ML19007A261

Hai Hydrogeologic Investigation Report - January 2015

ML19007A261
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Site:	La Crosse File:Dairyland Power Cooperative icon.png
Issue date:	01/15/2015
From:	Haley & Aldrich
To:	Vaaler M Division of Decommissioning, Uranium Recovery and Waste Programs
M VAALER DUWP
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HYDROGEOLOGICAL INVESTIGATION REPORT LA CROSSE BOILING WATER REACTOR DAIRYLAND POWER COOPERATIVE GENOA, WISCONSIN by Haley & Aldrich, Inc.

Portland, Maine for Dairyland Power Cooperative S4601 State Highway Genoa, WI 54632 File No. 38705-008 Revised 15 January 2015

15 January 2015 File No. 38705-008 Mr. Don Egge Dairyland Power Cooperative S4601 State Highway Genoa, WI 54632

Subject:

Hydrogeological Investigation Report La Crosse Boiling Water Reactor Dairyland Power Cooperative Genoa, Wisconsin

Dear Mr. Egge:

Enclosed please find the revised Hydrogeological Investigation Report for the La Crosse Boiling Water Reactor located in Genoa, Wisconsin. This Report has been developed to supplement our preliminary findings in the Hydrogeological Conceptual Site Model and to support the ongoing decommissioning of the reactor and associated structures.

This revision includes changes to Figures 6 and 7. The Mississippi River stage and date were corrected on both of these figures.

As in the original report, the data suggest that there are no significant impacts to groundwater downgradient from the areas of interest previously identified. Please note that data gaps still remain directly below some of the structures, but in general, the geology and hydrogeology has been characterized with no immediate actions recommended other than to continue sampling to further document baseline conditions.

If you have any questions or would like to discuss our findings, please feel free to call Nadia Glucksberg at 207.482.4623.

Sincerely yours, HALEY & ALDRICH, INC.

Meghan A. Daigle Nadia Glucksberg, PG Staff Geologist Lead Hydrogeologist Enclosures

i EXECUTIVE

SUMMARY

Haley & Aldrich, Inc. (Haley & Aldrich) installed five well pairs within the Protected Area (PA) of the La Crosse Boiling Water Reactor (LACBWR) facility to clarify the hydrogeologic properties of soil and groundwater in the area and better understand the fate and transport of potential radionuclides at the Site. Soil and groundwater samples were collected for laboratory analysis. Slug tests were performed to assess hydraulic conductivity at each well pair. The following conclusions are based on the details of this investigation and revised conceptual site model (CSM):

Geology is well understood and consists of fill sands overlying fine to medium sands with increasingly coarse sands and gravel with depth. Bedrock is encountered at approximately 130 feet below ground surface (bgs). In general, the monitoring well network installed within the LACBWR area is screened in medium or medium-fine sand.

Groundwater flows towards the Mississippi River and is hydraulically connected to the river.

River stage affects local groundwater fluctuations and may slightly alter groundwater flow direction to parallel river flow. Typically, groundwater is encountered at approximately 20 feet bgs.

The average shallow aquifer hydraulic conductivity is approximately 313 feet per day and the average deep aquifer hydraulic conductivity is approximately 429 feet per day.

The horizontal gradient of the water table ranges from 0.004 to 0.005 feet per foot (ft/ft) in the shallow aquifer and 0.001 to 0.002 ft/ft in the deeper aquifer.

Vertical groundwater gradients are impacted by the river stage. Generally there is an upward gradient, as expected, during the low river stages with a downward gradient during times of extremely high water. Vertical gradients are small, and range from 0.015 ft/ft in the downward direction to 0.028 ft/ft in the upward direction.

Groundwater velocity in the shallow water bearing zone ranges from 0.005 to 0.073 feet per day (ft/day) and 0.009 to 0.030 ft/day in the deep zone.

The data indicate that the shallow aquifer has slower velocities and groundwater movement below the turbine building and faster groundwater movement outside and around the turbine building, suggesting some interference of the subsurface pilings associated with the building.

Groundwater velocity data for the deep aquifer indicate less variability and lack the influence of subsurface disturbances.

The most likely Areas of Interest (AOIs) where radionuclides could have been released to soils and groundwater include the Turbine Building waste collection system and the Underground Gas Storage Tank Vault and Piping. No radionuclides were detected above background from the groundwater monitoring wells suggesting that these AOIs did not impact downgradient conditions. However, soils and groundwater directly below these areas have not yet been characterized.

ii Groundwater analytical results did not report radionuclides at activities above background in any of the samples; historic site operations did not significantly impact groundwater quality downgradient of the potential AOIs.

Haley & Aldrich recommend the following actions to continue to build the baseline data set to support the ongoing Decontamination and Decommissioning (D&D):

Continue to monitor groundwater elevations and groundwater quality (including Cesium-137, Strontium-90, Cobalt-60 and tritium concentrations) in wells inside the PA on a semi-annual basis to document groundwater level fluctuations and groundwater quality over time.

Once the buildings have been decommissioned, then additional characterization should be completed directly below the Turbine Building.

Eventually, the presence of Hard-to-Detect radionuclides may be questioned and several groundwater samples may have to be submitted for analysis. However, because no other radionuclides were detected above background, there is not an immediate need for these data.

Samples may be submitted for Hard-to-Detect radionuclides during future sampling rounds or more appropriately, when groundwater is characterized below the Turbine Building.

Finally, site closure will also require more frequent groundwater monitoring. However, that schedule should only commence after all D&D for structures and soils remediation (if any) have been completed.

TABLE OF CONTENTS Page iii EXECUTIVE

SUMMARY

i LIST OF TABLES iv LIST OF FIGURES iv LIST OF ACRONYMS v

1.

INTRODUCTION 1-1

1.1 Background

1-1 1.2 Regulatory Setting 1-2 2.

REGIONAL SETTING AND PREVIOUS INVESTIGATIONS 2-1 2.1 Topography 2-1 2.2 Geology 2-1 2.3 Hydrogeology 2-2 2.4 Surface Water 2-3 3.

HYDROGEOLOGICAL INVESTIGATION 3-1 3.1 Deviations From the Work Plan 3-2 3.2 Soil Investigation 3-3 3.2.1 Observed Lithology 3-3 3.2.2 Geotechnical Laboratory Analysis 3-3 3.3 Groundwater Investigation 3-4 3.3.1 Hydraulic Conductivity Tests 3-5 3.3.2 Groundwater Quality 3-5 4.

REVISED CONCEPTUAL SITE MODEL 4-1 5.

DATA GAPS 5-1 6.

CONCLUSIONS AND RECOMMENDATIONS 6-1 6.1 Conclusions 6-1 6.2 Recommendations 6-2 REFERENCES 7

TABLES FIGURES APPENDIX A - Topographic Survey APPENDIX B - Soil Boring Logs APPENDIX C - Well Construction Logs APPENDIX D - Well Development Records APPENDIX E - Soil & Groundwater Laboratory Reports APPENDIX F - Rising and Falling Head Test Summary Forms APPENDIX G - Groundwater Low Flow Documentation

iv LIST OF TABLES Table No.

Title 1

Program Summary and Technical Rationale for Monitoring Wells 2

Sample Locations 3

Monitoring Well Construction Details 4

Summary of Geotechnical Data 5

Summary of Groundwater Elevations and Vertical Gradients 6

Summary of Estimated Hydraulic Conductivity 7

Summary of Analytical Results for Groundwater 8

Summary of On-Site Analysis of Tritium in Groundwater LIST OF FIGURES Figure No.

Title 1

Site Locus 2

Current Site Conditions and Areas of Interest 3

Site Topographic Map 4

Groundwater Contours, Shallow Aquifer, 13 November 2012 5

Groundwater Contours, Deep Aquifer, 13 November 2012 6

Groundwater Contours, Shallow Aquifer, 26 June 2013 7

Groundwater Contours, Deep Aquifer, 26 June 2013

v LIST OF ACRONYMS AEC Atomic Energy Commission AOI Area of Interest ALARA As Low As Reasonably Achievable bgs below ground surface CFR Code of Federal Regulations cm/sec centimeters per second CRD Control Rod Drive CSM Conceptual Site Model D&D Decontamination and Decommissioning DCGL Derived Concentration Guideline Level DPC Dairyland Power Cooperative Eberline Eberline Analytical Corporation EPA Environmental Protection Agency ft/day feet per day ft/ft feet per foot g/cc grams per cubic centimeter Haley & Aldrich HSA Haley & Aldrich, Inc.

Historical Site Assessment ISFSI Independent Spent Fuel Storage Installation LACBWR La Crosse Boiling Water Reactor MCL Maximum Contaminant Level mrem/year millirem per year MSL Mean Sea Level MWe megawatt electrical NAD83 North American Datum of 1983 NAVD88 North American Vertical Datum of 1988 NRC Nuclear Regulatory Commission ORP Oxidation Reduction Potential PA Protected Area PCBs pCi/L polychlorinated biphenyls picoCuries per liter PVC polyvinyl chloride QAPP Quality Assurance Project Plan QA/QC Quality Assurance / Quality Control TEDE Total Effective Dose Equivalent WDNR Wisconsin Department of Natural Resources

1-1

1.

INTRODUCTION Haley & Aldrich, Inc. (Haley & Aldrich) has been contracted by Dairyland Power Cooperative (DPC) to characterize groundwater at the La Crosse Boiling Water Reactor (LACBWR) located near Genoa, Wisconsin (Figure 1). The purpose of this Hydrogeological Investigation Report is to document findings of the groundwater investigation within the context of the ongoing decontamination and decommissioning (D&D) of the former power plant with the end goal of license termination. The Nuclear Regulatory Commission (NRC) requires that the licensee understands potential impacts to environmental media and that those impacts be addressed as part of the license termination process.

The conceptual site model (CSM) presented in this report satisfies this requirement.

The initial Hydrogeological Conceptual Site Model Report was the first step to better understand groundwater flow regimes and groundwater quality with respect to radionuclides associated with LACBWR (Haley & Aldrich, 2012a). This initial CSM presented the preliminary findings and identified data gaps. The purpose of this report is to address those data gaps, document the additional investigation activities and provide the baseline for groundwater data moving forward. This report also presents recommendations for future groundwater monitoring that is tied to the D&D and realistic end goals for the Site.

The goal of the LACBWR decommissioning project is to terminate the current 10 CFR 50 Possession Only license for much of the footprint of the site and to retain the property for future reuse. Although the end state of the LACBWR parcel has not yet been determined, at this time DPC does not intend to sell the property, but rather to use it for its current power generation activities. Therefore, the site will remain classified as Industrial/Commercial. Because DPC does not intend to redevelop these lands for residential use, risk-based decisions will be based on the realistic future use of the property, and with the goal of reducing the area within the NRC license to the area immediately surrounding the Independent Spent Fuel Storage Installation (ISFSI).

1.1 Background

LACBWR was a 50 megawatt electrical (MWe) nuclear power plant that is owned and operated by DPC of La Crosse, Wisconsin. The plant is located on the east bank of the Mississippi River in Vernon County, Wisconsin, approximately one mile south of the village of Genoa, Wisconsin, and approximately 19 miles south of the city of La Crosse, Wisconsin. The plant was one of a series of demonstration plants funded in part by the United States Atomic Energy Commission (AEC). The Allis-Chalmers Company was the original licensee. The AEC later sold the plant to DPC and provided DPC with a provisional operating license. LACBWR achieved initial criticality on 11 July 1967 and began commercial power generation on 1 November 1969. The plant operated for 19 years until it was shut down permanently on 30 April 1987 and de-fueled.

The NRC approved the Decommissioning Plan on 7 August 1991. Since then, DPC has commenced D&D activities; including the milestone that all fuel was moved from the reactor to the ISFSI by November 2012. This report represents one of the next steps in the D&D process: to characterize environmental media including groundwater.

1-2 It should be noted that the LACBWR radiological controlled area is only 2.5 acres when compared to the licensed area that includes all of the DPC-owned property. Figure 2 identifies the LACBWR radiological portion of the site investigated in this report as well as relevant site features.

1.2 Regulatory Setting The NRC is the primary regulatory stakeholder for license termination. However, it is also recognized that the Wisconsin Department of Natural Resources (WDNR) 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 historic site operations.

Below is a brief description of the regulatory requirements for site closure from each agency.

NRC Requirements: The NRC requires a cleanup goal of 25 millirem per year (mrem/year)

Total Effective Dose Equivalent (TEDE) plus As Low As Reasonably Achievable (ALARA).

This means that the total radiation dose for all pathways (e.g., structures, groundwater, soil, sediment) cannot exceed the published regulatory criteria without written approval. However, realistic property uses and associated future scenarios can be used to calculate the Derived Concentration Guideline Levels (DCGLs) that correspond to the 25 mrem/year dose limit.

Employing different end use scenarios to populate the model can result in less conservative or higher cleanup values. 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 plume as well as understand the fate and transport of radionuclides in groundwater. This knowledge can then determine the contribution of groundwater to the DCGLs.

WDNR Requirements: The State of Wisconsin requires that sites meet the 25 mrem/year TEDE plus ALARA for all pathways at license termination. In addition, the WDNR 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 sediment. With respect to groundwater, the State has established that Hazardous Substances identified in groundwater at a property must be reported to the State, and that groundwater leaving a property must ultimately meet the States drinking water standards and be protective for aquatic receptors.

Additionally, WDNR regulates the manner in which wells are to be installed and registered.

Groundwater wells must be installed under Chapter NR 141 Groundwater Monitoring Well Requirements of the Wisconsin Administrative Code.

EPA Requirements: The EPA will not regulate radionuclides in the environment at a 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 mrem/year TEDE plus ALARA. However, if the final DCGLs (or, more significantly, the final status survey results) exceed the EPA drinking water standards (e.g., Maximum Contaminant Levels [MCLs]), 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 to require further investigations and/or remediation.

For the purpose of evaluating groundwater, and in the absence of DCGLs, analytical data in this report are compared to the EPA MCLs.

2-1 2.

REGIONAL SETTING AND PREVIOUS INVESTIGATIONS The LACBWR site was first developed by hydraulic dredging and relocating sands from the adjacent river to fill in the low-lying areas thereby extending the shoreline as apparent in the current topography.

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 43o 13 35 north and 91o 13 53 west, one mile south of Genoa, Wisconsin in Vernon County, with the surrounding lands predominantly used for agriculture (dairy) and forestry (DPC, 1972). LACBWR is bordered to the west by the Mississippi River, to the north by the former Genoa-1 coal-fired plant (currently a vacant lot), to the east by State Highway 35 and to the south by the Genoa-3 coal-fired plant. The railroad also crosses through the eastern portion of the parcel, east of the plant structures.

2.1 Topography The site is located within the Mississippi River Valley, where the valley is cut into highly dissected uplands. From La Crosse to Prairie du Chien, Wisconsin, the valley width varies between 2.5 to 4.5 miles and the valley walls rise sharply to heights of 500 to 600 feet above the river level.

Initially, the Site consisted of marshes and low-lying wetlands. The current property was then built up via the deposition of hydraulically dredged sands from the river. During the sand placement and site preparation (prior to construction), the area was graded to a relatively flat ground surface. The resulting grade for the LACBWR site is generally flat with grade level at approximately 639 feet above Mean Sea Level (MSL) from the access road along the eastern boundary of the site to the riprap along the river shore. A topographic survey of the site is presented in Figure 3 and in the raw data presented Appendix A.

The LACBWR site is situated between two valleys that cut in to the bluffs located east of Highway 35 (Figure 1). The first valley drains to an area north of the site, toward Genoa, and the second valley drains to an area south of the site. These two valleys limit the drainage area that may contribute stormwater runoff from upgradient sources. Furthermore, drainage upgradient of the site is channeled along the highway and railroad into a recharge swale. A small amount of other drainage from the railroad right-of-way and nearby hills is channeled to the river via three underground culverts. These culverts cross the property discharging to the Mississippi River (DPC, 1972).

2.2 Geology LACBWR is located on the east bank of the Mississippi River in the Wisconsin Driftless section of the Central Lowland Physiographic Province. The Site is located on the southwest flank of the Wisconsin Dome and the western flank of the Wisconsin Arch. The sedimentary strata or bedrock in this region dips less than 20 feet per mile to the southwest (Dames & Moore, 1973).

Much of the regional and site geology has been studied and is well documented. During construction and then during support of seismic studies (Dames & Moore, 1973), soil borings were completed within the LACBWR footprint and the shallow geology is very well understood.

2-2 Generally, the local geology is described as approximately 15 feet of hydraulic fill overlying 100 to 130 feet of glacial outwash and fluvial deposits on the east flood plain of the Mississippi River Valley.

These unconsolidated deposits are underlain by flat lying sandstone and shales of the Dreshbach Group (Upper Cambrian). The Dreshbach Group is then underlain by dense Precambrian crystalline rocks encountered at approximately 650 feet bgs (Dames & Moore, 1973). At the subject site, the bedrock surface is encountered at an elevation of approximately 509 feet above MSL near the Reactor Building and slopes to approximately 501 feet above MSL near the river shoreline.

Numerous geotechnical studies have been completed both during plant construction and more recently to support heavy haul path and cask stack-up area improvements. These reports provide the grain size analysis, soil classification and other physical soil properties such as dry density, Attenberg limits, unconfined compression, organic content and moisture content.

These reports also provide a more detailed description of the primary soil types encountered at the Site:

0 to 20 feet bgs. Hydraulic Fill - Fill sands are encountered from approximately 0 to 20 feet bgs and described as light brown to brown, fine to medium sands with occasional fine gravel.

20 to 30 feet bgs. Brown to grey, fine to medium sands underlie the fill, with an average thickness of 7 to 28 feet.

30 to 100 feet bgs. Brown, fine to medium sands that also have zones of coarse sand and fine gravel below the finer sands.

100 to 115 feet bgs. Brown fine to medium sand and fine to medium gravels.

115 to 135 feet bgs. Brown fine to medium sand with trace silt, occasional zones of gravel.

As part of this investigation, additional soil samples were collected and submitted for geotechnical properties (discussed further in Section 3.1). These data were also used to better understand the local hydrogeology of the site, and specifically the shallow unconsolidated deposits that underlie LACBWR that govern groundwater flow as well as the fate and transport of potential radionuclides in both the vadose zone and in the aquifers below.

2.3 Hydrogeology Regionally, groundwater will flow from the bluff towards the Mississippi River. Closer to the river, it is likely that the groundwater flow direction turns downstream as groundwater discharges to the surface water.

Prior to this hydrogeological investigation, eight monitoring wells were installed within the site boundary of the DPC property, with only one well point located within the LACBWR site.

Groundwater elevation data from these wells agree with the regional groundwater flow, and also show seasonal variation on upward and downward gradients, that are influenced by the river stage.

The eight pre-existing monitoring wells within the licensed property were installed around the perimeter of the coal storage areas associated with Genoa-3. Three paired wells and two single wells are sampled under the Genoa-3 Environmental Monitoring Program. Logs for these wells were presented in

2-3 Appendix B of the initial Hydrogeological CSM Report (Haley & Aldrich, 2012a). Data from these wells have been used to better understand the local geochemistry as well as the physical properties of the aquifer. No LACBWR-related constituents have been detected in these wells, which is consistent with current assumptions of groundwater flow and also suggests that these wells may be used to better understand background conditions. However, these wells were not sufficient to characterize the groundwater flow below and around the LACBWR site structures or areas where potential releases associated with LACBWR could have occurred. In these areas, pilings, deep structures/foundations and paleo-soil horizons or variations in fill materials could locally influence groundwater flow directions.

The pre-existing well point located within the LACBWR site was installed in a (presumed) downgradient location from the floor drains in the Turbine Building. Groundwater samples were collected and analyzed on-site, and no radionuclides were detected above the minimum detectable activity. This well point is no longer present and was last sampled in approximately the mid-1980s.

There are also two deeper groundwater supply wells (Deep Well 3 and Deep Well 4) that were installed in 1963 to 129 and 116 feet, respectively. Both wells are located upgradient from the plant and are still in use to supply potable water for LACBWR. Logs for these wells were presented in Appendix A of the initial Hydrogeological CSM Report (Haley & Aldrich, 2012a). Separate groundwater wells supply water to the Genoa-3 plant. Annual radiochemical analyses from Deep Well 3 and Deep Well 4 show gross alpha and gross beta activities below the WDNR standards and EPA drinking water MCLs.

Furthermore, these analyses suggest that plant-related radionuclides have not impacted the deeper portion of the aquifer.

Regionally, there are five domestic wells south of the LACBWR site and east of Highway 35 with the water table encountered from 20 to 45 feet bgs. Yield of each well is reported at 10 gallons per minute (DPC, 1972). These data suggest that the native unconsolidated deposits or overburden is relatively permeable with an estimated hydraulic conductivity of at least approximately 10-1 centimeters per second (cm/sec) (or 100 feet per day [feet/day]) (Freeze & Cherry, 1979).

Additional hydrogeological information collected from this investigation is discussed further in Sections 3.2 and 6.

2.4 Surface Water LACBWR is located along the Mississippi River with the discharge located at the head of Thief Slough, a side channel of the Mississippi River that is separated from the main channel by Island 126. The Mississippi River Valley floor is primarily comprised of marsh lands, with islands between river channels and extensions of low lying flood plain cut by ponds, sloughs and meandering stream channels. The main channel of the river varies greatly in width both above and below the site. A series of dams are operated by the United States Army Corps of Engineers for navigational purposes.

Above Dam No. 8 (about 3/4 mile north of the site) the river is nearly 4 miles wide. Below the dam and closer to the site, the river is 1,500 to 2,000 feet wide (DPC, 1972). The published flood stages for the Mississippi River at the site are:

50 year flood state is at 6352 above MSL

100 year flood stage is 6372 above MSL

500 year flood stage is at 640 above MSL Therefore, the 100 year flood is within two feet of the plant grade (639 feet above MSL).

3-1

3.

HYDROGEOLOGICAL INVESTIGATION In general, a CSM not only describes the history and hydrogeological setting of the plant, but also describes areas where radiological contamination could have been released to the environment. It should be noted that the first step is typically a Historical Site Assessment (HSA) to identify systems, piping, storage tanks, or work practices that could have led to the potential release of radiological constituents to the environment. Because the focus was limited to the potential impact of site activities on groundwater (and not a complete HSA1) the results of the groundwater assessment was documented in the initial Hydrogeological CSM Report (Haley & Aldrich, 2012a).

The next step was to identify data gaps and develop a field investigation to collect site-specific data documenting site conditions and refining the CSM. This Hydrogeological Investigation Report presents the scope of work completed, analytical data, findings, and interpreted groundwater flow regime(s) to support the LACBWR D&D with respect to groundwater.

The initial review identified nine Areas of Interest (AOIs) where historic operations may have potentially released radionuclides to the environment. They included:

Reactor Building Turbine Building Waste Disposal Building Underground Gas Storage Tank Vault and Piping Contaminated Water Release Area Septic Tank and Dry Well Outfalls Resin Tank Storage Area Control Rod Drive (CRD) Oil Reuse Areas Although this hydrogeological investigation focused on groundwater characterization, potential or known releases to soils can also migrate through the vadose zone and reach the water table. This investigation only evaluated soils that were collocated with the proposed monitoring wells, located in accessible areas; no isolated soils were characterized.

Generally isolated soils are those below impermeable caps (i.e., 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 transport mechanism. However, it should also be noted that radionuclides that are present in isolated soils, or beneath impermeable layers or building foundations, must still be characterized (and potentially remediated) to reach NRC License Termination.

The scope of the investigation included:

Drilling of five deep borings for observation and collection of soil samples Installation of five paired monitoring wells Collection of soil samples for geotechnical analyses 1 HSA as defined by the Multi-Agency Radiation Survey and Site Investigation Manual, Rev. 1 (National Technical Information Service (NTIS) Document No. PB97-117659).

3-2 Hydraulic conductivity testing of all newly installed wells Collection of two rounds of groundwater level measurements Collection of two rounds of groundwater samples for on-site tritium analysis and off-site radiochemical analyses.

The technical justification for each of the proposed wells is presented on Table 1. Soil boring and monitoring well locations are shown on Figure 3, with the specific coordinates of each location presented in Table 2 and the well installation details presented on Table 3. With the exception of those items noted in Subsection 3.1, all field activities were performed per the Work Plan, Health and Safety Plan, and Quality Assurance Project Plan (Haley & Aldrich, 2012b, c, and d, respectively).

3.1 Deviations From the Work Plan The scope of work and associated field methods were initially presented in the work plan and Quality Assurance Project Plan (QAPP). However, during the course of the program, some modifications were made in data collection methods. These deviations were discussed with the project team in advance of completing the tasks. The changes did not result in inferior or compromised data. The objectives of the Work Plan were met.

