.387 1.75 0.31 C:

1.991 2

0.30 Le/rw:

26.667 2.252 0.27 Saturated Thickness (H), in ft.:

38 (Water table elev - aquifer bottom elev) 2.5 0.30 (Note: H must be >= LW) 2.75 0.26 For Lw<H - ln(Re/rw):

3.330 3.11 0.22 For Lw=H - ln(Re/rw):

3.546 3.47 0.24 Yo, in ft.:

0.60 3.89 0.19 Yt, in ft.:

0.130 4.31 0.18 t, in min.:

0.087 4.73 0.17 5.21 0.13 (Lw<H)

(Lw=H) 5.75 0.16 6.23 0.13 Kh (cm/sec) =

2.07E-02 6.83 0.10 Kh (m/sec) =

2.07E-04 7.43 0.09 Kh (ft/min) =

4.07E-02 8.03 0.07 Kh (ft/day) =

5.85E+01 8.69 0.08 9.41 0.05 10.19 0.03 10.97 0.05 11.81 0.05 12.71 0.05 13.67 0.06 14.63 0.03 15.71 0.05 16.85 0.02 18.05 0.02 19.31 0.02 20.63 0.04 22.07 0.01 0.1 1

0 1

2 3

4 5

6 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx

APPENDIX E Vadose Zone Hydraulic Conductivity Analyses

PROBLEM STATEMENT AND OBJECTIVE Estimate the coefficient of permeability based on the in-situ falling head infiltration test(s) performed using methods from Schmid, ILRI, and Jarvis.

REFERENCES

1. American Society of Testing Materials (ASTM), "Field Determination of Permeability by the Infiltration Tests," Symposium on Permeability and Capillarity of Soils," by W.E. Schmid, 1967.

2. International Institute for Land Reclamation and Improvement (ILRI), Drainage Principles and Applications, 1980.

3. U.S. Department of the Interior, Water and Power Resources Service, Ground Water Manual, Revised Reprint 1981.

ASSUMPTIONS

1. The groundwater level is below the testing interval.

2. The initial and final height of water is measured from the bottom of the test zone.

3. Initial degree of saturation for Schmid method is 10%, final degree of saturation for Schmid method is 90%.

4. Porosity for Schmid method is 0.3.

5. Input depths reference depths from the ground surface.

6. If flush bottom technique was performed, input a small tezt zone length (L) for Jarvis method to compute.

SKETCH Client:

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Subject:

Falling Head Infiltration Permeability Test Data Reduction EnergySolutions 127960-006 SHL CJ 9-Jul-2020 1 of 4 Fort Calhoun Station, Blair Nebraska Casing Casing Stick-up Ground Surface Test Zone Length L Initial Height of Water H1 Final Height of Water H2 Radius of Test Zone r0 Test Zone

PROCEDURE (TAKEN DIRECTLY FROM THE REFERENCES)

Schmid Method Let us assume that infiltration takes place from a cased hole whose bottom is a large distance above the ground water table.

We also assume that the wetting front has the shape of a spherical surface defined by the distance x measured from the intersection of the borehole axis and the plane through the bottom of the casing. We observe that the rate of progress of the wetting front is determined by the flow rate Q and the storage capacity of the soil per unit volume. The volume of the wetted soil mass with the wetting front at x will be Vw = (4/3)x3. The volume increment if the front advanced from x to x + x will be V = (4/3)[(x+x)3-x3] = 4x2x where higher order terms have been neglected. The water storage volume in this volume then will be W = n(Sw-Si)V = 4nSx2x.

Since this volume must correspond to the volume leaving the well, we may write, letting x ->dx, r0 2dh = -4nSx2dx The solution of this differential equation is h = -(4n/3r0 2)Sx3 + C Since we are interested in the rate of change of h, we may differentiate with respect to t and get dh/dt = (4n/r0 2)Sx2x = (4n/r0 2)Sx2(kl/nS) = (4/r0 2)kdx k = (r0 2/4)ln(h1/h2)/(x2t2-x1t1)

The equation still contains the variable x which will have to be found by an observation well.

h1-h2 = (4n/3r0 2)S(x2 3-x1 3)

Assuming that initially x1 = r0, we get h1-h2 = (4/3)Snr0[(x2 3/r0 3)-1] = (4/3)Snr0[(x2/r0)3-1] and x2 = r0 [3(h1-h2)/4Snr0 +1]1/3 ILRI Method If one uses a steel cylinder (also called "infiltrometer") to infiltrate water continuously into unsaturated soil, one will find after a certain time that the soil around and below the area becomes almost saturated and that the wetting front is a rather sharp boundary between wet and dry soil.

We shall consider a point just above the wetting front at a distance z below the soil surface in the area where the water infiltrates. The matric head of the soil at the point has a (small) value hm. The head at the soil surface equals z + h (h=height of water level in the cylinder). The head different between the point at depth z and a point at the soil surface equals z + h + lhml, and the average hydraulic gradient between the two points is s = (z + h + lhml) / z If z is large enough, s approximates unity. Hence, from Darcy's Law, we know that the mean flow velocity in the wetted soil below approaches the hydraulic conductivity (v=K) assuming the wetted soil is practically saturated.

The inversed auger-hole method is based on these principles. If one bores a hole into the soil and fills the hole with water until the soil below and around the hole is practically saturated, the infiltration rate v will become more or less constant. The total infiltration Q will then be equal to v x A (where A is the surface area of infiltration). With v = K, we get Q = k x A.

For the inversed auger-hole method, infiltration occurs both through the bottom and the side walls of the hole.

Hence we have A = r2 + 2rh (where r is the radius of the hole and h is the height of the water column in the hole).

So we can write Q = 2Kr (h+0.5r). Further, we can find Q from the rate at which the water level in the hole is lowered: Q = -r2dh/dt. Eliminating Q in both expressions gives 2K(h+0.5r) = -r dh/dt.

Upon integration and rearrangement, we obtain K = 1.15r (log (h0+0.5r)-log (ht+0.5r)/(t-t0)

The values of ht are obtained from ht = D'-Ht where D' is the depth of the hole below reference level and Ht is the depth of the water level in the hole below the reference level. When H and t are measured at appropriate intervals K can be calculated. On semilog paper, plotting ht+0.5r on the log axis and t on the linear axis produces a straight line with a slope tan = log (h0+0.5r) - log (ht+0.5r)/ (t-t0).

Client:

File No.:

Computed by:

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Date:

Sheet:

Project:

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix E - Unsaturated K\\[2020-0707-HAI-Falling Head Infiltration Test_Ft Calhoun-D2.xlsx]Sheet3

Subject:

Falling Head Infiltration Permeability Test Data Reduction EnergySolutions 127960-006 SHL CJ 9-Jul-2020 2 of 4 Fort Calhoun Station, Blair Nebraska

PROCEDURE (TAKEN DIRECTLY FROM THE REFERENCES)

Jarvis Method Three-dimensional radial flow from a cylindrical well in an unsaturated isotropic pervious bed requires some special treatment. R.E. Glover has developed a precise solution for the steady-state flow from a well into an infinite unsaturated medium. This solution is based on flow from an array of point sources in a uniform stream. The relation between Q, h1, r1, and K was found to be k = Q/(2h1 2)[sin-1(h1/r1)-1] where h1 = the depth of water in the test well.

All of the development given here have been applied to partially penetrating wells and to partly cased wells. Therefore, different limits of integration were applied to Glover's solution to yield the more general expression k = Q/(2(2Ah1-A2) [sin-1(LA/r1)-(LA/h1)]

Client:

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Subject:

Falling Head Infiltration Permeability Test Data Reduction EnergySolutions 127960-006 SHL CJ 9-Jul-2020 3 of 4 Fort Calhoun Station, Blair Nebraska

FORMULAS FROM REFERENCES Schmid method ILRI method Jarvis method from Equation 23 on page 151 of Reference #1.

from Section 12.6.2 "Inversed Auger-Hole Method" of Reference #2.

from Chapter 10 "Permeability Tests in Individual Drill Holes and Well" of Reference #3.

k = hydraulic conductivity k = hydraulic conductivity k = hydraulic conductivity r0 = radius of test zone r0 = radius of test zone r0 = radius of test zone T = total time of test T = total time of test T = total time of test H1 = initial height of water H1 = initial height of water L = length of test zone (input 0.01 ft if flush bottom technique was performed)

H2 = final height of water H2 = final height of water Si = initial degree of saturation Sr = final degree of saturation S = Sr - Si designates input cell FIELD DATA AND CALCULATIONS Boring Test Ground Casing Depth Depth Top Bottom Length Length Radius Radius Soil Strata Initial Final Porosity Initial Initial Final Final Total Total Schmid ILRI Jarvis No.

Date Surface Stick-Up to Top to BottomElevation Elevation of of of of of Degree Degree Height Height Height Height Time Time Coefficient of Coefficient of Coefficient of Elevation of Test of Test of of Test Test Test Test Test Zone of of of of of of of of Permeability Permeability Permeability Zone Zone Test Test Zone Zone Zone Zone Satura-Satura-Water Water Water Water Test Test Zone Zone L

L r0 r0 tion tion H1 H1 H2 H2 T

T k

k k

(ft)

(ft)

(ft)

(ft)

(cm)

(in)

(cm)

Si Sr n

(ft)

(cm)

(ft)

(cm)

(min)

(sec)

(cm/sec)

(cm/sec)

(cm/sec)

SB-08 na 0

1.1 3.9 5.0

-3.92

-5 1.08 32.9 1.9 4.8 m silt/sand, fairly de 0.1 0.9 0.3 4.98 151.8 4.1 125.0 40 2400 4.E-05 2.E-04 4.E-05 SB-11 na 0

1.2 3.8 5.0

-3.8333

-5 1.16666 35.6 1.9 4.8 medium silt, dense 0.1 0.9 0.3 5.79 176.5 5.78 176.2 19 1140 2.E-06 4.E-06 7.E-07 SB-17 na 0

1.0 4.0 5.0

-4.0417

-5 0.95833 29.2 1.9 4.8 sand AND fine to me 0.1 0.9 0.3 5.15 157.0 5.06 154.2 19 1140 1.E-05 4.E-05 8.E-06 SB-25 na 0

1.0 4.0 5.0

-4

-5 1

30.5 1.9 4.8 sand AND fine silt 0.1 0.9 0.3 5.29 161.2 5

152.4 11.5 690 5.E-05 2.E-04 4.E-05 SB-32 na 0

1.0 4.0 5.0

-4

-5 1

30.5 1.9 4.8 o medium sand 0.1 0.9 0.2 5.81 177.1 4.68 142.6 9

540 1.E-04 9.E-04 2.E-04 SB-33 na 0

1.0 4.0 5.0

-4

-5 1

30.5 1.9 4.8 medium silt, dense 0.1 0.9 0.3 6

182.9 5.94 181.1 9

540 2.E-05 4.E-05 9.E-06 Client:

File No.:

Computed by:

Checked by:

Date:

Sheet:

Project:

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix E - Unsaturated K\\[2020-0707-HAI-Falling Head Infiltration Test_Ft Calhoun-D2.xlsx]Sheet3

Subject:

Falling Head Infiltration Permeability Test Data Reduction 127960-006 SHL CJ 9-Jul-2020 4 of 4 Fort Calhoun Station, Blair Nebraska

=

0 4 ln 1 2

3(1 2) 40

+ 1 0.33

= 1.150 log( 1 + 1 2 0) log 2 + 1 2 0

=

0 2

2 sin1 0

2 ln 21 22 ln 212 2 212 1

APPENDIX F Groundwater Model Results

HALEY & ALDRICH, INC.

75 Washington Ave, Suite 1a Portland, Maine 04101 207.482.4600 www.haleyaldrich.com Appendix F Summary of Groundwater Modeling Results Fort Calhoun Station 9610 Power Lane, Blair Nebraska Haley & Aldrich, Inc. (Haley & Aldrich) has completed a simplified 3-dimensional (3-D) fate and transport groundwater flow model for the subject site. The purpose of this analysis was to estimate the anticipated groundwater cesium (Cs-137) and strontium (Sr-90) chemical constituent concentrations at the subject site over a period of 1000 years using varying well configurations and model geometries.

