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www.haleyaldrich.com HYDROGEOLOGICAL CONCEPTUAL SITE MODEL, REV. 2 FORT CALHOUN STATION BLAIR, NEBRASKA by Haley & Aldrich, Inc.
Portland, Maine for EnergySolutions Blair, Nebraska File No. 129760 September 2020
HALEY & ALDRICH, INC.
100 Corporate Place Suite 105 Rocky Hill, CT 06067 860.282.9400 www.haleyaldrich.com 03 September 2020 File No. 129760-006 Mr. Scott Zoller EnergySolutions 9610 Power Lane Blair, Nebraska 68008
Subject:
Hydrogeological Conceptual Site Model, Rev. 1 Fort Calhoun Station 9610 Power Lane Blair, Nebraska
Dear Mr. Zoller:
Haley & Aldrich is pleased to submit this 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).
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 Y:\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\2020-09011 FCS CSM DF3.docx
HALEY & ALDRICH, INC.
100 CORPORATE PLACE SUITE 105 ROCKY HILL, CT 06067 860.282.9400 www.haleyaldrich.com SIGNATURE PAGE FOR HYDROGEOLOGICAL CONCEPTUAL SITE MODEL, REV. 1 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:
Jennifer Kingston Project Manager Haley & Aldrich, Inc.
Nadia Glucksberg Program Manager l Hydrogeologist Haley & Aldrich, Inc.
Table of Contents Page List of Tables v
List of Figures v
Acronyms vi
- 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 6
4.1 GEOTECHNICAL SOIL SAMPLING 6
4.2 HYDROLOGICAL CHARACTERIZATION 6
4.3 VADOSE ZONE CONDUCTIVITY TESTING 6
- 5.
Findings 7
- 6.
Conclusions 9
6.1 CONCLUSION
S 9
References 10 Tables Figures Appendix A - Field Forms Appendix B - Hydraulic Gradient and Groundwater Velocity Analyses Appendix C - River Gauging Station Data Graphs
Table of Contents Page Appendix D - Hydraulic Conductivity Analyses Appendix E - Vadose Zone Hydraulic Conductivity Analyses Appendix F - Zone of Influence Evaluation
v List of Tables Table No.
Title 3-1 Monitoring Well Construction Details 5-1 Groundwater Elevation Data 5-2 Hydraulic Conductivity Data 5-3 Vadose Zone Hydraulic Conductivity Data List of Figures Figure No.
Title 1-1 Site Locus 1-2 Current Site Conditions 2-1 Site Topography 2-2 Surface Water Features 3-1 Monitoring Well Network 5-1 Shallow Groundwater Contours, 2020 5-2 Deeper Groundwater Contours, 2020
vi Acronyms 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 Haley & Aldrich Haley & Aldrich, Inc.
HSA Historical Site Assessment 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
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- 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 a 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).
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 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
2 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.
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- 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 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.
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- 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 releases 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 groundwater monitoring wells onsite 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. In addition, on an annual basis from seven wells, and quarterly from one well, samples are also submitted for gamma and hard-to-detect isotopes. Results have all been below background values or non-detect. Monitoring wells are shown on Figure 3-1. Well construction details are included in Table 3-1.
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- 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 groundwater monitoring well network onsite. A synoptic water level round was conducted, measuring the depth to groundwater at each of the 17 wells on-site.
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 be able to calculate the 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 4 - 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. These results are discussed in Section 5 below.
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- 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 and shows an average steady gage 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. 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. The complete analysis is provided in Appendix E. It should be noted that at one location, the water
8 level remained unchanged. Therefore, these results only include the testing information from the other six locations.
Finally, to better understand the potential zone of influence for fill materials that may potentially be used to backfill the deeper basements (and to provide input parameters for the RESRAD Basement Fill Model), the estimated influence of different soil types for reasonable pumping rates were calculated. These calculations and corresponding rates are provided in Appendix F. The calculations indicate that with a pumping rate of 1.13 gallons per minute (gpm), a clean sand backfill material would result in a zone of influence for the residential farmer of approximately 2.7 feet (0.8 meters). If the backfill material is a silty sand, the zone of influence would increase to approximately 61 feet (18.6 meters). These calculations assume a pump rate of 1.13 gpm, and hydraulic conductivity values of 1x10-2 cm/sec (clean sand) and 1x10-3 cm/sec (silty sand). Soils from the onsite area identified as a potential backfill source have a hydraulic conductivity around 1x10-5 cm/sec and will not provide the desired flow with the available saturated thickness. As shown in Appendix F, fill soils with hydraulic conductivity values lower than 1x10-3 cm/sec will not produce the desired flow rate of 1.13 gpm. If the pump rate or hydraulic conductivity of the backfill material is different than the values assumed, the radius of influence may vary.