Deviations from the Work Plan include the following:

Soil collection methods. Instead of collecting soil samples using a split-spoon sampler with hollow stem auger, a GeoProbe rig was used to collect soil samples continuously from the ground surface to final termination depth via direct-push technology. This provided the data needed to visually log the soil samples without data gaps and decreased the potential for cross-contamination of soil relocation to a depth other than actual conditions (i.e., shallow soils moved to deeper depth).

Analytical Services. After the program commenced, the Eberline Analytical Corporation (Eberline) of Richmond, California, identified in the QAPP, could not accept the samples.

However, the Eberline laboratory located in Oak Ridge, Tennessee was audited and approved by LACBWRs QA staff: the Eberline laboratory in Oak Ridge, Tennessee was then used for the required analyses.

Hydraulic Conductivity Testing. Two falling and two rising head tests were proposed for each of the newly installed wells as well as from the existing well pair at B-11R /AR. During the field effort, the rise for the shallow well at B-11R was bent and the slug could not be deployed in the well. These data were not collected.

Topographic Survey. As no recent surveys were available to document the current conditions of the LACBWR site, a topographic survey, conducted by Lampman & Associates of De Soto, Wisconsin, was incorporated into the field program to locate the existing structures and provide an accurate and scaled base map. The survey will also be needed to document D&D activities and potential future remediation (if warranted). The survey results are presented in Appendix A.

Finally, it was suggested that a minimum of two groundwater samples from each round be submitted for Hard-to-Detect radionuclides. Samples analyzed would be determined based on

3-3 tritium screening data as well as analytical results of strontium, cobalt, and cesium. No radionuclides were detected above background and subsequently, Hard-to-Detect analyses were not requested.

These deviations from the original plan did not impact the data quality and met the intent of the scope of work proposed.

3.2 Soil Investigation As noted above, a series of five paired boreholes were advanced using direct-push technology to assess potential releases of radiological contamination to soils and to better characterize hydrogeological conditions. Each borehole pair had a shallow termination depth of 25 feet bgs (identified with an A) and deep termination depth of 55 ft bgs (identified with a B). The lateral distance between each shallow and deep pair is approximately 5 feet.

Soil samples were collected continuously from each of the deeper boreholes, from the ground surface to final termination depth, and logged for geology and any indications of site-related impacts. Soil drill cuttings were analyzed for radionuclides on-site by LACBWRs Health & Physics Department and were unconditionally released. Soil cuttings were then spread on the ground surface adjacent to the boreholes.

Two soil samples were collected from each of the deep locations and analyzed for tritium on-site and then submitted to PTS Laboratories, Inc. of Santa Fe Springs, California for geotechnical analyses, described further below.

3.2.1 Observed Lithology Soils at the LACBWR site are described as fine to medium sand and are consistent with previous investigations and regional descriptions. With the exception of soils logged from MW-201B, soil descriptions indicated 1-to 2-foot thick layer of slightly finer materials such as silty sand or silty clay at varying depths beginning from approximately 22 to 27 ft bgs (this likely indicates a historic flooding event). Finer materials such as silt and lean clay impede water flow due to lack of pore space for water storage and movement. Additionally, for soils described at monitoring well pair MW-202, the well location nearest the Mississippi River, the final 2 feet of the deep borehole (53 to 55 ft bgs) were described as lean clay indicating native soil structure.

No visible staining or olfactory observations were noted for any of the samples. However, the soil description associated with monitoring well pair MW-204 noted evidence of some fill materials such as concrete, brick pieces and wood debris, confirming that the soils are reworked fill and not native materials. Additional details are provided in the Soil Boring Logs in Appendix B.

3.2.2 Geotechnical Laboratory Analysis Two soil samples were collected from each of the borehole pairs from depths of 20 and 50 ft bgs. The samples were submitted for the following geotechnical laboratory analyses:

3-4 Moisture content (API RP 40 / ASTM D2216);

Bulk density (API RP40);

Total and effective porosity (Mod. ASTM D425); and Particle size (ASTM D422/D4464M).

Samples were collected from within the proposed well screen intervals to support the future development of DCGLs as site-specific data is generally less conservative than the preset defaults, allowing for protective and realistic cleanup criteria. These data were also used to estimate the hydraulic conductivities and groundwater velocities at the site. A summary of the geotechnical data is presented in Table 4 and with the laboratory data presented in Appendix E.

3.3 Groundwater Investigation Five pairs of monitoring wells (MW-200A/B through MW-204A/B) were installed as part of this hydrogeological investigation. The monitoring wells in this network were installed downgradient of the most likely areas where potential releases could have occurred and as described in Table 1.

Hollow stem augers were used to create boreholes that were of sufficient diameter to install an acceptable well. The A designated wells were screened from approximately 15 to 25 ft bgs; the B designated wells were screened from approximately 45 to 55 ft bgs. Monitoring wells were installed in compliance with WDNR regulations. Each well was then developed by surging and purging methods and allowed to equilibrate for at least 14 days prior to sampling.

The well construction details are presented in Table 3. Well Construction Logs and Well Development Records are presented in Appendices C and D, respectively.

The paired wells were installed so that the shallow wells generally intersected the water table and the deeper wells were installed at depths approximately 20 to 30 feet below the shallow wells. It should be noted that with the large fluctuation in groundwater levels, this was not always achieved. The wells were installed during a dryer period, so during times of flooding the top of the shallow well is submerged. The vertical separation between the shallow and deeper wells provided data to evaluate vertical gradients across the site.

Groundwater elevation data were collected from each well and used to contour groundwater flow in the shallow and deeper portions of the aquifer. Based on the estimated contours, groundwater flows, as anticipated, from the east to the west, discharging into the adjacent Mississippi River. Groundwater contours from each of the sampling rounds are presented in Figures 4 through 7.

In addition to collecting groundwater data to evaluate flow direction, a series of hydraulic conductivity tests, referred to as slug tests or falling/rising head tests, were completed at each well to collect data to estimate the hydraulic conductivity.

Finally, groundwater quality was also assessed during two groundwater monitoring events in 2013. Groundwater sample analytical results are discussed below in Subsection 3.3.2. Overall these groundwater investigation tasks were designed to assess potential releases of radiological contamination and to better characterize hydrogeological conditions.

3-5 3.3.1 Hydraulic Conductivity Tests In order to determine the hydraulic conductivity of the formations and groundwater velocity, Haley & Aldrich conducted a minimum of two rising and falling head slug tests at each of the new wells and one existing well, B-11AR. A hydraulic conductivity test is performed by instantaneously lowering or raising the water level and measuring how quickly the aquifer recovers to static conditions. The slug used to change the water level was a solid steel cylinder measuring approximately 1.5-inches in diameter by 3 feet long and several Solinst Leveloggers were used to log the results. Data collected were downloaded and observed with Levelogger version 3.11. In addition to the existing well, two previously installed wells were also scheduled to be tested, B-11R and B-11AR. Due to well damage in the upper three feet of the B11AR well, the tests were unsuccessful.

Data were evaluated using the Bouwer and Rice method (Bouwer & Rice, 1976). Because of the water loss to the vadose zone for the shallow wells that intercepted the water table, falling head data were not used in the average hydraulic conductivity calculations. Hydraulic conductivity results are shown on Table 5 and the supporting data presented in Appendix F.

The average shallow aquifer hydraulic conductivity is approximately 313 feet per day. The average deep aquifer hydraulic conductivity is approximately 429 feet per day.

Based on the interpreted groundwater contours and the hydraulic conductivity data, the groundwater velocity at the LACBWR site ranges from 0.005 to 0.073 feet per day in the shallow aquifer. The groundwater velocity for the deeper water bearing zone ranges from 0.009 to 0.030 feet per day, indicating that there is a difference in hydrogeologic properties between the shallow and deeper zones. These differences may be attributed to the installation of the pilings during construction as well as subsurface barriers or structures (i.e., the Reactor Building). The shallow aquifer groundwater appears to have lower groundwater gradients below the buildings and steeper groundwater gradients outside the buildings. The deep aquifer groundwater does not experience the same barriers as the shallow aquifer and so velocity data indicate less variability.

3.3.2 Groundwater Quality Two rounds of groundwater samples were collected as part of this hydrogeological investigation. Samples were collected during the seasonal high water in June 2013 and then again during a seasonal low groundwater level in November 2013. Groundwater samples were collected using low flow methods at monitoring wells equipped with dedicated tubing.

Groundwater data was collected in the field using a Horiba model U-52 to measure pH, temperature, dissolved oxygen, turbidity, specific conductance, and oxidation reduction potential (ORP). Field data, collected from each monitoring well during the purging was recorded on the field data records presented in Appendix G.

Groundwater analysis results show that groundwater has not been impacted by historic operations. No radionuclides were detected above background.. Groundwater sample analytical results are summarized on Tables 7 and 8 and the raw data from the laboratory reports are included as Appendix E.

3-6 All sampling and quality assurance/quality control (QA/QC) requirements were completed in accordance with the Quality Assurance Program Plan (Haley & Aldrich, 2012d). Groundwater, samples were submitted to the Eberline laboratory in Oak Ridge, Tennessee for analysis of Cesium-137, Strontium-90, and Cobalt-60, with selected samples submitted for Hard-to-Detect analysis, if needed. Tritium analyses were performed on-site at LACBWR.

4-1

4.

REVISED CONCEPTUAL SITE MODEL The LACBWR site is a former 50 MWe nuclear generating plant that was put into SAFSTOR in 1987 and is now undergoing final decommissioning with the goal of license termination. The area where the plant sits was created by hydraulically dredging the adjacent river sediments to bring the shoreline to an elevation of approximately 639 feet above MSL.

The site is relatively flat from the railroad tracks on the east to the riprap that borders the Mississippi River on the west. The geology consists primarily of fill materials (fine sands and silts) underlain by fine to medium sands with some soils containing higher percentages of coarse sands and gravels.

Bedrock is encountered at approximately 130 feet bgs.

Each of the larger structures is supported by driven piles. These piles likely compressed the soils making them less permeable than the native and dredged materials.

Groundwater beneath the site is first encountered at depths ranging from approximately 15 to 25 feet bgs and the water table aquifer is in strong hydraulic communication with the adjacent Mississippi River. Groundwater in the shallow deposits and fill material flows towards the west and discharges into the Mississippi River. The deeper groundwater flows west but may be influenced by the river and may turn and flow parallel to the river.

Groundwater flow through the site is generally towards the river but impacted locally by the deeper structures (i.e., the containment structure shell) as well as the deep pilings that support the structures.

During plant construction, and more specifically the installation of the support pilings, the soil was compacted, reducing the effective porosity and permeability of the soils. This reduction in permeability likely decreased the hydraulic conductivity of the aquifer within the footprint of the buildings. The resulting impact to groundwater flow is that groundwater within the compacted soils will flow at a slower velocity.

Based on the soil classification of fine to medium sands (SM and SP) and silts (ML) for the shallow soils, expected hydraulic conductivities for the shallow aquifer range from 10-5 cm/sec (or 10-1 feet/day) to 10-1 cm/sec (or 100 feet/day). The average shallow aquifer hydraulic conductivity is approximately 313 feet per day and the average deep aquifer hydraulic conductivity is approximately 429 feet per day.

The horizontal gradient of the water table ranges from 0.004 to 0.005 ft/ft in the shallow aquifer and 0.001 to 0.002 ft/ft in the deeper aquifer. Vertical groundwater gradients also vary, and are impacted by the river stage. Generally, there is an upward gradient, as expected, during the low river stages with a downward gradient during times of extremely high water. Vertical gradients are small, and range from 0.015 ft/ft in the downward direction to 0.028 ft/ft in the upward direction.

Groundwater velocity is directly related to the gradients or difference in hydraulic head across the site.

Groundwater velocity in the shallow water bearing zone ranges from 0.005 to 0.073 ft/day and 0.009 to 0.030 ft/day in the deep zone.

Historic operations may potentially have released radionuclides to the environment, however, no impacts have been observed in data collected from downgradient wells. Generally, most of the potential releases are associated with the waste collection system in the Turbine Building. For this

4-2 building, radioactive liquid waste was collected by floor drains, pumped into waste water tanks and then batch released into the circulating water line. In the late 1970s, voids were characterized below the building (mostly in the northeast below the laundry area). When the voids were grouted, grout then entered the floor drains, plugging them. These data raise questions on the integrity of the Turbine Building subsurface floor drains.

As noted above, there are likely localized impacts on groundwater flow from deeper plant structure and the areas where pilings were used to support structures. The implications of these localized flow regimes on contaminant fate and transport are that potential releases that occurred within the footprint of the buildings via floor drains could take longer to migrate both in the vadose zone as well as the underlying aquifer. This is further compounded as the overlying structures isolate the shallow soils from precipitation, creating an area that will likely retain any potentially released contamination.

Therefore, although no site related radionuclides were detected above background levels, it is still possible to have impacted media below the Turbine Building.

5-1

5.

DATA GAPS Prior to this investigation, one set of paired wells was located in the LACBWR area. Five additional paired well sets have been added and are located downgradient from the LACBWR AOIs. Soil physical properties specifically within the LACBWR were evaluated to assess contaminant fate and transport in both the shallow and deep aquifer. Aquifer properties were also investigated and calculated. These actions have addressed most of the previously identified data gaps.

The remaining data gaps include a more robust baseline data set to mark trends over time. Two rounds of data are sufficient to get an understanding of groundwater conditions, but the NRC will likely prefer additional data collection as the decommissioning continues.

It should also be noted that historic operations may have led to the potential release of radiological contamination to environmental media, especially below the Turbine Building floor drains. Although there is no evidence suggesting a large plume or impacts to groundwater downgradient of the AOIs, the remaining data gaps directly below the building should be addressed after the building is dismantled.

6-1

6.

CONCLUSIONS AND RECOMMENDATIONS 6.1 Conclusions The following conclusions are based on the details of this investigation and revised CSM:

Geology is well understood and consists of fill sands overlying fine to medium sands with increasingly coarse sands and gravel with depth. Bedrock is encountered at approximately 130 feet bgs. In general, the monitoring well network installed within the LACBWR area is screened in medium or medium-fine sand.

Groundwater flows towards the Mississippi River and is hydraulically connected to the river.

River stage affects local groundwater fluctuations and may slightly alter groundwater flow direction to parallel river flow. Typically, groundwater is encountered at approximately 20 feet bgs.

The average shallow aquifer hydraulic conductivity is approximately 313 feet per day and the average deep aquifer hydraulic conductivity is approximately 429 feet per day.

The horizontal gradient of the water table ranges from 0.004 to 0.005 ft/ft in the shallow aquifer and 0.001 to 0.002 ft/ft in the deeper aquifer.

Vertical groundwater gradients are impacted by the river stage. Generally there is an upward gradient, as expected, during the low river stages with a downward gradient during times of extremely high water. Vertical gradients are small, and range from 0.015 ft/ft in the downward direction to 0.028 ft/ft in the upward direction.

Groundwater velocity in the shallow water bearing zone ranges from 0.005 to 0.073 ft/day and 0.009 to 0.030 ft/day in the deep zone.

The data indicate that the shallow aquifer has slower velocities and groundwater movement below the turbine building and faster groundwater movement outside and around the turbine building, suggesting some interference of the subsurface pilings associated with the building.

Groundwater velocity data for the deep aquifer indicate less variability and lack the influence of subsurface disturbances.

The most likely AOIs where radionuclides could have been released to soils and groundwater include the Turbine Building waste collection system and the Underground Gas Storage Tank Vault and Piping. No radionuclides were detected above background from the groundwater monitoring wells suggesting that these AOIs did not impact downgradient conditions.

However, soils and groundwater directly below these areas have not yet been characterized.

Groundwater analytical results did not report radionuclides at activities above background in any of the samples; historic site operations did not significantly impact groundwater quality downgradient of the potential AOIs.

6-2 6.2 Recommendations The following actions are recommended to continue to build the baseline data set to support the ongoing D&D:

Continue to monitor groundwater elevations and groundwater quality (including Cesium-137, Strontium-90, Cobalt-60 and tritium concentrations) in wells inside the PA on a semi-annual basis to document groundwater level fluctuations and groundwater quality over time.

Once the buildings have been decommissioned, then additional characterization should be completed directly below the Turbine Building.

Eventually, the presence of Hard-to-Detect radionuclides may be questioned and several groundwater samples may have to be submitted for analysis. However, this may also be completed in future sampling rounds or when groundwater is characterized below the Turbine Building.

Finally site closure will also require more frequent groundwater monitoring. However, that schedule should only commence after all D&D for structures and soils remediation (if any) have been completed.

7 REFERENCES

1.

Bouwer & Rice, 1976. A Slug Test for Determining Hydraulic Conductivity of Unconfined Aquifers with Completely or Partially Penetrating Wells, Water Resources Research, Volume 12, No. 3, pp 423-428, Bouwer H. and R. C. Rice, June 1976

2.

Dames & Moore, 1973. Geotechnical Investigation of Geology, Seismology, and Liquefaction Potential, La Crosse Boiling Water Reactor (LACBWR) near Genoa, Vernon County, Wisconsin for Gulf United Nuclear Fuels Corporation, October 1973

3.

DPC, 1972. Environmental Report, La Crosse Boiling Water Reactor, Full Term Operating License Stage, Dairyland Power Cooperative, La Crosse, WI, September 1972

4.

Freeze & Cherry, 1979. Groundwater, Prentice Hall, Inc. Freeze, R.A. and J.A. Cherry, 1979

5.

Haley & Aldrich, Inc., 2012a. Hydrogeological Conceptual Site Model, La Crosse Boiling Water Reactor, Dairyland Power Cooperative, Genoa, Wisconsin, August 2012

6.

Haley & Aldrich, Inc., 2012b. Hydrogeological Investigation Work Plan, La Crosse Boiling Water Reactor, Dairyland Power Cooperative, Genoa, Wisconsin, September 2012

7.

Haley & Aldrich, Inc., 2012c. Health and Safety Plan, La Crosse Boiling Water Reactor, Dairyland Power Cooperative, Genoa, Wisconsin, September 2012

8.

Haley & Aldrich, Inc., 2012d. Quality Assurance Project Plan, Hydrogeologic Site Investigation, La Crosse Boiling Water Reactor, Dairyland Power Cooperative, Genoa, Wisconsin, September 2012

9.

Wisconsin Administrative Code, Register March 2011, No. 663. Chapter NR 141, pp 337-349.

Table 1 Well Identification Location Termination Criteria Data Objective MW-200A/B The well pair located within the footprint of the former 20,000 gallon above ground storage tank.

The shallow well was installed to intercept the water table during normal river stage (non-flooding conditions), the deeper well was screened from 20 to 30 feet below the water table.

To collect data cross-gradient from the main buildings/structures to better characterize groundwater flow directions.

MW-201A/B The well pair located west of the turbine building floor drains, in the area of the resin fluid release, as well as the septic dry well and switchyard.

The shallow well was installed to intercept the water table during normal river stage (non-flooding conditions), the deeper well was screened from 20 to 30 feet below the water table.

To characterize groundwater quality downgradient and northwest of the turbine building, the resin liquid release are, and the dry well. Data were also collected to better characterize site hydrogeology.

MW-202A/B Located west of the turbine building floor drains, and downgradient of the switchyard.

The shallow well was installed to intercept the water table during normal river stage (non-flooding conditions), the deeper well was screened from 20 to 30 feet below the water table.

To characterize groundwater quality downgradient and southwest side of the turbine building, and the switchyard. Data were also collected to better characterize site hydrogeology.

MW-203A/B Located near and downgradient of the Emergency Diesel Generator tanks.

The shallow well was installed to intercept the water table during normal river stage (non-flooding conditions), the deeper well was screened from 20 to 30 feet below the water table.

To characterize groundwater to the south of the turbine building and to provide spatial distribution to better characterize groundwater flow directions.

MW-204A/B Located downgradient of the gas storage tank vault.

The shallow well was installed to intercept the water table during normal river stage (non-flooding conditions), the deeper well was screened from 20 to 30 feet below the water table.

To characterize groundwater quality downgradient of the gas storage tank vault. Data were also collected to better characterize hydrogeology with this well providing additional spatial distribution to evaluate groundwater flow directions.

Program Summary and Technical Rationale for Monitoring Wells Hydrogeological Investigation Report LACBWR, Dairyland Power Cooperative Genoa, Wisconsin

Northing Easting Ground Surface Top of Casing (PVC)

MW-200A 571192.59 1642062.37 639.29 641.70 MW-200B 571195.30 1642058.27 639.56 641.94 MW-201A 571097.63 1642014.44 638.63 640.69 MW-201B 571094.46 1642013.53 638.48 640.36 MW-202A 571079.50 1641904.94 638.94 641.19 MW-202B 571083.12 1641907.10 638.74 641.14 MW-203A 570976.74 1642031.59 638.89 641.15 MW-203B 570980.12 1642034.82 638.99 641.28 MW-204A 570947.05 1642205.67 638.71 640.86 MW-204B 570952.57 1642207.05 638.62 640.73 MW-B11R 570959.99 1642481.77 638.96 640.76 MW-B11AR 570957.30 1642479.01 639.13 641.27 Notes:

MSL = Mean Sea Level PVC = polyvinyl chloride Survey conducted by Lampman & Associates of De Soto, Wisconsin, 20 November 2012.

Elevations are referenced to NAVD88(1991) and reported in feet.

Horizontal coordinates (Grid) are Wisconsin State Plane Coordinate System (South Zone) and referenced to NAD83(1991) in survey feet.

Horizontal survey tied to Wisconsin Department of Transportation survey control station 9000 (STH35).

Table 2 Sample Locations LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Coordinates Sample Location Identification Elevation (feet above MSL)

Hydrogeological Investigation Report

Table 3 Monitoring Well Construction Details LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Sample Location Identification Date Installed Total Boring Depth (feet bgs)

Total Well Depth Casing Diameter (inches)

Screen Slot Size (inches)

Screened Interval (feet bgs)

Casing Material TOC Elevation (feet above MSL)

MW-200A 11/6/2012 25 25.0 2

0.010 15-25 PVC 641.70 MW-200B 11/6/2012 55 55.0 2

0.010 45-55 PVC 641.94 MW-201A 11/7/2012 25 25.0 2

0.010 15-25 PVC 640.69 MW-201B 11/7/2012 55 55.0 2

0.010 45-55 PVC 640.36 MW-202A 11/8/2012 25 25.0 2

0.010 15-25 PVC 641.19 MW-202B 11/8/2012 55 55.0 2

0.010 45-55 PVC 641.14 MW-203A 11/8/2012 25 25.0 2

0.010 15-25 PVC 641.15 MW-203B 11/8/2012 55 55.0 2

0.010 45-55 PVC 641.28 MW-204A 11/6/2012 25 25.0 2

0.010 15-25 PVC 640.86 MW-204B 11/5/2012 55 55.0 2

0.010 45-55 PVC 640.73 MW-B11R 2006 27.16 27.16 2

0.010 17.2-27.2 PVC 640.76 MW-B11AR 2006 46.54 46.54 2

0.010 41.5-46.5 PVC 641.27 Notes:

Survey conducted by Lampman & Associates of De Soto, Wisconsin on 20 November 2012.

All monitoring wells listed above have risers above ground surface which are not accounted for in the riser casing interval (feet bgs).

bgs = below ground surface TOC = Top of Casing, referencing PVC casing above ground surface MSL = Mean Sea Level Hydrogeological Investigation Report

Core Moisture Bulk Total Effective Median Particle Size Distribution (% weight)

Depth Recovery Content Density Porosity Porosity Mean Grain Size Grain Size Sand Size Sample ID (feet bgs)

(feet)

(% weight)

(g/cc)

(%Vb)

(%Vb)

Description (1)

(mm)

Gravel Coarse Medium Fine Silt Clay SB-200-20 20 1.08 3.8 1.74 31.6 28.6 Medium sand 0.438 0.00 0.00 53.21 44.11 1.99 0.70 2.69 SB-200-50 50 1.25 13.1 1.85 29.7 27.1 Medium sand 0.527 0.00 0.00 68.09 29.44 1.83 0.64 2.47 SB-201-20 20 0.83 5.3 1.73 26.2 20.7 Medium sand 0.452 0.00 0.00 54.22 41.55 3.14 1.09 4.23 SB-201-50 50 0.83 15.3 1.69 32.3 30.1 Medium sand 0.517 0.00 0.00 69.36 30.02 0.38 0.24 0.62 SB-202-20 20 1.00 3.6 1.69 29.5 27.1 Medium sand 0.452 4.14 2.07 48.97 43.38 (2)

(2) 1.44 SB-202-50 50 0.92 14.2 1.82 31.9 28.6 Fine sand 0.340 0.00 0.00 36.52 61.51 1.47 0.51 1.98 SB-203-20 20 0.92 5.5 1.74 30.2 26.6 Medium sand 0.519 0.00 0.00 65.55 31.35 2.21 0.90 3.11 SB-203-50 50 0.83 14.1 1.83 31.6 28.7 Medium sand 0.418 0.00 0.00 49.51 49.76 0.47 0.27 0.73 SB-204-30 30 0.92 15.9 1.75 34.0 31.1 Medium sand 0.542 0.00 0.00 74.55 24.77 0.45 0.23 0.68 SB-204-50 50 1.50 14.7 1.74 32.0 29.1 Medium sand 0.550 0.00 0.00 69.19 29.78 0.68 0.35 1.03 Notes:

Sample ID. SB-200 correlates to MW-200A/B pair.