MODELING APPROACH The proposed groundwater extraction well was modeled in transient flow condition using Groundwater Vistas Version 8.16. The 3-D groundwater flow modeling was calculated using MODFLOW-2005 (Harbaugh, 2005), particle tracing was calculated using MODPATH version 7 (Pollock, D.W., 2016) and the chemical transport was completed using MT3DMS (Zheng, C. and Wang, P.P., 1999). A representation of the hydrogeologic conditions at the site was incorporated into the groundwater flow model using the available subsurface information and groundwater elevation data. MT3DMS is an add-on to the MODFLOW model and calculates non-reactive contaminant fate and transport.

This simulation was completed in support of the basement fill model to support the development of Derived Concentrations Guideline Levels (DCGLs) using the RESRAD under the resident farmer scenario.

MODEL DOMAIN The model domain was established to encompass the deeper basement structures that will remain in place following decommissioning.

MODFLOW uses a rectangular grid within the domain and allows for establishing irregular groundwater flow boundary conditions that represent actual and Site-specific features in the study area. The setup is facilitated by assigning boundary types and values to specific grid cells. The three-dimensional finite difference groundwater flow model domain covers a length of 130 meters (m) in the x-direction (west to east), 130m in the y-direction (north to south), and 30 meters in the z-direction (vertical). The model consists of 74 rows, 75 columns, and 6 layers for a total of 33,300 cells. In MODFLOW, the groundwater-flow system is subdivided laterally and vertically into rectilinear blocks called cells. The hydraulic properties of the material in each cell are assigned and assumed to be uniform within each cell. The row and column dimension of each cell is variable based on proximity to the simulated basement. This variability was created to allow for finer resolution within the vicinity of the primary flow pathway and to modify features such as basement walls and floor slabs. Ground surface is assumed to be a flat elevation of 0 m, with overburden assigned a thickness of approximately 20m, and bedrock assigned a thickness of 10m within the model domain. Layer thicknesses were determined through the review of the Site geology, presented in Section 2.2 of the Hydrogeologic Conceptual Site Model (CSM) Report.

Page 2 HYDRAULIC MODEL PROPERTIES Hydraulic properties were assigned consistent with observations presented in borehole logs and in-situ testing for on-site wells, presented in Section 5 of the Hydrogeologic CSM Report. Values were assigned for horizontal hydraulic conductivity and vertical hydraulic conductivity.

Generally, the site consists of the following layers; fill underlain by fine to medium sands and silts overlying fine to coarse sands and gravels, underlain by bedrock at approximately 65 to 75 ft below ground surface. The available information indicates that the overburden soil hydraulic conductivity measured in the field correspond to a range of 9.4 x 10-3 cm/sec to 1.8 x 10-2 cm/sec. The hydraulic conductivity values used in the model are presented below for the two hydrogeologic units underlying the Site:

Unconsolidated soil deposits-28.3 ft/day or 1.0 x 10-2 cm/sec.

Pennsylvanian-aged limestone and shale (bedrock) - 0.0283 ft/day or 1.0 x 10-5 cm/sec.

Effective Porosity, Storage, and Yield Effective porosity values are needed for particle tracking and solute transport simulations. The effective porosity values were conservatively estimated based on the soil type through the examination of boring logs. For areas that are generally sandy, an effective porosity of 0.25, specific storage of 0.001 ft-1, and specific yield of 0.25 were utilized.

BOUNDARY CONDITIONS Boundary conditions define the locations and properties in which water enters and exits the active model domain. The conceptual model for the groundwater system that forms the basis for the model boundaries are as follows:

1. A specified head boundary condition is used to control groundwater flow across the western and eastern model domain to simulate the average horizontal hydraulic gradient (0.0008 m/m),

calculated in Appendix B of the Hydrogeologic CSM Report;

2. Recharge at the Site creates radial flow away from the Site toward the downgradient specified head boundary condition.

3. A groundwater extraction well is used to simulate extraction from the modeled basement, pumping at a constant rate of 4550 m3/year under baseline conditions as directed by client.

Specified Head Boundaries The MODFLOW Time Variant Specified Head Package (Harbaugh, 2005) also known as the Constant Head Package, was used to simulate boundaries along the western and eastern model domain. The package is used to fix the head values in selected grid cells regardless of the conditions in the surrounding grid cells. The cell with the assigned constant head acts either as a source of water entering or a sink of water leaving the system. The value for this boundary is set to -0.57 meters along the western domain and -0.68 meters along the eastern domain. This value was estimated based on horizontal hydraulic gradients observed at the Site from groundwater elevation data collected in June 2020, the approximate

Page 3 average gradient in both the shallow and deeper system was 0.0008. The model domain utilized for this analysis is 130 meters in length with a head difference of 0.11 meters, simulating a gradient of 0.00084.

Observed conditions at the Site estimate groundwater depth is approximately 15 to 20 feet below ground surface. For this modeling effort, groundwater depth is assumed to be closer to the surface to further saturate the RESRAD simulated basement walls as a conservative approach to the fate and transport modeling.

Recharge boundaries Recharge in the model is set to 3.0 inches per year (in./yr) representing 10 percent (%) of an assumed annual precipitation of 30 inches. Within the basement, recharge is set equal to the well extraction rate of 4450 m3/yr or 48.7 in./yr to simulate a conservative fully saturated condition.

Groundwater Extraction Well A groundwater extraction well is used to simulate extraction from the overburden aquifer within the vicinity of the modeled basement. Model sensitivity to extraction well position and pumping rate were examined to determine the scenario that resulted in the highest simulated constituent concentrations within the extraction well water. The extraction well cell size was represented for all model simulations as 0.2m x 0.2m, linear adsorption coefficient (Kd) = 0 liters/kilogram (L/Kg) and initial cell constituent concentration = 0 milligrams/liter (mg/L). The extraction well size was discretized to 0.2m x 0.2m to simulate the approximate area of an extraction well. Assignment of zero source concentration and zero linear adsorption coefficient within the extraction well cell represents the removal of porous media from the well location and prevents groundwater extraction from being limited by adsorption processes within the well cell.

The extraction well was simulated in the following locations of the basement:

Upstream Center Upstream Corner Downstream Center (inside basement walls)

Downstream Corner Downstream Center (outside basement walls)

Center of Basement Under baseline conditions the extraction well pumping rate is set to a constant 4550 m3/year.

Extraction well concentration pumping rate sensitivity was examined by simulating a constant rate of 400 and 10,000 m3/year.

KEY PARAMETERS FOR TRANSPORT MODELING The following sections describe the key input parameters of the transport model and how they were derived. The parameters and conditions used for the modeling are selected based on the data available to date. Therefore, simulated timeframes using the parameters described in this section should not be construed as absolute predictions of remedial time frames for various corrective measures.

Page 4 Dispersivity Dispersion incorporates the effects of fluid mixing that result from heterogeneities within the groundwater system and molecular diffusion, which is the random movement of ions or molecules. If the molecules of water and dissolved constituents traveled at the average seepage velocity, there would be an abrupt interface and dispersion would be negligible. However, in natural systems water molecules and dissolved contaminants do not all travel at the same rate; some travel faster and some slower. Dispersion in the model accounts for the spreading of the dissolved plume. Diffusion is time dependent and is significant at low velocities. In general, dispersion acts to decrease the contaminant concentration on the leading edge of the plume, while increasing the size and rate of transport of the dissolved plume. Longitudinal dispersion occurs in the direction of advective groundwater flow, while transverse dispersion occurs perpendicular to groundwater flow.

Dispersion in the model typically results in a reduction in plume peak concentrations. Our numerical simulations took a conservative approach by assigning a dispersion value of 0 to the model domain and relied on numerical dispersion generated by the finite difference numerical method with upstream weighting approximation.

First-Order Degradation Rate Constant - Lambda ()

Another input parameter for the fate and transport model is the first order degradation rate constant ()

for the constituent of concern. This rate constant only takes into account degradation of the dissolved constituent during transport, as it leaves the source. This rate constant does not factor in effects of advection, sorption or dispersivity (dispersion). The field-scale degradation rate constant usually can be expressed as a first order decay process. The following first-order decay rate was specified for model simulations:

Cesium (Cs-137): 30.08 years Strontium (Sr-90): 28.90 years Retardation Effects Chemical retardation occurs when a solute (contaminant) reacts with the porous media and its rate of movement is retarded relative the advective groundwater velocity. Retardation can occur by a variety of processes including adsorption and mass transfer in porous media. The effects of retardation are often related to site-specific adsorption isotherms. For this modeling purpose, a liner adsorption isotherm is used to account for the effects of transport retardation that may occur for Site-related contaminants. The effects of retardation on contaminant mobility is usually expressed in terms of a retardation factor (R), which is the ratio of the groundwater velocity to contaminant transport velocity (Bedient, P.B., Rifai, H.S., and Newell, C.J., 1994). When a linear adsorption isotherm is used to characterize contaminant mobility, the linear adsorption coefficient (Kd) can be linked to the retardation factor with the mathematical relationship below:

=

= 1 +

x

Page 5 Where:

R = Retardation factor vgw = Groundwater velocity vc = Contaminant transport b = Aquifer solid bulk density n = Effective transport porosity of the medium Kd = Linear adsorption coefficient The following linear adsorption coefficients (Kd) was specified for solution transport modeling based on the geochemical properties and published empirical data:

Cesium (Cs-137): 158 L/Kg Strontium (Sr-90): 6.6 L/Kg MODEL SCENARIOS Multiple modeling scenarios were developed to bracket the anticipated groundwater concentrations at the site. Table 1 below outlines scenarios modeled.

Table 1: Simulated fate & transport scenarios MT3D RUN 60m x 60m basement 60m x 60m bathtub 30m x 30m basement Pump Rate Sensitivity Wall Height Sensitivity Well Depth Sensitivity Extraction Well Basement Location 1.0m source thickness 0.05m source thickness 1.0m source thickness 0.05m source thickness 1.0m source thickness 0.05m source thickness 1.0m source thickness 1.0m source thickness 1.0m source thickness Upstream Center x

Upstream Corner x

x x

x Downstream Center (Inside) x Downstream Corner x

x x

x x

x x

x x

Downstream Center (Outside) x Center of Basement x

x x

x

Page 6 The following list of input parameters were used for the various model scenarios:

All parameters as recommended for RESRAD analysis in the Hydrogeologic CSM Report.

Cs-137 Kd=158, Sr-90 Kd=6.6 Well cell 0.2m x 0.2m, Kd=0, initial concentration is 0 mg/L Wall height 9.0m Well depth 9.0m For 1.0m source thickness Wall concentration 1.0 mg/L, Floor concentration 1.07 mg/L Floor layer from 8.0-9.0m For 0.05m source thickness Wall concentration 1.0 mg/L, Floor concentration 1.01 mg/L Floor layer from 8.95 to 9.0m Well location 1.0m from wall in all simulations.

Cesium and strontium floor source concentrations vary between the 1.0m and 0.05m source thickness scenario runs to account for the difference in surface area and resultant source area mixing between the two scenarios. Assuming a 60m x 60m basement and a wall height of 1.0m, the total wall surface area is 240m2. The total wall and floor surface area for this scenario is 3840m2, resulting in a floor ratio of 3840m2/3600m2 or 1.07. The same calculation for a 60m x 60m basement and a wall height of 0.05m will result in a floor ratio of 3612m2/3600m2 or 1.01.

For the bathtub model scenario, a no-flow boundary condition was assigned along the outside perimeter of the basement walls and below the basement floor slab to create a closed system where water in the extraction well is contributed only by existing water within the saturated basement and infiltrating recharge at a rate of 4450m3 at the ground surface.

The wall height sensitivity scenario modifies the downstream corner location basement geometry by decreasing wall depth to 0-4 meters, floor depth to 4-5 meters, and well screen interval to 0-5 meters.

To determine dilution effects on extraction well cesium and strontium concentrations, the downstream corner location scenario well screen interval was increased from 0-9 meters to 0-35 meters and the model domain depth increased to 50 meters below ground surface. The sensitivity run referred to as the mix case simulates the well screen interval from 0-20 meters in the unconsolidated soil deposits, and partially in the underlying bedrock from 20-35 meters. The sensitivity run referred to as the sand case simulates the well screen interval from 0-35 meters in the unconsolidated soil deposits, increasing depth to bedrock in the model to 35 meters to quantify the effect layer permeability has on well dilution. Well depth sensitivity results demonstrate increasing the well screen interval below the modeled basement will decrease cesium and strontium concentrations in the extraction well. Distributing the extraction flow rate across deeper model layers decreases concentrations as permeability of the screened material increases.

