Site Characterization Report- May 2020

Blue Valley Coal Combustion Residuals Impoundment Site Characterization Report Blue Valley Power Plant, Independence Power and Light Prepared for Independence Power and Light April 2020

Blue Valley Coal Combustion Residuals Impoundment Site Characterization Report Blue Valley Power Plant, Independence Power and Light Prepared for Independence Power and Light January 2020 May 2020

1001 Diamond Ridge, Suite 1100

Jefferson City, MO 65109

Phone: 573.638,5000

Fax:

573.638.5001

Blue Valley Coal Combustion Residuals Impoundment Site Characterization Report May 2020 Contents List of Tables......................................................................................................................................................................................... iii List of Figures ....................................................................................................................................................................................... iii List of Appendices ........................................................................................................................................................................... iii 1.0 Executive Summary ............................................................................................................................................................. 1 1.1 Synopsis..............................................................................................................................................................................1 1.2 Background ....................................................................................................................................................................... 1 1.3 Physical Setting................................................................................................................................................................2 1.4 Site Characterization...................................................................................................................................................... 2 1.5 Groundwater Flow Model Design ............................................................................................................................ 3 1.6 Investigation Results......................................................................................................................................................3 1.7 Conclusions ....................................................................................................................................................................... 3 2.0 Introduction ........................................................................................................................................................................... 5 2.1 Purpose...............................................................................................................................................................................5 2.2 Deviations from the Work Plan ................................................................................................................................. 6 3.0 Background ............................................................................................................................................................................ 8 3.1 Site History ........................................................................................................................................................................ 8 3.2 Hydrology .......................................................................................................................................................................... 8 3.3 Geology .............................................................................................................................................................................. 9 3.3.1 Regional Geology ...................................................................................................................................................... 9 3.4 Hydrogeology ................................................................................................................................................................10 3.4.1 Regional Hydrogeology........................................................................................................................................10 4.0 Characterization Methods ..............................................................................................................................................12 4.1 Drilling Investigation ...................................................................................................................................................12 4.1.1 June 2019 Drilling Investigation Event............................................................................................................13 4.1.2 July/August 2019 Investigation Event .............................................................................................................15 4.1.3 Site Geology ..............................................................................................................................................................16 4.2 Site Hydrogeology .......................................................................................................................................................17 4.2.1 Groundwater Elevations........................................................................................................................................18 \\barr.com\projects\Jeff City\25 MO\49\25491019 Groundwater Monitoring Program\WorkFiles\Characterization Report\FINAL Site Characterization Report May 2020.docx i

4.2.2 Slug Testing ...............................................................................................................................................................19 4.2.2.1 Background and Methods .........................................................................................................................19 4.2.2.2 Data Analysis ...................................................................................................................................................19 4.3 Well Survey......................................................................................................................................................................20 5.0 Investigation Results.........................................................................................................................................................21 5.1 Soil and Groundwater Analytical Results.............................................................................................................21 5.1.1 Soil Analytical Results ............................................................................................................................................21 5.1.2 Groundwater Analytical Results.........................................................................................................................21 5.1.3 Waste Characterization Analytical Results.....................................................................................................22 5.2 Slug Test Results ...........................................................................................................................................................22 6.0 Groundwater Model .........................................................................................................................................................24 6.1 MODFLOW Groundwater Model ............................................................................................................................24 6.1.1 MODFLOW Groundwater Model Development..........................................................................................24 6.1.2 Simulations.................................................................................................................................................................24 6.2 MODFLOW Groundwater Model Results ............................................................................................................25 7.0 Conceptual Site Model ....................................................................................................................................................26 7.1.1 Current and Future Land and Groundwater Use.........................................................................................26 7.1.2 Known Existing or Proposed Land or Water Use Restrictions ...............................................................26 7.1.3 Site Setting .................................................................................................................................................................26 7.1.4 Remedial Activities Conducted to Date..........................................................................................................26 7.1.5 Potential COC Migration ......................................................................................................................................27 7.1.6 Spatial and Temporal Distribution of COCs..................................................................................................28 7.1.7 Receptor Exposure Pathways..............................................................................................................................28 8.0 Conclusions ..........................................................................................................................................................................29 8.1 Site Soil and Groundwater ........................................................................................................................................29 8.2 Groundwater Flow ........................................................................................................................................................29 8.3 Potential COC Migration............................................................................................................................................30 8.4 Recommendations for Future Work......................................................................................................................31 9.0 References ............................................................................................................................................................................32 \\barr.com\projects\Jeff City\25 MO\49\25491019 Groundwater Monitoring Program\WorkFiles\Characterization Report\FINAL Site Characterization Report May 2020.docx ii

Table 1-1 Table 4-1 Table 4-2 Table 4-3 Table 4-4 Table 5-1 Table 5-2

List of Tables Groundwater Analytical Data Summary Soil Analytical Data Summary Waste Characterization Data Summary Monitoring Well Construction Summary Water Level Summary Table Groundwater Sampling Constituent List Slug Test Results Summary

Figure 1-1 Figure 2-1 Figure 2-2 Figure 3-1 Figure 3-2 Figure 4-1 Figure 4-2 Figure 4-3 Figure 4-4 Figure 4-5 Figure 5-1 Figure 6-1 Figure 7-1 Figure 7-2

List of Figures Site Location Map Site Layout Monitoring Well Locations Land Use Site Topographic Map Cross Section Location Map Cross Section A-A’ Cross Section B-B’ Cross Section C-C’ Groundwater Potentiometric Surface Groundwater Concentrations Domain of Groundwater Flow Model and Boundary Condition Downgradient Receptor Map Conceptual Site Model

Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F

List of Appendices Field Notes Boring Logs and Construction Diagrams Well Certifications Laboratory Analytical Results Aquifer Testing Groundwater Flow Modeling

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Certifications I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Geologist under the laws of the State of Missouri.

Anthony M. Schroer, RG RG #: 2010039499

5/5/2020 Date

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1.0 Executive Summary Independence Power and Light (IPL) owns three closed and capped, former coal combustion residuals (CCR) impoundments totaling approximately 54-acres, at the Blue Valley Power Plant (Facility) in Independence, Missouri (Figure 1-1). This executive summary has been provided to present the key elements of the site characterization that was conducted to identify potential environmental impacts associated with the former impoundments.