% weight = percent weight g/cc = grams per cubic centimeter

% Vb = percent bulk volume mm = millimeters (1) = Geological Society of America (GSA) soil classification (2) = Mechanical sieve did not differentiate silt/clay fractions Total Silt & Clay

(% weight)

Table 4 Summary of Geotechnical Data LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Hydrogeological Investigation Report

Table 5 Summary of Groundwater Elevations and Vertical Gradients LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Head Difference Vertical Gradient1, 2 (feet)

(feet/feet)

MW-200A 11/13/2012 620.70 MW-200B 620.65 MW-200A 12/11/2012 620.73 MW-200B 621.58 MW-200A 6/26/2013 629.39 MW-200B 629.32 MW-200A 11/5/2013 621.50 MW-200B 621.74 MW-201A 11/13/2012 620.71 MW-201B 620.64 MW-201A 12/11/2012 620.72 MW-201B 620.59 MW-201A 6/26/2013 629.41 MW-201B 629.33 MW-201A 11/5/2013 621.52 MW-201B 621.06 MW-202A 11/13/2012 620.51 MW-202B 620.51 MW-202A 12/11/2012 620.57 MW-202B 620.54 MW-202A 6/26/2013 629.26 MW-202B 629.26 MW-202A 11/5/2013 621.06 MW-202B 620.97 MW-203A 11/13/2012 620.47 MW-203B 620.65 MW-203A 12/11/2012 620.53 MW-203B 620.68 MW-203A 6/26/2013 629.62 MW-203B 629.44 MW-203A 11/5/2013 621.47 MW-203B 621.16 MW-204A 11/13/2012 620.83 MW-204B 620.76 MW-204A 12/11/2012 620.89 MW-204B 620.84 MW-204A 6/26/2013 629.83 MW-204B 629.66 MW-204A 11/5/2013 621.48 MW-204B 621.31 Notes:

1Shallow wells (denoted with an "A") were installed from 15 to 25 feet bgs.

2Deeper wells (denoted with a "B") were installed from 45 to 55 feet bgs.

Distance between the shallow and deeper screens is 30 feet.

Survey conducted by Lampman & Associates of De Soto, Wisconsin on 20 November 2012.

bgs = below ground surface TOC = Top of Casing, referencing PVC casing above ground surface MSL = Mean Sea Level

-- = no directional gradient observed Hydrogeological Investigation Report 0.07

-0.24 0.07 Well ID 0.05 0.002 0.18 0.08 0.03 0.00 0.09

-0.18

-0.15 0.003

-0.006

-0.005 0.002 Downward

-0.85 Date Direction Upward

-0.028

-0.008 0.002 0.46 0.00 0.13 0.006 0.004 0.003 0.015 0.000 0.001 0.000 0.07 0.05 0.31 0.006 0.17 0.010 0.002 0.002 0.006 0.17 Downward Downward Downward Upward Downward Downward Downward Downward Downward Groundwater Elevation, Feet MSL Upward Upward Downward Downward Downward Downward Downward

Table 6 Summary of Estimated Hydraulic Conductivity LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Rising Rising Rising Rising Rising Falling Falling Falling Falling Rising Head Falling Head Sample ID Test 1 Test 2 Test 3 Test 4 Test 5 Test 1 Test 2 Test 3 Test 4 K (feet/day)

K (feet/day)

MW-200A 4.80E+02 5.92E+01 1.63E+01 5.11E+01 2.70E+02 3.37E+01*

MW-200B 2.27E+02 3.65E+02 2.12E+02 1.73E+02 2.96E+02 1.93E+02 MW-201A 3.10E+02 3.57E+02 4.11E+02 3.74E+02 4.70E+01 5.22E+01 5.30E+01 5.89E+01 3.63E+02 5.28E+01*

MW-201B 1.42E+02 1.21E+02 1.09E+02 1.95E+02 1.32E+02 1.52E+02 MW-202A 1.07E+03 2.87E+02 3.49E+02 3.19E+02 5.79E+02 1.74E+02 5.06E+02 5.80E+02 MW-202B 9.54E+02 8.19E+02 5.94E+02 5.66E+02 8.87E+02 5.80E+02 MW-203A 4.16E+02 4.53E+02 2.10E+02 1.11E+01 1.02E+02 1.80E+02 9.27E+01 3.60E+02 9.65E+01*

MW-203B 4.12E+02 1.38E+02 2.59E+02 6.07E+02 1.36E+02 4.13E+02 2.70E+02 3.85E+02 MW-204A 1.71E+01 1.64E+01 3.38E+01 2.30E+02 3.56E+01 1.09E+01 1.30E+01 1.26E+01 3.65E+01 6.66E+01 1.83E+01 MW-204B 1.59E+03 4.78E+02 4.47E+02 2.71E+02 1.03E+03 3.59E+02 MW-B11AR 6.44E+01 6.28E+01 6.44E+01 6.28E+01 Notes:

K = hydraulic conductivity

- = data not acceptable, or not collected.

• = apparent water loss to vadose zone; not representative of permeability.

Rising and Falling Head Permeability Calculations via Bower & Rice Method are based on data collected on 11/13/2012 and 12/11/2012.

Hydraulic conductivity testing could not be completed on MW-B11R and MW-B11AR due to bent riser casings through which the slug could not pass.

A minimum of two data sets were used for each rising or falling head test calculation; when appropriate, additional data sets were also used Falling head tests for water table wells can lose water through the well screen into the vadose zone.

Individual Test Calculations for Hydraulic Conductivity (feet/day)

Permeability Calculations (average)

Hydrogeological Investigation Report

Table 7 Summary of Analytical Results for Groundwater LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Parameter Sample ID:

Date & Time Lab Sample ID QC Result CSU Result CSU Result CSU MW-201A 06/27/13 11:43 13-08018-12 2.05E+00 6.47E-01

-2.20E+00 2.40E+00

-1.02E+00 2.25E+00 11/05/13 13:34 13-11035-13 2.98E-01 5.68E-01 1.80E+00 2.22E+00 2.10E+00 2.35E+00 MW-201B 06/27/13 11:31 13-08018-11 2.00E+00 7.07E-01 1.72E+00 2.49E+00

-6.56E-01 2.24E+00 11/05/13 13:28 13-11035-12 2.80E-01 9.04E-01 2.48E-01 1.90E+00 1.96E-01 1.86E+00 MW-202A 06/27/13 10:08 13-08018-10 1.82E+00 7.35E-01 2.30E+00 2.20E+00

-2.77E-01 2.20E+00 11/05/13 12:18 13-11035-11 4.74E-01 5.82E-01 3.50E-01 4.55E+00 1.61E+00 4.71E+00 MW-202B 06/27/13 09:57 13-08018-09 1.43E+00 7.10E-01

-2.17E-01 2.41E+00

-1.28E+00 2.34E+00 11/05/13 12:18 13-11035-10

-5.67E-01 8.21E-01 4.87E-01 2.93E+00

-2.62E-01 2.50E+00 11/05/13 12:18 13-11035-14

-D 5.81E-01 7.75E-01

-1.11E+00 2.09E+00 1.87E+00 2.34E+00 MW-203A 06/26/13 15:01 13-08018-07 2.06E+00 6.63E-01 2.83E-01 2.61E+00

-2.43E-01 2.48E+00 11/05/13 11:00 13-11035-09 4.92E-02 8.75E-01 3.51E+00 2.25E+00 1.11E+00 2.29E+00 MW-203B 06/26/13 14:32 13-08018-06 2.96E+00 7.79E-01

-5.41E-02 2.14E+00 1.64E+00 2.31E+00 06/26/13 14:58 13-08018-08

-D 1.67E+00 6.92E-01

-6.59E-01 1.63E+00

-2.41E-01 2.12E+00 11/05/13 11:06 13-11035-08

-8.98E-02 1.12E+00 4.67E-01 1.93E+00

-2.24E-01 2.29E+00 MW-204A 06/26/13 12:52 13-08018-05 2.18E+00 7.55E-01 3.34E-01 2.23E+00 2.32E+00 2.40E+00 11/05/13 09:47 13-11035-07 4.06E-01 5.73E-01

-2.40E-01 7.16E-01

-7.36E-02 2.52E+00 MW-204B 06/26/13 12:40 13-08018-04 2.08E+00 7.47E-01

-9.84E-01 2.16E+00 2.24E+00 2.49E+00 06/26/13 12:40 13-08018-03

+D 2.06E+00 7.40E-01 9.26E-01 2.07E+00 4.33E-01 2.21E+00 11/05/13 09:17 13-11035-06 2.03E-01 7.18E-01 1.93E+00 4.11E+00 8.68E-01 4.38E+00 EQUIPMENT-RINSE 11/05/13 13:57 13-11035-04 6.40E-01 5.79E-01 4.24E-01 2.18E+00 1.77E+00 2.20E+00 EQUIPMENT-RINSE 11/05/13 13:57 13-11035-03

+D 1.34E-01 4.64E-01 1.06E+00 2.15E+00 2.69E+00 2.58E+00 FIELD-BLANK 06/27/13 13:00 13-08018-14 2.01E+00 7.18E-01

-3.59E-01 2.20E+00

-8.00E-01 2.39E+00 FIELD-BLANK 11/05/13 14:10 13-11035-05 2.10E-01 5.05E-01 2.52E+00 2.97E+00 1.93E+00 2.89E+00 Notes:

1. Results are in units of pCi/L: picoCuries per liter

2. CSU: combined standard uncertainty

3. -D: field duplicate sample

4. +D: laboratory duplicate analysis No analyitical data were collected from MW-200A/B as the location was installed for hydrogeological purposes only.

Hydrogeological Investigation Report Strontium-90 Cobalt-60 Cesium-137

Table 8 Summary of On-Site Analysis of Tritium in Groundwater LACBWR, Dairyland Power Cooperative Genoa, Wisconsin Sample ID:

Date Result Uncertainty CPM/DPM MW-200A 06/27/13 8.37E+02

+/-104 0.341 11/05/13 1.50E+02

+/-96 0.351 MW-200B 06/27/13 6.16E+02

+/-101 0.341 11/05/13 2.57E+02

+/-97 0.351 MW-201A 06/27/13 5.72E+02

+/-101 0.341 11/05/13 2.35E+02

+/-97 0.351 MW-201B 06/27/13 5.06E+02

+/-101 0.341 11/05/13 1.50E+02

+/-96 0.351 MW-202A 06/27/13 6.60E+02

+/-102 0.341 11/05/13 2.57E+02

+/-97 0.351 MW-202B 06/27/13 4.84E+02

+/-100 0.341 11/05/13 2.78E+02

+/-98 0.351 MW-203A 06/26/13 11/05/13 4.49E+02

+/-100 0.351 MW-203B 06/26/13 4.20E+02

+/-100 0.341 11/05/13 2.35E+02

+/-97 0.351 MW-204A 06/26/13 3.97E+02

+/-100 0.341 11/05/13 1.93E+02

+/-97 0.351 MW-204B 06/26/13 4.20E+02

+/-100 0.341 11/05/13 1.71E+02

+/-96 0.351 Notes:

1. Results are in units of pCi/L: picoCuries per liter

2. CPM/DPM: Countrate per minute / Disintegration per minute; counter efficiency

3. -- not reported Hydrogeological Investigation Report Tritium No analyiclal data were collected from MW-200A/B as this well pair was installed for hydrogeological purposes only.

SITE











 

 





 



!"

!!

1

REACTOR BUILDING TURBINE BUILDING WASTE DISPOSAL BUILDING STACK SWITCHYARD WASTE TANK VAULT FORMER 20,000 GAL FUEL OIL TANK WELL # 4 WELL # 3 FORMER GENOA #1 ACTIVE SWITCHYARD SEPTIC DRAIN FIELDS ADMINISTRATIVE BUILDING CRIB HOUSE (CIRCULATION WATER INTAKE)

ACID SETTLING POND SEPTIC TANK DRY WELL EMERGENCY DIESEL GENERATOR GENOA -3 CIRCULATION WATER INTAKE LINES CIRCULATION WATER DISCHARGE LINE N

W E

S 0

40 80 120 160 APPROXIMATE SCALE IN FEET G:\\38705-LACBWR\\001\\GIS\\DATA\\CAD\\38705-001-0003-SITE-CONDITIONS-AREA.DWG DAIRYLAND POWER COOPERATIVE GENOA, WISCONSIN CURRENT SITE CONDITIONS AND AREAS OF INTEREST SCALE: AS SHOWN AUGUST 2012 FIGURE 3-1 2

G3 CRIB HOUSE LSA BUILDING BREAK ROOM WAREHOUSE 2 WAREHOUSE 3 WAREHOUSE 1 ADMINISTRATIVE BUILDING TURBINE BUILDING CRIB HOUSE STACK DOCK DOCK DOCK GATE GATE GATE GATE GATE GATE GATE SWITCH YARD GATE GATE GATE GATE BLOCK WALL 625 625 630 630 630 635 635 635 640 640 640 640 640 640 640 640 640 640 621 621 621 637 637 638 638 638 638 638 638 638 638 638 638 638 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 639 641 18" MAPLE 8" CRAB APPLE 12" CRAB APPLE PIV-21 TRANSMISSION TOWER ELEVATED IRON WALK MISSISSIPPI RIVER (Shoreline Located 11-15-2012 Water Elevation 620.55')

ELEVATED IRON WALK IRON WALL Grass Collection Basin Beam Bases For Overhead Track TRANSMISSION STR.

TRANSMISSION TOWER PAD FOR DIESEL GENERATOR ELEC.

BASIN Well No.5 639 640 636 637 638 635 621 625 625 630 Edge of Water Edge of Water CONCRETE TANK PEDESTALS SQUARE MANHOLE MW200A MW200B MW201A MW201B MW202A MW202B MW204B MW204A MWB11R MWB11AR MW203A MW203B REACTOR BUILDING WASTE DISPOSAL BUILDING MISSISSIPPI RIVER FLOW DIRECTION N

W E

S 0

60 120 SCALE IN FEET G:\\38705-LACBWR\\001\\CAD\\DRAWINGS\\2013-12\\38705-008-0003-SITEPLAN.DWG FIGURE 3 LACBWR DAIRYLAND POWER COOPERATIVE GENOA, WISCONSIN SITE TOPOGRAPHIC MAP SCALE: AS SHOWN DECEMBER 2013 LEGEND:

MONITORING WELL IN SHALLOW AQUIFER MONITORING WELL IN DEEP AQUIFER MINOR ELEVATION CONTOUR LINE MAJOR ELEVATION CONTOUR LINE LIGHT POLE TRANSMISSION LINE STRUCTURE GUY/STUB POLE 1.

ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE 2.

REFERENCE:

" TOPOGRAPHIC/SITE SURVEY, DAIRYLAND POWER COOPERATIVE, LACBWR, GENOA, WISCONSIN"; DATE NOVEMBER 26, 2012; SCALE 1"=40' BY LAMPMAN & ASSOCIATES; E750 ROBERTS ROAD, DE SOTO, WI.

NOTES:

640 639 ANCHOR ELECTRIC PEDESTAL SECURITY CAMERA ON PEDESTAL MAN HOLE STORM INLET HYDRANT WATER VALVE CHAIN-LINK FENCE

G3 CRIB HOUSE LSA BUILDING BREAK ROOM WAREHOUSE 2 WAREHOUSE 3 WAREHOUSE 1 ADMINISTRATIVE BUILDING TURBINE BUILDING CRIB HOUSE STACK DOCK DOCK DOCK GATE GATE GATE GATE GATE GATE GATE SWITCH YARD GATE GATE GATE GATE BLOCK WALL 18" MAPLE 8" CRAB APPLE 12" CRAB APPLE PIV-21 TRANSMISSION TOWER ELEVATED IRON WALK MISSISSIPPI RIVER (Shoreline Located 11-13-2012 Water Elevation 620.85')

ELEVATED IRON WALK IRON WALL Grass Collection Basin Beam Bases For Overhead Track TRANSMISSION STR.

TRANSMISSION TOWER PAD FOR DIESEL GENERATOR ELEC.

BASIN Well No.5 Edge of Water Edge of Water CONCRETE TANK PEDESTALS SQUARE MANHOLE MW200A MW200B MW201A MW201B MW202A MW202B MW204B MW204A MWB11R MWB11AR 620.70 620.71 620.51 MW203A MW203B 620.47 620.83 622.23 REACTOR BUILDING WASTE DISPOSAL BUILDING MISSISSIPPI RIVER FLOW DIRECTION 622.00 621.50 621.00 620.75 620.65 620.55 620.85' N

W E

S 0

60 120 SCALE IN FEET G:\\38705-LACBWR\\001\\CAD\\DRAWINGS\\2014-09\\38705-008-0004-SHALLOWGW.DWG FIGURE 4 LACBWR DAIRLYLAND POWER COOPERATIVE GENOA, WISCONSIN GROUNDWATER CONTOURS SHALLOW AQUIFER 13 NOVEMBER 2012 SCALE: AS SHOWN SEPTEMBER 2014 LEGEND:

MONITORING WELL IN SHALLOW AQUIFER MONITORING WELL IN DEEP AQUIFER INFERRED GROUNDWATER CONTOUR INFERRED GROUNDWATER FLOW DIRECTION 1.

ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE 2.

REFERENCE:

" TOPOGRAPHIC/SITE SURVEY, DAIRYLAND POWER COOPERATIVE, LACBWR, GENOA, WISCONSIN"; DATE NOVEMBER 2, 2012; SCALE 1'=40' BY LAMPMAN & ASSOCIATES; E750 ROBERTS ROAD, DE SOTO, WI.

NOTES:

621.50

G3 CRIB HOUSE LSA BUILDING BREAK ROOM WAREHOUSE 2 WAREHOUSE 3 WAREHOUSE 1 ADMINISTRATIVE BUILDING TURBINE BUILDING CRIB HOUSE STACK DOCK DOCK DOCK GATE GATE GATE GATE GATE GATE GATE SWITCH YARD GATE GATE GATE GATE BLOCK WALL 18" MAPLE 8" CRAB APPLE 12" CRAB APPLE PIV-21 TRANSMISSION TOWER ELEVATED IRON WALK MISSISSIPPI RIVER (Shoreline Located 11-13-2012 Water Elevation 620.85')

ELEVATED IRON WALK IRON WALL Grass Collection Basin Beam Bases For Overhead Track TRANSMISSION STR.

TRANSMISSION TOWER PAD FOR DIESEL GENERATOR ELEC.

BASIN Well No.5 Edge of Water Edge of Water CONCRETE TANK PEDESTALS SQUARE MANHOLE 621.12 620.76 620.65 620.51 620.64 620.65 REACTOR BUILDING WASTE DISPOSAL BUILDING MISSISSIPPI RIVER FLOW DIRECTION 621.10 621.00 620.90 620.80 620.70 620.60 620.50 MW200A MW200B MW201A MW201B MW202A MW202B MW204B MW204A MWB11R MWB11AR MW203A MW203B 620.85' N

W E

S 0

60 120 SCALE IN FEET G:\\38705-LACBWR\\001\\CAD\\DRAWINGS\\2014-09\\38705-008-0005-DEEPGW.DWG FIGURE 5 LACBWR DAIRLYLAND POWER COOPERATIVE GENOA, WISCONSIN GROUNDWATER CONTOURS DEEP AQUIFER 13 NOVEMBER 2012 SCALE: AS SHOWN SEPTEMBER 2014 LEGEND:

MONITORING WELL IN SHALLOW AQUIFER MONITORING WELL IN DEEP AQUIFER INFERRED GROUNDWATER CONTOUR INFERRED GROUNDWATER FLOW DIRECTION 1.

ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE 2.

REFERENCE:

" TOPOGRAPHIC/SITE SURVEY, DAIRYLAND POWER COOPERATIVE, LACBWR, GENOA, WISCONSIN"; DATE NOVEMBER 2, 2012; SCALE 1'=40' BY LAMPMAN & ASSOCIATES; E750 ROBERTS ROAD, DE SOTO, WI.

NOTES:

620.50

APPENDIX A Topographic Survey

Pnt_ID Survey_Pnt_No Description Grid_North Grid_East Elev Ground_North Ground_East MW200A 1625 MonitoringWell200A 571192.59 1642062.37 641.70 571192.68 1642062.35 GRND200A 1624 GroundAdjacent200A 639.29 MW200B 1627 MonitoringWell200B 571195.30 1642058.27 641.94 571195.39 1642058.24 GRND200B 1626 GroundAdjacent200B 639.56 MW201A 1621 MonitoringWell201A 571097.63 1642014.44 640.69 571097.72 1642014.41 GRND201A 1620 GroundAdjacent201A 638.63 MW201B 1623 MonitoringWell201B 571094.46 1642013.53 640.36 571094.55 1642013.50 GRND201B 1622 GroundAdjacent201B 638.48 MW202A 1191 MonitoringWell202A 571079.50 1641904.94 641.19 571079.58 1641904.90 GRND202A 1266 GroundAdjacent202A 638.94 MW202B 1192 MonitoringWell202B 571083.12 1641907.10 641.14 571083.21 1641907.06 GRND202B 1268 GroundAdjacent202B 638.74 MW203A 1390 MonitoringWell203A 570976.74 1642031.59 641.15 570976.81 1642031.56 GRND203A 1391 GroundAdjacent203A 638.89 MW203B 1392 MonitoringWell203B 570980.12 1642034.82 641.28 570980.20 1642034.79 GRND203B 1393 GroundAdjacent203B 638.99 MW204A 1431 MonitoringWell204A 570947.05 1642205.67 640.86 570947.12 1642205.66 GRND204A 1432 GroundAdjacent204A 638.71 MW204B 1433 MonitoringWell204B 570952.57 1642207.05 640.73 570952.64 1642207.04 GRND204B 1434 GroundAdjacent204B 638.62 MWB11AR 401 MonitoringWellB11AR 570957.30 1642479.01 641.27 570957.37 1642479.02 GRNDB11AR 402 GroundAdjacentB11AR 639.13 MWB11R 403 MonitoringWellB11R 570959.99 1642481.77 640.76 570960.06 1642481.78 GRNDB11R 404 GroundAdjacentB11R 638.96 BM9A 5

PermanentDPCBM9A 570822.57 1642287.79 639.73 570822.63 1642287.78 LACBWRGroundwaterMonitoringWellSurveyData Notes:

Horizontalcoordinates (Grid)areWisconsinStatePlaneCoordinateSystem(SouthZone)andreferencedtoNAD83(1991)insurveyfeet.

HorizontalsurveytiedtoWisconsinDepartmentofTransportationsurveycontrolstation9000(STH35).Saidstationbeinganaluminum monumentmarkedwithsignage.Coordinateinformationforsaidstationbeingfromyear2000.Lampman&Associateshaspreviously verifiedthepublishedcoordinateinformationforthisstationbyusingOPUSobservations.Geodeticcoordinatesforsaidstation published asfollows:4334'09.03409"N9113'44.55107"WNAD83(1991).

ElevationsarereferencedtoNAVD88(1991)andreportedinfeet.ElevationsderivedfromNGSBenchMarkDiskdesignationS123 andPID ON0214.

ProjectBenchMarkbeingexistingDairylandPowerCooperativeBM9A.CoordinatesandelevationforsaidBenchMarkareincluded above.TheBenchMarkisanexistingbrasscapinconcretelocatednearthesoutheastcornerofthisprojectarea,surrounded by concrete guardpostsandidentifiedwithsignage.

Groundcoordinateswerecalculatedutilizingaprojectcombinationfactorof0.99991052.Saidcombinationfactorbeingthesameasthat utilizedonadjacentsurveyprojectsforDairylandPowerCooperative.Groundcoordinatesdeterminedforthepurposeofpreparing an AutoCADsitemapreflectinggrounddistancesandmatchingwithadjacentsurveyinformation.Groundcoordinatesweredetermined by applyingtheinverseofthecombinationfactor(scalingat1.00008948).BasepointforapplicationofcombinationfactorbeingDairyland PowerCooperativeBM10AatGridCoordinateN=570138.27'E=1642349.05'.SaidBM10Abeinganexistingbrasscapinconcrete, surroundedbyguardposts,markedwithsignageandlocatedalongacurveintheroadwaywesterlyoftheDPCGenoa3truckscales.