Page 7 ESTIMATED GROUNDWATER CONCENTRATION RATES Table 1 in Attachment A summarizes the estimated groundwater strontium and cesium concentration rates for each of the scenarios. Individual breakthrough curves for each modeled scenario are presented in Attachment A.

The highest estimated groundwater strontium and cesium concentration rates were encountered in model scenarios simulating an extraction well in the basement corner. Of these scenarios, simulating a 4-meter wall height resulted in the highest concentration at 0.70 mg/L for both strontium and cesium.

CONCLUSIONS The results of the modeling indicate that positioning an extraction well in the basement corner will result in the highest groundwater concentrations and is the most conservative geometry. Positioning an extraction well in the center of the basement will result in the lowest groundwater concentrations and is the least conservative geometry, as contribution from the basement walls is minimal.

A detailed summary of the individual model results can be found in the enclosed attachment, which includes all fate & transport model outputs.

Attachment:

Attachment A - Contaminant Transport Model Results

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Revised CSM 2021\\Appendix F - Groundwater Model Results\\2021-0402-Ft Calhoun Groundwater Modeling Report-F.docx

ATTACHMENT A Contaminant Transport Model Results

TABLE I

SUMMARY

OF MT3D RESULTS FORT CALHOUN STATION BLAIR, NEBRASKA FILE NO. 0217960-006 Cesium Strontium Cesium Strontium Cesium Strontium Cesium Strontium Cesium Strontium Cesium Strontium Upstream Center 0.45 0.45 Upstream Corner 0.66 0.65 0.035 0.036 0.61 0.62 0.023 0.024 Downstream Center (Inside) 0.40 0.40 Downstream Corner 0.66 0.66 0.036 0.036 0.61 0.61 0.025 0.026 0.60 0.63 0.66 0.66 Downstream Center (Outside) 0.37 0.37 Center of Basement 0.11 0.11 0.005 0.005 0.12 0.12 0.006 0.006 30 x 30, Downstream Corner 0.61 0.62 0.55 0.56 4m Wall, Downstream Corner 0.70 0.70 0.65 0.66 35 Meter Well Screen (Sand), Downstream Corner 0.14 0.14 0.33 0.35 35 Meter Well Screen (Mix), Downstream Corner 0.29 0.30 0.31 0.32 NOTES

1. EXTRACTION WELL PUMPING RATE IS 4550 M3/YR UNLESS OTHERWISE NOTED.

2. BOX DIMENSIONS ARE 60 METERS X 60 METERS UNLESS OTHERWISE NOTED.

3. BOX WALL HEIGHT IS 8 METERS WITH 1 METER BASEMENT THICKNESS UNLESS OTHERWISE NOTED.

4. SIMULATED CESIUM-137 KD IS 158 L/Kg, STRONTIUM-90 KD IS 6.6 L/Kg.

5. SIMULATED CESIUM-137 HALF LIFE IS 30.08 YEARS, STRONTIUM-90 HALF LIFE IS 28.9 YEARS.

6. SIMULATED 1.0M SOURCE THICKNESS WALL CONCENTRATION IS 1.0 mg/L, FLOOR CONCENTRATION IS 1.07 mg/L.

7. SIMULATED 0.05M SOURCE THICKNESS WALL CONCENTRATION IS 1.0 mg/L, FLOOR CONCENTRATION IS 1.01 mg/L.

8. 35 METER WELL SCREEN SCENARIOS ASSUME TOP OF ROCK IS 20 METERS FOR (SAND) SCENARIO OR 35 METERS FOR (MIX) SCENARIO, ALL OTHER PARAMETERS THE SAME.

Maximum Concentration (mg/L) 1.0m source thickness 0.05m source thickness 1.0m source thickness, bathtub 0.05m source thickness, bathtub 1.0m source thickness, 400 m3/yr rate 1.0m source thickness, 10,000 m3/yr rate MT3D RUN Maximum Concentration (mg/L)

Maximum Concentration (mg/L)

Maximum Concentration (mg/L)

Maximum Concentration (mg/L)

Maximum Concentration (mg/L)

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Upstream Center Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Upstream Center ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Upstream Corner Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Upstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 0.05 Meter Source Thickness, Upstream Corner Haley & Aldrich Inc.

MT3D: 0.05 Meter Source Thickness, Upstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Upstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Upstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 0.05 Meter Source Thickness, Upstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 0.05 Meter Source Thickness, Upstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Downstream Center (Inside)

Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Downstream Center (Inside)

ModPath Graphic Cesium and Strontium Well Concentration Cesium Well Concentration, Floor and Wall Contribution Strontium Well Concentration, Floor and Wall Contribution

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Downstream Corner Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Downstream Corner ModPath Graphic Cesium and Strontium Well Concentration Cesium Well Concentration, Floor and Wall Contribution Strontium Well Concentration, Floor and Wall Contribution

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 0.05 Meter Source Thickness, Downstream Corner Haley & Aldrich Inc.

MT3D: 0.05 Meter Source Thickness, Downstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Downstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Downstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 0.05 Meter Source Thickness, Downstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 0.05 Meter Source Thickness, Downstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Downstream Corner - 400m3/yr extraction Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Downstream Corner - 400m3/yr extraction ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Downstream Corner - 10,000m3/yr extraction Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Downstream Corner - 10,000m3/yr extraction ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Downstream Center (Outside)

Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Downstream Center (Outside)

ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Center of Basement Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Center of Basement ModPath Graphic Cesium and Strontium Well Concentration Cesium Well Concentration, Floor and Wall Contribution Strontium Well Concentration, Floor and Wall Contribution

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 0.05 Meter Source Thickness, Center of Basement Haley & Aldrich Inc.

MT3D: 0.05 Meter Source Thickness, Center of Basement ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 1 Meter Source Thickness, Center of Basement, Bathtub Haley & Aldrich Inc.

MT3D: 1 Meter Source Thickness, Center of Basement, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 0.05 Meter Source Thickness, Center of Basement, Bathtub Haley & Aldrich Inc.

MT3D: 0.05 Meter Source Thickness, Center of Basement, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 30 x 30 Box, 1 Meter Source Thickness, Downstream Corner Haley & Aldrich Inc.

MT3D: 30 x 30 Box, 1 Meter Source Thickness, Downstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 30 x 30 Box, 1 Meter Source Thickness, Downstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 30 x 30 Box, 1 Meter Source Thickness, Downstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 4 Meter Wall Height, 1 Meter Source Thickness, Downstream Corner Haley & Aldrich Inc.

MT3D: 4 Meter Wall Height, 1 Meter Source Thickness, Downstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 4 Meter Wall Height, 1 Meter Source Thickness, Downstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 4 Meter Wall Height, 1 Meter Source Thickness, Downstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 35 Meter Well Depth (SAND), 1 Meter Source Thickness, Downstream Corner Haley & Aldrich Inc.

MT3D: 35 Meter Well Depth (SAND), 1 Meter Source Thickness, Downstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 35 Meter Well Depth (SAND+Rock), 1 Meter Source Thickness, Downstream Corner Haley & Aldrich Inc.

MT3D: 35 Meter Well Depth (SAND+Rock), 1 Meter Source Thickness, Downstream Corner ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 35 Meter Well Depth (SAND), 1 Meter Source Thickness, Downstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 35 Meter Well Depth (SAND), 1 Meter Source Thickness, Downstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

Fort Calhoun Station Blair, Nebraska 0127960-006 MT3D: 35 Meter Well Depth (SAND+Rock), 1 Meter Source Thickness, Downstream Corner, Bathtub Haley & Aldrich Inc.

MT3D: 35 Meter Well Depth (SAND+Rock), 1 Meter Source Thickness, Downstream Corner, Bathtub ModPath Graphic Cesium and Strontium Well Concentration

APPENDIX G RESRAD Parameter Inputs

www.haleyaldrich.com HALEY & ALDRICH, INC.

75 Washington Avenue Suite 1A Portland, ME 04101 207.482.4600 www.haleyaldrich.com MEMORANDUM 31 July 2020 (revised 10 May 2021)

File No. 127960 TO:

Scott Zoller, EnergySolutions, LLC FROM:

Haley & Aldrich, Inc.

Miles van Noordennen, Senior Technical Specialist Nadia Glucksberg, Hydrogeologist l Program Manager

SUBJECT:

Development of Site-Specific Values for RESRAD Hydrogeological and Hydrological Parameters, Fort Calhoun Station, Blair, Nebraska Haley & Aldrich has completed our evaluation of the hydrogeological and hydrological characteristics at the Fort Calhoun Station (FCS) in support of the development of Derived Concentration Guideline Levels (DCGLs). More specifically we have developed site-specific values for the input parameters for the RESRAD program, in the form of a Probability Density Function (PDF), when appropriate.

The approach to each parameter is provided below. A summary of the input parameters is provided in Table 1, with the data set, including the mean, range and standard deviations provided in Attachment A.

Laboratory data are Provided in Attachment B.

The following provides the description and Site-specific values, PDF or Deterministic, to support the hydrogeological and hydrological RESRAD inputs:

Density of Unsaturated and Saturated Zones. Density is expressed as the ratio of mass to volume of a material. Dry density, as used by RESRAD, is related to the soil particle density and total porosity. Specifically, it is the ratio of the mass of the solid phase of the soil to its total volume (solid and pore volumes together). A total of 13 soil samples were submitted for laboratory analysis of density using ASTM D7263. Of those samples, seven were collected from the unsaturated zone soils and six were collected from the saturated zone soils. Sample results from each zone were averaged, with the calculated densities of the unsaturated zone soils at 1.50 grams per cubic centimeter (g/cm3) and the saturated zone soils at 1.49 g/cm3. These results are in line with the expected values based on the soils onsite, which range from 1.43 -

1.70 g/cm3, with the RESRAD default value set at 1.50 g/cm3.

Total Porosity of Unsaturated and Saturated Zones. Total porosity of a material is the ratio of the pore volume to the total volume of the material. Based on the soil types onsite, the

FCS Hydrogeological RESRAD Parameters 31 July 2020 (revised 10 May 2021)

Page 2 expected total porosity range for the unsaturated and saturated zones falls between 0.24 and 0.61, with the RESRAD default value set at 0.4. Samples were submitted for laboratory analysis of total porosity using ASTM D7263 from both the unsaturated and saturated zones. Sample results from each zone were averaged, with the calculated total porosities of the unsaturated zone soils at 0.43 and the saturated zone soils at 0.45.

Effective Porosity of Unsaturated and Saturated Zones. The effective porosity of a material is the ratio of the part of the pore volume where the water can circulate to the total volume of the material. Whereas total porosity is related to the percentage of volume occupied by pore spaces, effective porosity is related to pore fluid displacement. Effective porosity is determined by subtracting the field capacity (or irreducible volumetric water content) from the total porosity of a material. Expected values for effective porosity based on the soils onsite range from 0.01 to 0.46, with the RESRAD default value set at 0.2. Based on the 13 samples submitted for total porosity, which were also analyzed for moisture content (used as a surrogate for field capacity) the averaged sample result for the unsaturated zone soil was 0.16 and the averaged sample result for the saturated zone soil was 0.20.

Hydraulic Conductivity of Unsaturated Zone. The hydraulic conductivity of a soil is a measure of the soils ability to transmit water when subjected to a hydraulic gradient. It depends on the soil grain size and structure and the type and relative amount of soil fluid present. Due to the variability of all factors, the accepted values that RESRAD accepts for the unsaturated zone hydraulic conductivity range from 10-3 to 1010 meters per year (m/yr), with the default value set at 10 m/yr. To obtain a site-specific value more appropriate to existing conditions and soil types onsite, falling head tests were completed at six open borehole locations to evaluate infiltration rates. Each location was drilled to five feet below ground surface (bgs), with the drill casing then pulled up approximately 1 foot, leaving an open borehole with soils exposed from approximately 4 to 5 feet bgs. The boreholes were then filled with potable water, with data being collected as the falling water level within the borehole was monitored. Using this data, hydraulic conductivity values were calculated for each of the locations. Those values were then averaged, with a final result of 34.37 m/yr. These calculations were provided in the Hydrogeological Conceptual Site Model (CSM)1. It is recommended that this value be used as the RESRAD input value for hydraulic conductivity in the unsaturated zone.