The facility’s Missouri State Operating Permit (MSOP), MO-0115924, Part C. Special Condition 16., outlines a list of requirements that lead up to full implementation of a Groundwater Monitoring, Sampling, and Analysis Plan (GMSAP) for the site. Special Condition 16(a) requires the Site Characterization Work Plan be developed and submitted to the Missouri Department of Natural Resources (MDNR) Water Protection Program (WPP), by December 17, 2018. This condition was satisfied with the submittal of a work plan developed in accordance with the requirements of the MSOP on November 18, 2018, and the work plan was approved by MDNR on April 12, 2019.

IPL conducted this site characterization to gather information to implement the requirements of state permit MO-0115924; however, the groundwater monitoring program proposed is designed to satisfy the groundwater requirements of the Federal CCR rule as well. The groundwater monitoring system requires the development and implementation of a GMSAP and installation of a groundwater monitoring well network. To properly design the groundwater monitoring well network for the site and develop an accurate GMSAP, a geologic and hydrologic site characterization was completed.

This report provides a summary of the site characterization activities and includes recommendations for additional work to be performed as the project progresses towards the development of a groundwater monitoring program. The study area for this report includes the former CCR impoundments and areas immediately adjacent to the former impoundments (herein referred to as the Site).

1.1 Synopsis In brief, the most important issue to note with regard to the former impoundments is that they currently pose little risk to human health or the environment from leaching of CCR constituents to groundwater. This is because there is only one potential groundwater receptor near the former impoundments, the concentrations of potential constituents of concern (COCs) are relatively low, and the fine-grained material restrict groundwater velocity, thereby reducing potential offsite impacts (Table 1-1).

1.2 Background The Facility was constructed in 1958 as a tri-fuel steam electric power plant that burned coal, diesel, and natural gas until 2015, when it ceased power production from coal and diesel and was converted to a natural gas facility. Two of the original CCR impoundments, the south fly ash pond, and bottom ash pond were built in 1978. The north fly ash pond was constructed in 1989. The Facility sluiced bottom ash and fly ash into the ponds until 2015. Upon the discontinuation of ash sluicing into the CCR impoundments, 1

the former impoundments became “inactive surface impoundments” subject to the requirements of the Federal CCR Rule, 40 CFR 257.100, Subpart D. The Notice of Closure Completion for all three former impoundments was submitted to MDNR in December 19, 2017.

1.3 Physical Setting The former impoundments overlie low permeability unconsolidated units of mostly interlayered clays and silt. Underlying the unconsolidated materials are Pennsylvanian bedrock layers. Due to the nature of the unconsolidated units, there is a significant positive benefit to the environment. The potentially impacted groundwater migrating from the impoundment is unlikely to pose a risk to future groundwater users due to long travel times and low volumes of potentially impacted water that can migrate.

Under the current conditions, the engineered cap over the former impoundments restricts infiltration of precipitation into the CCR material, thus minimizing the potential for leaching to occur. In addition, groundwater levels at the site have been measured to be below the bottom of the former impoundments.

1.4 Site Characterization The site characterization scope of work included a drilling investigation, downgradient and upgradient well installation, soil sampling of numerous borings, aquifer testing, groundwater monitoring, and groundwater flow modeling of fluid flow in the underlying groundwater system using a MODFLOW model.

This scope included the following tasks: • Direct push/hollow stem auger borings were drilled on the downgradient edge of the former impoundments to install groundwater monitoring wells and gather geologic and hydrogeologic information for that portion of the Site. Information gathered from these activities was utilized in the development of the groundwater model.

• Rotasonic borings were drilled on the upgradient edge of the former impoundments to install groundwater monitoring wells and gather geologic and hydrogeologic information for that portion of the Site. Additionally, soil samples were collected from some of the borings to evaluate whether contamination from offsite sources could be migrating towards the former impoundments. Similar to the downgradient borings, information gathered from these activities was utilized in the development of the groundwater model.

• Slug tests were performed utilizing the downgradient wells to evaluate the groundwater flow conditions underlying the impoundment. Data from the testing indicates a low horizontal hydraulic conductivity beneath the former impoundments.

As indicated above, the characterization data were used to develop a conceptual site model (CSM) and gain a better understanding of the hydrogeologic setting of the former impoundments. Additionally, site characterization data will be utilized to develop the GMSAP. 2

1.5 Groundwater Flow Model Design One of the goals of the site characterization work was to collect data to be used in the construction of a three-dimensional flow model (MODFLOW model) that could be used as a “work bench” to evaluate flow dynamics at the Site and simulate flow under various conditions.

The MODFLOW model has five layers–the top layer representing the former impoundments and the lower four layers representing the unconsolidated units and the Pennsylvanian bedrock units. The model simulates the influence of the engineered cap on the former impoundments, the potential interaction between groundwater and the CCR, and regional groundwater flow.

The MODFLOW model was calibrated to historical and current ranges of groundwater elevations, slug test data, and other regional and Site data. The modeled regional direction of groundwater flow is eastsoutheast toward the Little Blue River. Modeled groundwater flow at the site is generally consistent with observed Site groundwater flow.

1.6 Investigation Results Key findings of the investigation revealed that the unconsolidated units underlying the former impoundments have a low horizontal hydraulic conductivity and the calculated groundwater interstitial velocity indicates a slow migration time. In addition, typical CCR potential COCs identified in the groundwater were also identified in upgradient soil samples indicating that the native soils contain metals in exceedance of the MRBCA Default Target Levels. Additional metals were identified in the Site groundwater that were either not detected in the Site soils or exceeded the soil concentrations.

Groundwater potential COC concentrations are shown in Table 1-1, which indicates the range of detections in the groundwater monitoring network, and the applicable standards associated with the range. The constituents observed in the groundwater are similar in the upgradient and downgradient wells. This indicates that most of the constituents detected in the groundwater samples are a product of leaching from native soils. This is confirmed by the detections of the constituents in the upgradient soil samples, indicating that leaching of the CCR material is potentially minimal.

1.7 Conclusions Based on observations made during the site characterization, the groundwater underlying the former impoundments migrates slowly to the east from the Site. The results of the groundwater model confirm that the flow is primarily to the east with a minor southerly vector. The groundwater modeling also indicated that the flow dynamics were generally the same during the active period of the former impoundments. Since the groundwater flow is primarily to the east, the current groundwater monitoring network adequately monitors the potential migration of constituents offsite.