APPENDIX B Soil Boring Logs

20.0 SB-200-20 1045 55 30 30 N

N N

N N

N 15 70

<5 N

N 1.0 GP SP Yellowish-brown, poorly graded GRAVEL with fine to medium sand, gravels subangular, fine up to 0.5 in., no odor or staining, moist Yellowish-brown, poorly graded fine to medium SAND, no odor or staining Similar to above Note: Wet at 18.5 ft.

Similar to above, color change to grayish-brown, pieces of coal Concrete Hammer Fall (in.)

Bentonite Seal Finish Drilling Equipment and Procedures Elevation N/A Elapsed Riser Pipe Start Bit Type:

N/A 55 Location SB-200A/B Time (hr.)

Inside Diameter (in.)

None Boring No.

Driller Summary Field Tests:

2 Drill Mud:

Hammer Weight (lb)

A. Kapugi Boring No.

S. Collinge Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft)

Rock Cored (ft) of Rig Make & Model:

Grout Screen Well Diagram GeoProbe Sheet No.

November 6, 2012 of Hole of Casing Bottom Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID N/A O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 0

November 6, 2012 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

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

Cuttings N/A SB-200A/B Samples 2

Datum File No.

Type Barrel Water 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 1

38705-007 See Plan 639.4(1)

Project Client Contractor Onsite Environmental Hydrogeologic Investigation, La Crosse Boiling Water Reactor (LACBWR)

Dairyland Power Cooperative H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 0 5

10 15 20 25 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

50.0 SB-200-50 1100 L N/L N/L 100 N/L 25.0 27.0 55.0 ML/CL SP Soft, dark gray, SILT/lean CLAY (ML/CL), silt non-plastic, clay low plastic, no odor or staining, moist to wet Dark gray, poorly graded fine to medium SAND, no odor or staining, saturated Similar to above Similar to above Bottom of Exploration at 55.0 ft Notes:

Monitoring well MW-200A was drilled and set in an adjacent hole approximately 5 ft west of MW-200B. No samples were taken from MW-200A. See Observation Well Logs MW-200A and MW-200B for well details.

(1)Ground Elevation Datum is a calculated average elevation from measurements at collected MW-200A and MW-200B.

SB-200A/B 38705-007 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

2 Boring No.

SB-200A/B Sheet No.

2 of H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 25 30 35 40 45 50 55 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

20.0 SB-201-20 0820 55 20 R

L N

R N

N L/M N

N N

L/M N

70 80 30 30

<5 100 70 N

N L/M N

1.0 23.0 24.4 SM SP CL Dark brown, fine silty SAND, non plastic, organics-roots and grass, moist Yellowish-brown, poorly graded fine to medium SAND, no odor or staining Similar to above Note: Wet to saturated at 18.5 ft.

Similar to above Dark gray, lean CLAY, low to medium plastic, no odor or staining, moist Concrete Hammer Fall (in.)

Bentonite Seal Finish Drilling Equipment and Procedures Elevation N/A Elapsed Riser Pipe Start Bit Type:

N/A 55 Location SB-201A/B Time (hr.)

Inside Diameter (in.)

None Boring No.

Driller Summary Field Tests:

2 Drill Mud:

Hammer Weight (lb)

A. Kapugi Boring No.

S. Collinge Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft)

Rock Cored (ft) of Rig Make & Model:

Grout Screen Well Diagram GeoProbe Sheet No.

November 7, 2012 of Hole of Casing Bottom Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID N/A O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 0

November 7, 2012 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

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

Cuttings N/A SB-201A/B Samples 2

Datum File No.

Type Barrel Water 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 1

38705-007 See Plan 638.5(1)

Project Client Contractor Onsite Environmental Hydrogeologic Investigation, La Crosse Boiling Water Reactor (LACBWR)

Dairyland Power Cooperative H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 0 5

10 15 20 25 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

50.0 SB-201-50 0845 20 60 N

N N

N N

N 80 40

<5

<5 N

N 24.8 55.0 ML SP Dark gray, fine sandy SILT, non plastic, no odor or staining, saturated Dark gray, poorly graded fine to medium SAND, no odor or staining, saturated Similar to above At 41.0 ft, sands fine to medium, mostly medium grained Similar to above, color change to light gray Bottom of Exploration at 55.0 ft Notes:

Monitoring well MW-201A was drilled and set in an adjacent hole approximately 5 ft west of MW-201B. No samples were taken from MW-201A. See Observation Well Logs MW-201A and MW-201B for well details.

(1)Ground Elevation Datum is a calculated average elevation from measurements at collected MW-201A and MW-201B.

SB-201A/B 38705-007 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

2 Boring No.

SB-201A/B Sheet No.

2 of H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 25 30 35 40 45 50 55 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

20.0 SB-202-20 1405 30 L

L N

N N

N 20 70 30

<5 N

N 0.3 SM SP Medium brown, fine silty SAND, non plastic, no odor or staining, moist Yellowish-brown, poorly graded fine to medium SAND, no odor or staining, moist Similar to above Similar to above Note: Wet to saturated froom 17.5 to 18 ft.

Similar to above Concrete Hammer Fall (in.)

Bentonite Seal Finish Drilling Equipment and Procedures Elevation N/A Elapsed Riser Pipe Start Bit Type:

N/A 55 Location SB-202A/B Time (hr.)

Inside Diameter (in.)

None Boring No.

Driller Summary Field Tests:

2 Drill Mud:

Hammer Weight (lb)

A. Kapugi Boring No.

S. Collinge Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft)

Rock Cored (ft) of Rig Make & Model:

Grout Screen Well Diagram GeoProbe Sheet No.

November 8, 2012 of Hole of Casing Bottom Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID N/A O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 0

November 8, 2012 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

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

Cuttings N/A SB-202A/B Samples 2

Datum File No.

Type Barrel Water 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 1

38705-007 See Plan 638.8(1)

Project Client Contractor Onsite Environmental Hydrogeologic Investigation, La Crosse Boiling Water Reactor (LACBWR)

Dairyland Power Cooperative H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 0 5

10 15 20 25 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

50.0 SB-202-50 1450 20 N

L N

N N

L/M N

N L/M 100 80 <5 100 N

N L/M 30.0 45.0 46.0 46.9 53.0 55.0 SW SP SP SP CL-ML Similar to above, color change to dark gray, sands fine to coarse, mostly medium to coarse grained Dark gray, poorly graded fine to medium SAND, no odor or staining, saturated Similar to above At 41.0 ft, sands fine to coarse, mostly medium to coarse At 43.0 ft, sands fine to medium Grayish-brown, poorly graded fine SAND, no odor or staining, saturated Dark brown, piece of wood Light grayish-brown, poorly graded fine to medium SAND (mostly fine grained), no odor or staining, saturated Greenish-blue, lean CLAY, low to medium plastic, no odors or staining, moist Bottom of Exploration at 55.0 ft Notes:

Monitoring well MW-202A was drilled and set in an adjacent hole approximately 5 ft west of MW-202B. No samples were taken from MW-202A. See Observation Well Logs MW-202A and MW-202B for well details.

(1)Ground Elevation Datum is a calculated average elevation from measurements at collected MW-202A and MW-202B.

SB-202A/B 38705-007 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

2 Boring No.

SB-202A/B Sheet No.

2 of H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 25 30 35 40 45 50 55 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

20.0 SB-203-20 1130 10 20 R

N N

N N

N/L N

N N/L 70 80 20

<5 100 N

N N/L 0.3 21.8 SP SP ML/CL Medium brown, silty fine to medium SAND, no odor or staining, moist Yellowish-brown, poorly graded fine to medium SAND, no odors or staining, moist Similar to above Note: Wet between 18.0 and 18.5 ft.

At 21.0 ft, similar to above, color change to dark grayish-brown Dark gray, SILT/lean CLAY, silt non plastic, clay low plastic, no odor or staining, moist Concrete Hammer Fall (in.)

Bentonite Seal Finish Drilling Equipment and Procedures Elevation N/A Elapsed Riser Pipe Start Bit Type:

N/A 55 Location SB-203A/B Time (hr.)

Inside Diameter (in.)

None Boring No.

Driller Summary Field Tests:

2 Drill Mud:

Hammer Weight (lb)

A. Kapugi Boring No.

S. Collinge Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft)

Rock Cored (ft) of Rig Make & Model:

Grout Screen Well Diagram GeoProbe Sheet No.

November 8, 2012 of Hole of Casing Bottom Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID N/A O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 0

November 8, 2012 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

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

Cuttings N/A SB-203A/B Samples 2

Datum File No.

Type Barrel Water 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 1

38705-007 See Plan 638.9(1)

Project Client Contractor Onsite Environmental Hydrogeologic Investigation, La Crosse Boiling Water Reactor (LACBWR)

Dairyland Power Cooperative H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 0 5

10 15 20 25 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

50.0 SB-203-50 1205 20 30 50 R

N N

N N

N N

N N

70 30 100

<5 N

N N

26.0 27.0 47.5 55.0 ML SP SP Dark gray, SILT, non plastic, no odor or staining, moist to wet Dark gray, poorly graded fine to medium SAND, no odor or staining, saturated Similar to above Similar to above Grayish-brown, poorly graded fine to coarse SAND (mostly medium grained), no odor or staining, saturated Bottom of Exploration at 55.0 ft Notes:

Monitoring well MW-203A was drilled and set in an adjacent hole approximately 5 ft west of MW-203B. No samples were taken from MW-203A. See Observation Well Logs MW-203A and MW-203B for well details.

(1)Ground Elevation Datum is a calculated average elevation from measurements at collected MW-203A and MW-203B.

SB-203A/B 38705-007 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

2 Boring No.

SB-203A/B Sheet No.

2 of H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 25 30 35 40 45 50 55 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

20.0 SB-204-20 1225 30 10 R

L L

N N

N N

N N

70 70 90 50 30

<5

<5 50 N

N N

0.4 0.6 0.9 14.0 14.2 23.0 23.5 SP GP SM SP SP ML/SP SP Medium brown, fine silty SAND, non plastic, no odor or staining, moist Yellowish-brown, broken gravels Dark brown, fine silty SAND, non plastic, no odor or staining, moist Yellowish-brown, poorly graded fine to medium SAND (mostly fine grained), no odor or staining, moist Concrete, bricks Dark yellowish-brown, poorly graded fine SAND, no odor or staining, moist Note: Wet to saturated bewteen 18.0 and 18.5 ft.

Similar to above, pieces of wood debris Dark gray, fine silty SAND/sandy SILT, non-plastic, no odor or staining, satuated Dark gray, poorly graded fine to coarse SAND (mostly fine to medium Concrete Hammer Fall (in.)

Bentonite Seal Finish Drilling Equipment and Procedures Elevation N/A Elapsed Riser Pipe Start Bit Type:

N/A 55 Location SB-204A/B Time (hr.)

Inside Diameter (in.)

None Boring No.

Driller Summary Field Tests:

2 Drill Mud:

Hammer Weight (lb)

A. Kapugi Boring No.

S. Collinge Casing Casing:

PID Make & Model:

Hoist/Hammer:

Depth (ft) to:

Sampler Overburden (ft)

Rock Cored (ft) of Rig Make & Model:

Grout Screen Well Diagram GeoProbe Sheet No.

November 6, 2012 of Hole of Casing Bottom Time Water Level Data Note: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Sample ID N/A O - Open End Rod T - Thin Wall Tube U - Undisturbed Sample S - Split Spoon Sample 0

November 6, 2012 Date Bottom Filter Sand Dilatancy: R - Rapid S - Slow N - None Toughness: L - Low M - Medium H - High

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

Cuttings N/A SB-204A/B Samples 2

Datum File No.

Type Barrel Water 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 1

38705-007 See Plan 638.7(1)

Project Client Contractor Onsite Environmental Hydrogeologic Investigation, La Crosse Boiling Water Reactor (LACBWR)

Dairyland Power Cooperative H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 0 5

10 15 20 25 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

50.0 SB-204-50 1330 15 30 30 N

L L

N N

N N

N N

100 70 55

<5

<5 N

N N

35.5 37.0 50.0 55.0 SW SP SP grained), no odor or staining, saturated Yellowish-brown, well graded fine SAND, no odor or staining, saturated Dark gray, poorly graded fine to medium SAND, contains organic material (roots), saturated Similar to above Medium brown, poorly graded fine to coarse SAND (mostly fine to medium grained), no odor or staining, saturated Bottom of Exploration at 55.0 ft Notes:

Monitoring well MW-204A was drilled and set in an adjacent hole approximately 5 ft west of MW-204B. No samples were taken from MW-204A. See Observation Well Logs MW-204A and MW-204B for well details.

(1)Ground Elevation Datum is a calculated average elevation from measurements at collected MW-204A and MW-204B.

SB-204A/B 38705-007 NOTE: Soil identification based on visual-manual methods of the USCS as practiced by Haley & Aldrich, Inc.

Boring No.

File No.

2 Boring No.

SB-204A/B Sheet No.

2 of H&A-TEST BORING-07-1 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12 TEST BORING REPORT Sampler Blows per 6 in.

Depth (ft) 25 30 35 40 45 50 55 Sample Depth (ft)

Sample No.

& Rec. (in.)

Well Diagram Gravel Sand Field Test

% Fine

% Coarse

% Medium

% Fine

% Fines Dilatancy

% Coarse Toughness Plasticity Strength Field Test Stratum Change Elev/Depth (ft)

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

structure, odor, moisture, optional descriptions GEOLOGIC INTERPRETATION)

APPENDIX C Well Construction Logs

1.0 13.0 15.0 25.0 1.0 GP SP 638.3 626.3 624.3 614.3 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 639.3 WELL DETAILS COMMENTS:

06 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 12.0 ft 15.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 0

5 10 15 20 N/A 2.5 ft 25.0 0.00 ft N/A 1.0 ft Filter Sand 13.0 ft 12.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 25.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 25.0 ft Machine slotted Sch 40 PVC Diameter of screen 15.0 ft Depth of Metal below ground surface 641.70 SB-200A/B 20.95 ft Initial Water Level (depth TOC)

MW-200A Depth of top of riser below ground surface 2.5 ft 8.5 in.

639.29 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 7.0 39.0 42.4 45.0 55.0 1.0 25.0 27.0 GP SP ML/CL SP 638.6 632.6 600.6 597.2 594.6 584.6 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 639.6 WELL DETAILS COMMENTS:

06 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

42.4 ft Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 6.0 ft 45.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 12.6 ft Filter Sand 0

5 10 15 20 25 30 35 40 45 50 N/A 2.5 ft 55.0 0.00 ft N/A 1.0 ft Concrete 7.0 ft 32.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 55.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 55.0 ft Machine slotted Sch 40 PVC Diameter of screen Bentonite 42.4 ft 12.6 ft 45.0 ft Depth of Metal below ground surface 641.94 SB-200A/B 21.30 ft Initial Water Level (depth TOC)

MW-200B Depth of top of riser below ground surface 2.5 ft 8.5 in.

639.56 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 13.0 15.0 25.0 1.0 23.0 24.4 SM SP CL ML 637.6 625.6 623.6 613.6 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.6 WELL DETAILS COMMENTS:

07 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 12.0 ft 15.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 0

5 10 15 20 N/A 2.5 ft 25.0 0.00 ft N/A 1.0 ft Filter Sand 13.0 ft 12.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 25.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 25.0 ft Machine slotted Sch 40 PVC Diameter of screen 15.0 ft Depth of Metal below ground surface 640.69 SB-201A/B 19.89 ft Initial Water Level (depth TOC)

MW-201A Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.63 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 4.0 39.0 42.5 45.0 55.0 1.0 23.0 24.4 24.8 SM SP CL ML SP 637.5 634.5 599.5 596.0 593.5 583.5 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.5 WELL DETAILS COMMENTS:

07 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

39.0 ft Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 3.0 ft 45.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 3.5 ft Filter Sand 0

5 10 15 20 25 30 35 40 45 50 N/A 2.5 ft 55.0 0.00 ft N/A 1.0 ft Concrete 4.0 ft 35.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 55.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 55.0 ft Machine slotted Sch 40 PVC Diameter of screen Bentonite 42.5 ft 12.5 ft 45.0 ft Depth of Metal below ground surface 640.36 SB-201A/B 19.71 ft Initial Water Level (depth TOC)

MW-201B Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.48 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 13.0 15.0 25.0 0.3 SM SP 637.9 625.9 623.9 613.9 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.9 WELL DETAILS COMMENTS:

08 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 12.0 ft 15.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 0

5 10 15 20 N/A 2.5 ft 25.0 0.00 ft N/A 1.0 ft Filter Sand 13.0 ft 12.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 25.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 25.0 ft Machine slotted Sch 40 PVC Diameter of screen 15.0 ft Depth of Metal below ground surface 641.19 SB-202A/B 27.83 ft Initial Water Level (depth TOC)

MW-202A Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.94 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 6.0 36.0 40.0 43.5 53.5 0.3 45.0 46.0 46.9 53.0 SM SP SP SW SP CL-ML 637.7 632.7 602.7 598.7 595.2 585.2 30.0 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.7 WELL DETAILS COMMENTS:

08 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

36.0 ft Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 5.0 ft 43.5 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 4.0 ft Filter Sand 0

5 10 15 20 25 30 35 40 45 50 N/A 2.5 ft 55.0 0.00 ft N/A 1.0 ft Concrete 6.0 ft 30.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 55.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 53.5 ft Machine slotted Sch 40 PVC Diameter of screen Bentonite 40.0 ft 13.5 ft 43.5 ft Depth of Metal below ground surface 641.14 SB-202A/B 20.62 ft Initial Water Level (depth TOC)

MW-202B Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.74 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 13.0 15.0 25.0 0.3 21.8

?

?

ML/CL 637.9 625.9 623.9 613.9 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.9 WELL DETAILS COMMENTS:

08 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 12.0 ft 15.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 0

5 10 15 20 N/A 2.5 ft 25.0 0.00 ft N/A 1.0 ft Filter Sand 13.0 ft 12.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 25.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 25.0 ft Machine slotted Sch 40 PVC Diameter of screen 15.0 ft Depth of Metal below ground surface 641.15 SB-203A/B 20.48 ft Initial Water Level (depth TOC)

MW-203A Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.89 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 6.0 37.5 41.5 45.0 55.0 0.3 21.8 26.0 27.0 47.5

?

?

ML/CL ML SP SP 638.0 633.0 601.5 597.5 594.0 584.0 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 639.0 WELL DETAILS COMMENTS:

08 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

37.5 ft Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 5.0 ft 45.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 4.0 ft Filter Sand 0

5 10 15 20 25 30 35 40 45 50 N/A 2.5 ft 55.0 0.00 ft N/A 1.0 ft Concrete 6.0 ft 31.5 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 55.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 55.0 ft Machine slotted Sch 40 PVC Diameter of screen Bentonite 41.5 ft 13.5 ft 45.0 ft Depth of Metal below ground surface 641.28 SB-203A/B 20.62 ft Initial Water Level (depth TOC)

MW-203B Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.99 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 13.0 15.0 25.0 0.4 0.6 0.9 14.0 14.2 23.0 23.5

?

?

SM SP SP ML/SP 637.7 625.7 623.7 613.7 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.7 WELL DETAILS COMMENTS:

06 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 12.0 ft 15.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 0

5 10 15 20 N/A 2.5 ft 25.0 0.00 ft N/A 1.0 ft Filter Sand 13.0 ft 12.0 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 25.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 25.0 ft Machine slotted Sch 40 PVC Diameter of screen 15.0 ft Depth of Metal below ground surface 640.86 SB-204A/B 20.02 ft Initial Water Level (depth TOC)

MW-204A Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.71 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

1.0 8.0 34.4 38.0 45.0 55.0 0.4 0.6 0.9 14.0 14.2 23.0 23.5 35.5 37.0 50.0

?

?

SM SP SP ML/SP SP SW SP SP 637.6 630.6 604.2 600.6 593.6 583.6 Depth to top of well screen Screen gauge or size of openings 0.0 Inside diameter of riser pipe Depth of bottom of riser pipe Type of riser pipe Schedule 40 PVC Metal Length Depth of bottom of Metal Type of protective casing Type of protective cover Bentonite 638.6 WELL DETAILS COMMENTS:

06 Nov 2012 Type of screen ELEVATION (ft.)

Guard Pipe H&A Rep.

Datum Riser Pipe Boring No.

34.4 ft Cuttings Grout Well No.

File No.

DEPTH (ft.)

Ground El.

4.0 in.

Project Client A. Kapugi Hydrogeologic Investigation La Crosse Boiling Water Reactor (LACBWR)

Contractor Driller Location Filter Sand WELL CONSTRUCTION DETAILS SOIL/ROCK 2.0 in.

Date Installed Depth of bottom of borehole See Plan Dairyland Power Cooperative Diameter of borehole 7.0 ft 45.0 ft 2.0 in.

Onsite Environmental GROUNDWATER OBSERVATION WELL INSTALLATION REPORT 3.6 ft Filter Sand 0

5 10 15 20 25 30 35 40 45 50 N/A 2.5 ft 55.0 0.00 ft N/A 1.0 ft Concrete 8.0 ft 26.4 ft S. Collinge CONDITIONS GRAPHIC Screen Well Diagram Concrete 55.0 ft 0.010 in.

Inside diameter Location 38705-007 DEPTH (ft.)

Bentonite Seal Bottom of silt trap Depth to bottom of well screen 55.0 ft Machine slotted Sch 40 PVC Diameter of screen Bentonite 38.0 ft 17.0 ft 45.0 ft Depth of Metal below ground surface 640.73 SB-204A/B 20.10 ft Initial Water Level (depth TOC)

MW-204B Depth of top of riser below ground surface 2.5 ft 8.5 in.

638.62 Type of Seals Top of Seal (ft)

Thickness (ft) 38705-007_HA-LIB07-1R_SAN_12-07-12.GLB GW INSTALLATION REPORT-07-1 HA-TB+CORE+WELL-07-1.GDT G:\\PROJECTS\\38705 - LACBWR\\GLOBAL\\GINT\\38705-007_MW200_MW205.GPJ Dec 7, 12

APPENDIX D Well Development Records

APPENDIX E Soil & Groundwater Laboratory Reports

Geotechnical Soil Data Explanation of Results.

Laboratory analysis indicated that the 20-foot interval moisture content ranged from 3.5 to 5.5 percent weight (30-foot, 16% weight), with an average bulk density of approximately 1.7 grams per cubic centimeter (g/cc). Total porosity for the 20-foot interval was in the upper 20 to low 30% bulk volume, including the 30-foot interval. Average particle size was categorized as medium sand, though in most cases fine-grained sand was a close secondary component comprising nearly half of each sample, except MW-203 and MW-204 where fine-grained particles were approximately only 25 to 30 percent of the samples. The moisture content of the 50-foot interval was similar to the 30-foot interval, one order of magnitude greater than the 20-foot interval, at approximately 13-15% weight. Average bulk density is roughly the same, up to 1.85 g/cc. Total porosity for the 50-foot interval was 30-32% bulk volume.

Grain size at the 50-foot interval was categorized as medium sand with nearly 70% composition of medium sand to 30% fine-grained sand, except MW-202 where the reverse was true and at MW-203 where fine and medium sands were more evenly distributed, half and half. Silt and clay accounted for less than 5% of each submitted sample and was nearly twice as prevalent in the shallower interval as the deeper.

Grain size and porosity values associated with these soil samples are used in calculations to refine our understanding of groundwater movement in the subsurface: for the same volume, smaller particles have greater surface area and therefore higher water retention. So the larger the grain size, the higher permeability of the soil, i.e. the higher the ability of water to flow through soil. The porosity is a measure of pore (or void) space (between particles) out of the total volume. The soil porosity affects how much water the soil can hold, but also affects how quickly water flows through soil. To better analyze the connectivity of the pore space between particles and the movement of water in the shallow and deep aquifer at the site, these boreholes were completed as monitoring wells.

8100 Secura Way

Santa Fe Springs, CA 90670 Telephone (562) 347-2500

Fax (562) 907-3610 November 28, 2012 Nadia Glucksberg Haley & Aldrich, Inc.

600 South Meyer Avenue, Suite 100 Tucson, AZ 85701-2554 Re:

PTS File No: 42823 Physical Properties Data Dairyland Power Cooperative (LACBWR); 38705-007

Dear Ms. Glucksberg:

Please find enclosed report for Physical Properties analyses conducted upon samples received from your Dairyland Power Cooperative (LACBWR); 38705-007 project. All analyses were performed by applicable ASTM, EPA, or API methodologies. An electronic version of the report has previously been sent to your attention via the internet. The samples are currently in storage and will be retained for thirty days past completion of testing at no charge. Please note that the samples will be disposed of at that time. You may contact me regarding storage, disposal, or return of the samples.

PTS Laboratories appreciates the opportunity to be of service. If you have any questions or require additional information, please contact Rachel Spitz at (562) 347-2504.

Sincerely, PTS Laboratories Michael Mark Brady Michael Mark Brady, P.G.

District Manager Encl.