Hydraulic Conductivity of Saturated Zone. Similar to the unsaturated hydraulic conductivity, and based on soils onsite, the expected hydraulic conductivity of the saturated zone ranges widely, from 1 x 10-2 to 1 x 107 m/yr. To obtain a site-specific value appropriate to existing conditions and soil types, pumping tests and slug tests were completed at seven existing monitoring wells onsite. Results from those tests were averaged, with a final hydraulic conductivity result in the saturated zone of 4,352 m/yr. These calculations were provided in the Hydrogeological CSM. This result falls into the expected range based on the soils onsite and is recommended for use as the RESRAD input value.

1 Haley & Aldrich, DRAFT Hydrogeologic Conceptual Site Model, Fort Calhoun Station, Blair, Nebraska, July 2020

FCS Hydrogeological RESRAD Parameters 31 July 2020 (revised 10 May 2021)

Page 3 Soil b Parameter Saturated and Unsaturated Zone. The soil-specific exponential b parameter is an empirical and dimensionless parameter that is used to evaluate the saturation ratio of the soil and is used to calculate the radionuclide leaching rate of the Contaminated Zone.

NUREG/CR-6697 suggests empirical formulas to calculate the parameter may be used, but the document also states that a power function is an acceptable form of presenting some of the functions. With this broad range of calculation options, we believe that the look up values by soil type are as accurate and provide a better representation of the parameter.

Per the NUREG Document2, a relatively more accurate value of parameter b for site-specific soil materials can be obtained from the data listed in Table 2.5.1. For most applications, this approach should suffice because of the difficulties in obtaining laboratory determinations of the soil conductivity function.

Haley & Aldrich agrees with this evaluation and therefore based on the soil types observed at the site (i.e. silty sands) we suggest a value between 4.05 and 5.3 would be appropriate and are formally suggesting the RESRAD default value of 5.3 for the unsaturated zone. This value represents the condition of a silty loam soil material and although the soils on site did not have sufficient organics present to represent loam, loam does contain the silt particle size observed. A soil b parameter is not required for the saturated zone with a water table drop rate value of zero (discussed below).

Hydraulic Gradient. Hydraulic gradient is the change in hydraulic head per unit of distance of the groundwater flow in a given direction. The default value given for the RESRAD input is 0.02; however, this value can range enormously, from 10-10 to 10 based upon site conditions. Using groundwater elevation data collected in June 2020 and corresponding groundwater contours and flow directions, hydraulic gradient was calculated at 8.40 x 10-4. These calculations were provided in the Hydrogeological CSM. This value matches expectations based on the fine-grained materials located onsite and is suggested for use as the RESRAD input value.

Unsaturated Zone Thickness. The unsaturated zone thickness describes the portion of the uncontaminated zone that lies above the water table. Based upon water level data collected in June 2020 and comparisons to the gage height of the Missouri River due to the strong hydraulic connection to the river, the unsaturated zone thickness varies onsite between approximately 10-15 feet. We recommend using 12 feet as the RESRAD input value for the unsaturated zone thickness.

Field Capacity of Unsaturated and Saturated Zones. Field capacity is defined as the ratio of the volume of water retained in the soils after all downward gravity drainage has ceased to the total volume of the soils. This value is related to the total and effective porosities of the soils. Based on the soils onsite, the expected field capacity values range from 0.1 to 0.42. To better narrow down the site-specific field capacity values, moisture content was measured as a surrogate 2 NUREG/CR-6697, Development of Probabilistic RESRAD 6.0 and RESRAD-BUILD 3.0 Computer Codes, Attachment C

FCS Hydrogeological RESRAD Parameters 31 July 2020 (revised 10 May 2021)

Page 4 analysis on all soil samples submitted for density, porosity, and grain size analyses. Those results were averaged, with a final moisture content value for unsaturated soils at 0.28 and saturated soils at 0.24. Moisture content values are similar to field capacity and are recommended for use as RESRAD input values for field capacity.

Water Table Drop Rate. Water table drop rate represents trends over time of the depth to the water table. In areas of long-term seasonal changes (i.e. due to climate change) or regional overuse of the aquifer, long term trends of lowering water tables are anticipated. The depth to groundwater at the Fort Calhoun Station is directly related to the stage of the adjacent Missouri River. To evaluate this parameter, we reviewed the past ten years of river stage data and determined that there is not a statistical trend in rise or fall of the river stage and therefore the connected water table. We recommend a Water Table Drop Rate of 0.000 m/yr.

Backfill Soil Evaluation. Soils excavated for the rail spur expansion will be used to backfill the deeper basement structures. During the field investigation, soil boring SB-33 was completed in the area proposed to be used for backfilling the deep basement structures. Soils from this portion of the site were classified on the boring log as silts from the ground surface to approximately 16 feet below ground surface (bgs). The last sample collected from 16 to 20 feet bgs transitioned to sandy silt. Both are consistent with silty loams. The homogeneity of the shallow soils was then confirmed when the area was excavated during the rail expansion and the soils stockpiled for future use as backfill. Stockpiled soils were visually surveyed and deemed consistent with those described on the boring logs. Therefore, with the confirmation from the visual inspection of the stockpiled soils, backfill materials are medium silts to sandy silts.

This work was completed based on our understanding of the hydrogeological conceptual site model and in accordance with NUREG CR-6697. A summary of the suggested parameters is provided in Table 1, with the following attachments provided as support documentation:

Attachment A - Analytical Data Summary Attachment B - Raw Analytical Data

Table 1 Summary of RESRAD Input Values Fort Calhoun Station Blair, Nebraska Page 1 of 1 Input Parameter Default Value Expected Value or Range Recommended Input Value Parameter Selection Method Density - Unsaturated Soil 1.50 g/cm3 Analytical Data Density - Saturated Soil 1.49 g/cm3 Analytical Data Total Porosity - Unsaturated Zone 0.43 Analytical Data Total Porosity - Saturated Zone 0.45 Analytical Data Effective Porosity - Unsaturated Zone 0.16 Analytical Data Effective Porosity - Saturated Zone 0.20 Analytical Data Hydraulic Conductivity - Unsaturated Zone 10 m/yr 3.44 x 101 Field Testing Hydraulic Conductivity - Saturated Zone 100 m/yr 4.35 x 103 Field Testing Soil b Parameter - Unsaturated Zone 5.3 Default Value Soil b Parameter - Saturated Zone Hydraulic Gradient 0.02 NA 8.40 x 10-4 Field Testing Unsaturated Zone Thickness NA NA 12 feet Field Testing Field Capacity - Unsaturated Zone 0.28 Analytical Data Field Capacity - Saturated Zone 0.24 Analytical Data Water Table Drop Rate 0.001 m/yr NA 0.000 m/yr River Assessment Notes:

PDF - Probability Density Function g/cm3 - grams per cubic centimeter m/yr - meters per year NA - Not Applicable

• • • - Not required with a water table drop rate of zero 1 x 10 1 x 107 m/yr 5.3 0.2 0.1 - 0.42 4.05 - 5.3 1.5 g/cm3 1.43 - 1.70 g/cm3 0.4 0.24 - 0.61 0.2 0.01 - 0.46 Haley & Aldrich, Inc.

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Revised CSM 2021\\Appendix H - Revised RESRAD TSD\\RESRAD Input Values Tables 1 and 2.xlsx

Attachment A Data Summary

Analytical Data Summary Fort Calhoun Station Blair, Nebraska Page 1 of 1

% Sand

% Silt

% Clay SB-08 SAT 0.29 93.83 1.50 0.44 0.15 37.8 54.2 8

Silty Loam SB-11 SAT 0.18 95.74 1.53 0.43 0.25 81.4 18.6 Loamy Sand SB-17 SAT 0.29 89.02 1.42 0.47 0.18 47.8 50.2 2

Sandy Loam SB-25 SAT 0.21 101.1 1.62 0.4 0.19 76.1 23.9 Loamy Sand SB-32 SAT 0.21 88.95 1.42 0.48 0.27 90.9 9.1 Sandy Loam SB-34 SAT 0.26 91 1.46 0.45 0.19 52.8 47.2 Sandy Loam Mean 0.24 93.27 1.49 0.45 0.20 S.D.

0.05 4.27 0.07 0.03 0.04

% Sand

% Silt

% Clay SB-08 UNSAT 0.31 88.96 1.42 0.46 0.15 14.1 62.9 23 Sandy Clay Loam SB-11 UNSAT 0.27 94.27 1.51 0.44 0.17 1.2 86.9 12 Silt Loam SB-17 UNSAT 0.23 99.23 1.59 0.4 0.17 5.6 82.4 12 Silt Loam SB-25 UNSAT 0.42 81.72 1.31 0.49 0.07 11.5 67.5 21 Silt Loam SB-32 UNSAT 0.29 92.02 1.47 0.45 0.17 10.9 81.4 8

Silt SB-33 UNSAT 0.20 101.9 1.63 0.39 0.19 10.7 74.3 15 Silt Loam SB-34 UNSAT 0.23 98.36 1.57 0.41 0.18 14.3 72.7 13 Silt Loam Mean 0.28 93.78 1.50 0.43 0.16 S.D.

0.07 6.42 0.11 0.03 0.04 Notes:

g/cm3 - grams per cubic centimeter pcf - pounds per cubic foot S.D. - standard deviation Effective Porosity Sample ID -

Saturated Zone Moisture Content - Field Capacity Dry Density (pcf)

Dry Density (g/cm3)

Porosity Effective Porosity Sample ID -

Unsaturated Zone Moisture Content - Field Capacity Dry Density (pcf)

Dry Density (g/cm3)

Porosity Grain Size Analysis Soil Classification Grain Size Analysis Soil Classification Haley & Aldrich, Inc.

\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\RESRAD TSD\\Attachments\\Attachment A - Data Summary\\RESRAD Input Values.xlsx

Attachment B Laboratory Data

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: ---

Depth :

Sample Type: ---

Test Date:

07/07/20 Test Id:

562344 Tested By:

ckg Checked By:

bfs Moisture Content of Soil and Rock - ASTM D2216 printed 7/17/2020 3:21:48 PM Boring ID Sample ID Depth Description Moisture Content,%

SB- 08 SAT SB- 08 UNSAT SB-11 SAT SB-11 UNSAT SB-17 SAT SB-17 UNSAT SB-25 SAT SB-25 UNSAT Moist, very dark gray sandy silt Moist, dark grayish brown silt Moist, dark grayish brown silty sand Moist, dark olive brown silt Moist, very dark grayish brown sandy silt Moist, very dark grayish brown clay Moist, dark grayish brown silty sand Moist, dark grayish brown silt 29.1 30.7 18.1 27.3 29.2 23.3 21.0 42.1 Notes: Temperature of Drying : 110º Celsius

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: ---

Depth :

Sample Type: ---

Test Date:

07/07/20 Test Id:

562349 Tested By:

ckg Checked By:

bfs Moisture Content of Soil and Rock - ASTM D2216 printed 7/17/2020 3:22:36 PM Boring ID Sample ID Depth Description Moisture Content,%

SB-32 SAT SB-32 UNSAT SB-33 UNSAT SB-34 SAT SB-34 UNSAT Moist, dark grayish brown sand with silt Moist, dark grayish brown clay Moist, dark olive brown clay Moist, dark grayish brown silty sand Moist, dark grayish brown silt 21.4 28.5 19.6 26.2 22.7 Notes: Temperature of Drying : 110º Celsius

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: ---

Depth :

Sample Type: ---

Test Date:

07/10/20 Test Id:

562306 Tested By:

ckg Checked By: bfs Laboratory Determination of Density (Unit Weight) of Soil Specimens by ASTM D7263 printed 7/17/2020 3:24:08 PM Boring ID Sample ID Depth Visual Description Bulk Density pcf Moisture Content Dry Density pcf SB- 08 SAT SB- 08 UNSAT SB-11 SAT SB-11 UNSAT SB-17 SAT SB-17 UNSAT SB-25 SAT Moist, very dark gray sandy silt Moist, dark grayish brown silt Moist, dark grayish brown silty sand Moist, dark olive brown silt Moist, very dark grayish brown sandy silt Moist, very dark grayish brown clay Moist, dark grayish brown silty sand 121.1 116.3 113.1 120.0 115.0 122.4 122.3 29.08 30.73 18.09 27.30 29.20 23.32 20.97 93.83 88.96 95.74 94.27 89.02 99.23 101.1 (1)

(2)

(3)

(4)

(5)

(6)

(7)

• Sample Comments (1): Method B-Volumetric, Reconstituted (compacted)

(2): Method B-Volumetric, Reconstituted (compacted)

(3): Method B-Volumetric, Reconstituted (compacted)

(4): Method B-Volumetric, Reconstituted (compacted)

(5): Method B-Volumetric, Reconstituted (compacted)

(6): Method B-Volumetric, Reconstituted (compacted)

(7): Method B-Volumetric, Reconstituted (compacted)

Notes: Moisture Content determined by ASTM D2216.