There are two complete receptor exposure pathways for COCs that could potentially impact human health or the environment, shallow groundwater ingestion and dermal contact. Shallow groundwater downgradient of the Site is not used for water supply and due to the poor quality is unlikely to be used as 3

a drinking water source in the future. In addition, between the Site and the potential receptors is unconsolidated material that is likely to adsorb metal particulates and reduce potential COC concentrations. Potential dermal contact with CCR or CCR-impacted soil is unlikely due to the controlled access to the former impoundments. Potential dermal contact that could occur during construction in the Site area could be minimized using project controls and utilizing workers with the proper training. Based on the analytical results thus far, arsenic is the only potential COC to be detected in the downgradient wells that exceed the United States Environmental Protection Agency (EPA) Maximum Contaminant Levels (MCLs); however,further analytical testing will need to be done to determine whether the arsenic concentrations are naturally occurring or related to the impoundments. As required, a GMSAP will be developed for the Site and a groundwater monitoring program will be implemented to continue evaluating groundwater quality upgradient and downgradient of the former impoundments.

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2.0 Introduction Barr Engineering Co. (Barr) has prepared this site characterization report for the IPL Blue Valley Power Plant Facility located at 21500 East Truman Road in Independence, Missouri (Figure 1-1). The Facility completed the closure of three CCR impoundments and final closure report in early 2018 following the Facility’s discontinuation of all coal power generation and corresponding conversion to a natural gas power facility in 2015. The study area for this report is displayed in Figure 2-1.

Federal regulations and the Facility’s MSOP, MO-0115924, require groundwater monitoring to determine the potential impact of the coal ash impoundments on groundwater quality. Specifically, these requirements include the following: • Federal CCR Rule requires all facilities with CCR impoundments to design and operate a groundwater monitoring system that includes both the installation of a groundwater monitoring well network and GMSAP. While the Blue Valley Impoundments closed under the inactive surface impoundment provisions that specifically eliminated the groundwater requirement, IPL recognizes the need to evaluate potential groundwater impacts and acknowledges the scientific rigor of the CCR rule groundwater approach. However, in order to properly design the groundwater monitoring well network for the Site, a geologic and hydrologic site characterization must first be completed.

• Part C Special Condition 16 of the MSOP requires a series of efforts, including a site characterization report, that lead up to the full implementation of a GMSAP. IPL intends to design the groundwater monitoring well network and GMSAP to achieve compliance with the MSOP while following the approach contained in 40 CFR Part 257, Subpart D. 2.1 Purpose The purpose of this report is to characterize the site’s geology and hydrogeology to comply with Special Condition 16 of the MSOP while following the 40 CFR Part 257, Subpart D approach. The site characterization will serve as the basis of the design for the groundwater monitoring well network and development of the GMSAP. The field activities and results described in this report are based on the scope of work presented in the Blue Valley Coal Combustion Residuals Impoundment Site Characterization Work Plan (herein referred to as the Work Plan [Barr, 2019]), which was developed in compliance with the Missouri Geological Survey Guidance for Conducting a Detailed Hydrogeologic Site Characterization and Designing a Groundwater Monitoring Program (MDNR, 2010), and approved by the MDNR in a letter dated April 12, 2019. The Work Plan prescribes the following activities to obtain data to characterize the Site: • Drill rotasonic/hollow stem auger borings upgradient and downgradient of the former impoundments to evaluate the subsurface soil and bedrock as well as the underlying aquifer • Sample soil from the upgradient borings to obtain geochemical data in order to determine the background conditions of the former impoundments and potential upgradient COCs 5

• Convert the borings to temporary monitoring wells to measure groundwater levels in order to understand the Site’s hydrogeology • Perform slug tests on the temporary monitoring wells to estimate the hydraulic conductivity for the underlying shallow aquifer • Convert the temporary monitoring wells to permanent wells for continual groundwater level measurement • Sample groundwater from the monitoring wells to preliminarily assess the existence and concentrations of potential COCs and assist with the development of the GMSAP. Analytical results from this preliminary sampling are considered advisory in nature and are not intended for compliance as a GMSAP and groundwater monitoring program have not been submitted or approved.

• Develop a MODFLOW groundwater flow model for the Site to determine the flow direction(s) of shallow groundwater; provide a tool for comparing alternative groundwater monitoring network well locations 2.2 Deviations from the Work Plan The following modifications to the Work Plan were made as described below per the corresponding rationale: • Boreholes BH-7, BH-8, BH-9, and BH-10, which correspond to Monitoring Wells MW-1, MW-2, MW-3, and MW-4 (Figure 2-2) were drilled to a depth of 35 feet, instead of 30 feet as described in the Work Plan, to maintain uniformity among the wells, to characterize a sand lens on the downgradient side of the former impoundments, and to ensure the wells reached the shallow aquifer underlying the former impoundments. In addition, boring BH-10 was drilled to 45 feet, and the well was installed with a 30 foot screen to better characterize the hydrogeology in this location.

• Proposed temporary monitoring wells on the downgradient side of the former impoundments were installed as permanent monitoring wells (Monitoring Wells MW-1, MW-2, MW-3, MW-4, and MW-5; Figure 2-2) to mitigate the need to remobilize a drill team in these locations. This change was made because the wells are located along the downgradient slope of the CCR impoundments, which is located at the bottom of a steep incline, where access with a drill rig is very difficult. The permanent wells were installed in compliance with the Missouri Well Construction Code (10 CSR 23-4).

• Temporary Well TW-1 was drilled beyond the proposed 50 feet below ground surface (bgs) to lower the potential for setting a well above the water table but below the unanticipated oil layers, which were discovered during drilling at approximately 54 feet bgs.

• Proposed borings BH-3 and BH-5 were not drilled. These borings were not completed, because they were determined to not be necessary for upgradient characterization, and because the wells drilled on the upgradient side of the former impoundments needed to be installed at depths nearly twice what 6

was proposed, due to difficulties identifying saturated zones and unanticipated layers of coal and naturally occurring oil.

• Temporary well TW-2 was relocated approximately 500 feet to the southwest of the proposed location to provide subsurface information that would be representative of the proposed locations for BH-2 and BH-3.

• Boring BH-11 was shifted approximately 200 feet south of its proposed location for easier access to the drilling location. This boring was converted to a permanent monitoring well and renamed MW-5. The boring for MW-5 was drilled beyond the proposed 30 foot depth to provide additional geologic information for that portion of the Site and to make sure the well intercepted the water table.

• For the remainder of this report discussions of the borings drilled at the site will utilize the borehole identity presented in the Work Plan, however, once the boreholes were converted to monitoring wells (permanent or temporary) they were renamed according to the chart below. Wells will be referred to by their permanent well name from this point further in the text.