PTS Laboratories Project Name:

Dairyland Power Cooperative (LACBWR)

PTS File No: 42823 Project Number:

38705-007 Client: Haley & Aldrich, Inc.

Core Grain Dry Bulk Effective CORE ID Depth Recovery Size Density Porosity ft.

ft.

Analysis API RP40 ASTM D425 Notes Plugs:

Grab Vert. 1.5" Vert. 1.5" Date Received: 20121113 SB-200-20 20 1.08 X

X X

SB-200-50 50 1.25 X

X X

SB-201-20 20 0.83 X

X X

SB-201-50 50 0.83 X

X X

SB-202-20 20 1.00 X

X X

SB-202-50 50 0.92 X

X X

SB-203-20 20 0.92 X

X X

SB-203-50 50 0.83 X

X X

SB-204-30 30 0.92 X

X X

SB-204-50 50 1.50 X

X X

TOTALS:

10 cores 10.08 10 10 10 10 Laboratory Test Program Notes Contaminant identification:

Standard TAT for basic analysis is 10 business days.

La Crosse Boiling Water Reactor (LACBWR)

TEST PROGRAM - 20121113 Page 1 of 1

PTS File No:

42823 Client:

Haley & Aldrich, Inc.

PROJECT NAME: Dairyland Power Cooperative (LACBWR)

PROJECT NO:

38705-007 API RP 40 /

METHODS:

ASTM D2216 API RP40 Mod. ASTM D425 Mod. ASTM D425 SAMPLE MOISTURE DENSITY TOTAL EFFECTIVE SAMPLE

DEPTH, ORIENTATION ANALYSIS

CONTENT, BULK,

POROSITY, POROSITY, ID.

ft.

(1)

DATE

% weight g/cc

%Vb

%Vb SB-200-20 20 V

20121119 3.8 1.74 31.6 28.6 SB-200-50 50 V

20121119 13.1 1.85 29.7 27.1 SB-201-20 20 V

20121119 5.3 1.73 26.2 20.7 SB-201-50 50 V

20121119 15.3 1.69 32.3 30.1 SB-202-20 20 V

20121119 3.6 1.69 29.5 27.1 SB-202-50 50 V

20121119 14.2 1.82 31.9 28.6 SB-203-20 20 V

20121119 5.5 1.74 30.2 26.6 SB-203-50 50 V

20121119 14.1 1.83 31.6 28.7 SB-204-30 30 V

20121119 15.9 1.75 34.0 31.1 SB-204-50 50 V

20121119 14.7 1.74 32.0 29.1 PHYSICAL PROPERTIES DATA - DRAINAGE (EFFECTIVE) POROSITY PTS Laboratories (1) Sample Orientation: H = horizontal; V = vertical; R = remold; Vb = Bulk Volume Page 1 of 1

PTS Laboratories, Inc.

Haley & Aldrich, Inc.

PTS File No:

42823 PROJECT NAME:

Dairyland Power Cooperative (LACBWR)

PROJECT NO:

38705-007 Median Particle Size Distribution, wt. percent Silt Mean Grain Size Grain Size Sand Size Sample ID Depth, ft.

Description (1) mm Gravel Coarse Medium Fine Silt Clay Clay SB-200-20 20 Medium sand 0.438 0.00 0.00 53.21 44.11 1.99 0.70 2.69 SB-200-50 50 Medium sand 0.527 0.00 0.00 68.09 29.44 1.83 0.64 2.47 SB-201-20 20 Medium sand 0.452 0.00 0.00 54.22 41.55 3.14 1.09 4.23 SB-201-50 50 Medium sand 0.517 0.00 0.00 69.36 30.02 0.38 0.24 0.62 SB-202-20 20 Medium sand 0.452 4.14 2.07 48.97 43.38 (2)

(2) 1.44 SB-202-50 50 Fine sand 0.340 0.00 0.00 36.52 61.51 1.47 0.51 1.98 SB-203-20 20 Medium sand 0.519 0.00 0.00 65.55 31.35 2.21 0.90 3.11 SB-203-50 50 Medium sand 0.418 0.00 0.00 49.51 49.76 0.47 0.27 0.73 SB-204-30 30 Medium sand 0.542 0.00 0.00 74.55 24.77 0.45 0.23 0.68 SB-204-50 50 Medium sand 0.550 0.00 0.00 69.19 29.78 0.68 0.35 1.03 PARTICLE SIZE

SUMMARY

(METHODOLOGY: ASTM D422/D4464M)

(1) Based on Mean from Trask (2) Mechanical sieve does not differentiate silt/clay fractions Page 1 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-200-20 Project No:

38705-007 Depth, ft:

20 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

0.03 0.0384 0.976 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10 0.30 0.0320 0.814 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.48 0.0283 0.719 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.69 0.0243 0.618 0.0468 1.189

-0.25 16 0.49 0.49 0.49 40 1.00 0.0196 0.499 0.0331 0.841 0.25 20 7.92 7.92 8.41 50 1.19 0.0173 0.438 0.0278 0.707 0.50 25 8.39 8.39 16.80 60 1.40 0.0149 0.378 0.0234 0.595 0.75 30 10.60 10.60 27.40 75 1.70 0.0121 0.308 0.0197 0.500 1.00 35 12.40 12.40 39.81 84 1.94 0.0103 0.261 0.0166 0.420 1.25 40 13.40 13.40 53.21 90 2.19 0.0086 0.219 0.0139 0.354 1.50 45 11.10 11.10 64.31 95 2.71 0.0060 0.153 0.0117 0.297 1.75 50 13.50 13.50 77.81 0.0098 0.250 2.00 60 8.33 8.33 86.14 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 5.04 5.04 91.18 Median, phi 1.19 1.19 1.19 0.0070 0.177 2.50 80 2.64 2.64 93.82 Median, in.

0.0173 0.0173 0.0173 0.0059 0.149 2.75 100 1.41 1.41 95.23 Median, mm 0.438 0.438 0.438 0.0049 0.125 3.00 120 0.88 0.88 96.11 0.0041 0.105 3.25 140 0.55 0.55 96.66 Mean, phi 1.11 1.21 1.20 0.0035 0.088 3.50 170 0.36 0.36 97.02 Mean, in.

0.0182 0.0171 0.0171 0.0029 0.074 3.75 200 0.29 0.29 97.31 Mean, mm 0.463 0.433 0.435 0.0025 0.063 4.00 230 0.24 0.24 97.55 0.0021 0.053 4.25 270 0.19 0.19 97.74 Sorting 1.416 0.730 0.770 0.00174 0.0442 4.50 325 0.16 0.16 97.90 Skewness 0.996 0.022 0.079 0.00146 0.0372 4.75 400 0.15 0.15 98.05 Kurtosis 0.261 0.832 1.091 0.00123 0.0313 5.00 450 0.15 0.15 98.20 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.17 0.17 98.37 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.16 0.16 98.53 0.000615 0.0156 6.00 0.16 0.16 98.69 Description Retained Weight 0.000435 0.0110 6.50 0.20 0.20 98.89 on Sieve #

Percent 0.000308 0.00781 7.00 0.19 0.19 99.08 Gravel 4

0.00 0.000197 0.00500 7.65 0.22 0.22 99.30 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.35 0.35 99.65 Medium Sand 40 53.21 0.000038 0.000977 10.00 0.31 0.31 99.96 Fine Sand 200 44.11 0.000019 0.000488 11.00 0.04 0.04 100.00 Silt

>0.005 mm 1.99 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.70 TOTALS 100.00 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 2 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-200-50 Project No:

38705-007 Depth, ft:

50 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.20 0.0452 1.147 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10 0.00 0.0393 0.999 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.24 0.0333 0.846 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.45 0.0287 0.730 0.0468 1.189

-0.25 16 3.70 3.70 3.70 40 0.75 0.0234 0.595 0.0331 0.841 0.25 20 12.50 12.50 16.20 50 0.92 0.0207 0.527 0.0278 0.707 0.50 25 10.80 10.80 26.99 60 1.10 0.0183 0.465 0.0234 0.595 0.75 30 13.00 13.00 39.99 75 1.43 0.0146 0.372 0.0197 0.500 1.00 35 14.30 14.30 54.29 84 1.66 0.0125 0.317 0.0166 0.420 1.25 40 13.80 13.80 68.09 90 1.88 0.0107 0.272 0.0139 0.354 1.50 45 9.78 9.78 77.87 95 2.29 0.0081 0.205 0.0117 0.297 1.75 50 9.70 9.70 87.56 0.0098 0.250 2.00 60 4.83 4.83 92.39 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 2.44 2.44 94.83 Median, phi 0.92 0.92 0.92 0.0070 0.177 2.50 80 1.08 1.08 95.91 Median, in.

0.0207 0.0207 0.0207 0.0059 0.149 2.75 100 0.52 0.52 96.43 Median, mm 0.527 0.527 0.527 0.0049 0.125 3.00 120 0.35 0.35 96.78 0.0041 0.105 3.25 140 0.29 0.29 97.07 Mean, phi 0.86 0.95 0.94 0.0035 0.088 3.50 170 0.25 0.25 97.32 Mean, in.

0.0217 0.0204 0.0205 0.0029 0.074 3.75 200 0.21 0.21 97.53 Mean, mm 0.551 0.518 0.521 0.0025 0.063 4.00 230 0.18 0.18 97.71 0.0021 0.053 4.25 270 0.16 0.16 97.87 Sorting 1.401 0.708 0.731 0.00174 0.0442 4.50 325 0.15 0.15 98.02 Skewness 0.989 0.036 0.066 0.00146 0.0372 4.75 400 0.14 0.14 98.16 Kurtosis 0.247 0.756 1.048 0.00123 0.0313 5.00 450 0.13 0.13 98.29 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.16 0.16 98.45 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.16 0.16 98.61 0.000615 0.0156 6.00 0.16 0.16 98.77 Description Retained Weight 0.000435 0.0110 6.50 0.19 0.19 98.96 on Sieve #

Percent 0.000308 0.00781 7.00 0.18 0.18 99.14 Gravel 4

0.00 0.000197 0.00500 7.65 0.22 0.22 99.36 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.35 0.35 99.71 Medium Sand 40 68.09 0.000038 0.000977 10.00 0.26 0.26 99.97 Fine Sand 200 29.44 0.000019 0.000488 11.00 0.03 0.03 100.00 Silt

>0.005 mm 1.83 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.64 TOTALS 100.00 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 3 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-201-20 Project No:

38705-007 Depth, ft:

20 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.53 0.0570 1.447 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10

-0.17 0.0444 1.127 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.06 0.0377 0.958 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.40 0.0298 0.758 0.0468 1.189

-0.25 16 8.03 8.02 8.02 40 0.88 0.0213 0.542 0.0331 0.841 0.25 20 12.80 12.79 20.82 50 1.15 0.0178 0.452 0.0278 0.707 0.50 25 6.97 6.97 27.78 60 1.41 0.0148 0.376 0.0234 0.595 0.75 30 7.54 7.53 35.32 75 1.74 0.0118 0.299 0.0197 0.500 1.00 35 8.82 8.81 44.13 84 2.01 0.0098 0.249 0.0166 0.420 1.25 40 10.10 10.09 54.22 90 2.31 0.0079 0.201 0.0139 0.354 1.50 45 9.06 9.05 63.28 95 3.29 0.0040 0.102 0.0117 0.297 1.75 50 12.20 12.19 75.47 0.0098 0.250 2.00 60 8.37 8.36 83.83 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 5.45 5.45 89.28 Median, phi 1.15 1.15 1.15 0.0070 0.177 2.50 80 2.89 2.89 92.17 Median, in.

0.0178 0.0178 0.0178 0.0059 0.149 2.75 100 1.41 1.41 93.57 Median, mm 0.452 0.452 0.452 0.0049 0.125 3.00 120 0.80 0.80 94.37 0.0041 0.105 3.25 140 0.55 0.55 94.92 Mean, phi 0.92 1.03 1.07 0.0035 0.088 3.50 170 0.45 0.45 95.37 Mean, in.

0.0208 0.0192 0.0187 0.0029 0.074 3.75 200 0.40 0.40 95.77 Mean, mm 0.529 0.488 0.476 0.0025 0.063 4.00 230 0.37 0.37 96.14 0.0021 0.053 4.25 270 0.32 0.32 96.46 Sorting 1.591 0.973 1.066 0.00174 0.0442 4.50 325 0.25 0.25 96.71 Skewness 1.053

-0.114 0.004 0.00146 0.0372 4.75 400 0.23 0.23 96.94 Kurtosis 0.248 0.966 1.170 0.00123 0.0313 5.00 450 0.23 0.23 97.17 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.27 0.27 97.44 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.24 0.24 97.68 0.000615 0.0156 6.00 0.24 0.24 97.92 Description Retained Weight 0.000435 0.0110 6.50 0.32 0.32 98.24 on Sieve #

Percent 0.000308 0.00781 7.00 0.31 0.31 98.55 Gravel 4

0.00 0.000197 0.00500 7.65 0.36 0.36 98.91 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.61 0.61 99.52 Medium Sand 40 54.22 0.000038 0.000977 10.00 0.35 0.35 99.87 Fine Sand 200 41.55 0.000019 0.000488 11.00 0.13 0.13 100.00 Silt

>0.005 mm 3.14 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 1.09 TOTALS 100.10 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 4 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-201-50 Project No:

38705-007 Depth, ft:

50 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.07 0.0415 1.053 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10 0.17 0.0349 0.887 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.35 0.0308 0.782 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.55 0.0269 0.684 0.0468 1.189

-0.25 16 1.47 1.47 1.47 40 0.80 0.0226 0.574 0.0331 0.841 0.25 20 10.10 10.08 11.55 50 0.95 0.0204 0.517 0.0278 0.707 0.50 25 10.70 10.68 22.24 60 1.10 0.0183 0.465 0.0234 0.595 0.75 30 14.40 14.38 36.61 75 1.38 0.0152 0.385 0.0197 0.500 1.00 35 16.70 16.67 53.29 84 1.58 0.0131 0.333 0.0166 0.420 1.25 40 16.10 16.08 69.36 90 1.73 0.0119 0.302 0.0139 0.354 1.50 45 11.10 11.08 80.45 95 1.96 0.0101 0.257 0.0117 0.297 1.75 50 10.50 10.48 90.93 0.0098 0.250 2.00 60 4.79 4.78 95.71 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 2.16 2.16 97.87 Median, phi 0.95 0.95 0.95 0.0070 0.177 2.50 80 0.83 0.83 98.70 Median, in.

0.0204 0.0204 0.0204 0.0059 0.149 2.75 100 0.32 0.32 99.02 Median, mm 0.517 0.517 0.517 0.0049 0.125 3.00 120 0.17 0.17 99.19 0.0041 0.105 3.25 140 0.10 0.10 99.28 Mean, phi 0.90 0.97 0.96 0.0035 0.088 3.50 170 0.06 0.06 99.34 Mean, in.

0.0210 0.0201 0.0202 0.0029 0.074 3.75 200 0.04 0.04 99.38 Mean, mm 0.534 0.511 0.513 0.0025 0.063 4.00 230 0.03 0.03 99.41 0.0021 0.053 4.25 270 0.03 0.03 99.44 Sorting 1.333 0.615 0.616 0.00174 0.0442 4.50 325 0.02 0.02 99.46 Skewness 0.992 0.030 0.012 0.00146 0.0372 4.75 400 0.02 0.02 99.48 Kurtosis 0.255 0.656 1.007 0.00123 0.0313 5.00 450 0.03 0.03 99.51 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.04 0.04 99.55 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.03 0.03 99.58 0.000615 0.0156 6.00 0.03 0.03 99.61 Description Retained Weight 0.000435 0.0110 6.50 0.04 0.04 99.66 on Sieve #

Percent 0.000308 0.00781 7.00 0.05 0.05 99.70 Gravel 4

0.00 0.000197 0.00500 7.65 0.05 0.05 99.76 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.10 0.10 99.86 Medium Sand 40 69.36 0.000038 0.000977 10.00 0.13 0.13 99.99 Fine Sand 200 30.02 0.000019 0.000488 11.00 0.01 0.01 100.00 Silt

>0.005 mm 0.38 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.24 TOTALS 100.20 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 18 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 5 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D422M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-202-20 Project No:

38705-007 Depth, ft:

20 U.S.

Sample Incremental Cumulative Cumulative Weight Percent greater than Opening Phi of Sieve Weight

Weight, Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.9844 25.002

-4.64 1

0.00 0.00 0.00 5

-1.84 0.1414 3.591 0.4922 12.501

-3.64 1/2 0.00 0.00 0.00 10

-0.33 0.0495 1.258 0.3740 9.500

-3.25 3/8 1.39 1.98 1.98 16 0.15 0.0354 0.899 0.2500 6.351

-2.67 1/4 1.52 2.16 4.14 25 0.56 0.0267 0.679 0.1873 4.757

-2.25 4

0.00 0.00 4.14 40 0.93 0.0207 0.525 0.1324 3.364

-1.75 6

0.75 1.07 5.20 50 1.14 0.0178 0.452 0.0787 2.000

-1.00 10 0.71 1.01 6.21 60 1.34 0.0156 0.396 0.0557 1.414

-0.50 14 1.57 2.23 8.44 75 1.65 0.0126 0.319 0.0394 1.000 0.00 18 3.25 4.62 13.06 84 1.87 0.0108 0.273 0.0278 0.707 0.50 25 6.72 9.55 22.61 90 2.07 0.0094 0.239 0.0197 0.500 1.00 35 14.27 20.28 42.89 95 2.46 0.0071 0.181 0.0166 0.420 1.25 40 8.65 12.29 55.18 0.0139 0.354 1.50 45 9.77 13.88 69.06 Measure Trask Inman Folk-Ward 0.0098 0.250 2.00 60 14.13 20.08 89.14 Median, phi 1.14 1.14 1.14 0.0070 0.177 2.50 80 4.44 6.31 95.45 Median, in.

0.0178 0.0178 0.0178 0.0049 0.125 3.00 120 1.52 2.16 97.61 Median, mm 0.452 0.452 0.452 0.0029 0.074 3.75 200 0.67 0.95 98.56 0.0021 0.053 4.25 270 0.32 0.45 99.02 Mean, phi 1.00 1.01 1.06 0.0015 0.037 4.75 400 0.25 0.36 99.37 Mean, in.

0.0196 0.0195 0.0189 PAN 0.44 0.63 100.00 Mean, mm 0.499 0.496 0.481 Sorting 1.458 0.859 1.082 Skewness 1.029

-0.153

-0.270 Kurtosis 0.176 1.508 1.622 Grain Size Description Medium sand (ASTM-USCS Scale)

(based on Mean from Trask)

Description Retained Weight on Sieve #

Percent Gravel 4

4.14 Coarse Sand 10 2.07 Medium Sand 40 48.97 Fine Sand 200 43.38 Silt/Clay

<200 1.44 TOTALS 70.37 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

5 10 15 20 25 1

1/2 3/8 1/4 4

6 10 14 18 25 35 40 45 60 80 120 200 270 400 PAN Sieve Size Retained Weight, %

0 10 20 30 40 50 60 70 80 90 100 Cumulative Weight, %

Silt/Clay medium Sand coarse fine Gravel Page 6 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-202-50 Project No:

38705-007 Depth, ft:

50 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.03 0.0402 1.022 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10 0.34 0.0310 0.788 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.64 0.0252 0.640 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.96 0.0202 0.514 0.0468 1.189

-0.25 16 2.41 2.41 2.41 40 1.34 0.0156 0.396 0.0331 0.841 0.25 20 5.94 5.93 8.34 50 1.55 0.0134 0.340 0.0278 0.707 0.50 25 4.41 4.41 12.75 60 1.72 0.0119 0.303 0.0234 0.595 0.75 30 5.68 5.68 18.42 75 2.04 0.0096 0.243 0.0197 0.500 1.00 35 7.81 7.80 26.23 84 2.30 0.0080 0.203 0.0166 0.420 1.25 40 10.30 10.29 36.52 90 2.56 0.0067 0.170 0.0139 0.354 1.50 45 10.20 10.19 46.71 95 2.92 0.0052 0.132 0.0117 0.297 1.75 50 15.00 14.99 61.70 0.0098 0.250 2.00 60 11.80 11.79 73.49 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 9.21 9.20 82.69 Median, phi 1.55 1.55 1.55 0.0070 0.177 2.50 80 6.39 6.38 89.07 Median, in.

0.0134 0.0134 0.0134 0.0059 0.149 2.75 100 4.17 4.17 93.24 Median, mm 0.340 0.340 0.340 0.0049 0.125 3.00 120 2.59 2.59 95.83 0.0041 0.105 3.25 140 1.35 1.35 97.18 Mean, phi 1.40 1.47 1.50 0.0035 0.088 3.50 170 0.58 0.58 97.75 Mean, in.

0.0149 0.0142 0.0139 0.0029 0.074 3.75 200 0.27 0.27 98.02 Mean, mm 0.378 0.360 0.354 0.0025 0.063 4.00 230 0.17 0.17 98.19 0.0021 0.053 4.25 270 0.13 0.13 98.32 Sorting 1.454 0.829 0.862 0.00174 0.0442 4.50 325 0.11 0.11 98.43 Skewness 1.038

-0.100

-0.087 0.00146 0.0372 4.75 400 0.11 0.11 98.54 Kurtosis 0.219 0.780 1.120 0.00123 0.0313 5.00 450 0.11 0.11 98.65 Grain Size Description Fine sand 0.000986 0.0250 5.32 500 0.14 0.14 98.79 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.14 0.14 98.93 0.000615 0.0156 6.00 0.14 0.14 99.07 Description Retained Weight 0.000435 0.0110 6.50 0.15 0.15 99.22 on Sieve #

Percent 0.000308 0.00781 7.00 0.13 0.13 99.35 Gravel 4

0.00 0.000197 0.00500 7.65 0.14 0.14 99.49 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.23 0.23 99.72 Medium Sand 40 36.52 0.000038 0.000977 10.00 0.25 0.25 99.97 Fine Sand 200 61.51 0.000019 0.000488 11.00 0.03 0.03 100.00 Silt

>0.005 mm 1.47 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.51 TOTALS 100.10 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 7 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-203-20 Project No:

38705-007 Depth, ft:

20 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.21 0.0457 1.160 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10

-0.03 0.0402 1.021 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.19 0.0345 0.876 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.43 0.0292 0.742 0.0468 1.189

-0.25 16 4.04 4.03 4.03 40 0.75 0.0233 0.593 0.0331 0.841 0.25 20 13.60 13.58 17.62 50 0.95 0.0204 0.519 0.0278 0.707 0.50 25 10.20 10.19 27.80 60 1.14 0.0179 0.454 0.0234 0.595 0.75 30 12.00 11.98 39.78 75 1.51 0.0139 0.352 0.0197 0.500 1.00 35 13.10 13.08 52.87 84 1.74 0.0118 0.300 0.0166 0.420 1.25 40 12.70 12.68 65.55 90 2.01 0.0098 0.249 0.0139 0.354 1.50 45 9.23 9.22 74.77 95 2.61 0.0064 0.163 0.0117 0.297 1.75 50 9.78 9.77 84.53 0.0098 0.250 2.00 60 5.40 5.39 89.92 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 3.07 3.07 92.99 Median, phi 0.95 0.95 0.95 0.0070 0.177 2.50 80 1.60 1.60 94.59 Median, in.

0.0204 0.0204 0.0204 0.0059 0.149 2.75 100 0.91 0.91 95.50 Median, mm 0.519 0.519 0.519 0.0049 0.125 3.00 120 0.56 0.56 96.06 0.0041 0.105 3.25 140 0.33 0.33 96.39 Mean, phi 0.87 0.96 0.96 0.0035 0.088 3.50 170 0.27 0.27 96.65 Mean, in.