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: ---

Depth :

Sample Type: ---

Test Date:

07/10/20 Test Id:

562311 Tested By:

ckg Checked By: bfs Laboratory Determination of Density (Unit Weight) of Soil Specimens by ASTM D7263 printed 7/17/2020 3:28:09 PM Boring ID Sample ID Depth Visual Description Bulk Density pcf Moisture Content Dry Density pcf SB-25 UNSAT SB-32 SAT SB-32 UNSAT SB-34 UNSAT SB-33 UNSAT SB-34 SAT Moist, dark grayish brown silt Moist, dark grayish brown sand with silt Moist, dark grayish brown clay Moist, dark grayish brown silt Moist, dark olive brown clay Moist, dark grayish brown silty sand 116.1 108.0 118.2 120.7 121.8 114.8 42.05 21.39 28.46 22.74 19.58 26.18 81.72 88.95 92.02 98.36 101.9 91.00 (1)

(2)

(3)

(4)

(5)

(6)

• Sample Comments (1): Method B-Volumetric, Reconstituted (compacted)

(2): Method B-Volumetric, Reconstituted (compacted)

(3): Method B-Volumetric, Reconstituted (compacted)

(4): Method B-Volumetric, Reconstituted (compacted)

(5): Method B-Volumetric, Reconstituted (compacted)

(6): Method B-Volumetric, Reconstituted (compacted)

Notes: Moisture Content determined by ASTM D2216.

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: ---

Depth :

Sample Type: ---

Test Date:

07/14/20 Test Id:

562318 Tested By:

ckg Checked By:

bfs Specific Gravity of Soils by ASTM D854 printed 7/17/2020 3:33:09 PM Boring ID Sample ID Depth Visual Description Specific Gravity Comment SB- 08 SAT SB- 08 UNSAT SB-11 SAT SB-11 UNSAT SB-17 SAT SB-17 UNSAT SB-25 SAT SB-25 UNSAT Moist, very dark gray sandy silt Moist, dark grayish brown silt Moist, dark grayish brown silty sand Moist, dark olive brown silt Moist, very dark grayish brown sandy silt Moist, very dark grayish brown clay Moist, dark grayish brown silty sand Moist, dark grayish brown silt 2.68 2.64 2.71 2.68 2.67 2.66 2.70 2.57 Notes: Specific Gravity performed by using method B (oven dried specimens) of ASTM D854 Moisture Content determined by ASTM D2216.

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: ---

Depth :

Sample Type: ---

Test Date:

07/14/20 Test Id:

562324 Tested By:

ckg Checked By:

bfs Specific Gravity of Soils by ASTM D854 printed 7/17/2020 3:37:45 PM Boring ID Sample ID Depth Visual Description Specific Gravity Comment SB-32 SAT SB-32 UNSAT SB-34 UNSAT SB-33 UNSAT SB-34 SAT Moist, dark grayish brown sand with silt Moist, dark grayish brown clay Moist, dark grayish brown silt Moist, dark olive brown clay Moist, dark grayish brown silty sand 2.72 2.66 2.68 2.68 2.67 Notes: Specific Gravity performed by using method B (oven dried specimens) of ASTM D854 Moisture Content determined by ASTM D2216.

Client:

Haley & Aldrich, Inc.

Project Name:

Fort Calhoun Station Project Location:

Blair, NE GTX #:

311971 Test Date:

07/14/20 Tested By:

ckg Checked By:

bfs Boring ID Sample ID

Depth, ft Visual Description Bulk

Density, lb/ft3 Moisture

Content, Dry

Density, lb/ft3 Specific Gravity @

20o C Porosity Void Ratio SB-08 SAT Moist, very dark gray sandy silt 121.1 29.08 93.83 2.68 0.44 0.78 SB-08 UNSAT Moist, dark grayish brown silt with sand 116.3 30.73 88.96 2.64 0.46 0.85 SB-11 SAT Moist, dark grayish brown silty sand 113.1 18.09 95.74 2.71 0.43 0.77 SB-11 UNSAT Moist, dark olive brown silt 120.0 27.30 94.27 2.68 0.44 0.78 SB-17 SAT Moist, very dark grayish brown sandy silt 115.0 29.20 89.02 2.67 0.47 0.87 SB-17 UNSAT Moist, very dark grayish brown clay 122.4 23.32 99.23 2.66 0.40 0.67 SB-25 SAT Moist, dark grayish brown silty sand 122.3 20.97 101.10 2.70 0.40 0.67 SB-25 UNSAT Moist, dark grayish brown silt 116.1 42.05 81.72 2.57 0.49 0.96 SB-32 SAT Moist, dark grayish brown sand with silt 108.0 21.39 88.95 2.72 0.48 0.91 SB-32 UNSAT Moist, dark grayish brown clay 118.2 28.46 92.02 2.66 0.45 0.81 SB-3 UNSAT Moist, dark olive brown clay 121.8 19.58 101.90 2.68 0.39 0.64 SB-34 SAT Moist, dark grayish brown silty sand 114.8 26.18 91.00 2.67 0.45 0.83 SB-34 UNSAT Moist, dark grayish brown silt with sand 120.7 22.74 98.36 2.68 0.41 0.70 Notes:

Density determined on reconstituted samples using Method B-Volumetric of ASTM D7263.

Bulk Density of Soil by - ASTM D7263 with Porosity and Void Ratio Determinations

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-08 SAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563213 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, very dark gray sandy silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:14:24 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 37.8

% Silt & Clay Size 62.2 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0286 0.0198 0.0127 0.0092 0.0066 0.0047 0.0033 0.0015 100 100 100 100 99 86 72 62 Percent Finer 32 23 19 17 13 11 9

8 Spec. Percent Complies Coefficients D =0.1459 mm 85 D =0.0698 mm 60 D =0.0506 mm 50 D =0.0262 mm 30 D =0.0077 mm 15 D =0.0036 mm 10 C =19.389 u

C =2.732 c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-08 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563212 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:14:51 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 14.1

% Silt & Clay Size 85.9 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0252 0.0199 0.0121 0.0089 0.0064 0.0045 0.0032 0.0014 100 100 99 97 95 92 90 86 Percent Finer 57 51 39 34 32 28 25 23 Spec. Percent Complies Coefficients D =0.0724 mm 85 D =0.0277 mm 60 D =0.0195 mm 50 D =0.0054 mm 30 D =N/A 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-11 SAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563215 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown silty sand Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:15:03 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 81.4

% Silt & Clay Size 18.6 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 100 99 95 87 80 59 29 19 Coefficients D =0.3662 mm 85 D =0.1527 mm 60 D =0.1351 mm 50 D =0.1078 mm 30 D =N/A 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Gravel and Sand (A-2-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-11 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563214 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark olive brown silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:15:30 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 1.2

% Silt & Clay Size 98.8 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0282 0.0204 0.0122 0.0086 0.0064 0.0047 0.0033 0.0015 100 100 100 100 100 99 99 99 Percent Finer 58 45 29 23 19 17 16 12 Spec. Percent Complies Coefficients D =0.0539 mm 85 D =0.0295 mm 60 D =0.0232 mm 50 D =0.0126 mm 30 D =0.0029 mm 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-17 SAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563217 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, very dark grayish brown sandy silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:15:56 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 47.8

% Silt & Clay Size 52.2 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0361 0.0204 0.0136 0.0097 0.0069 0.0048 0.0034 0.0015 100 100 100 99 92 65 55 52 Percent Finer 46 32 24 16 8

6 4

2 Spec. Percent Complies Coefficients D =0.2196 mm 85 D =0.1255 mm 60 D =0.0582 mm 50 D =0.0185 mm 30 D =0.0093 mm 15 D =0.0075 mm 10 C =16.733 u

C =0.364 c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-17 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563216 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, very dark grayish brown clay Sample Comment:

Particle Size Analysis ASTM D6913/D7928 printed 7/17/2020 3:16:22 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 5.6

% Silt & Clay Size 94.4 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0245 0.0194 0.0123 0.0090 0.0065 0.0047 0.0033 0.0015 100 99 98 97 96 95 95 94 Percent Finer 56 40 26 22 18 16 14 12 Spec. Percent Complies Coefficients D =0.0572 mm 85 D =0.0277 mm 60 D =0.0225 mm 50 D =0.0141 mm 30 D =0.0040 mm 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-25 SAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563219 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown silty sand Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:16:48 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 76.1

% Silt & Clay Size 23.9 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0354 0.0216 0.0134 0.0095 0.0068 0.0048 0.0034 0.0015 100 100 100 99 84 47 31 24 Percent Finer 11 7

5 4

3 1

0 0

Spec. Percent Complies Coefficients D =0.2607 mm 85 D =0.1796 mm 60 D =0.1563 mm 50 D =0.1032 mm 30 D =0.0447 mm 15 D =0.0314 mm 10 C =5.720 u

C =1.889 c

Classification ASTM N/A AASHTO Silty Gravel and Sand (A-2-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-25 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563218 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:17:13 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 11.5

% Silt & Clay Size 88.5 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0296 0.0207 0.0124 0.0088 0.0064 0.0046 0.0032 0.0014 100 100 99 98 96 93 91 89 Percent Finer 68 53 38 32 28 25 23 21 Spec. Percent Complies Coefficients D =0.0640 mm 85 D =0.0245 mm 60 D =0.0186 mm 50 D =0.0077 mm 30 D =N/A 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-32 SAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563221 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown sand with silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:17:25 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 90.9

% Silt & Clay Size 9.1 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 100 100 100 100 99 52 23 9.1 Coefficients D =0.2155 mm 85 D =0.1643 mm 60 D =0.1470 mm 50 D =0.1149 mm 30 D =0.0864 mm 15 D =0.0766 mm 10 C =2.145 u

C =1.049 c

Classification ASTM N/A AASHTO Fine Sand (A-3 (1))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-32 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563220 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown clay Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:17:51 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 10.6

% Silt & Clay Size 89.4 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0328 0.0216 0.0128 0.0093 0.0066 0.0046 0.0033 0.0015 100 100 100 100 100 99 96 89 Percent Finer 46 36 19 15 13 11 10 8

Spec. Percent Complies Coefficients D =0.0690 mm 85 D =0.0428 mm 60 D =0.0354 mm 50 D =0.0178 mm 30 D =0.0088 mm 15 D =0.0036 mm 10 C =11.889 u

C =2.056 c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-33 KD Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563223 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark olive brown clay Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:18:17 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 13.7

% Silt & Clay Size 86.3 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0259 0.0190 0.0122 0.0090 0.0065 0.0046 0.0032 0.0014 100 99 98 97 93 90 88 86 Percent Finer 49 36 25 24 20 18 17 16 Spec. Percent Complies Coefficients D =0.0724 mm 85 D =0.0355 mm 60 D =0.0267 mm 50 D =0.0148 mm 30 D =N/A 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-33 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563222 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark olive brown clay Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:18:42 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 10.7

% Silt & Clay Size 89.3 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0279 0.0201 0.0120 0.0089 0.0064 0.0046 0.0033 0.0014 100 100 99 98 96 92 91 89 Percent Finer 54 39 26 24 21 19 17 15 Spec. Percent Complies Coefficients D =0.0665 mm 85 D =0.0327 mm 60 D =0.0253 mm 50 D =0.0139 mm 30 D =N/A 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-34 SAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563225 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown silty sand Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:19:07 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 52.8

% Silt & Clay Size 47.2 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0295 0.0215 0.0134 0.0094 0.0069 0.0048 0.0034 0.0015 100 100 100 98 77 51 48 47 Percent Finer 34 23 17 11 6

0 0

0 Spec. Percent Complies Coefficients D =0.3067 mm 85 D =0.1778 mm 60 D =0.1268 mm 50 D =0.0262 mm 30 D =0.0117 mm 15 D =0.0087 mm 10 C =20.437 u

C =0.444 c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve

Client:

Haley & Aldrich, Inc.