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- 6.
Conclusions
6.1 CONCLUSION
S 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.
10 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:
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Tables\\[2020-0720 Vadose Zone Hydraulic Conductivity D1.xlsx]Summary Table
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
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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 12, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 8, 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)
June 8, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 8, 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)
June 18, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 8, 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)
June 8, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 8, 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)
June 8, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 18, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 11, 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)
June 11, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 10, 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)
June 10, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 9, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 9, 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)
June 19, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 17, 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)
June 17, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 19, 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)
June 19, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 19, 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)
June 19, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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 June 19, 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)
June 19, 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\\APPENDICES\\APPENDIX A - FIELD FORMS\\GINT\\127960-006_TB DATABASE.GPJ Jul 27, 20 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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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.
\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\Hydrologic CSM\\Appendices\\Appendix D - Hydraulic Conductivity Data\\Table 5-3 Hydraulic Conductivity Data.xlsx
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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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 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:
File No.:
Computed by:
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Date:
Sheet:
Project:
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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 Zone of Influence Evaluation
OBJECTIVE CALCULATIONS(CONT.)
- 1. Thepurposeofthiscalculationistoestimatetheradiusofinfluenceforresidentialpumpingwells
- 3. RadiusofInfluencewithpumpingraterangeofapproximately02GPM(03,979m3/year),SiltySandtoSilt(K=1x104cm/sec).
withvaryingpumpratesandbackfillmaterials.
Q k
H h
R re s
(gpm) (gpd/ft.2)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
REFERENCES
- DIV/0!
2E+00 30 30 0.6 0.56 0
- 1. DriscollSeepageCalculationbasedontheSichardtEquationforradialseepage.
0.4 2E+00 30 20 300.6 0.56 10
- 2. EnvironemtalProtectionAgency(EPA)"WaterSense"website:https://www.epa.gov/watersense/howweusewater 0.5 2E+00 30 10 600.6 0.56 20
- 3. Table2.2RangeofValuesofHydraulicConductivityandPermeability,Groundwater(1979),A.Freeze&J.Cherry.
0.6 2E+00 30 0
900.6 0.56 30 ASSUMPTIONS
- 4. RadiusofInfluencewithpumpingraterangeofapproximately02GPM(03,979m3/year),Silt(K=1x105cm/sec).
- 1. AccordingtotheEPA,thehighestresidentialwaterusageisapproximately200gallonsperpersonperday.
Q k
H h
R re s
- 2. Forthisanalysis,wewillassumeanaveragehouseholdof5people.Thereforeonehouseholdmayuse (gpm) (gpd/ft.2)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
approximately1000gallonsperday.
- DIV/0!
2E01 30 30 0.6 0.56 0
- 3. Toprovideconservativeestimateswiththiscalculation,wewillassumethatanaveragehousehold 0.0 2E01 30 20 300.6 0.56 10 mayuseupto1628gallonsperdayperhousehold(2,250m3/year),totakeirrigationandfarmingintoaccount.
0.1 2E01 30 10 600.6 0.56 20
- 4. Thisequatestoapproximately1.13gallonsperminuteperhouseholdonaverage.Forthepurposesofthis 0.1 2E01 30 0
900.6 0.56 30 calculation,wewillfocusontheradiusofinfluenceformaterialsyielding0.52gallonsperminute(gpm).
- 5. Thefollowingequationsareusedtocalculateradiusofinfluence:
- 5. RadiusofInfluencewithpumpingraterangeofapproximately02GPM(03,979m3/year),SilttoGlacialTill(K=1x106cm/sec).
Where:
Q=flow,gpm Q
k H
h R
re s
k=hydraulicconductivity,gpd/sq.ft.
(gpm) (gpd/ft.2)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
H=saturatedthicknessbeforepumping,ft.
- DIV/0!
2E02 30 30 0.6 0.56 0
h=saturatedthicknessafterpumping,ft.