0.0215 0.0202 0.0203 0.0029 0.074 3.75 200 0.24 0.24 96.89 Mean, mm 0.547 0.513 0.515 0.0025 0.063 4.00 230 0.20 0.20 97.09 0.0021 0.053 4.25 270 0.18 0.18 97.27 Sorting 1.451 0.773 0.815 0.00174 0.0442 4.50 325 0.17 0.17 97.44 Skewness 0.984 0.024 0.102 0.00146 0.0372 4.75 400 0.18 0.18 97.62 Kurtosis 0.252 0.829 1.078 0.00123 0.0313 5.00 450 0.18 0.18 97.80 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.20 0.20 98.00 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.17 0.17 98.17 0.000615 0.0156 6.00 0.19 0.19 98.36 Description Retained Weight 0.000435 0.0110 6.50 0.24 0.24 98.60 on Sieve #

Percent 0.000308 0.00781 7.00 0.23 0.23 98.83 Gravel 4

0.00 0.000197 0.00500 7.65 0.27 0.27 99.10 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.47 0.47 99.57 Medium Sand 40 65.55 0.000038 0.000977 10.00 0.30 0.30 99.87 Fine Sand 200 31.35 0.000019 0.000488 11.00 0.13 0.13 100.00 Silt

>0.005 mm 2.21 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.90 TOTALS 100.10 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 8 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-203-50 Project No:

38705-007 Depth, ft:

50 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

0.45 0.0288 0.733 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10 0.62 0.0256 0.650 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.78 0.0230 0.584 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.92 0.0207 0.527 0.0468 1.189

-0.25 16 0.04 0.04 0.04 40 1.13 0.0180 0.457 0.0331 0.841 0.25 20 1.82 1.82 1.86 50 1.26 0.0165 0.418 0.0278 0.707 0.50 25 3.94 3.94 5.80 60 1.40 0.0149 0.378 0.0234 0.595 0.75 30 8.61 8.61 14.41 75 1.61 0.0129 0.327 0.0197 0.500 1.00 35 15.20 15.20 29.61 84 1.73 0.0118 0.301 0.0166 0.420 1.25 40 19.90 19.90 49.51 90 1.88 0.0107 0.271 0.0139 0.354 1.50 45 17.10 17.10 66.61 95 2.06 0.0094 0.239 0.0117 0.297 1.75 50 18.60 18.60 85.21 0.0098 0.250 2.00 60 8.92 8.92 94.13 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 3.45 3.45 97.58 Median, phi 1.26 1.26 1.26 0.0070 0.177 2.50 80 0.74 0.74 98.32 Median, in.

0.0165 0.0165 0.0165 0.0059 0.149 2.75 100 0.18 0.18 98.50 Median, mm 0.418 0.418 0.418 0.0049 0.125 3.00 120 0.28 0.28 98.78 0.0041 0.105 3.25 140 0.27 0.27 99.05 Mean, phi 1.23 1.25 1.26 0.0035 0.088 3.50 170 0.15 0.15 99.20 Mean, in.

0.0168 0.0165 0.0165 0.0029 0.074 3.75 200 0.07 0.07 99.27 Mean, mm 0.427 0.419 0.419 0.0025 0.063 4.00 230 0.05 0.05 99.32 0.0021 0.053 4.25 270 0.05 0.05 99.37 Sorting 1.270 0.479 0.484 0.00174 0.0442 4.50 325 0.04 0.04 99.42 Skewness 0.992

-0.005

-0.003 0.00146 0.0372 4.75 400 0.04 0.04 99.45 Kurtosis 0.264 0.686 0.961 0.00123 0.0313 5.00 450 0.04 0.04 99.49 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.04 0.04 99.53 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.04 0.04 99.57 0.000615 0.0156 6.00 0.03 0.03 99.60 Description Retained Weight 0.000435 0.0110 6.50 0.04 0.04 99.65 on Sieve #

Percent 0.000308 0.00781 7.00 0.04 0.04 99.69 Gravel 4

0.00 0.000197 0.00500 7.65 0.05 0.04 99.73 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.10 0.10 99.83 Medium Sand 40 49.51 0.000038 0.000977 10.00 0.15 0.15 99.98 Fine Sand 200 49.76 0.000019 0.000488 11.00 0.02 0.02 100.00 Silt

>0.005 mm 0.47 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.27 TOTALS 100.00 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

5 10 15 20 25 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 9 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-204-30 Project No:

38705-007 Depth, ft:

30 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.14 0.0434 1.103 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10 0.07 0.0376 0.954 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.29 0.0323 0.820 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.49 0.0281 0.714 0.0468 1.189

-0.25 16 2.43 2.43 2.43 40 0.74 0.0236 0.600 0.0331 0.841 0.25 20 11.90 11.90 14.33 50 0.88 0.0213 0.542 0.0278 0.707 0.50 25 11.30 11.30 25.64 60 1.03 0.0193 0.490 0.0234 0.595 0.75 30 15.10 15.10 40.74 75 1.26 0.0164 0.417 0.0197 0.500 1.00 35 17.40 17.40 58.15 84 1.47 0.0142 0.361 0.0166 0.420 1.25 40 16.40 16.40 74.55 90 1.63 0.0127 0.322 0.0139 0.354 1.50 45 10.70 10.70 85.25 95 1.82 0.0112 0.284 0.0117 0.297 1.75 50 8.88 8.88 94.14 0.0098 0.250 2.00 60 3.15 3.15 97.29 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 1.00 1.00 98.29 Median, phi 0.88 0.88 0.88 0.0070 0.177 2.50 80 0.35 0.35 98.64 Median, in.

0.0213 0.0213 0.0213 0.0059 0.149 2.75 100 0.27 0.27 98.91 Median, mm 0.542 0.542 0.542 0.0049 0.125 3.00 120 0.21 0.21 99.12 0.0041 0.105 3.25 140 0.11 0.11 99.23 Mean, phi 0.82 0.88 0.88 0.0035 0.088 3.50 170 0.05 0.05 99.28 Mean, in.

0.0223 0.0214 0.0214 0.0029 0.074 3.75 200 0.04 0.04 99.32 Mean, mm 0.566 0.544 0.543 0.0025 0.063 4.00 230 0.05 0.05 99.37 0.0021 0.053 4.25 270 0.04 0.04 99.40 Sorting 1.308 0.592 0.593 0.00174 0.0442 4.50 325 0.02 0.02 99.43 Skewness 1.007

-0.007

-0.026 0.00146 0.0372 4.75 400 0.03 0.03 99.45 Kurtosis 0.235 0.656 1.037 0.00123 0.0313 5.00 450 0.03 0.03 99.48 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.04 0.04 99.53 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.04 0.04 99.57 0.000615 0.0156 6.00 0.04 0.04 99.61 Description Retained Weight 0.000435 0.0110 6.50 0.05 0.05 99.66 on Sieve #

Percent 0.000308 0.00781 7.00 0.05 0.05 99.71 Gravel 4

0.00 0.000197 0.00500 7.65 0.06 0.06 99.77 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.10 0.10 99.87 Medium Sand 40 74.55 0.000038 0.000977 10.00 0.12 0.12 99.99 Fine Sand 200 24.77 0.000019 0.000488 11.00 0.01 0.01 100.00 Silt

>0.005 mm 0.45 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.23 TOTALS 100.00 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 18 20 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 10 of 11

PTS Laboratories, Inc.

Particle Size Analysis - ASTM D4464M Client:

Haley & Aldrich, Inc.

PTS File No:

42823 Project:

Dairyland Power Cooperative (LACBWR)

Sample ID:

SB-204-50 Project No:

38705-007 Depth, ft:

50 Sample Increment Cumulative Cumulative Weight Percent greater than Opening Phi of U.S.

Weight, Weight,

Weight, Weight Phi Particle Size Inches Millimeters Screen No.

grams percent percent percent Value Inches Millimeters 0.2500 6.351

-2.67 1/4 0.00 0.00 0.00 5

-0.36 0.0506 1.285 0.1873 4.757

-2.25 4

0.00 0.00 0.00 10

-0.11 0.0425 1.081 0.1324 3.364

-1.75 6

0.00 0.00 0.00 16 0.09 0.0370 0.940 0.0787 2.000

-1.00 10 0.00 0.00 0.00 25 0.35 0.0310 0.787 0.0468 1.189

-0.25 16 5.87 5.88 5.88 40 0.67 0.0248 0.630 0.0331 0.841 0.25 20 14.90 14.93 20.81 50 0.86 0.0216 0.550 0.0278 0.707 0.50 25 10.90 10.92 31.72 60 1.06 0.0189 0.479 0.0234 0.595 0.75 30 12.40 12.42 44.15 75 1.42 0.0148 0.375 0.0197 0.500 1.00 35 12.90 12.92 57.07 84 1.66 0.0124 0.316 0.0166 0.420 1.25 40 12.10 12.12 69.19 90 1.87 0.0107 0.273 0.0139 0.354 1.50 45 8.73 8.74 77.93 95 2.17 0.0087 0.222 0.0117 0.297 1.75 50 9.37 9.39 87.32 0.0098 0.250 2.00 60 5.42 5.43 92.75 Measure Trask Inman Folk-Ward 0.0083 0.210 2.25 70 3.22 3.23 95.97 Median, phi 0.86 0.86 0.86 0.0070 0.177 2.50 80 1.59 1.59 97.57 Median, in.

0.0216 0.0216 0.0216 0.0059 0.149 2.75 100 0.67 0.67 98.24 Median, mm 0.550 0.550 0.550 0.0049 0.125 3.00 120 0.32 0.32 98.56 0.0041 0.105 3.25 140 0.18 0.18 98.74 Mean, phi 0.78 0.88 0.87 0.0035 0.088 3.50 170 0.13 0.13 98.87 Mean, in.

0.0229 0.0215 0.0215 0.0029 0.074 3.75 200 0.10 0.10 98.97 Mean, mm 0.581 0.545 0.547 0.0025 0.063 4.00 230 0.08 0.08 99.05 0.0021 0.053 4.25 270 0.06 0.06 99.10 Sorting 1.449 0.786 0.778 0.00174 0.0442 4.50 325 0.05 0.05 99.15 Skewness 0.988 0.015 0.025 0.00146 0.0372 4.75 400 0.05 0.05 99.20 Kurtosis 0.255 0.613 0.972 0.00123 0.0313 5.00 450 0.05 0.05 99.25 Grain Size Description Medium sand 0.000986 0.0250 5.32 500 0.06 0.06 99.31 (ASTM-USCS Scale)

(based on Mean from Trask) 0.000790 0.0201 5.64 635 0.05 0.05 99.36 0.000615 0.0156 6.00 0.06 0.06 99.42 Description Retained Weight 0.000435 0.0110 6.50 0.07 0.07 99.49 on Sieve #

Percent 0.000308 0.00781 7.00 0.07 0.07 99.56 Gravel 4

0.00 0.000197 0.00500 7.65 0.09 0.09 99.65 Coarse Sand 10 0.00 0.000077 0.00195 9.00 0.16 0.16 99.81 Medium Sand 40 69.19 0.000038 0.000977 10.00 0.17 0.17 99.98 Fine Sand 200 29.78 0.000019 0.000488 11.00 0.02 0.02 100.00 Silt

>0.005 mm 0.68 0.000015 0.000375 11.38 0.00 0.00 100.00 Clay

<0.005 mm 0.35 TOTALS 99.80 100.00 100.00 Total 100

© PTS Laboratories, Inc.

Phone: (562) 907-3607 Fax: (562) 907-3610 0

2 4

6 8

10 12 14 16 6.351 3.364 1.189 0.707 0.500 0.354 0.250 0.177 0.125 0.088 0.063 0.0442 0.0313 0.0201 0.0110 0.00500 0.000977 0.000375 Particle Size, mm Retained Wt., %..

0 10 20 30 40 50 60 70 80 90 100 Cumulative Wt., %..

Clay Silt medium Sand Size crs fine Grv Page 11 of 11

APPENDIX F Rising and Falling Head Test Summary Forms

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

SUMMARY

LACBWR Monitoring Well ID:

MW-200A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.97 (sec)

(ft.)

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

7.14 0

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

0.354 0.5 0.64 Nominal Casing Radius (rc), in ft.:

0.167 1

1.36 Equivalent Casing Radius (rc') in ft:

0.2390 (Adjust for water-table wells only) 1.5 0.28 Nominal Screen Length in ft:

10.0 2

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

7.14 2.5 0.08 A:

2.226 3

0.23 B:

0.347 3.5 0.22 C:

1.700 4

0.21 Le/rw:

20.169 4.5 0.21 Saturated Thickness (H), in ft.:

7.14 5

0.21 5.5 0.2 For Lw<H - ln(Re/rw):

6 0.21 For Lw=H - ln(Re/rw):

2.220 6.5 0.2 Yo, in ft.:

0.24 7

0.21 Yt, in ft.:

0.010 7.5 0.2 t, in min.:

2.500 8

0.48 8.5 0.25 (Lw<H)

(Lw=H) 9 0.25 9.5 0.25 Kh (cm/sec) =

5.73E-03 10 0.26 Kh (ft/min) =

1.13E-02 10.5 0.25 Kh (ft/day) =

1.63E+01 11 0.25 11.5 0.25 12 0.24 12.5 0.25 13 0.25 13.5 0.25 14 0.24 14.5 0.25 15 0.25 15.5 0.25 16 0.25 16.5 0.25 17 0.25 17.5 0.25 18 0.25 18.5 0.25 19 0.26 19.5 0.25 20 0.26 20.5 0.25 21 0.25 21.5 0.25 22 0.25 22.5 0.24 23 0.25 23.5 0.25 24 0.25 24.5 0.25 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-200A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.97 (sec)

(ft.)

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

7.14 0

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

0.354 0.5 0.7 Nominal Casing Radius (rc), in ft.:

0.167 1

1.39 Equivalent Casing Radius (rc') in ft:

0.2390 (Adjust for water-table wells only) 1.5 0.48 Nominal Screen Length in ft:

10.0 2

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

7.14 2.5 0.26 A:

2.226 3

0.18 B:

0.347 3.5 0.26 C:

1.700 4

0.19 Le/rw:

20.169 4.5 0.2 Saturated Thickness (H), in ft.:

7.14 5

0.18 5.5 0.19 For Lw<H - ln(Re/rw):

6 0.19 For Lw=H - ln(Re/rw):

2.220 6.5 0.17 Yo, in ft.:

0.28 7

0.18 Yt, in ft.:

0.010 7.5 0.17 t, in min.:

0.833 8

0.17 8.5 0.17 (Lw<H)

(Lw=H) 9 0.17 9.5 0.17 Kh (cm/sec) =

1.80E-02 10 0.17 Kh (ft/min) =

3.55E-02 10.5 0.19 Kh (ft/day) =

5.11E+01 11 0.17 11.5 0.17 12 0.17 12.5 0.17 13 0.17 13.5 0.17 14 0.17 14.5 0.17 15 0.17 15.5 0.17 16 0.18 16.5 0.17 17 0.17 17.5 0.17 18 0.17 18.5 0.17 19 0.17 19.5 0.17 20 0.17 20.5 0.17 21 0.18 21.5 0.17 22 0.17 22.5 0.17 23 0.18 23.5 0.17 24 0.17 24.5 0.17 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-200A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.97 (sec)

(ft.)

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

7.14 0

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

0.354 0.5 1.1 Nominal Casing Radius (rc), in ft.:

0.167 1

0.63 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.72 Nominal Screen Length in ft:

10.0 2

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

7.14 2.5 0.24 A:

2.225 3

0.21 B:

0.347 3.5 0.17 C:

1.699 4

0.17 Le/rw:

20.160 4.5 0.17 Saturated Thickness (H), in ft.:

7.14 5

0.17 5.5 0.17 For Lw<H - ln(Re/rw):

6 0.17 For Lw=H - ln(Re/rw):

2.220 6.5 0.17 Yo, in ft.:

1.50 7

0.17 Yt, in ft.:

0.010 7.5 0.15 t, in min.:

0.133 8

0.16 8.5 0.16 (Lw<H)

(Lw=H) 9 0.16 9.5 0.17 Kh (cm/sec) =

1.69E-01 10 0.15 Kh (ft/min) =

3.33E-01 10.5 0.16 Kh (ft/day) =

4.80E+02 11 0.15 11.5 0.15 12 0.16 12.5 0.16 13 0.16 13.5 0.16 14 0.17 14.5 0.17 15 0.16 15.5 0.15 16 0.15 16.5 0.17 17 0.17 17.5 0.16 18 0.16 18.5 0.16 19 0.17 19.5 0.16 20 0.16 20.5 0.16 21 0.16 21.5 0.15 22 0.16 22.5 0.16 23 0.15 23.5 0.16 24 0.16 24.5 0.16 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-200A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.97 (sec)

(ft.)

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

7.14 0

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

0.354 0.5 0.66 Nominal Casing Radius (rc), in ft.:

0.167 1

0.36 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.23 Nominal Screen Length in ft:

10.0 2

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

7.14 2.5 0.17 A:

2.225 3

0.17 B:

0.347 3.5 0.17 C:

1.699 4

0.16 Le/rw:

20.160 4.5 0.15 Saturated Thickness (H), in ft.:

7.14 5

0.16 5.5 0.15 For Lw<H - ln(Re/rw):

6 0.14 For Lw=H - ln(Re/rw):

2.220 6.5 0.14 Yo, in ft.:

0.22 7

0.14 Yt, in ft.:

0.010 7.5 0.15 t, in min.:

0.667 8

0.14 8.5 0.14 (Lw<H)

(Lw=H) 9 0.14 9.5 0.15 Kh (cm/sec) =

2.09E-02 10 0.14 Kh (ft/min) =

4.11E-02 10.5 0.15 Kh (ft/day) =

5.92E+01 11 0.15 11.5 0.13 12 0.15 12.5 0.14 13 0.14 13.5 0.14 14 0.14 14.5 0.14 15 0.13 15.5 0.15 16 0.15 16.5 0.15 17 0.15 17.5 0.14 18 0.15 18.5 0.15 19 0.15 19.5 0.14 20 0.14 20.5 0.13 21 0.14 21.5 0.14 22 0.15 22.5 0.15 23 0.14 23.5 0.14 24 0.15 24.5 0.15 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-200B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.36 (sec)

(ft.)

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

38 0

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

0.354 0.5 0.69 Nominal Casing Radius (rc), in ft.:

0.167 1

0.52 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.41 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.08 A:

2.463 3

0.46 B:

0.397 3.5 0.32 C:

2.061 4

0.19 Le/rw:

28.236 4.5 0.08 Saturated Thickness (H), in ft.:

38 5

0.03 5.5 0.11 For Lw<H - ln(Re/rw):

6 0.15 For Lw=H - ln(Re/rw):

3.244 6.5 0.14 Yo, in ft.:

0.70 7

0.11 Yt, in ft.:

0.010 7.5 0.08 t, in min.:

0.267 8

0.03 8.5 0.01 (Lw<H)

(Lw=H) 9 0.05 9.5 0.05 Kh (cm/sec) =

7.49E-02 10 0.05 Kh (ft/min) =

1.47E-01 10.5 0.04 Kh (ft/day) =

2.12E+02 11 0.02 11.5 0

12 0.03 12.5 0.02 13 0.03 13.5 0.03 14 0.02 14.5 0.01 15 0.02 15.5 0.01 16 0

16.5 0

17 0

17.5 0

18 0

18.5 0

19 0.01 19.5 0.01 20 0.01 20.5 0.02 21 0.02 21.5 0.01 22 0

22.5 0.01 23 0.02 23.5 0.01 24 0.01 24.5 0.01 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-200B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.36 (sec)

(ft.)

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

38 0

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

0.354 0.5 0.85 Nominal Casing Radius (rc), in ft.:

0.167 1

0.66 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.33 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.11 A:

2.463 3

0.35 B:

0.397 3.5 0.33 C:

2.061 4

0.54 Le/rw:

28.236 4.5 0.38 Saturated Thickness (H), in ft.:

38 5

0.09 5.5 0.16 For Lw<H - ln(Re/rw):

6 0.25 For Lw=H - ln(Re/rw):

3.244 6.5 0.32 Yo, in ft.:

1.80 7

0.35 Yt, in ft.:

0.010 7.5 0.36 t, in min.:

0.400 8

0.34 8.5 0.31 (Lw<H)

(Lw=H) 9 0.27 9.5 0.23 Kh (cm/sec) =

6.11E-02 10 0.2 Kh (ft/min) =

1.20E-01 10.5 0.2 Kh (ft/day) =

1.73E+02 11 0.2 11.5 0.2 12 0.21 12.5 0.22 13 0.24 13.5 0.25 14 0.25 14.5 0.26 15 0.25 15.5 0.25 16 0.23 16.5 0.23 17 0.23 17.5 0.22 18 0.23 18.5 0.23 19 0.24 19.5 0.24 20 0.24 20.5 0.26 21 0.24 21.5 0.23 22 0.23 22.5 0.25 23 0.22 23.5 0.23 24 0.25 24.5 0.24 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-200B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.36 (sec)

(ft.)

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

38 0

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

0.354 0.5 0.48 Nominal Casing Radius (rc), in ft.:

0.167 1

0.63 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.36 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.21 A:

2.463 3

0.31 B:

0.397 3.5 0.31 C:

2.061 4

0.24 Le/rw:

28.236 4.5 0.12 Saturated Thickness (H), in ft.:

38 5

0.03 5.5 0.06 For Lw<H - ln(Re/rw):

6 0.12 For Lw=H - ln(Re/rw):

3.244 6.5 0.13 Yo, in ft.:

0.70 7

0.11 Yt, in ft.:

0.010 7.5 0.07 t, in min.:

0.250 8

0.02 8.5 0.01 (Lw<H)

(Lw=H) 9 0.05 9.5 0.05 Kh (cm/sec) =

7.99E-02 10 0.05 Kh (ft/min) =

1.57E-01 10.5 0.04 Kh (ft/day) =

2.27E+02 11 0.02 11.5 0

12 0.03 12.5 0.02 13 0.02 13.5 0.01 14 0

14.5 0

15 0.01 15.5 0

16 0.02 16.5 0

17 0

17.5 0

18 0

18.5 0.02 19 0.01 19.5 0.01 20 0.02 20.5 0.02 21 0.02 21.5 0

22 0.01 22.5 0

23 0.01 23.5 0.01 24 0.02 24.5 0.01 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-200B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-200B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.36 (sec)

(ft.)