Project:

Fort Calhoun Station Location:

Blair, NE Project No:

GTX-311971 Boring ID: ---

Sample ID: SB-34 UNSAT Depth :

Sample Type: bag Test Date:

07/17/20 Test Id:

563224 Tested By:

ckg Checked By:

bfs Test Comment:

Visual

Description:

Moist, dark grayish brown silt Sample Comment:

Particle Size Analysis - ASTM D6913/D7928 printed 7/17/2020 3:19:34 PM 0

10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1

10 100 1000 Percent Finer Grain Size (mm)

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200

% Cobble

% Gravel 0.0

% Sand 14.3

% Silt & Clay Size 85.7 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1. 4

1. 10

1. 20

1. 40

1. 60

1. 100

1. 140

1. 200 Hydrometer 4.75 2.00 0.85 0.42 0.25 0.15 0.11 0.075 Particle Size (mm) 0.0309 0.0210 0.0126 0.0090 0.0065 0.0046 0.0033 0.0014 100 100 100 99 99 97 93 86 Percent Finer 53 36 28 25 20 16 15 13 Spec. Percent Complies Coefficients D =0.0736 mm 85 D =0.0375 mm 60 D =0.0289 mm 50 D =0.0142 mm 30 D =0.0034 mm 15 D =N/A 10 C =N/A u

C =N/A c

Classification ASTM N/A AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer Dispersion Period : 1 minute Est. Specific Gravity : 2.65 Separation of Sample: Sieve

L2027791 Geo Testing Express 311971 FORT CALHOUN STATION Client:

Project Name:

Project Number:

07/16/20 320 Forbes Boulevard, Mansfield, MA 02048-1806 Lab Number:

Report Date:

508-822-9300 (Fax) 508-822-3288 800-624-9220 - www.alphalab.com 125 Nagog Park Acton, MA 01720 Ethan Marro ATTN:

ANALYTICAL REPORT Certifications & Approvals: MA (M-MA030), NH NELAP (2062), CT (PH-0141), DoD (L2474), FL (E87814), IL (200081), LA (85084),

ME (MA00030), MD (350), NJ (MA015), NY (11627), NC (685), OH (CL106), PA (68-02089), RI (LAO00299), TX (T104704419), VT (VT-0015),

VA (460194), WA (C954), US Army Corps of Engineers, USDA (Permit #P330-17-00150), USFWS (Permit #206964).

(978) 635-0424 Phone:

The original project report/data package is held by Alpha Analytical. This report/data package is paginated and should be reproduced only in its entirety. Alpha Analytical holds no responsibility for results and/or data that are not consistent with the original.

Serial_No:07162015:25 Page 1 of 15

L2027791-01 Alpha Sample ID SB-33 KD Client ID BLAIR, NE Sample Location FORT CALHOUN STATION 311971 Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 07/16/20 Collection Date/Time Matrix Receive Date SOIL 07/01/20 Serial_No:07162015:25 Page 2 of 15

FORT CALHOUN STATION 311971 Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 07/16/20 Case Narrative The samples were received in accordance with the Chain of Custody and no significant deviations were encountered during the preparation or analysis unless otherwise noted. Sample Receipt, Container Information, and the Chain of Custody are located at the back of the report.

Results contained within this report relate only to the samples submitted under this Alpha Lab Number and meet NELAP requirements for all NELAP accredited parameters unless otherwise noted in the following narrative. The data presented in this report is organized by parameter (i.e. VOC, SVOC, etc.). Sample specific Quality Control data (i.e. Surrogate Spike Recovery) is reported at the end of the target analyte list for each individual sample, followed by the Laboratory Batch Quality Control at the end of each parameter. Tentatively Identified Compounds (TICs), if requested, are reported for compounds identified to be present and are not part of the method/program Target Compound List, even if only a subset of the TCL are being reported. If a sample was re-analyzed or re-extracted due to a required quality control corrective action and if both sets of data are reported, the Laboratory ID of the re-analysis or re-extraction is designated with an "R" or "RE", respectively.

When multiple Batch Quality Control elements are reported (e.g. more than one LCS), the associated samples for each element are noted in the grey shaded header line of each data table. Any Laboratory Batch, Sample Specific % recovery or RPD value that is outside the listed Acceptance Criteria is bolded in the report. In reference to questions H (CAM) or 4 (RCP) when "NO" is checked, the performance criteria for CAM and RCP methods allow for some quality control failures to occur and still be within method compliance. In these instances, the specific failure is not narrated but noted in the associated QC Outlier Summary Report, located directly after the Case Narrative. QC information is also incorporated in the Data Usability Assessment table (Format 11) of our Data Merger tool, where it can be reviewed in conjunction with the sample result, associated regulatory criteria and any associated data usability implications.

Soil/sediments, solids and tissues are reported on a dry weight basis unless otherwise noted. Definitions of all data qualifiers and acronyms used in this report are provided in the Glossary located at the back of the report.

HOLD POLICY - For samples submitted on hold, Alpha's policy is to hold samples (with the exception of Air canisters) free of charge for 21 calendar days from the date the project is completed. After 21 calendar days, we will dispose of all samples submitted including those put on hold unless you have contacted your Alpha Project Manager and made arrangements for Alpha to continue to hold the samples. Air canisters will be disposed after 3 business days from the date the project is completed.

Please contact Project Management at 800-624-9220 with any questions.

Serial_No:07162015:25 Page 3 of 15

Case Narrative (continued)

FORT CALHOUN STATION 311971 Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 07/16/20 Total Organic Carbon WG1389950-1: The required batch QC was prepared; however, the native sample required a different reporting method; therefore, the associated QC results could not be reported.

I, the undersigned, attest under the pains and penalties of perjury that, to the best of my knowledge and belief and based upon my personal inquiry of those responsible for providing the information contained in this analytical report, such information is accurate and complete. This certificate of analysis is not complete unless this page accompanies any and all pages of this report.

Authorized Signature:

Title:

Technical Director/Representative Date: 07/16/20 Serial_No:07162015:25 Page 4 of 15

INORGANICS MISCELLANEOUS Serial_No:07162015:25 Page 5 of 15

F SB-33 KD Client ID:

Date Collected:

07/01/20 Date Received:

Parameter Result Dilution Factor Matrix:

Soil BLAIR, NE Sample Location:

L2027791-01 Lab ID:

Qualifier Units RL SAMPLE RESULTS Project Name:

Project Number:

Lab Number:

Report Date:

FORT CALHOUN STATION 311971 L2027791 Field Prep:

Date Analyzed Analytical Method Analyst Not Specified Total Organic Carbon - Mansfield Lab Total Organic Carbon 0.613 1

0.010 07/15/20 09:32 1,9060A SP Date Prepared 07/16/20 MDL Sample Depth:

Serial_No:07162015:25 Page 6 of 15

F Parameter Result Dilution Factor Qualifier Units RL Method Blank Analysis Batch Quality Control Project Name:

Project Number:

Lab Number:

Report Date:

FORT CALHOUN STATION 311971 L2027791 Date Analyzed Analytical Method Analyst Date Prepared 07/16/20 Total Organic Carbon ND 1

0.010 07/15/20 09:32 1,9060A SP Total Organic Carbon - Mansfield Lab for sample(s): 01 Batch: WG1389950-1 MDL Serial_No:07162015:25 Page 7 of 15

Total Organic Carbon 102 75-125 25 Parameter LCS

%Recovery LCSD

%Recovery

%Recovery Limits RPD RPD Limits Total Organic Carbon - Mansfield Lab Associated sample(s): 01 Batch: WG1389950-2 Lab Control Sample Analysis Batch Quality Control Project Name:

Project Number:

Lab Number:

Report Date:

FORT CALHOUN STATION 311971 L2027791 07/16/20 Qual Qual Qual Serial_No:07162015:25 Page 8 of 15

• Values in parentheses indicate holding time in days L2027791-01A Bag A

NA 4.9 Y

Absent A

Absent Cooler Custody Seal Cooler Information FORT CALHOUN STATION 311971 A2-TOC-9060(28)

Project Name:

Project Number:

L2027791 Lab Number:

Report Date:

Sample Receipt and Container Information Container ID Container Type Cooler Temp deg C Pres Seal Container Information Analysis(*)

07/16/20 Were project specific reporting limits specified?

YES Frozen Date/Time Final pH Initial pH Serial_No:07162015:25 Page 9 of 15

Report Format:

Data Usability Report GLOSSARY Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 FORT CALHOUN STATION 311971 07/16/20 Acronyms DL EDL EMPC EPA LCS LCSD LFB LOD LOQ MDL MS MSD NA NC NDPA/DPA NI NP RL RPD SRM STLP TEF TEQ TIC Detection Limit: This value represents the level to which target analyte concentrations are reported as estimated values, when those target analyte concentrations are quantified below the limit of quantitation (LOQ). The DL includes any adjustments from dilutions, concentrations or moisture content, where applicable. (DoD report formats only.)

Estimated Detection Limit: This value represents the level to which target analyte concentrations are reported as estimated values, when those target analyte concentrations are quantified below the reporting limit (RL). The EDL includes any adjustments from dilutions, concentrations or moisture content, where applicable. The use of EDLs is specific to the analysis of PAHs using Solid-Phase Microextraction (SPME).

Estimated Maximum Possible Concentration: The concentration that results from the signal present at the retention time of an analyte when the ions meet all of the identification criteria except the ion abundance ratio criteria. An EMPC is a worst-case estimate of the concentration.

Environmental Protection Agency.

Laboratory Control Sample: A sample matrix, free from the analytes of interest, spiked with verified known amounts of analytes or a material containing known and verified amounts of analytes.

Laboratory Control Sample Duplicate: Refer to LCS.

Laboratory Fortified Blank: A sample matrix, free from the analytes of interest, spiked with verified known amounts of analytes or a material containing known and verified amounts of analytes.

Limit of Detection: This value represents the level to which a target analyte can reliably be detected for a specific analyte in a specific matrix by a specific method. The LOD includes any adjustments from dilutions, concentrations or moisture content, where applicable. (DoD report formats only.)

Limit of Quantitation: The value at which an instrument can accurately measure an analyte at a specific concentration. The LOQ includes any adjustments from dilutions, concentrations or moisture content, where applicable. (DoD report formats only.)

Limit of Quantitation: The value at which an instrument can accurately measure an analyte at a specific concentration. The LOQ includes any adjustments from dilutions, concentrations or moisture content, where applicable. (DoD report formats only.)

Method Detection Limit: This value represents the level to which target analyte concentrations are reported as estimated values, when those target analyte concentrations are quantified below the reporting limit (RL). The MDL includes any adjustments from dilutions, concentrations or moisture content, where applicable.

Matrix Spike Sample: A sample prepared by adding a known mass of target analyte to a specified amount of matrix sample for which an independent estimate of target analyte concentration is available. For Method 332.0, the spike recovery is calculated using the native concentration, including estimated values.

Matrix Spike Sample Duplicate: Refer to MS.

Not Applicable.

Not Calculated: Term is utilized when one or more of the results utilized in the calculation are non-detect at the parameter's reporting unit.

N-Nitrosodiphenylamine/Diphenylamine.

Not Ignitable.

Non-Plastic: Term is utilized for the analysis of Atterberg Limits in soil.

Reporting Limit: The value at which an instrument can accurately measure an analyte at a specific concentration. The RL includes any adjustments from dilutions, concentrations or moisture content, where applicable.

Relative Percent Difference: The results from matrix and/or matrix spike duplicates are primarily designed to assess the precision of analytical results in a given matrix and are expressed as relative percent difference (RPD). Values which are less than five times the reporting limit for any individual parameter are evaluated by utilizing the absolute difference between the values; although the RPD value will be provided in the report.