Borehole ID BH-1 BH-2 BH-4 BH-6 BH-7 BH-8 BH-9 BH-10 BH-11 NA=Not Applicable

Temporary Permanent Well

Well ID

ID

TW-1 TW-2 TW-4 TW-3 NA NA NA NA NA

MW-6 MW-7 MW-8 NA MW-1 MW-2 MW-3 MW-4 MW-5

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3.0 Background The Site is located approximately seven miles south of the Missouri River in the north central portion of Jackson County at 21500 East Truman Road in Independence, Missouri in Section 3, Township 49N, and Range 31W. Figure 2-1 displays the Site location and impoundment boundary. The Site is located within the Central Irregular Plains Ecoregion of west central Missouri. Potential natural vegetation of this ecoregion includes a mix of grassland and forest, with forested areas particularly located along streams (Purdue, 2020). Land use adjacent to the Site, displayed on Figure 3-1, is primarily industrial and agricultural, with industries located north, south, and west of the Site and agricultural land located to the east. An isolated residential area is also located north of the Site.

Regional topography is characterized by hills and associated dendritic drainage patterns with approximately 150 feet of relief within one mile of the Site. Hills north and west of the Facility have elevations as high as 900 feet above mean sea level (MSL). The Site has features with elevations that range from approximately 750 to 800 feet above MSL and slope from the northwest to southeast (Figure 3-2). A topographic divide, located in the southwest portion of the Site, separates the Little Blue River and Burr Oak-Creek-Little Blue River subwatersheds (Hydrologic Unit Code 12).

3.1 Site History The Facility was constructed in 1958 as a tri-fuel steam electric power plant that burned coal, diesel, and natural gas until 2015, when it ceased power production from coal and diesel and was converted to a natural gas facility. The original CCR impoundments, the south fly ash pond, and bottom ash pond were built in 1978. The north fly ash pond was constructed in 1989. The Facility sluiced bottom ash and fly ash into the ponds until 2015. Upon the discontinuation of ash sluicing into the CCR impoundments on September 9, 2015, the impoundments became “inactive surface impoundments” subject to the requirements to the Federal CCR Rule, 40 CFR 257.100, Subpart D. The Notice of Closure Completion was submitted to MDNR in December 2017.

3.2 Hydrology The general climate of the Kansas City region is a continental climate categorized strong seasonality, including hot, humid summers; cold, dry winters; and significant, abrupt changes during the spring and fall transitions caused by fast-moving fronts that separate contrasting air masses (University of Missouri, 2019). The City of Independence averages approximately 43.6 inches (110.7 cm) of rainfall per year, an average annual high temperature of 64.7 degrees Fahrenheit (18.2 degrees Celsius) and an average annual low temperature of 44.2 degrees Fahrenheit (6.8 degrees Celsius;) on the U.S. Climate Data website. Average annual evapotranspiration for the area, estimated during the period 1971-2000) is approximately 24.0-27.6 inches (61-70 centimeters), with an estimated 60%-69% of precipitation lost to evapotranspiration (Sanford, 2013).

The Site is primarily located in the Little Blue River subwatershed (Hydrologic Unit Code 12) of the Lower Missouri-Crooked watershed (Hydrologic Unit Code 8). The southwest portion of the Site is located in the Burr Oak-Creek-Little Blue River subwatershed, which is also a subwatershed of the Lower Missouri- 8

Crooked watershed. The drainage within the Lower Missouri-Crooked watershed is comprised of approximately seven rivers and their tributaries that feed into the Missouri River, which is located approximately 5.5 miles north of the Site. The Missouri River runs from west to east through the center of the watershed with four of the rivers supplying water from the north side of the watershed and three supplying water from the south side of the watershed. The seven streams feeding the Missouri River within the Lower Missouri Crooked watershed are the Fishing River, Crooked River, East Fork Crooked River, Wakenda Creek, Little Blue River, Sni-A-Bar Creek, and Taboo Creek.

Drainage at the Site generally flows east and south to several small tributaries of the Little Blue River, except for the southwest corner of the Site, which drains to Spring Branch Creek. The confluence of Spring Branch Creek and the Little Blue River is located approximately one mile south of the Site (Figure 1-1). Stormwater channels along the impoundment boundaries drain toward the east of the Site.

3.3 Geology The following subsections address the geology of the Site based on pre-existing public reference information, previous site investigation data, and the investigative borings performed at the Site in 2019, which are described in more detail in Section 4.1.

3.3.1 Regional Geology The surficial soils of the region and portions of the Site outside the former impoundments consist primarily of unconsolidated alluvial sediments known as the Sibley Silt Loam series. According to the Soil Survey of Jackson County, Missouri (1984) developed by the United States Department of Agriculture (USDA), the Sibley Silt Loam is a friable, moderate permeability soil with naturally high fertility (USDA, 1984). The surface layer is generally dark brown, the middle sections can be dark brown to grey, and the lower sections are generally more clayey and dark yellowish-brown with various mottles.

Based on the report, City of Independence, Missouri, Blue Valley Generating Station Ash Pond Addition and Other Improvements (Burns and McDonnell, 1977), the subsurface soil in the proximity of the former impoundments consists primarily of silty clay with interbedded seams of fine-grained, uncompacted sandy silt. The report provides descriptive logs for 27 borings drilled in a grid pattern encompassing the area of the former fly ash and bottom ash ponds. The borings ranged in depth from 10 feet to 64 feet bgs.

The bedrock underlying the region and Site consists of Pennsylvanian aged shales, limestones, sandstone, and siltstones with interbedded coal seams. The Pennsylvanian-aged shales overly older Mississippian aged formations (MDNR, 1997).

The Pennsylvanian-aged Pleasanton Group is the first bedrock unit encountered in the region, located approximately 25 feet bgs. The Pleasanton Group is predominantly a thick unit of shale with limestone and a basal unit of siltstone or very fined-grained sandstone. Two additional sandstone units, which combined are known as the Warrensburg Sandstone, are sometimes present in the upper half of the group depending on the location. The base of the Pleasanton Group marks a break in the depositional 9

sequence occurring in the Pennsylvanian time. This break in the depositional sequence forms a regional disconformity. Underlying the Pleasanton Group bedrock unit is the Marmaton Group. The Marmaton Group is comprised mainly of thick shales with intervening thin layers of limestone and sandstone.

3.4 Hydrogeology The following sections address the hydrogeology of the Site based on a research of available reference materials conducted for the Work Plan and the investigative activities performed at the Site in 2019, which are discussed further in Section 4.

3.4.1 Regional Hydrogeology The hydrogeology in the area of the Site is represented by the Missouri River alluvium and Lake City alluvium, two groundwater subprovinces of the West-Central groundwater province. The Site is primarily located within the Missouri River alluvium, which borders the Lake City alluvium just east of the Site near the Little Blue River. Information describing the West-Central groundwater province and each subprovince is provided below.