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

38 0

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

0.354 0.5 0.82 Nominal Casing Radius (rc), in ft.:

0.167 1

0.74 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.37 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.15 A:

2.463 3

0.25 B:

0.397 3.5 0.22 C:

2.061 4

0.12 Le/rw:

28.236 4.5 0.04 Saturated Thickness (H), in ft.:

38 5

0.18 5.5 0.29 For Lw<H - ln(Re/rw):

6 0.34 For Lw=H - ln(Re/rw):

3.244 6.5 0.32 Yo, in ft.:

6.00 7

0.27 Yt, in ft.:

0.010 7.5 0.24 t, in min.:

0.233 8

0.18 8.5 0.13 (Lw<H)

(Lw=H) 9 0.09 9.5 0.11 Kh (cm/sec) =

1.29E-01 10 0.12 Kh (ft/min) =

2.54E-01 10.5 0.15 Kh (ft/day) =

3.65E+02 11 0.16 11.5 0.18 12 0.21 12.5 0.2 13 0.17 13.5 0.18 14 0.16 14.5 0.17 15 0.17 15.5 0.16 16 0.16 16.5 0.17 17 0.16 17.5 0.17 18 0.19 18.5 0.18 19 0.17 19.5 0.18 20 0.17 20.5 0.17 21 0.18 21.5 0.17 22 0.18 22.5 0.17 23 0.17 23.5 0.18 24 0.18 24.5 0.18 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-201A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.98 0

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

0.354 0.5 0.79 Nominal Casing Radius (rc), in ft.:

0.167 1

1.55 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.65 Nominal Screen Length in ft:

10.0 2

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

7.98 2.5 0.11 A:

2.296 3

0.79 B:

0.362 3.5 0.38 C:

1.806 4

0.06 Le/rw:

22.532 4.5 0.09 Saturated Thickness (H), in ft.:

7.98 5

0.11 5.5 0.09 For Lw<H - ln(Re/rw):

6 0.25 For Lw=H - ln(Re/rw):

2.308 6.5 0.05 Yo, in ft.:

0.14 7

0.03 Yt, in ft.:

0.010 7.5 0.09 t, in min.:

0.667 8

0.09 8.5 0.07 (Lw<H)

(Lw=H) 9 0.07 9.5 0.07 Kh (cm/sec) =

1.66E-02 10 0.07 Kh (ft/min) =

3.27E-02 10.5 0.07 Kh (ft/day) =

4.70E+01 11 0.08 11.5 0.07 12 0.07 12.5 0.07 13 0.05 13.5 0.05 14 0.05 14.5 0.05 15 0.05 15.5 0.05 16 0.05 16.5 0.05 17 0.05 17.5 0.05 18 0.05 18.5 0.04 19 0.04 19.5 0.04 20 0.03 20.5 0.05 21 0.04 21.5 0.03 22 0.03 22.5 0.04 23 0.03 23.5 0.03 24 0.04 24.5 0.03 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-201A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.98 0

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

0.354 0.5 1.52 Nominal Casing Radius (rc), in ft.:

0.167 1

0.34 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.87 Nominal Screen Length in ft:

10.0 2

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

7.98 2.5 0.07 A:

2.296 3

0.32 B:

0.362 3.5 0.51 C:

1.806 4

0.14 Le/rw:

22.532 4.5 0.17 Saturated Thickness (H), in ft.:

7.98 5

0.11 5.5 0.11 For Lw<H - ln(Re/rw):

6 0.1 For Lw=H - ln(Re/rw):

2.308 6.5 0.09 Yo, in ft.:

0.15 7

0.08 Yt, in ft.:

0.010 7.5 0.09 t, in min.:

0.617 8

0.09 8.5 0.08 (Lw<H)

(Lw=H) 9 0.08 9.5 0.07 Kh (cm/sec) =

1.84E-02 10 0.06 Kh (ft/min) =

3.62E-02 10.5 0.07 Kh (ft/day) =

5.22E+01 11 0.07 11.5 0.06 12 0.05 12.5 0.05 13 0.06 13.5 0.05 14 0.05 14.5 0.05 15 0.04 15.5 0.05 16 0.04 16.5 0.04 17 0.05 17.5 0.05 18 0.04 18.5 0.05 19 0.04 19.5 0.04 20 0.04 20.5 0.04 21 0.03 21.5 0.05 22 0.05 22.5 0.05 23 0.04 23.5 0.04 24 0.03 24.5 0.02 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-201A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.98 0

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

0.354 0.5 0.28 Nominal Casing Radius (rc), in ft.:

0.167 1

0.81 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.71 Nominal Screen Length in ft:

10.0 2

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

7.98 2.5 0.4 A:

2.296 3

0.31 B:

0.362 3.5 0.23 C:

1.806 4

0.19 Le/rw:

22.532 4.5 0.14 Saturated Thickness (H), in ft.:

7.98 5

0.11 5.5 0.1 For Lw<H - ln(Re/rw):

6 0.08 For Lw=H - ln(Re/rw):

2.308 6.5 0.06 Yo, in ft.:

1.20 7

0.06 Yt, in ft.:

0.010 7.5 0.04 t, in min.:

0.183 8

0.04 8.5 0.05 (Lw<H)

(Lw=H) 9 0.04 9.5 0.02 Kh (cm/sec) =

1.09E-01 10 0.03 Kh (ft/min) =

2.16E-01 10.5 0.03 Kh (ft/day) =

3.10E+02 11 0.03 11.5 0.02 12 0.02 12.5 0.02 13 0

13.5 0.01 14 0

14.5 0

15 0.01 15.5 0

16 0

16.5 0

17 0

17.5 0

18 0

18.5 0

19 0.01 19.5 0.01 20 0

20.5 0

21 0

21.5 0

22 0

22.5 0

23 0

23.5 0.01 24 0.01 24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-201A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.98 0

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

0.354 0.5 0.48 Nominal Casing Radius (rc), in ft.:

0.167 1

0.98 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.7 Nominal Screen Length in ft:

10.0 2

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

7.98 2.5 0.37 A:

2.296 3

0.27 B:

0.362 3.5 0.21 C:

1.806 4

0.16 Le/rw:

22.532 4.5 0.12 Saturated Thickness (H), in ft.:

7.98 5

0.1 5.5 0.08 For Lw<H - ln(Re/rw):

6 0.07 For Lw=H - ln(Re/rw):

2.308 6.5 0.06 Yo, in ft.:

1.50 7

0.06 Yt, in ft.:

0.010 7.5 0.03 t, in min.:

0.167 8

0.04 8.5 0.04 (Lw<H)

(Lw=H) 9 0.03 9.5 0.03 Kh (cm/sec) =

1.26E-01 10 0.03 Kh (ft/min) =

2.48E-01 10.5 0.01 Kh (ft/day) =

3.57E+02 11 0.02 11.5 0.01 12 0.01 12.5 0.01 13 0.01 13.5 0

14 0.01 14.5 0

15 0.01 15.5 0

16 0.01 16.5 0.01 17 0

17.5 0.01 18 0

18.5

-0.01 19 0

19.5

-0.01 20 0

20.5

-0.01 21 0

21.5 0

22 0

22.5 0

23

-0.01 23.5

-0.01 24 0

24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-201B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.77 (sec)

(ft.)

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

37.86 0

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

0.354 0.5 1.39 Nominal Casing Radius (rc), in ft.:

0.167 1

0.14 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.18 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.6 A:

2.463 3

0.45 B:

0.397 3.5 0.25 C:

2.061 4

0.06 Le/rw:

28.236 4.5 0.12 Saturated Thickness (H), in ft.:

37.86 5

0.22 5.5 0.27 For Lw<H - ln(Re/rw):

6 0.29 For Lw=H - ln(Re/rw):

3.242 6.5 0.24 Yo, in ft.:

0.60 7

0.19 Yt, in ft.:

0.010 7.5 0.12 t, in min.:

0.500 8

0.05 8.5 0.02 (Lw<H)

(Lw=H) 9 0

9.5 0.02 Kh (cm/sec) =

3.85E-02 10 0.02 Kh (ft/min) =

7.58E-02 10.5 0.04 Kh (ft/day) =

1.09E+02 11 0.07 11.5 0.09 12 0.1 12.5 0.12 13 0.12 13.5 0.1 14 0.1 14.5 0.1 15 0.08 15.5 0.06 16 0.06 16.5 0.08 17 0.08 17.5 0.08 18 0.08 18.5 0.08 19 0.09 19.5 0.1 20 0.09 20.5 0.09 21 0.08 21.5 0.08 22 0.07 22.5 0.08 23 0.08 23.5 0.08 24 0.07 24.5 0.09 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-201B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.77 (sec)

(ft.)

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

37.86 0

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

0.354 0.5 0.41 Nominal Casing Radius (rc), in ft.:

0.167 1

0.18 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.32 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.12 A:

2.463 3

0.29 B:

0.397 3.5 0.31 C:

2.061 4

0.38 Le/rw:

28.236 4.5 0.14 Saturated Thickness (H), in ft.:

37.86 5

-0.01 5.5 0.11 For Lw<H - ln(Re/rw):

6 0.17 For Lw=H - ln(Re/rw):

3.242 6.5

-3.73 Yo, in ft.:

0.50 7

0.43 Yt, in ft.:

0.010 7.5 0.61 t, in min.:

0.267 8

0.2 8.5 0.06 (Lw<H)

(Lw=H) 9 0.06 9.5 0.06 Kh (cm/sec) =

6.89E-02 10 0.05 Kh (ft/min) =

1.36E-01 10.5 0.03 Kh (ft/day) =

1.95E+02 11 0.03 11.5 0.04 12 0.01 12.5 0.01 13 0.01 13.5 0.02 14 0.01 14.5 0.01 15 0.01 15.5 0.01 16 0.01 16.5 0.02 17 0.02 17.5 0.01 18 0.01 18.5 0

19 0.01 19.5 0.01 20 0

20.5 0.01 21 0.01 21.5 0

22 0.01 22.5 0

23 0

23.5 0.01 24 0.01 24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-201B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.77 (sec)

(ft.)

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

37.86 0

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

0.354 0.5 0.87 Nominal Casing Radius (rc), in ft.:

0.167 1

1.13 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.54 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.11 A:

2.463 3

0.12 B:

0.397 3.5 0.29 C:

2.061 4

0.33 Le/rw:

28.236 4.5 0.26 Saturated Thickness (H), in ft.:

37.86 5

0.16 5.5 0.02 For Lw<H - ln(Re/rw):

6 0.08 For Lw=H - ln(Re/rw):

3.242 6.5 0.17 Yo, in ft.:

0.60 7

0.21 Yt, in ft.:

0.010 7.5 0.21 t, in min.:

0.383 8

0.16 8.5 0.1 (Lw<H)

(Lw=H) 9 0.04 9.5 0.01 Kh (cm/sec) =

5.02E-02 10 0.03 Kh (ft/min) =

9.88E-02 10.5 0.03 Kh (ft/day) =

1.42E+02 11 0

11.5 0.02 12 0.05 12.5 0.06 13 0.07 13.5 0.09 14 0.07 14.5 0.07 15 0.05 15.5 0.03 16 0.04 16.5 0.04 17 0.03 17.5 0.03 18 0.04 18.5 0.04 19 0.05 19.5 0.04 20 0.05 20.5 0.05 21 0.05 21.5 0.04 22 0.05 22.5 0.05 23 0.06 23.5 0.04 24 0.04 24.5 0.04 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-201B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-201B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.77 (sec)

(ft.)

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

37.86 0

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

0.354 0.5 0.51 Nominal Casing Radius (rc), in ft.:

0.167 1

0.33 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.56 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.11 A:

2.463 3

0.36 B:

0.397 3.5 0.44 C:

2.061 4

0.42 Le/rw:

28.236 4.5 0.32 Saturated Thickness (H), in ft.:

37.86 5

0.16 5.5 0.04 For Lw<H - ln(Re/rw):

6 0.08 For Lw=H - ln(Re/rw):

3.242 6.5 0.13 Yo, in ft.:

0.60 7

0.14 Yt, in ft.:

0.010 7.5 0.12 t, in min.:

0.450 8

0.04 8.5 0.02 (Lw<H)

(Lw=H) 9 0.08 9.5 0.11 Kh (cm/sec) =

4.28E-02 10 0.12 Kh (ft/min) =

8.42E-02 10.5 0.11 Kh (ft/day) =

1.21E+02 11 0.08 11.5 0.05 12 0.02 12.5 0.01 13 0

13.5 0

14 0.01 14.5 0.03 15 0.04 15.5 0.04 16 0.05 16.5 0.05 17 0.05 17.5 0.04 18 0.04 18.5 0.03 19 0.03 19.5 0.02 20 0.03 20.5 0.03 21 0.05 21.5 0.03 22 0.04 22.5 0.03 23 0.04 23.5 0.04 24 0.03 24.5 0.03 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-202A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.62 (sec)

(ft.)

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

7.32 0

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

0.354 0.5 0.66 Nominal Casing Radius (rc), in ft.:

0.167 1

0.36 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.19 Nominal Screen Length in ft:

10.0 2

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

7.32 2.5 0.04 A:

2.241 3

0.18 B:

0.350 3.5 0.05 C:

1.722 4

0.05 Le/rw:

20.669 4.5 0.03 Saturated Thickness (H), in ft.:

7.32 5

0.03 5.5 0.02 For Lw<H - ln(Re/rw):

6 0.03 For Lw=H - ln(Re/rw):

2.240 6.5 0.02 Yo, in ft.:

1.00 7

0.02 Yt, in ft.:

0.010 7.5 0.02 t, in min.:

0.100 8

0.01 8.5 0.01 (Lw<H)

(Lw=H) 9 0.01 9.5 0.01 Kh (cm/sec) =

2.04E-01 10 0.03 Kh (ft/min) =

4.02E-01 10.5 0.02 Kh (ft/day) =

5.79E+02 11 0.03 11.5 0.01 12 0.02 12.5 0.01 13 0.01 13.5 0.01 14 0.01 14.5 0.01 15 0.01 15.5 0

16 0.01 16.5 0.01 17 0

17.5 0

18 0

18.5 0.01 19 0

19.5 0

20 0

20.5 0

21 0.01 21.5 0

22 0

22.5 0

23 0.01 23.5 0.01 24 0

24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-202A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.62 (sec)

(ft.)

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

7.32 0

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

0.354 0.5 0.38 Nominal Casing Radius (rc), in ft.:

0.167 1

0.61 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.69 Nominal Screen Length in ft:

10.0 2

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

7.32 2.5 0.03 A:

2.241 3

0.04 B:

0.350 3.5 0.05 C:

1.722 4

0.04 Le/rw:

20.669 4.5 0.04 Saturated Thickness (H), in ft.:

7.32 5

0.03 5.5 0.03 For Lw<H - ln(Re/rw):

6 0.03 For Lw=H - ln(Re/rw):

2.240 6.5 0.02 Yo, in ft.:

0.10 7

0.03 Yt, in ft.:

0.010 7.5 0.01 t, in min.:

0.167 8

0.01 8.5 0.01 (Lw<H)

(Lw=H) 9 0.02 9.5 0.01 Kh (cm/sec) =

6.13E-02 10 0.01 Kh (ft/min) =

1.21E-01 10.5 0.01 Kh (ft/day) =

1.74E+02 11 0

11.5 0

12 0.01 12.5 0

13 0.01 13.5 0

14 0

14.5 0

15 0

15.5 0.01 16 0.01 16.5 0

17 0

17.5 0.01 18 0

18.5 0

19 0

19.5 0

20 0.01 20.5 0

21 0

21.5 0

22 0

22.5 0.01 23 0.01 23.5 0

24 0

24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-202A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.62 (sec)

(ft.)

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

7.32 0

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

0.354 0.5 0.32 Nominal Casing Radius (rc), in ft.:

0.167 1

0.48 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.2 Nominal Screen Length in ft:

10.0 2

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

7.32 2.5 0.05 A:

2.241 3

0.02 B:

0.350 3.5 0.02 C:

1.722 4

0.02 Le/rw:

20.669 4.5 0.01 Saturated Thickness (H), in ft.:

7.32 5

0.01 5.5 0

For Lw<H - ln(Re/rw):

6 0

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

2.240 6.5 0

Yo, in ft.:

2.00 7

0 Yt, in ft.:

0.010 7.5 0

t, in min.:

0.063 8

0.01 8.5 0.01 (Lw<H)

(Lw=H) 9 0.01 9.5 0

Kh (cm/sec) =

3.76E-01 10 0.01 Kh (ft/min) =

7.40E-01 10.5 0.01 Kh (ft/day) =

1.07E+03 11 0

11.5 0

12 0

12.5 0.01 13 0

13.5 0.01 14 0

14.5 0.01 15 0.01 15.5 0

16 0

16.5 0

17 0

17.5 0

18 0

18.5 0

19 0

19.5 0

20 0

20.5 0

21 0.01 21.5 0.01 22 0

22.5 0.01 23 0

23.5 0

24 0

24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-202A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.62 (sec)

(ft.)

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

7.32 0

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

0.188 0.5 0.44 Nominal Casing Radius (rc), in ft.:

0.083 1

0.38 Equivalent Casing Radius (rc') in ft:

0.1241 (Adjust for water-table wells only) 1.5 0.16 Nominal Screen Length in ft:

10.0 2

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

7.32 2.5 0.04 A:

2.772 3

0.03 B:

0.460 3.5 0.01 C:

2.533 4

0.01 Le/rw:

39.040 4.5 0

Saturated Thickness (H), in ft.:

7.32 5

0.01 5.5 0.83 For Lw<H - ln(Re/rw):

6 1.02 For Lw=H - ln(Re/rw):

2.739 6.5 0.09 Yo, in ft.:

1.00 7

0.06 Yt, in ft.:

0.010 7.5 0.05 t, in min.:

0.067 8

0.05 8.5 0.05 (Lw<H)

(Lw=H) 9 0.05 9.5 0.05 Kh (cm/sec) =

1.01E-01 10 0.05 Kh (ft/min) =

1.99E-01 10.5 0.05 Kh (ft/day) =

2.87E+02 11 0.05 11.5 0.06 12 0.06 12.5 0.06 13 0.06 13.5 0.06 14 0.08 14.5 0.07 15 0.06 15.5 0.06 16 0.05 16.5 0.06 17 0.07 17.5 0.06 18 0.06 18.5 0.05 19 0.07 19.5 0.06 20 0.06 20.5 0.07 21 0.05 21.5 0.06 22 0.06 22.5 0.05 23 0.06 23.5 0.05 24 0.06 24.5 0.06 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-202B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.6 (sec)

(ft.)

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

35.42 0

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

0.354 0.5 0.99 Nominal Casing Radius (rc), in ft.:

0.167 1

0.45 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.19 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.27 A:

2.463 3

0.17 B:

0.397 3.5 0.11 C:

2.061 4

0.13 Le/rw:

28.236 4.5 0.2 Saturated Thickness (H), in ft.:

35.42 5

0.21 5.5 0.22 For Lw<H - ln(Re/rw):

6 0.23 For Lw=H - ln(Re/rw):

3.207 6.5 0.23 Yo, in ft.:

1.50 7

0.22 Yt, in ft.:

0.010 7.5 0.21 t, in min.:

0.117 8

0.2 8.5 0.19 (Lw<H)

(Lw=H) 9 0.19 9.5 0.21 Kh (cm/sec) =

2.00E-01 10 0.2 Kh (ft/min) =

3.93E-01 10.5 0.2 Kh (ft/day) =

5.66E+02 11 0.2 11.5 0.2 12 0.2 12.5 0.2 13 0.2 13.5 0.2 14 0.2 14.5 0.2 15 0.2 15.5 0.2 16 0.2 16.5 0.2 17 0.2 17.5 0.2 18 0.2 18.5 0.2 19 0.2 19.5 0.2 20 0.2 20.5 0.2 21 0.21 21.5 0.2 22 0.21 22.5 0.2 23 0.21 23.5 0.2 24 0.2 24.5 0.2 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-202B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.6 (sec)

(ft.)

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

35.42 0

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

0.354 0.5 0.71 Nominal Casing Radius (rc), in ft.:

0.167 1

0.44 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.24 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.05 A:

2.463 3

0.04 B:

0.397 3.5 0.07 C:

2.061 4

0.09 Le/rw:

28.236 4.5 0.13 Saturated Thickness (H), in ft.:

35.42 5

0.15 5.5 0.16 For Lw<H - ln(Re/rw):

6 0.17 For Lw=H - ln(Re/rw):

3.207 6.5 0.18 Yo, in ft.:

1.25 7

0.16 Yt, in ft.:

0.010 7.5 0.16 t, in min.:

0.067 8

0.16 8.5 0.16 (Lw<H)

(Lw=H) 9 0.16 9.5 0.16 Kh (cm/sec) =

3.37E-01 10 0.15 Kh (ft/min) =

6.63E-01 10.5 0.16 Kh (ft/day) =

9.54E+02 11 0.16 11.5 0.14 12 0.15 12.5 0.16 13 0.15 13.5 0.15 14 0.15 14.5 0.15 15 0.15 15.5 0.15 16 0.15 16.5 0.16 17 0.16 17.5 0.16 18 0.15 18.5 0.15 19 0.16 19.5 0.16 20 0.15 20.5 0.16 21 0.16 21.5 0.15 22 0.14 22.5 0.16 23 0.15 23.5 0.15 24 0.16 24.5 0.15 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-202B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-202B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.6 (sec)

(ft.)

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

35.42 0

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

0.354 0.5 0.91 Nominal Casing Radius (rc), in ft.:

0.167 1

0.49 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.89 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.4 A:

2.463 3

0.22 B:

0.397 3.5 0.12 C:

2.061 4

0.09 Le/rw:

28.236 4.5 0.09 Saturated Thickness (H), in ft.:

35.42 5

0.11 5.5 0.14 For Lw<H - ln(Re/rw):

6 0.16 For Lw=H - ln(Re/rw):

3.207 6.5 0.19 Yo, in ft.:

5.00 7

0.19 Yt, in ft.:

0.010 7.5 0.19 t, in min.:

0.100 8

0.19 8.5 0.19 (Lw<H)

(Lw=H) 9 0.18 9.5 0.19 Kh (cm/sec) =

2.89E-01 10 0.18 Kh (ft/min) =

5.69E-01 10.5 0.18 Kh (ft/day) =

8.19E+02 11 0.18 11.5 0.18 12 0.18 12.5 0.18 13 0.18 13.5 0.18 14 0.18 14.5 0.19 15 0.18 15.5 0.19 16 0.19 16.5 0.19 17 0.18 17.5 0.18 18 0.19 18.5 0.19 19 0.18 19.5 0.18 20 0.19 20.5 0.19 21 0.18 21.5 0.18 22 0.18 22.5 0.19 23 0.19 23.5 0.18 24 0.19 24.5 0.19 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-203A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.45 (sec)

(ft.)

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

7.57 0

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

0.354 0.5 0.45 Nominal Casing Radius (rc), in ft.:

0.167 1

0.71 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.71 Nominal Screen Length in ft:

10.0 2

-0.17 Test Length Section (Le), in ft.:

7.57 2.5 0.14 A:

2.262 3

0.12 B:

0.355 3.5 0.01 C:

1.754 4

0.24 Le/rw:

21.375 4.5 0.18 Saturated Thickness (H), in ft.:

7.57 5

0.17 5.5 0.18 For Lw<H - ln(Re/rw):

6 0.17 For Lw=H - ln(Re/rw):

2.266 6.5 0.17 Yo, in ft.:

0.20 7

0.17 Yt, in ft.:

0.010 7.5 0.16 t, in min.:

3.333 8

0.08 8.5 0.16 (Lw<H)

(Lw=H) 9 0.17 9.5 0.1 Kh (cm/sec) =

3.90E-03 10 0.13 Kh (ft/min) =

7.68E-03 10.5 0.17 Kh (ft/day) =

1.11E+01 11 0.19 11.5 0.16 12 0.15 12.5 0.15 13 0.16 13.5 0.15 14 0.15 14.5 0.15 15 0.15 15.5 0.15 16 0.15 16.5 0.15 17 0.15 17.5 0.15 18 0.15 18.5 0.14 19 0.15 19.5 0.16 20 0.15 20.5 0.15 21 0.16 21.5 0.16 22 0.16 22.5 0.15 23 0.15 23.5 0.15 24 0.15 24.5 0.15 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-203A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.45 (sec)

(ft.)

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

7.57 0

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

0.354 0.5 0.47 Nominal Casing Radius (rc), in ft.:

0.167 1

0.87 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.1 Nominal Screen Length in ft:

10.0 2

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

7.57 2.5 0.72 A:

2.262 3

-0.02 B:

0.355 3.5 0.14 C:

1.754 4

0.05 Le/rw:

21.375 4.5 0.05 Saturated Thickness (H), in ft.:

7.57 5

0.08 5.5 0.05 For Lw<H - ln(Re/rw):

6 0.05 For Lw=H - ln(Re/rw):

2.266 6.5 0.04 Yo, in ft.:

0.12 7

0.03 Yt, in ft.:

0.010 7.5 0.05 t, in min.:

0.300 8

0.04 8.5 0.03 (Lw<H)

(Lw=H) 9 0.04 9.5 0.03 Kh (cm/sec) =

3.59E-02 10 0.03 Kh (ft/min) =

7.08E-02 10.5 0.04 Kh (ft/day) =

1.02E+02 11 0.02 11.5 0.03 12 0.03 12.5 0.02 13 0.03 13.5 0.01 14 0.02 14.5 0.03 15 0.02 15.5 0.03 16 0.02 16.5 0.02 17 0.02 17.5 0.02 18 0.01 18.5 0.01 19 0.01 19.5 0.01 20 0.01 20.5 0.01 21 0.01 21.5 0.03 22 0.01 22.5 0.01 23 0.01 23.5 0.01 24 0.01 24.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-203A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.45 (sec)

(ft.)

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

7.57 0

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

0.354 0.5 0.84 Nominal Casing Radius (rc), in ft.:

0.167 1

0.64 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.31 Nominal Screen Length in ft:

10.0 2

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

7.57 2.5 0.85 A:

2.262 3

0.93 B:

0.355 3.5

-0.04 C:

1.754 4

-0.12 Le/rw:

21.375 4.5 0.6 Saturated Thickness (H), in ft.:

7.57 5

0.03 5.5 0.31 For Lw<H - ln(Re/rw):

6 0.12 For Lw=H - ln(Re/rw):

2.266 6.5 0.13 Yo, in ft.:

0.80 7

0.15 Yt, in ft.:

0.010 7.5 0.14 t, in min.:

0.583 8

0.12 8.5 0.13 (Lw<H)

(Lw=H) 9 0.12 9.5 0.12 Kh (cm/sec) =

3.26E-02 10 0.13 Kh (ft/min) =

6.42E-02 10.5 0.12 Kh (ft/day) =

9.24E+01 11 0.12 11.5 0.13 12 0.13 12.5 0.12 13 0.12 13.5 0.13 14 0.13 14.5 0.13 15 0.13 15.5 0.11 16 0.12 16.5 0.11 17 0.11 17.5 0.12 18 0.12 18.5 0.12 19 0.11 19.5 0.13 20 0.11 20.5 0.12 21 0.12 21.5 0.11 22 0.11 22.5 0.1 23 0.1 23.5 0.11 24 0.1 24.5 0.11 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-203A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.45 (sec)

(ft.)

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

7.57 0

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

0.354 0.5 0.11 Nominal Casing Radius (rc), in ft.:

0.167 1

0.32 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.63 Nominal Screen Length in ft:

10.0 2

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

7.57 2.5 0.36 A:

2.262 3

0.21 B:

0.355 3.5 0.15 C:

1.754 4

0.1 Le/rw:

21.375 4.5 0.07 Saturated Thickness (H), in ft.:

7.57 5

0.06 5.5 0.05 For Lw<H - ln(Re/rw):

6 0.03 For Lw=H - ln(Re/rw):

2.266 6.5 0.03 Yo, in ft.:

1.20 7

0.04 Yt, in ft.:

0.010 7.5 0.04 t, in min.:

0.142 8

0.05 8.5 0.42 (Lw<H)

(Lw=H) 9 0.5 9.5 0.48 Kh (cm/sec) =

1.47E-01 10 0.31 Kh (ft/min) =

2.89E-01 10.5 0.19 Kh (ft/day) =

4.16E+02 11 0.37 11.5 0.41 12 0.42 12.5 0.4 13 0.4 13.5 0.4 14 0.4 14.5 0.4 15 0.42 15.5 0.43 16 0.43 16.5 0.43 17 0.43 17.5 0.43 18 0.43 18.5 0.42 19 0.42 19.5 0.43 20 0.31 20.5 0.18 21 0.18 21.5 0.17 22 0.17 22.5 0.18 23 0.19 23.5 0.18 24 0.19 24.5 0.18 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-203A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.45 (sec)

(ft.)