Standard Reference Material: A reference sample of a known or certified value that is of the same or similar matrix as the associated field samples.

Semi-dynamic Tank Leaching Procedure per EPA Method 1315.

Toxic Equivalency Factors: The values assigned to each dioxin and furan to evaluate their toxicity relative to 2,3,7,8-TCDD.

Toxic Equivalent: The measure of a sample's toxicity derived by multiplying each dioxin and furan by its corresponding TEF and then summing the resulting values.

Tentatively Identified Compound: A compound that has been identified to be present and is not part of the target compound list (TCL) for the method and/or program. All TICs are qualitatively identified and reported as estimated concentrations.

Footnotes Serial_No:07162015:25 Page 10 of 15

Report Format:

Data Usability Report Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 FORT CALHOUN STATION 311971 07/16/20 Terms Analytical Method: Both the document from which the method originates and the analytical reference method. (Example: EPA 8260B is shown as 1,8260B.) The codes for the reference method documents are provided in the References section of the Addendum.

Difference: With respect to Total Oxidizable Precursor (TOP) Assay analysis, the difference is defined as the Post-Treatment value minus the Pre-Treatment value.

Final pH: As it pertains to Sample Receipt & Container Information section of the report, Final pH reflects pH of container determined after adjustment at the laboratory, if applicable. If no adjustment required, value reflects Initial pH.

Frozen Date/Time: With respect to Volatile Organics in soil, Frozen Date/Time reflects the date/time at which associated Reagent Water-preserved vials were initially frozen. Note: If frozen date/time is beyond 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> from sample collection, value will be reflected in 'bold'.

Initial pH: As it pertains to Sample Receipt & Container Information section of the report, Initial pH reflects pH of container determined upon receipt, if applicable.

PAH Total: With respect to Alkylated PAH analyses, the 'PAHs, Total' result is defined as the summation of results for all or a subset of the following compounds: Naphthalene, C1-C4 Naphthalenes, 2-Methylnaphthalene, 1-Methylnaphthalene, Biphenyl, Acenaphthylene, Acenaphthene, Fluorene, C1-C3 Fluorenes, Phenanthrene, C1-C4 Phenanthrenes/Anthracenes, Anthracene, Fluoranthene, Pyrene, C1-C4 Fluoranthenes/Pyrenes, Benz(a)anthracene, Chrysene, C1-C4 Chrysenes, Benzo(b)fluoranthene, Benzo(j)+(k)fluoranthene, Benzo(e)pyrene, Benzo(a)pyrene, Perylene, Indeno(1,2,3-cd)pyrene, Dibenz(ah)+(ac)anthracene, Benzo(g,h,i)perylene. If a 'Total' result is requested, the results of its individual components will also be reported.

PFAS Total: With respect to PFAS analyses, the 'PFAS, Total (5)' result is defined as the summation of results for: PFHpA, PFHxS, PFOA, PFNA and PFOS. If a 'Total' result is requested, the results of its individual components will also be reported.

The target compound Chlordane (CAS No. 57-74-9) is reported for GC ECD analyses. Per EPA,this compound "refers to a mixture of chlordane isomers, other chlorinated hydrocarbons and numerous other components." (

Reference:

USEPA Toxicological Review of Chlordane, In Support of Summary Information on the Integrated Risk Information System (IRIS), December 1997.)

Total: With respect to Organic analyses, a 'Total' result is defined as the summation of results for individual isomers or Aroclors. If a 'Total' result is requested, the results of its individual components will also be reported. This is applicable to 'Total' results for methods 8260, 8081 and 8082.

Data Qualifiers A

B C

D E

F G

H I

J M

ND NJ P

Q Spectra identified as "Aldol Condensates" are byproducts of the extraction/concentration procedures when acetone is introduced in the process.

The analyte was detected above the reporting limit in the associated method blank. Flag only applies to associated field samples that have detectable concentrations of the analyte at less than ten times (10x) the concentration found in the blank. For MCP-related projects, flag only applies to associated field samples that have detectable concentrations of the analyte at less than ten times (10x) the concentration found in the blank. For DOD-related projects, flag only applies to associated field samples that have detectable concentrations of the analyte at less than ten times (10x) the concentration found in the blank AND the analyte was detected above one-half the reporting limit (or above the reporting limit for common lab contaminants) in the associated method blank. For NJ-Air-related projects, flag only applies to associated field samples that have detectable concentrations of the analyte above the reporting limit. For NJ-related projects (excluding Air), flag only applies to associated field samples that have detectable concentrations of the analyte, which was detected above the reporting limit in the associated method blank or above five times the reporting limit for common lab contaminants (Phthalates, Acetone, Methylene Chloride, 2-Butanone).

Co-elution: The target analyte co-elutes with a known lab standard (i.e. surrogate, internal standards, etc.) for co-extracted analyses.

Concentration of analyte was quantified from diluted analysis. Flag only applies to field samples that have detectable concentrations of the analyte.

Concentration of analyte exceeds the range of the calibration curve and/or linear range of the instrument.

The ratio of quantifier ion response to qualifier ion response falls outside of the laboratory criteria. Results are considered to be an estimated maximum concentration. (DoD and NYSDEC Part 375 PFAS only.)

The concentration may be biased high due to matrix interferences (i.e, co-elution) with non-target compound(s). The result should be considered estimated.

The analysis of pH was performed beyond the regulatory-required holding time of 15 minutes from the time of sample collection.

The lower value for the two columns has been reported due to obvious interference.

Estimated value. This represents an estimated concentration for Tentatively Identified Compounds (TICs).

Reporting Limit (RL) exceeds the MCP CAM Reporting Limit for this analyte.

Not detected at the reporting limit (RL) for the sample.

Presumptive evidence of compound. This represents an estimated concentration for Tentatively Identified Compounds (TICs), where the identification is based on a mass spectral library search.

The RPD between the results for the two columns exceeds the method-specified criteria.

The quality control sample exceeds the associated acceptance criteria. For DOD-related projects, LCS and/or Continuing Calibration 1

The reference for this analyte should be considered modified since this analyte is absent from the target analyte list of the original method.

Serial_No:07162015:25 Page 11 of 15

Report Format:

Data Usability Report Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 FORT CALHOUN STATION 311971 07/16/20 Data Qualifiers R

RE S

Standard exceedences are also qualified on all associated sample results. Note: This flag is not applicable for matrix spike recoveries when the sample concentration is greater than 4x the spike added or for batch duplicate RPD when the sample concentrations are less than 5x the RL. (Metals only.)

Analytical results are from sample re-analysis.

Analytical results are from sample re-extraction.

Analytical results are from modified screening analysis.

Serial_No:07162015:25 Page 12 of 15

Alpha Analytical performs services with reasonable care and diligence normal to the analytical testing laboratory industry. In the event of an error, the sole and exclusive responsibility of Alpha Analytical shall be to re-perform the work at it's own expense. In no event shall Alpha Analytical be held liable for any incidental, consequential or special damages, including but not limited to, damages in any way connected with the use of, interpretation of, information or analysis provided by Alpha Analytical.

We strongly urge our clients to comply with EPA protocol regarding sample volume, preservation, cooling, containers, sampling procedures, holding time and splitting of samples in the field.

LIMITATION OF LIABILITIES 1

Test Methods for Evaluating Solid Waste: Physical/Chemical Methods. EPA SW-846.

Third Edition. Updates I - VI, 2018.

Project Name:

Project Number:

Lab Number:

Report Date:

L2027791 FORT CALHOUN STATION 311971 REFERENCES 07/16/20 Serial_No:07162015:25 Page 13 of 15

Alpha Analytical, Inc.

ID No.:17873 Facility: Company-wide Revision 17 Department: Quality Assurance Published Date: 4/28/2020 9:42:21 AM

Title:

Certificate/Approval Program Summary Page 1 of 1 Document Type: Form Pre-Qualtrax Document ID: 08-113 Certification Information The following analytes are not included in our Primary NELAP Scope of Accreditation:

Westborough Facility EPA 624/624.1: m/p-xylene, o-xylene, Naphthalene EPA 8260C: NPW: 1,2,4,5-Tetramethylbenzene; 4-Ethyltoluene, Azobenzene; SCM: Iodomethane (methyl iodide), 1,2,4,5-Tetramethylbenzene; 4-Ethyltoluene.

EPA 8270D: NPW: Dimethylnaphthalene,1,4-Diphenylhydrazine; SCM: Dimethylnaphthalene,1,4-Diphenylhydrazine.

SM4500: NPW: Amenable Cyanide; SCM: Total Phosphorus, TKN, NO2, NO3.

Mansfield Facility SM 2540D: TSS EPA 8082A: NPW: PCB: 1, 5, 31, 87,101, 110, 141, 151, 153, 180, 183, 187.

EPA TO-15: Halothane, 2,4,4-Trimethyl-2-pentene, 2,4,4-Trimethyl-1-pentene, Thiophene, 2-Methylthiophene, 3-Methylthiophene, 2-Ethylthiophene, 1,2,3-Trimethylbenzene, Indan, Indene, 1,2,4,5-Tetramethylbenzene, Benzothiophene, 1-Methylnaphthalene.

EPA TO-12 Non-methane organics EPA 3C Fixed gases Biological Tissue Matrix: EPA 3050B The following analytes are included in our Massachusetts DEP Scope of Accreditation Westborough Facility:

Drinking Water EPA 300.0: Chloride, Nitrate-N, Fluoride, Sulfate; EPA 353.2: Nitrate-N, Nitrite-N; SM4500NO3-F: Nitrate-N, Nitrite-N; SM4500F-C, SM4500CN-CE, EPA 180.1, SM2130B, SM4500Cl-D, SM2320B, SM2540C, SM4500H-B, SM4500NO2-B EPA 332: Perchlorate; EPA 524.2: THMs and VOCs; EPA 504.1: EDB, DBCP.

Microbiology: SM9215B; SM9223-P/A, SM9223B-Colilert-QT,SM9222D.

Non-Potable Water SM4500H,B, EPA 120.1, SM2510B, SM2540C, SM2320B, SM4500CL-E, SM4500F-BC, SM4500NH3-BH: Ammonia-N and Kjeldahl-N, EPA 350.1:

Ammonia-N, LACHAT 10-107-06-1-B: Ammonia-N, EPA 351.1, SM4500NO3-F, EPA 353.2: Nitrate-N, SM4500P-E, SM4500P-B, E, SM4500SO4-E, SM5220D, EPA 410.4, SM5210B, SM5310C, SM4500CL-D, EPA 1664, EPA 420.1, SM4500-CN-CE, SM2540D, EPA 300: Chloride, Sulfate, Nitrate.

EPA 624.1: Volatile Halocarbons & Aromatics, EPA 608.3: Chlordane, Toxaphene, Aldrin, alpha-BHC, beta-BHC, gamma-BHC, delta-BHC, Dieldrin, DDD, DDE, DDT, Endosulfan I, Endosulfan II, Endosulfan sulfate, Endrin, Endrin Aldehyde, Heptachlor, Heptachlor Epoxide, PCBs EPA 625.1: SVOC (Acid/Base/Neutral Extractables), EPA 600/4-81-045: PCB-Oil.

Microbiology: SM9223B-Colilert-QT; Enterolert-QT, SM9221E, EPA 1600, EPA 1603.

Mansfield Facility:

Drinking Water EPA 200.7: Al, Ba, Cd, Cr, Cu, Fe, Mn, Ni, Na, Ag, Ca, Zn. EPA 200.8: Al, Sb, As, Ba, Be, Cd, Cr, Cu, Pb, Mn, Ni, Se, Ag, TL, Zn. EPA 245.1 Hg.

EPA 522.

Non-Potable Water EPA 200.7: Al, Sb, As, Be, Cd, Ca, Cr, Co, Cu, Fe, Pb, Mg, Mn, Mo, Ni, K, Se, Ag, Na, Sr, TL, Ti, V, Zn.

EPA 200.8: Al, Sb, As, Be, Cd, Cr, Cu, Fe, Pb, Mn, Ni, K, Se, Ag, Na, TL, Zn.

EPA 245.1 Hg.

SM2340B For a complete listing of analytes and methods, please contact your Alpha Project Manager.

Serial_No:07162015:25 Page 14 of 15

Serial_No:07162015:25 Page 15 of 15

APPENDIX H Well Survey Results

HALEY & ALDRICH, INC.