The West-Central groundwater province is bounded by the Missouri River to the north, the Springfield Plateau groundwater province to the south and east, and the Kansas state boundary to the west. The greatest potential for groundwater yield within this province is from the alluvial deposits along the northern edge of the province, which include the Missouri River alluvium and Lake City alluvium, further described below. Pennsylvanian-aged formations comprise the bedrock surface units for most of this groundwater province, specifically the Pleasanton and Marmaton Groups in the area of the Site. The Pleasanton and Marmaton Groups in the region have low recharge potential due to their extremely low horizontal and vertical permeabilities and are not considered to be water bearing; the Pleasanton Group is considered to be less productive than the Marmaton Group (MDNR, 2020). Of the small amounts of groundwater that may potentially be drawn from these groups, the groundwater is expected to be of poor quality.

The Missouri River alluvium province is located at the northern portion of the West-Central groundwater province and extends for the entire length of the Missouri River throughout the state with an aerial extent of approximately 440 square miles in the vicinity of the Site. The Missouri River alluvium formed from glacial meltwater runoff during the Pleistocene epoch (Ice Age); the melt water transported a significant amount of sediments that ranged in size from clay particles to boulders, which carved a river channel much wider than the channel occupied by the Missouri River today. Following the Pleistocene epoch, over-bank flooding of present-day rivers has deposited additional alluvium on river floodplains. The Missouri River and the Missouri River alluvium province experience delayed recharge; studies of wells within the alluvium indicated a delayed response of several days between river stages and groundwater levels. Under normal flow conditions in the Missouri River, groundwater gradients in the Missouri River alluvium are toward the river (MDNR, 1997).

In the report Groundwater Resources of Missouri (MDNR, 1997), the Missouri River alluvium is divided into four segments from the Iowa border to St. Charles, prior to the Missouri River and Mississippi River 10

confluence. For the purpose of this project, the portion of the Missouri River alluvium province discussed in this section is the Kansas City to Miami, Missouri segment. The Missouri River alluvium in this segment composed primarily of fine sand, silt, and clay with coarse sands and gravels comprising the deeper portions of the alluvium. The alluvium has a maximum thickness of 140 feet and an average thickness of 85 to 90 feet. The average saturated thickness of the alluvium is approximately 75 feet for this area. Groundwater from wells within the Missouri River alluvium supplies a majority of the potable water in the Kansas City area. Yields from the Missouri River alluvium may reach 1,000 to 1,500 gallons per minute (gpm) in the more permeable areas of the alluvium (MDNR, 1997). The Lake City alluvium groundwater subprovince is a 16-mile-long, 1-2-mile wide channel that begins at the southern edge of the Missouri River alluvium in central Jackson County near the town of Atherton, extends southeast to Lake City, and then trends northeast until it again intersects with the Missouri River alluvium in northeastern Jackson County near the town of Levasy. The Lake City alluvial channel likely formed as a result of an ice damming event on the ancestral Missouri River, which forced the river south of the existing channel and eroded the new channel, which currently serves as the river valley for the Little Blue River from Lake City to the Missouri River. The Site is located on the western edge of the Lake City alluvium channel. A study of this alluvium aquifer at the Lake City Army Ammunition Plant in the early 1940s estimated the alluvium’s thickness to 80 to 90 feet with a depth to water of 15 to 20 feet bgs. Well pumping rates during this study reached 300 to 400 gpm (MDNR, 1997).

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4.0 Characterization Methods This section summarizes the investigation methods utilized to fulfill the study objectives of the Work Plan and the overall goal of the project. The objectives of the Work Plan and deviations from the proposed methods are discussed in Section 2.1 and Section 2.2. Investigation activities at the Site consisted of a subsurface drilling investigation (Section 4.1), groundwater elevation measurements (Section 4.2), slug (aquifer) testing (Section 4.3), and a survey of the temporary and permanent monitoring wells (Section 4.4). Field investigation activities commenced in June 2019 with the first subsurface drilling investigation and were mostly complete in August 2019. Some minor field work was completed in the Fall 2019 and into the winter of 2020. Field activity notes are included as Appendix A. 4.1 Drilling Investigation Barr conducted the subsurface drilling investigation at the Site during two field events. The first drilling investigation event, further described in Section 4.1.1, occurred in late June and involved the drilling of borings BH-7, BH-8, BH-9, and BH-10. Borings BH-1, BH-2, BH-6, BH-5, and BH-4 were drilled during the second field event, which occurred in late July through early August, discussed further in Section 4.1.2. The objectives of the drilling investigation were the following: 1. To understand and characterize the hydrogeology of and geology of the Site, including groundwater quality; 2. To sample soil from the upgradient borings to evaluate potential offsite impacts and background conditions; and 3. To collect groundwater samples to provide an initial understanding of the groundwater quality upgradient and downgradient of the former impoundments.

Due to the limited space between the impoundment slope toe and the property perimeter fencing and the steep grade to the drilling locations, borings BH-7, BH-8, BH-9, and BH-10 were drilled using directpush and hollow stem methods. Borings BH-1, BH-2, BH-4, and BH-6 were performed using a rotasonic drill rig for the purpose of efficiency, speed, and an improved sample recovery over other rotary drilling methods. Additional information on the drilling investigation methods was provided in the Work Plan.

Soil samples were collected from the borings in accordance with the Collection of Soil Samples, Standard Operating Procedure (SOP) included in Appendix D of the Work Plan. In addition, a composite sample comprised of drill cuttings from each of the boreholes was analyzed for the eight Resource Conservation and Recovery Act (RCRA) metals (arsenic, barium, cadmium, chromium, lead, mercury, selenium, and silver) using EPA Method SW-846 1311, the metals toxicity characteristic leaching procedure extraction methodology. Results of the soil and the investigation derived waste (IDW) analyses are discussed in Section 5.1 and presented in Tables 4-1 and 4-2.

Following the drilling investigation, boreholes BH-7, BH-8, BH-9, BH-10, and BH-11 were immediately converted to permanent monitoring wells in accordance with the Missouri Well Construction Code 10 CSR 23-4. Boreholes BH-1, BH-2, BH-4, and BH-6 were completed in the subsurface as permanent wells in 12

accordance with the Missouri Well Construction Code 10 CSR 23-4. The surface completions for boreholes BH-1, BH-2, and BH-4 were installed on February 24, 2020 after it was determined whether the wells had sufficient recharge to provide consistent representative groundwater samples. The groundwater recharge in borehole BH-6 was very slow in comparison to the other upgradient locations. Therefore, boring BH-6 did not have a surface completion installed and was decommissioned in January 2020.