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

7.57 0

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

0.354 0.5 0.67 Nominal Casing Radius (rc), in ft.:

0.167 1

0.23 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.92 Nominal Screen Length in ft:

10.0 2

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

7.57 2.5 0.5 A:

2.262 3

0.31 B:

0.355 3.5 0.22 C:

1.754 4

0.15 Le/rw:

21.375 4.5 0.11 Saturated Thickness (H), in ft.:

7.57 5

0.11 5.5 0.08 For Lw<H - ln(Re/rw):

6 0.08 For Lw=H - ln(Re/rw):

2.266 6.5 0.07 Yo, in ft.:

2.50 7

0.05 Yt, in ft.:

0.010 7.5 0.06 t, in min.:

0.150 8

0.06 8.5 0.05 (Lw<H)

(Lw=H) 9 0.06 9.5 0.06 Kh (cm/sec) =

1.60E-01 10 0.06 Kh (ft/min) =

3.14E-01 10.5 0.06 Kh (ft/day) =

4.53E+02 11 0.06 11.5 0.06 12 0.06 12.5 0.06 13 0.06 13.5 0.06 14 0.08 14.5 0.08 15 0.27 15.5 0.23 16 0.24 16.5 0.23 17 0.23 17.5 0.23 18 0.23 18.5 0.21 19 0.21 19.5 0.21 20 0.22 20.5 0.21 21 0.17 21.5 0.17 22 0.17 22.5 0.16 23 0.16 23.5 0.17 24 0.17 24.5 0.17 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-203B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.61 (sec)

(ft.)

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

37.56 0

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

0.354 0.5 0.83 Nominal Casing Radius (rc), in ft.:

0.167 1

0.72 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 1.03 Nominal Screen Length in ft:

10.0 2

-0.02 Test Length Section (Le), in ft.:

10 2.5

-0.04 A:

2.463 3

-0.06 B:

0.397 3.5

-0.36 C:

2.061 4

-0.19 Le/rw:

28.236 4.5

-0.14 Saturated Thickness (H), in ft.:

37.56 5

-0.13 5.5

-0.04 For Lw<H - ln(Re/rw):

6 0.03 For Lw=H - ln(Re/rw):

3.238 6.5 0.06 Yo, in ft.:

20.00 7

0.07 Yt, in ft.:

0.010 7.5 0.07 t, in min.:

0.167 8

0.06 8.5 0.04 (Lw<H)

(Lw=H) 9 0.02 9.5 0.01 Kh (cm/sec) =

2.14E-01 10 0

Kh (ft/min) =

4.21E-01 10.5

-0.01 Kh (ft/day) =

6.07E+02 11

-0.01 11.5 0

12 0

12.5 0

13 0.01 13.5 0.01 14 0.01 14.5 0.01 15 0.01 15.5 0.01 16 0.01 16.5 0.01 17 0.01 17.5 0

18 0.01 18.5 0.01 19 0.01 19.5 0.01 20 0.01 20.5 0.01 21 0.01 21.5 0.01 22 0.01 22.5 0.01 23 0.01 23.5 0.01 24.0 0.01 24.5 0.03 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-203B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.61 (sec)

(ft.)

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

37.56 0

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

0.354 0.5 0.44 Nominal Casing Radius (rc), in ft.:

0.167 1

1.16 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 1.12 Nominal Screen Length in ft:

10.0 2

-0.51 Test Length Section (Le), in ft.:

10 2.5 0.51 A:

2.463 3

-1.51 B:

0.397 3.5

-0.67 C:

2.061 4

0.02 Le/rw:

28.236 4.5

-0.47 Saturated Thickness (H), in ft.:

37.56 5

0.11 5.5 0.15 For Lw<H - ln(Re/rw):

6 0.18 For Lw=H - ln(Re/rw):

3.238 6.5 0.24 Yo, in ft.:

1.00 7

0.27 Yt, in ft.:

0.010 7.5 0.27 t, in min.:

0.450 8

0.26 8.5 0.23 (Lw<H)

(Lw=H) 9 0.21 9.5 0.19 Kh (cm/sec) =

4.80E-02 10 0.18 Kh (ft/min) =

9.46E-02 10.5 0.17 Kh (ft/day) =

1.36E+02 11 0.17 11.5 0.17 12 0.17 12.5 0.18 13 0.19 13.5 0.19 14 0.19 14.5 0.19 15 0.19 15.5 0.2 16 0.19 16.5 0.19 17 0.19 17.5 0.19 18 0.19 18.5 0.19 19 0.19 19.5 0.19 20 0.19 20.5 0.19 21 0.19 21.5 0.19 22 0.19 22.5 0.19 23 0.19 23.5 0.19 24.0 0.19 24.5 0.19 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-203B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.61 (sec)

(ft.)

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

37.56 0

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

0.354 0.5 1.5 Nominal Casing Radius (rc), in ft.:

0.167 1

0.41 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.5 Nominal Screen Length in ft:

10.0 2

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

10 2.5

-0.76 A:

2.463 3

0.24 B:

0.397 3.5

-0.15 C:

2.061 4

-0.16 Le/rw:

28.236 4.5

-0.18 Saturated Thickness (H), in ft.:

37.56 5

-0.03 5.5 0.05 For Lw<H - ln(Re/rw):

6 0.11 For Lw=H - ln(Re/rw):

3.238 6.5 0.13 Yo, in ft.:

5.00 7

0.13 Yt, in ft.:

0.010 7.5 0.11 t, in min.:

0.200 8

0.09 8.5 0.07 (Lw<H)

(Lw=H) 9 0.05 9.5 0.03 Kh (cm/sec) =

1.46E-01 10 0.03 Kh (ft/min) =

2.87E-01 10.5 0.03 Kh (ft/day) =

4.13E+02 11 0.02 11.5 0.05 12 0.05 12.5 0.05 13 0.05 13.5 0.05 14 0.05 14.5 0.05 15 0.06 15.5 0.05 16 0.05 16.5 0.05 17 0.05 17.5 0.05 18 0.05 18.5 0.05 19 0.05 19.5 0.05 20 0.05 20.5 0.05 21 0.05 21.5 0.05 22 0.04 22.5 0.04 23 0.05 23.5 0.05 24.0 0.05 24.5 0.05 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-203B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.61 (sec)

(ft.)

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

37.56 0

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

0.354 0.5 1.2 Nominal Casing Radius (rc), in ft.:

0.167 1

0.83 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.85 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.14 A:

2.463 3

0.1 B:

0.397 3.5 0.22 C:

2.061 4

0.27 Le/rw:

28.236 4.5 0.24 Saturated Thickness (H), in ft.:

37.56 5

0.17 5.5 0.07 For Lw<H - ln(Re/rw):

6 0

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

3.238 6.5 0.05 Yo, in ft.:

1.75 7

0.08 Yt, in ft.:

0.010 7.5 0.08 t, in min.:

0.167 8

0.07 8.5 0.05 (Lw<H)

(Lw=H) 9 0.02 9.5 0.01 Kh (cm/sec) =

1.45E-01 10 0

Kh (ft/min) =

2.86E-01 10.5 0

Kh (ft/day) =

4.12E+02 11 0.01 11.5 0

12 0.01 12.5 0.01 13 0.01 13.5 0.01 14 0.01 14.5 0.01 15 0.01 15.5 0.01 16 0.01 16.5 0.02 17 0.01 17.5 0.01 18 0.01 18.5 0.01 19 0.01 19.5 0.02 20 0.01 20.5 0.01 21 0.01 21.5 0.01 22 0.01 22.5 0.01 23 0.02 23.5 0.01 24 0.01 24.5 0.01 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-203B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.61 (sec)

(ft.)

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

37.56 0

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

0.354 0.5 0.57 Nominal Casing Radius (rc), in ft.:

0.167 1

1.44 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.59 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.65 A:

2.463 3

0.4 B:

0.397 3.5 0.18 C:

2.061 4

0.03 Le/rw:

28.236 4.5

-0.05 Saturated Thickness (H), in ft.:

37.56 5

-0.05 5.5

-0.02 For Lw<H - ln(Re/rw):

6 0.03 For Lw=H - ln(Re/rw):

3.238 6.5 0.07 Yo, in ft.:

0.45 7

0.15 Yt, in ft.:

0.010 7.5 0.18 t, in min.:

0.583 8

0.19 8.5 0.19 (Lw<H)

(Lw=H) 9 0.18 9.5 0.17 Kh (cm/sec) =

3.06E-02 10 0.15 Kh (ft/min) =

6.03E-02 10.5 0.14 Kh (ft/day) =

8.68E+01 11 0.13 11.5 0.13 12 0.12 12.5 0.13 13 0.13 13.5 0.14 14 0.14 14.5 0.14 15 0.14 15.5 0.14 16 0.13 16.5 0.14 17 0.14 17.5 0.14 18 0.14 18.5 0.14 19 0.13 19.5 0.14 20 0.14 20.5 0.14 21 0.15 21.5 0.14 22 0.13 22.5 0.14 23 0.14 23.5 0.14 24 0.14 24.5 0.14 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-203B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-203B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

20.61 (sec)

(ft.)

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

37.56 0

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

0.354 0.5 0.5 Nominal Casing Radius (rc), in ft.:

0.167 1

0.21 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.71 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.42 A:

2.463 3

0.15 B:

0.397 3.5

-0.04 C:

2.061 4

-0.16 Le/rw:

28.236 4.5

-0.2 Saturated Thickness (H), in ft.:

37.56 5

-0.18 5.5 0.06 For Lw<H - ln(Re/rw):

6 0.71 For Lw=H - ln(Re/rw):

3.238 6.5 0.11 Yo, in ft.:

1.30 7

0.16 Yt, in ft.:

0.010 7.5 0.1 t, in min.:

0.250 8

0.1 8.5 0.09 (Lw<H)

(Lw=H) 9 0.07 9.5 0.06 Kh (cm/sec) =

9.14E-02 10 0.05 Kh (ft/min) =

1.80E-01 10.5 0.03 Kh (ft/day) =

2.59E+02 11 0.03 11.5 0.04 12 0.04 12.5 0.04 13 0.04 13.5 0.05 14 0.04 14.5 0.05 15 0.04 15.5 0.04 16 0.04 16.5 0.04 17 0.03 17.5 0.04 18 0.04 18.5 0.04 19 0.05 19.5 0.04 20 0.04 20.5 0.04 21 0.04 21.5 0.04 22 0.04 22.5 0.05 23 0.05 23.5 0.04 24 0.04 24.5 0.04 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-204A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.15 0

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

0.354 0.5 1.85 Nominal Casing Radius (rc), in ft.:

0.167 1

1.07 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 1.84 Nominal Screen Length in ft:

10.0 2

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

7.15 2.5 0.33 A:

2.226 3

0.48 B:

0.347 3.5 0.47 C:

1.700 4

0.47 Le/rw:

20.189 4.5 0.47 Saturated Thickness (H), in ft.:

7.15 5

0.46 5.5 0.45 For Lw<H - ln(Re/rw):

6 0.45 For Lw=H - ln(Re/rw):

2.221 6.5 0.44 Yo, in ft.:

0.50 7

0.44 Yt, in ft.:

0.010 7.5 0.43 t, in min.:

4.583 8

0.46 8.5 0.43 (Lw<H)

(Lw=H) 9 0.42 9.5 0.42 Kh (cm/sec) =

3.84E-03 10 0.43 Kh (ft/min) =

7.57E-03 10.5 0.42 Kh (ft/day) =

1.09E+01 11 0.41 11.5 0.42 12 0.4 12.5 0.4 13 0.4 13.5 0.39 14 0.39 14.5 0.39 15 0.39 15.5 0.39 16 0.38 16.5 0.39 17 0.39 17.5 0.38 18 0.39 18.5 0.39 19 0.38 19.5 0.37 20 0.37 20.5 0.37 21 0.37 21.5 0.38 22 0.37 22.5 0.36 23 0.37 23.5 0.36 24 0.37 24.5 0.36 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-204A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.15 0

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

0.354 0.5

-0.06 Nominal Casing Radius (rc), in ft.:

0.167 1

1.09 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.51 Nominal Screen Length in ft:

10.0 2

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

7.15 2.5 0.43 A:

2.226 3

0.42 B:

0.347 3.5 0.43 C:

1.700 4

0.41 Le/rw:

20.189 4.5 0.41 Saturated Thickness (H), in ft.:

7.15 5

0.4 5.5 0.4 For Lw<H - ln(Re/rw):

6 0.4 For Lw=H - ln(Re/rw):

2.221 6.5 0.39 Yo, in ft.:

0.45 7

0.38 Yt, in ft.:

0.010 7.5 0.39 t, in min.:

3.750 8

0.38 8.5 0.38 (Lw<H)

(Lw=H) 9 0.38 9.5 0.37 Kh (cm/sec) =

4.57E-03 10 0.37 Kh (ft/min) =

9.00E-03 10.5 0.36 Kh (ft/day) =

1.30E+01 11 0.36 11.5 0.36 12 0.36 12.5 0.37 13 0.35 13.5 0.35 14 0.36 14.5 0.35 15 0.34 15.5 0.35 16 0.34 16.5 0.34 17 0.34 17.5 0.33 18 0.33 18.5 0.33 19 0.33 19.5 0.33 20 0.33 20.5 0.33 21 0.33 21.5 0.33 22 0.33 22.5 0.33 23 0.32 23.5 0.32 24 0.32 24.5 0.32 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-204A Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204A Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.15 0

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

0.354 0.5 1.18 Nominal Casing Radius (rc), in ft.:

0.167 1

1.51 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.75 Nominal Screen Length in ft:

10.0 2

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

7.15 2.5 0.45 A:

2.226 3

0.36 B:

0.347 3.5 0.39 C:

1.700 4

0.38 Le/rw:

20.189 4.5 0.39 Saturated Thickness (H), in ft.:

7.15 5

0.36 5.5 0.35 For Lw<H - ln(Re/rw):

6 0.36 For Lw=H - ln(Re/rw):

2.221 6.5 0.37 Yo, in ft.:

0.40 7

0.39 Yt, in ft.:

0.010 7.5 0.69 t, in min.:

3.750 8

0.42 8.5 0.35 (Lw<H)

(Lw=H) 9 0.34 9.5 0.34 Kh (cm/sec) =

4.43E-03 10 0.33 Kh (ft/min) =

8.72E-03 10.5 0.33 Kh (ft/day) =

1.26E+01 11 0.33 11.5 0.32 12 0.32 12.5 0.32 13 0.31 13.5 0.31 14 0.3 14.5 0.3 15 0.31 15.5 0.3 16 0.3 16.5 0.3 17 0.3 17.5 0.29 18 0.29 18.5 0.29 19 0.29 19.5 0.28 20 0.28 20.5 0.29 21 0.28 21.5 0.28 22 0.28 22.5 0.27 23 0.28 23.5 0.29 24 0.27 24.5 0.27 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-204A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.15 0

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

0.354 0.5 1.45 Nominal Casing Radius (rc), in ft.:

0.167 1

1.08 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.96 Nominal Screen Length in ft:

10.0 2

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

7.15 2.5 0.75 A:

2.226 3

0.68 B:

0.347 3.5 0.62 C:

1.700 4

0.57 Le/rw:

20.189 4.5 0.54 Saturated Thickness (H), in ft.:

7.15 5

0.5 5.5 0.49 For Lw<H - ln(Re/rw):

6 0.46 For Lw=H - ln(Re/rw):

2.221 6.5 0.45 Yo, in ft.:

0.50 7

0.44 Yt, in ft.:

0.010 7.5 0.42 t, in min.:

2.917 8

0.42 8.5 0.42 (Lw<H)

(Lw=H) 9 0.41 9.5 0.39 Kh (cm/sec) =

6.04E-03 10 0.39 Kh (ft/min) =

1.19E-02 10.5 0.37 Kh (ft/day) =

1.71E+01 11 0.38 11.5 0.38 12 0.36 12.5 0.37 13 0.36 13.5 0.37 14 0.35 14.5 0.35 15 0.34 15.5 0.34 16 0.35 16.5 0.34 17 0.34 17.5 0.34 18 0.33 18.5 0.33 19 0.34 19.5 0.33 20 0.32 20.5 0.33 21 0.32 21.5 0.32 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-204A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.15 0

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

0.354 0.5 0.55 Nominal Casing Radius (rc), in ft.:

0.167 1

1.29 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 1.14 Nominal Screen Length in ft:

10.0 2

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

7.15 2.5 0.87 A:

2.226 3

0.77 B:

0.347 3.5 0.68 C:

1.700 4

0.6 Le/rw:

20.189 4.5 0.56 Saturated Thickness (H), in ft.:

7.15 5

0.5 5.5 0.46 For Lw<H - ln(Re/rw):

6 0.44 For Lw=H - ln(Re/rw):

2.221 6.5 0.42 Yo, in ft.:

0.43 7

0.4 Yt, in ft.:

0.010 7.5 0.39 t, in min.:

2.917 8

0.36 8.5 0.36 (Lw<H)

(Lw=H) 9 0.36 9.5 0.35 Kh (cm/sec) =

5.79E-03 10 0.33 Kh (ft/min) =

1.14E-02 10.5 0.33 Kh (ft/day) =

1.64E+01 11 0.34 11.5 0.32 12 0.31 12.5 0.32 13 0.32 13.5 0.3 14 0.29 14.5 0.3 15 0.3 15.5 0.29 16 0.28 16.5 0.29 17 0.29 17.5 0.27 18 0.28 18.5 0.27 19 0.27 19.5 0.27 20 0.25 20.5 0.27 21 0.26 21.5 0.26 22 0.25 22.5 0.24 23 0.25 23.5 0.25 24 0.25 24.5 0.24 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-204A GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204A Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.97 (sec)

(ft.)

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

7.15 0

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

0.354 0.5 1.04 Nominal Casing Radius (rc), in ft.:

0.167 1

0.88 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.76 Nominal Screen Length in ft:

10.0 2

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

7.15 2.5 0.55 A:

2.226 3

0.48 B:

0.347 3.5 0.42 C:

1.700 4

0.37 Le/rw:

20.189 4.5 0.33 Saturated Thickness (H), in ft.:

7.15 5

0.3 5.5 0.27 For Lw<H - ln(Re/rw):

6 0.26 For Lw=H - ln(Re/rw):

2.221 6.5 0.25 Yo, in ft.:

0.28 7

0.24 Yt, in ft.:

0.010 7.5 0.22 t, in min.:

1.250 8

0.22 8.5 0.2 (Lw<H)

(Lw=H) 9 0.2 9.5 0.19 Kh (cm/sec) =

1.19E-02 10 0.19 Kh (ft/min) =

2.35E-02 10.5 0.18 Kh (ft/day) =

3.38E+01 11 0.18 11.5 0.16 12 0.16 12.5 0.15 13 0.16 13.5 0.15 14 0.15 14.5 0.14 15 0.15 15.5 0.14 16 0.14 16.5 0.13 17 0.14 17.5 0.13 18 0.12 18.5 0.12 19 0.12 19.5 0.12 20 0.12 20.5 0.1 21 0.1 21.5 0.12 22 0.1 22.5 0.11 23 0.11 23.5 0.11 24 0.11 24.5 0.1 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

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

SUMMARY

LACBWR Monitoring Well ID:

MW-204B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.89 (sec)

(ft.)

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

36.81 0

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

0.354 0.5 0.63 Nominal Casing Radius (rc), in ft.:

0.167 1

1.71 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.17 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.1 A:

2.463 3

0.06 B:

0.397 3.5 0.44 C:

2.061 4

0.29 Le/rw:

28.236 4.5 0.17 Saturated Thickness (H), in ft.:

36.81 5

0.08 5.5 0.07 For Lw<H - ln(Re/rw):

6 0.15 For Lw=H - ln(Re/rw):

3.227 6.5 0.08 Yo, in ft.:

2.75 7

0.08 Yt, in ft.:

0.010 7.5 0.07 t, in min.:

0.167 8

0.05 8.5 0.1 (Lw<H)

(Lw=H) 9 0.01 9.5 0.05 Kh (cm/sec) =

1.58E-01 10 0.01 Kh (ft/min) =

3.10E-01 10.5 0.01 Kh (ft/day) =

4.47E+02 11 0

11.5 0.01 12 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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

SUMMARY

LACBWR Monitoring Well ID:

MW-204B Great River Road, Genoa, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204B Falling Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.89 (sec)

(ft.)

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

36.81 0

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

0.354 0.5 0.61 Nominal Casing Radius (rc), in ft.:

0.167 1

0.28 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.36 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.27 A:

2.463 3

0.09 B:

0.397 3.5 0.03 C:

2.061 4

0.06 Le/rw:

28.236 4.5 0.24 Saturated Thickness (H), in ft.:

36.81 5

0.29 5.5 0.25 For Lw<H - ln(Re/rw):

6 0.34 For Lw=H - ln(Re/rw):

3.227 6.5 0.32 Yo, in ft.:

0.60 7

-0.42 Yt, in ft.:

0.010 7.5 0.01 t, in min.:

0.200 8

0.05 8.5 0.06 (Lw<H)

(Lw=H) 9 0.03 9.5 0.02 Kh (cm/sec) =

9.58E-02 10 0.02 Kh (ft/min) =

1.89E-01 10.5 0.03 Kh (ft/day) =

2.71E+02 11 0.03 11.5 0.02 12 0.01 12.5 0

13 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-204B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.89 (sec)

(ft.)

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

36.81 0

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

0.354 0.5 0.83 Nominal Casing Radius (rc), in ft.:

0.167 1

0.55 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.52 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.35 A:

2.463 3

0.11 B:

0.397 3.5 0.04 C:

2.061 4

0.011 Le/rw:

28.236 4.5 0.015 Saturated Thickness (H), in ft.:

36.81 5

0.012 5.5 0.08 For Lw<H - ln(Re/rw):

6 0.04 For Lw=H - ln(Re/rw):

3.227 6.5 0.01 Yo, in ft.:

30.00 7

0.02 Yt, in ft.:

0.010 7.5 0.03 t, in min.:

0.067 8

0.03 8.5 0.02 (Lw<H)

(Lw=H) 9 0.01 9.5 0

Kh (cm/sec) =

5.62E-01 Kh (ft/min) =

1.11E+00 Kh (ft/day) =

1.59E+03 0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

G:\\27066-005\\AQUIFER TESTING\\Dearborn Well-Slug-Recovery Tests 5-8 MAR 02\\2012-12-HAI-LACBWR Slug Test Analysis -Bower Rice Aquifer Testing-F.xls

Page 1 of 1 HALEY & ALDRICH, INC RISING HEAD TEST

SUMMARY

LACBWR Monitoring Well ID:

MW-204B GREAT RIVER ROAD, GENOA, WI Test Date:

11-Dec-12 38705-007 H&A Rep.:

MAD MW-204B Rising Head Permeability Calculation: Bouwer-Rice Method Elapsed Residual Well Depth (PVC), in ft.:

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

19.89 (sec)

(ft.)

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

36.81 0

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

0.354 0.5 0.05 Nominal Casing Radius (rc), in ft.:

0.167 1

0.63 Equivalent Casing Radius (rc') in ft:

0.2389 (Adjust for water-table wells only) 1.5 0.41 Nominal Screen Length in ft:

10.0 2

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

10 2.5 0.6 A:

2.463 3

0.3 B:

0.397 3.5 0.06 C:

2.061 4

0.09 Le/rw:

28.236 4.5 0.17 Saturated Thickness (H), in ft.:

36.81 5

0.17 5.5 0.14 For Lw<H - ln(Re/rw):

6 0.09 For Lw=H - ln(Re/rw):

3.227 6.5 0.04 Yo, in ft.:

3.00 7

0 Yt, in ft.:

0.010 7.5 0.04 t, in min.:

0.158 8

0.03 8.5 0.03 (Lw<H)

(Lw=H) 9 0.02 9.5 0.01 Kh (cm/sec) =

1.69E-01 10 0

Kh (ft/min) =

3.32E-01 10.5 0.01 Kh (ft/day) =

4.78E+02 11 0.01 11.5 0.02 12 0.01 12.5 0.02 13 0.01 13.5 0.01 14 0.02 14.5 0

0.01 0.1 1

10 0

10 20 30 40 50 Residual Head (feet)

Time (seconds)

Haley & Aldrich, Inc.

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APPENDIX G Groundwater Low Flow Documentation