75 Washington Road, Suite 1A Portland, Maine 04101 207.482.4600 www.haleyaldrich.com MEMORANDUM 13 April 2021 File No. 0127960-006 TO:

Scott Zoller EnergySolutions FROM:

Haley & Aldrich, Inc.

Jeremy Gerger Senior Scientist Nadia Glucksberg Program Manager

SUBJECT:

Fort Calhoun Nuclear Power Station - Well Research A search on the Nebraska Department of Natural Resources Permits & Registrations Division, Groundwater Section database and web viewer, and the Iowa Geological Survey web viewer, yielded 92 active wells within the approximate search radius identified in Figure 1 from the Fort Calhoun Nuclear Power Plant (power plant), located at Power Lane in Blair, Nebraska. The well search was concentrated in the flood plain approximately 2.5-miles upstream and 4.5-miles downstream from the power plant.

A review of the well databases revealed that there are 31 domestic/private wells, seven geothermal heating wells, 13 irrigation wells, six public water wells (for recreation areas), 27 environmental monitoring wells, and four commercial/industrial wells, within the search area identified in Figure 1.

Four wells did not have an identifiable purpose. Domestic and irrigation well information is provided on Table 1. Remaining well information is provided on Table 2. A short description of each is below:

Domestic Wells. Fifteen of the 31 domestic wells encountered either shale (six wells between 130 to 255 feet bgs with an average static water level of approximately 137.7 feet bgs) or limestone (nine between 34 to 279 feet bgs with an average static water level of approximately 75.2 feet bgs). Each of the 31 screens were installed in sand or straddled a sand/clay interval.

Irrigation Wells. Of the 13 irrigation wells that were mainly located in Iowa, six encountered bedrock. The deepest irrigation well encountered shale at approximately 180 feet bgs and was screened in sandy clay from 165 to 175 feet bgs. The static water level for this well was approximately 148 feet bgs. Five other irrigation wells encountered limestone ranging from approximately 68 to 110 feet bgs. These wells had an average static water level of approximately 7.4 feet bgs and each were screened in sand and gravel.

13 April 2021 Page 2 Public Water Supply Wells. The six public water supply wells are located in Iowa in either the Wilson Island State Recreation Area or the Desoto National Wildlife Refuge. The database was deficient with information regarding these wells; however, each was terminated less than 100-feet bgs with static water levels ranging from 14 to 36 feet bgs.

Geothermal Wells. Two of the seven geothermal wells encountered bedrock. One of the wells encountered limestone at approximately 190 feet bgs, then shale at 197 feet bgs, and finally limestone again at 200 feet bgs where the boring was terminated. The other geothermal well encountered shale at approximately 200 feet bgs where the boring was terminated. There is no well screen data for these wells as they are closed-loop systems with no well screen present.

Monitoring Wells. Although monitoring wells are not relevant for a resident farmer scenario, they do provide state water levels of the shallow aquifer. Static water levels of the monitoring wells range/ranged between approximately 5 to 20 feet bgs. The average static water level for the monitoring wells with data available is 15.3 feet bgs. None of the monitoring wells were installed in bedrock (i.e. limestone or shale). Well screens were installed primarily in sand, with the exception of a few wells that straddled a clay and/or silt and sand interval.

Commercial/Industrial Wells. One of the commercial/industrial wells identified did not have a well log available on the database; however, the static water level for the well was 10 feet bgs.

Two other commercial/industrial wells were both drilled to approximately 70 feet bgs with one of the wells tagging limestone at the bottom of the boring. The static water level for one of the wells was approximately 18 feet bgs. The static water level for the other commercial/industrial well was inaccurate. Although the well was installed to approximately 70 feet bgs, the static water level was recorded as 100 feet bgs. Both wells were screened in sand and one contained a thin, approximately 2-foot, layer of clay. The final commercial/industrial well identified in the search tagged limestone at approximately 48 feet bgs, had a static water level of 12 feet bgs and was screened from 37 to 47 feet bgs in sand.

Other. Three of the four Nebraska wells with an unidentified purpose tagged limestone at either 54, 74 or 90 feet bgs. Each of the well screens were installed in sand and static water levels ranged from 12 to 35 feet bgs.

THIS MAP IS NOT TO BE USED FOR NAVIGATION This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable.

Fort Calhoun Flood Plain Search Notes 2/15/2021 12:51:00 PM Printed Date Disclaimer 0

1.5 3

mi Wells Near Ft. Calhoun Power Station Legend Counties NRDs Active, Registered Wells SubSections X Unregistered Wells Well Use Descriptions X Aquaculture X Dewatering (>90 Days)

X Commercial/Industrial X Geothermal X Domestic X Ground Heat Exchange X Heat Pump Well (Open)

X Injection X Irrigation X Monitoring (Quality)

X Livestock Observation (Quantity)

X X Other Pit (Excavation)

X X Recovery Unspecified X

Table 1 Well Survey Results Summary Domestic and Irrigation Wells Fort Calhoun Station Blair, Nebraska Page 1 Well ID Registration Number Well Type LAT LONG Top of Well Screen Bottom of Well Screen Static WL 97900 G-086412 Domestic 41.501357

-96.046138 50 55 9

97575 G-086200 Domestic 41.500798

-96.050597 23 30 9

118425 G-100661 Domestic 41.498117

-96.054085 10 23 9

99336 G-087486 Domestic 41.496799

-96.06209 117 122 100 119033 G-101202 Domestic 41.503439

-96.065526 110 120 92 113251 G-097504 Domestic 41.503929

-96.0667 80 120 53 118170 G-100951 Domestic 41.502898

-96.066919 188 198 160 118965 G-101572 Domestic 41.506907

-96.067862 15 48 11 252761 G-185127 Domestic 41.49475

-96.06394444 45 50 32 95059 G-084528 Domestic 41.4878

-96.044883 30 35 12 142842 G-117591 Domestic 41.496518

-96.067019 245/265 255/275 219 161227 G-129224 Domestic 41.50877778

-96.07216667 120/133 130/138 103 103934 G-093764 Domestic 41.50241

-96.074563 75 85 46 156437 G-125696 Domestic 41.51163889

-96.07325 128 138 100 150630 G-122178 Domestic 41.49830556

-96.07391667 185 195 157 173135 G-137745 Domestic 41.51091667

-96.07602778 164 174 100 187925 G-146499 Domestic 41.48331667

-96.06065 63 73 24 97304 G-085929 Domestic 41.50872

-96.093593 177 187 135 106589 G-091509 Domestic 41.509112

-96.095403 282 292 242 148284 G-120479 Domestic 41.512833

-95.998314 25 35 19 166467 G-132787 Domestic 41.51075

-96.09816667 260 270 218 166184 G-132632 Domestic 41.51369444

-96.09805556 180 200 145 171372 G-136447 Domestic 41.51088889

-96.09891667 238 248 213 262595 G-190170 Domestic 41.51219444

-96.09991666 237 247 194 158928 G-127456 Domestic 41.51177778

-96.10008333 218 228 185 150838 G-122369 Domestic 41.522992

-95.998326 23 33 15 196267 G-151743 Domestic 41.51222222

-96.10138889 241 248 204 243020 G-179398 Domestic 41.51169444

-96.10166667 208 218 183 129525 G-109543 Domestic 41.514705

-96.10278 228 233 195 114634 G-097796 Domestic 41.520023

-96.103383 137 142 92 222614 G-165811 Domestic 41.54251667

-96.09916111 90060 Irrigation 41.53972222

-96.0805555600 40 60 12 19909 Irrigation 41.545264

-96.069234 5

39044 Irrigation 41.555762

-96.066524 62 82 11 33137 Irrigation 41.556847

-96.060487 70 90 11 33136 Irrigation 41.553427

-96.050821 60 80 10 50940 Irrigation 41.545195

-96.061682 58 78 4

30178 Irrigation 41.527839

-96.060558 54 69 11 29285 Irrigation 41.4952990000

-95.989589 86 110 10 63931 Irrigation 41.4877

-95.9882 61 101 10 29284 Irrigation 41.4858100000 -95.9823110000 61 101 7

36669 Irrigation 41.481306

-95.976588 72 95 4

29283 Irrigation 41.477113

-95.9839950000 41 81 7

Table 2 Well Survey Results Summary Additional Area Wells Fort Calhoun Station Blair, Nebraska Page 1 Well ID Registration Number Well Type LAT LONG Top of Well Screen Bottom of Well Screen Static WL 251574 G-184477 Other 41.50192778

-96.03978056 54 74 12 251575 G-184478 Other 41.50172222

-96.03487778 61/69.5 67/89.5 14 95060 G-084529 Other 41.4891851

-96.05205481 41 51 35 131716 G-109803 Commercial/Industrial 41.51418056

-96.06813333 50.9 60.9 101 94474 G-084129 Livestock 41.487771

-96.060769 165 175 148 140317 G-115791 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.50563889

-96.07472222 131715 G-109802 Commercial/Industrial 41.521254

-96.06706 10 211531 G-159683 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.50366667

-96.07733333 131708 G-109801A Monitoring (Ground Water Quality) 41.519811

-96.074618 18 235784 G-174730 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.47882778

-96.0532 131709 G-109801B Monitoring (Ground Water Quality) 41.520634

-96.074622 18 214519 G-161564C Monitoring (Ground Water Quality) 41.52081111

-96.07563889 10 264053 G-191156C Monitoring (Ground Water Quality) 41.52000833

-96.076475 13.4 214518 G-161564B Monitoring (Ground Water Quality) 41.51858889

-96.07773056 5

264051 G-191156A Monitoring (Ground Water Quality) 41.52005833

-96.076475 13.4 189482 G-147837A Monitoring (Ground Water Quality) 41.52036667

-96.07621111 15.1 189489 G-147837H Monitoring (Ground Water Quality) 41.52035278

-96.076225 15 189491 G-147837J Monitoring (Ground Water Quality) 41.52066389

-96.07602778 15.1 189490 G-147837I Monitoring (Ground Water Quality) 41.52067778

-96.07601667 13.8 189487 G-147837F Monitoring (Ground Water Quality) 41.52059444

-96.07653056 16.9 189488 G-147837G Monitoring (Ground Water Quality) 41.52058333

-96.07654167 17.3 189492 G-147837K Monitoring (Ground Water Quality) 41.52108889

-96.07611667 15.8 189485 G-147837D Monitoring (Ground Water Quality) 41.52022222

-96.07704167 17.1 189486 G-147837E Monitoring (Ground Water Quality) 41.52020833

-96.07705556 17.2 189494 G-147837M Monitoring (Ground Water Quality) 41.52029722

-96.07723333 264052 G-191156B Monitoring (Ground Water Quality) 41.5197

-96.07793611 14.7 133206 G-110639 Monitoring (Ground Water Quality) 41.51908624

-96.07867716 13 251573 G-184476 Other 41.51812778

-96.01452222 76 116 14 189483 G-147837B Monitoring (Ground Water Quality) 41.52033889

-96.07809722 17.3 214517 G-161564A Monitoring (Ground Water Quality) 41.51666111

-96.08096944 15 189484 G-147837C Monitoring (Ground Water Quality) 41.52032222

-96.07839444 17.5 192700 G-149467 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.50775

-96.08461111 189493 G-147837L Monitoring (Ground Water Quality) 41.52141667

-96.07801389 14.7 177042 G-140336 Commercial/Industrial 41.52005556

-96.0795 50 70 18 107934 G-092618 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.509412

-96.094423 262597 G-190173 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.51208333

-96.09944444 194 93726 G-083661A Monitoring (Ground Water Quality) 41.520549

-96.096737 8

185771 G-145222 Ground Heat Exchanger well - Closed Loop Heat Pump well 41.51663889

-96.10316667 217573 G-163030 Monitoring (Ground Water Quality) 41.52846667

-96.09792778 13 113636 G-097024 Commercial/Industrial 41.531049

-96.103693 37 47 12 234869 G-174034A Monitoring (Ground Water Quality) 41.53291389

-96.11023333 5

234870 G-174034B Monitoring (Ground Water Quality) 41.5345

-96.11011111 4.3 200353 G-153892B Monitoring (Ground Water Quality) 41.53702

-96.109819 16911 Public Water Supply 41.548545

-96.027979 50 70