Groundwater samples were collected from each of the monitoring wells following their installation in accordance with the Collection of a Groundwater Sample from a Temporary Well SOP (Appendix D of the Work Plan) and the EPA Region 1, Low Stress (low flow) Purging and Sampling Procedure for the Collection of Groundwater Samples from Monitoring Wells (Appendix E of the Work Plan). Analytical results of the groundwater sampling are discussed in Section 5.1.

4.1.1 June 2019 Drilling Investigation Event Razek Environmental, LLC drilled borings BH-7, BH-8, BH-9, and BH-10 along the downgradient perimeter of the former impoundments between June 24 and June 26, 2019. The borings were drilled using directpush technology (DPT)/hollow stem auger (HSA) drilling methodologies using a Geoprobe® rig to depths of approximately 35 feet bgs, with the exception of BH-10, which was drilled to 64 feet bgs. Samples obtained from DPT borings BH-10, BH-9, BH-8, and BH-7 (in order of drilling completion) provided a better understanding of the soil geology at the downgradient side of the fomer impoundments.

Each of the downgradient borings were converted to monitoring wells following the initial drilling and soil sampling (Figure 2-2). Although proposed as temporary monitoring wells in the Work Plan, the wells were instead installed as permanent monitoring wells as mentioned in Section 2.1. A monitoring well construction summary is provided in Table 4-3. Boring logs are included in Appendix B. Boring BH-7 Boring BH-7 (MW-1) was drilled to approximately 35 feet bgs between June 24 and June 26, 2019. The well was screened using ten slot PVC from approximately 15 to 35 feet bgs (see the lithology summary). In borehole BH-7 clayey silt was encountered in the drill cuttings to a depth of approximately 12 feet bgs. The material in the core liners then alternated between wet, silty clay and red, clayey silt with trace gravel from approximately 12 to 27 feet bgs. However, the wet, silty clay found at the top of each sample appeared to closely resemble the silty clay found at shallower depths. In addition, the extremely high moisture content and expansive nature of the silty clay made it susceptible to sloughing deeper into the borehole. These factors, combined with the layered repetition of the two materials (in particular the thin layer of the silty clay at the top of each successive run) lead Barr to believe that the grey, silty clay at the top of each core liner may have been slough from higher in the borehole. The last three inches of sample obtained from boring BH-7 (approximately 30 feet bgs) displayed green silt similar to material observed in boring BH-8. The borehole was reamed and over-drilled on June 25 with HSA to a total depth of approximately 35 feet bgs. However, no noticeable change in material beyond the end sampling depth of 30 feet was observed from the auger cuttings. While installing the well casing, approximately four feet of sand heave occurred, through which the driller pushed the casing. Upon pulling the augers, 13

approximately 16 more feet of sand heave occurred around the casing, but the casing was not significantly pushed up.

Boring BH-8 Boring BH-8 (MW-2) was drilled to approximately 35 feet bgs on June 25, 2019. The well was screened using ten slot PVC from approximately 15 to 35 feet bgs. The shallow material in bore hole BH-8 was comprised of clayey silt and silty clay which extended to approximately 15 feet bgs. The material then transitioned to a dark green silt with little clay from 15 feet bgs to the end sampling depth of 25 feet bgs. The borehole was over-drilled on June 25 with HSA to approximately 35 feet bgs. However, no noticeable change in material beyond the end sampling depth of 25 feet was observed from the auger cuttings. While pulling the augers, approximately five feet of sand heave occurred. The driller received permission from Barr to proceed with installing the well through the sand heave.

Boring BH-9 Boring BH-9 (MW-3) was drilled to approximately 35 feet bgs on June 24, 2019. The well was screened using ten slot PVC from approximately 15 to 35 feet (see the lithology summary). Clayey silt and silty clay extended to approximately 25 feet below ground surface. A wet, fine-grained sand was located below this depth to the bottom sampling depth of 30 feet bgs. The borehole was reamed and over-drilled on June 25 with HSA to approximately 35 feet bgs. However, no noticeable change in material beyond the end sampling depth of 30 feet was observed from the auger cuttings.

Boring BH-10 Boring BH-10 (MW-4) was drilled to approximately 64 feet bgs on June 24, 2019. The well was screened using ten slot PVC from approximately 12 to 42 feet bgs (see the lithology summary). Samples obtained from boring BH-10 displayed clayey silt and silty clay to approximately 28 feet bgs. This was followed by wet, expansive clay that prevented further sampling. To identify the depth of the water table on the downgradient side of the CCR impoundments a solid drive point was pushed to approximately 50 feet bgs. Once the drive point encountered bedrock the drill stem was pulled up to allow groundwater to enter the boring. Immediately after the drill stem was lifted approximately 25 feet of sand from a wet, confined layer heaved up into the drill stem. A second solid drive point was pushed on June 25 to confirm the unconsolidated material/bedrock interface depth. The interface was located at approximately 64 feet bgs. The borehole was then over-drilled with HSA to approximately 45 feet bgs to install a groundwater monitoring well. However, no noticeable change in material beyond the end sampling depth of 30 feet was observed from the auger cuttings.

Well Installation After a discussion between IPL, Barr, and the Missouri Geological Survey (MGS) personnel, the decision was made on June 25 to install the wells at boring locations BH-7, BH-8, BH-9, and BH-10 as permanent monitoring wells, rather than temporary wells, as was originally proposed in the Work Plan. Well Certifications are included in Appendix C. 14

4.1.2 July/August 2019 Investigation Event Cascade Drilling drilled borings BH-1, BH-2, and BH-4 along the upgradient perimeters of the former impoundments and BH-6 and BH-11 along the parallel and downgradient perimeters of the former impoundments between July 30 and August 9, 2019. The borings were drilled using a rotasonic drilling rig to depths of approximately 56.5 to 131 feet bgs. Analytical results of the July and August 2019 subsurface drilling investigation are discussed in Section 5.1. Boring logs are included in Appendix B. Temporary monitoring wells were installed in each of the borings following the initial drilling and soil sampling, with the exception of BH-11, which was converted to a permanent monitoring well (Figure 2-2).

Boring BH-1 Boring BH-1 (MW-6) was drilled to approximately 71 feet bgs on August 2, 2019. The well was screened using five slot PVC from 66 to 71 feet bgs in alternating beds of shale and limestone (as seen in the lithology summary). The shallow material in bore hole BH-1 was comprised of silt and plastic clay which extended to approximately 33 feet bgs. The material then transitioned to a very compressed greyish tan silt from 33 to 46 feet bgs. A coal interval was encountered from 46 to 47 feet bgs and was underlain by a medium grey shale layer. From a depth of approximately 48 to 77 feet (bottom of the hole) the lithology was comprised mostly of limestone with intermittent silt/shale layers. In addition, naturally occurring oil was identified in the borehole in intervals from 54 to 61 feet bgs and 67 to 71 feet bgs.