0.0 2E02 30 20 300.6 0.56 10 R=radiusofinfluence,ft.(basedonSiechardtequation).
0.0 2E02 30 10 600.6 0.56 20 re=effectivewellradius.
0.0 2E02 30 0
900.6 0.56 30 r=radiuswithintheconeofdepression,ft.
- 6. Thefollowinginformationisgiven:
SUMMARY
OFRESULTSESTIMATEDRADIUSOFINFLUENCEWITHVARIABLEPUMPRATEANDHYDRAULICCONDUCTIVITY Rangeofhydraulicconductivity(k)from1x102to1x106cm/sec.
Aquiferthickness(H)of30feet.
Effectiveporosityof0.3.
- 7. Calculationswillbecompletediterativelyusingasaturatedthicknessfrom030ftandarange ofkvaluesasstatedabove.
- 8. Thematerialtypesassociatedwitheachhydraulicconductivityvalueinthesecalculationsaregeneralized estimatesbasedonTable2.2fromGroundwater(1979)byFreeze&Cherry.Actualkvaluesmayvarydependingonthe specificcompositionofthematerialused.
CALCULATIONS
- 1. RadiusofInfluencewithpumpingraterangeofapproximately02GPM(03,979m3/year),CleanSand(K=1x102cm/sec).
Q k
H h
R re s
(gpm)
(gpd/ft.2)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
- DIV/0!
2E+02 30 30 0.6 0.56 0
1.5 2E+02 30 29.9 3.6 0.56 0.1 2.3 2E+02 30 29.8 6.6 0.56 0.2 2.9 2E+02 30 29.7 9.6 0.56 0.3
- 2. RadiusofInfluencewithpumpingraterangeofapproximately02GPM(03,979m3/year),SiltySand(K=1x103cm/sec).
Q k
H h
R re s
(gpm)
(gpd/ft.2)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
- DIV/0!
2E+01 30 30 0.6 0.56 0
1.1 2E+01 30 28 60.6 0.56 2
1.9 2E+01 30 26 120.6 0.56 4
2.6 2E+01 30 24 180.6 0.56 6
Client:
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\\\\haleyaldrich.com\\share\\CF\\Projects\\127960\\Deliverables\\HydrologicCSM\\Appendices\\AppendixFZoneofInfluenceEvaluation\\[AppendixFZoneofInfluenceEvaluation_Range.xlsx]Sheet1
Subject:
Material K (cm/sec) 1E-06 1E-06 1E-06 1E-06 Material K Excavation Excavation 1E-05 1E-05 1E-05 1
1 1
1 1
1 1
1E-03 1E-03 Length (ft.)
Width (ft.)
1 1
1 1
1 1
1 1
1 1E-03 1
1 Excavation Excavation Width (ft.)
Length (ft.)
1 1
(cm/sec) 1 1
1 NOTE:Asshowninthecalculationsabove,materialswithahydraulicconductivityof1x104cm/secorlesscannotproduceenoughflow withtheavailablesaturatedthickness.
FT.CALHOUNESTIMATEDRADIUSOFINFLUENCEFORRESIDENTIALWELLS EstimateRadiusofInfluenceforResidentialPumpWells EnergySolutions 127960005 SLG CKJ 11Sep2020 1of1 FortCalhounStation,BlairNebraska 1
Material K (cm/sec) 1E-02 1E-02 1E-02 1E-02 1E-03 1
Excavation Width (ft.)
1 1
1 1
Material K (cm/sec) 1E-05 Excavation Length (ft.)
1 Excavation Width (ft.)
1 Material K (cm/sec) 1E-04 1E-04 1E-04 1E-04 Excavation Length (ft.)
1 Excavation Length (ft.)
1 1
1 1
Excavation Width (ft.)
1 1
1 1
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 0.0 100.0 200.0 300.0 400.0 500.0 600.0 700.0 800.0 900.0 1000.0 Flow(GPM)
RadiusofInfluence(ft)
CleanSand(1x102 cm/sec)
SiltySand(1x103 cm/sec)
SiltySandtoSilt (1x104cm/sec)
Silt(1x105cm/sec)
Anticipatedlongterm waterusefora5 personhousehold (2,250cubic meters/year) er R
h H
k Q
/
log 1055
)
(
2 2
k r
R Q
H h
e
/
log 1055 2