Boring BH-2 Boring BH-2 (MW-7) was drilled to approximately 26 feet bgs on August 3, 2019 and then completed to a depth of 92 feet bgs on August 4, 2019. The material from ground surface to approximately 43 feet bgs in borehole BH-2 was comprised of clayey silt. Underlying the clayey silt was a three foot thick sandy silt layer. At approximately 46 feet bgs the material transitioned back to clayey silt with thin intervals (1 to 2 inches) of gravel intermixed. The silt present in the borehole from 48 to 76 feet bgs contained thin layers of well-defined laminations. These layers of lamination were present in the following intervals; 48 to 52 feet bgs, 56 to 67 feet bgs, and 71 to 76.5 feet bgs. A coal interval was encountered from 76 to 80 feet bgs and was underlain by siltstone. The siltstone was present until a depth of approximately 90 feet bgs. A second coal interval was present from 90 feet bgs to the bottom of the borehole.

Boring BH-4 Drilling of boring BH-4 (MW-8) commenced on August 2, 2019 and was completed to a depth of 76 feet on August 3, 2019. The well was screened using schedule 40 PVC from 67 to 77 feet bgs. The shallow material in bore hole BH-4 was comprised of clayey silt from ground surface to 23 feet bgs overlying compacted silt from approximately 23 to 48 feet bgs. A coal seam was observed from approximately 48 to 49 feet bgs. Underlying the coal seam from 49 to 53 feet bgs was compact silt/weak siltstone. A weathered limestone interval was observed from 53 to 55 feet bgs which overlain more compacted silt with intermixed sandstone pieces. The silt was present until a depth of approximately 76 feet (bottom of 15

the borehole). The interval from 65 to 66 feet bgs contained laminated silt and naturally occurring crude oil within the borehole.

Boring BH-6 Boring BH-6 (TW-3) was drilled to approximately 80 feet bgs on July 30, 2019 and then completed to a depth of 131 feet bgs on July 31, 2019. The well was screened using schedule 80 PVC from 111.33 to 121.33 feet bgs siltstone and limestone. The shallow material in bore hole BH-6 was comprised of clay, clayey silt and silty clay which extended to approximately 26 feet bgs. The material then transitioned to a grey silt (with limestone gravel intermixed at 27 to 28 feet) from approximately 26 to 47 feet bgs. A thin layer of coal was observed from approximately 47.5 to 48 feet bgs. Underlying the coal layer was grey silt similar to what was observed from 26 to 47.5 feet bgs. Another thin coal seam was observed from approximately 49 to 50.5 feet bgs. At 71 feet the material transitioned to a dry dark grey silt with pieces of siltstone intermixed. Underlying the dark grey silt from approximately 116.6 to 124 feet bgs was a course crystalline limestone. A three foot thick layer of coal was observed between 124 and 127 feet bgs in the borehole which overlain more course crystalline limestone. The limestone was present until a depth of approximately 131 feet (bottom of the borehole).

Boring BH-11 Boring BH-11 (MW-5) was drilled to approximately 56.5 feet bgs on August 5, 2019. The well was drilled to depth of 56.5 feet in attempt to screen the well in the same formation as monitoring wells MW-1, MW2, MW-3, and MW-4, which are located on the downgradient portion of the site. Boring BH-11 was screened using schedule 40 PVC from 46 to 56 feet bgs in sandy silt. The shallow material in bore hole BH-11 was comprised of silt overlying intermixed coal and gravel. At approximately 2.5 feet bgs a tan silty clay was observed, which was present until approximately 17 feet bgs. The tan silty clay transitioned into a sandy silt which was present from 17 to 25 feet bgs. Underlying the sandy silt was a gray silty clay which was observed until a depth of 42 feet bgs.

4.1.3 Site Geology In general, the boreholes drilled for the Site investigation confirmed the presence of the soil types and geologic units identified in the research of the Site. In contrast to the previous geologic evaluation, the boreholes at the Site found depths of bedrock to be greater than the anticipated 25 feet bgs. The lithology at the site is depicted in the cross section figures 4-2 through 4-4. Boreholes drilled during the Site investigation identified silty clays and clayey silts as the surficial layers at the Site, which confirmed the findings of previous studies. The four boreholes drilled east of the former impoundments (Figure 2-2) were drilled approximately 35 to 42 feet bgs and did not encounter bedrock. The five boreholes on the west and south of the former impoundments encountered bedrock consisting of alternating bands of siltstones and limestones at 47 to 77 feet bgs, with the exception of BH-11, which was drilled to a depth of 56.5 feet and did not encounter bedrock. Four of the boreholes (BH-1, BH-2, BH-4, and BH-6) first encountered coal seams at 46 to 72 feet bgs, whereas BH-11 encountered a 0.5 foot layer of coal 1 foot bgs, but did not encounter coal at greater depths. BH-1 encountered crude oil between 54 and 56 feet 16

bgs, whereas crude was encountered in borehole BH-4 between 65 to 66 feet bgs. Naturally occurring coal and oil are not uncommon in Pennsylvanian aged bedrock units in the western portion of Missouri.

The unconsolidated units encountered during the drilling did not appear to resemble residuum formed from the underlying bedrock. The interlaying of the clay, silt, and sand units resembled sequences encountered in the floodplains of rivers. These deposits seemed consistent with a meandering fluvial system. The inconsistent sand layer(s) identified in boreholes BH-1, BH-3, and BH-5 appears to resemble a crevasse splay or natural levee deposit, whereas the clay and silt layers are likely to be floodplain or basin deposits. The upgradient borings contained less sand than was identified in the boreholes to the east and at the toe of the former impoundments and the material encountered in those boreholes was primarily fine-grained.

Boring logs for the boreholes drilled during the drilling investigation are included in Appendix B and well certifications are located in Appendix C. 4.2 Site Hydrogeology Groundwater monitoring of the Site’s temporary and permanent monitoring wells indicate the Site has a shallow water table in the unconsolidated units approximately 25 feet bgs. Water levels in the monitoring wells also indicate that groundwater flow at the Site generally trends east toward the Little Blue River (Figure 4-5).

As mentioned previously in Section 3.3, the hydrogeologic properties of the subsurface materials underlying the former impoundments vary from the shallow unconsolidated zones to the upper bedrock zone. The permeability of the unconsolidated materials immediately underlying the former impoundments was evaluated as part of the closure process. The report CCR Clean Closure in New Sedimentation Pond Construction Area indicates the foundation soils of the former impoundments are highly plastic and have a permeability in the range of 2 x 10-7 to 1 x 10-8 cm/sec (SCS, 2017).

Horizontal gradients measured across the Site range from 0.005 to 0.018 (range for gradients from three different areas of the Site.) for the November groundwater elevation data. The horizontal gradient measured across the northwestern portion of the Site (MW-6 to MW-8) was calculated to be 0.018. The horizontal gradient measured across the northeastern portion of the Site (MW-1 to MW-8) was calculated to be 0.015. The horizontal gradient measured across the central portion of the Site (MW-7 to MW-4) was calculated to be 0.005. Because a nested well set was not installed during the site characterization work, a vertical gradient at the site was not able to be calculated.

The average hydraulic gradient is towards the east/southeast across most of the impoundment area with a slope of approximately 0.005 across the central portion of the Site. An approximate average interstitial velocity across the Site has been estimated to range from 7.76 x 10-3 feet/day to 2.13 x 10-3 feet/day (i.e. 0.8 to 2.8 feet/year) as calculated by the following equation and input data: v = Ki/n, where 17

v = average interstitial velocity K = hydraulic conductivity (ranges from 0.388 to 0.171 feet/day) i = average hydraulic gradient across the Site (0.005) n = effective porosity (estimated to range from 0.25 to 0.4) The geology underlying the former impoundments is comprised of interlayered silts and clays, which would likely impede vertical migration of water. The water levels in the upgradient monitoring wells took a period of approximately one to two months to stabilize, indicating that groundwater movement vertically and horizontally underlying the upgradient, western portion of the former impoundment is relatively slow.

In contrast, groundwater recharge on the downgradient side of the former impoundments was significantly faster than in the upgradient wells. During well development, the downgradient wells maintained a consistent groundwater recharge during purging. Although the purging rate exceeded the recharge, typically purging was performed for long periods before pumping needed to be stopped. The hydraulic conductivities calculated for the downgradient wells ranged from 1.4 x 10-4 (cm/sec) to 6.0 x 105(cm/sec). The difference in the recharge rates between the downgradient and upgradient wells is likely due to the presence of the sand intervals at the toe of the berm and the hydraulic head from the former impoundments.

The slug test results are consistent with the interpreted hydrogeologic settings. The results of the slug tests, pumping observations, and groundwater stabilization indicate the aquifer materials have very low horizontal and vertical hydraulic conductivities.

4.2.1 Groundwater Elevations Subsequent to the monitoring well installations groundwater elevations were collected weekly over three seasons, for a period of approximately four months, during the summer of 2019, fall of 2019, and winter of 2019 and 2020 (Table 4-4). The intent of the groundwater elevation monitoring periods was to determine typical groundwater elevations at each monitoring well and observe any potential seasonal flux on those elevations.

Groundwater monitoring of the Site’s temporary and permanent monitoring wells indicate a shallow water table in the subsurface approximately 25 feet below the impoundment surface. Water levels in the monitoring wells also indicate that groundwater flow at the Site generally trends primarily east. Figure 45 presents a groundwater contour map established from the elevation measurements. The groundwater flow directions for the site were determined using groundwater elevations from all of the monitoring wells except TW-03, due to the slow recharge rate.

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Due to the relatively higher recharge rates the downgradient well groundwater elevations have not changed significantly during the four month monitoring period. The greatest difference of water levels observed in the downgradient wells is approximately 2.5 feet in monitoring well MW-4. This groundwater elevation change represents a seasonal flux from August to January.

The groundwater elevation changes in the upgradient wells is significantly more prominent than the changes observed in the downgradient wells. The groundwater elevations for the upgradient wells have been observed to change up to 86 feet (TW-3) after installation before reaching stabilization. In the case of temporary well TW-3, the groundwater levels may still be stabilizing. It is likely that after stabilization has occurred in these wells water level flux will be limited and resemble the changes observed in the downgradient wells.

Groundwater flow paths for the southern former impoundment area have remained relatively consistent throughout the monitoring period. In contrast, the stabilization of the groundwater elevations in MW-8 did not occur until November which resulted in flow paths that did not accurately reflect groundwater flow in that portion of the Site. Groundwater in well TW-3 appeared to be stabilizing up until it was decommissioned.

4.2.2 Slug Testing 4.2.2.1 Background and Methods Barr staff performed slug tests on each of the downgradient wells and two of the upgradient wells to obtain data to evaluate the change in groundwater levels in response to hydraulic stress. The purpose of the slug test data is to estimate hydrogeologic parameters and allow for the assessment of potential heterogeneities within the aquifer around and beneath the former impoundments, and determine hydraulic parameter values (e.g., hydraulic conductivity). The estimations from the slug test data will be used to calibrate the MODFLOW groundwater flow model for the Site. The development of the MODFLOW groundwater flow model for the Site is discussed in Section 6.

The slug tests were conducted in accordance with ASTM D-4044 for each well borehole following well development. Slug tests for each borehole generally consisted of a paired data set when possible, each measured using a pressure transducer connected to a data logger. For first half of the paired data set, water levels in the borehole were measured upon introducing a solid PVC cylinder, i.e., slug, into the borehole to displace the water level and then allowing it to equilibrate, or return to the water level prior to the introduction of the slug. Once water levels equilibrated, the second half of the data set measured water levels in the borehole from the time the slug was removed until water levels equilibrated for a second time.

4.2.2.2 Data Analysis Time and water levels for the slug test data pairs were recorded by the data logger according to a logarithmic schedule. The data from the slug tests were analyzed using aquifer analysis software AQTESOLV (Duffield, 2007) using one of the methods listed below or other appropriate methods pending the aquifer response and the hydrogeologic setting for each well: 19

• Pumping test solution in an unconfined/confined aquifer (Bower-Rice, 1976) • Pumping test solution in a non-uniform aquifer (Butler, 1988) 4.3 Well Survey With the surface completion installation for monitoring wells MW-6 (TW-1), MW-7 (TW-2), and MW-8 (TW-4), J&J Survey surveyed the groundwater monitoring well risers to provide a common vertical datum between wells on April 29, 2020. In addition, the ground surface at each well location was also surveyed. The water elevations provided in this report utilize the surveyed vertical elevations of the various well locations.

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5.0 Investigation Results The following sections discuss the results of the investigation field activities, including the drilling investigation and slug testing. Laboratory analytical results are included as Appendix D. The results of the groundwater flow model are discussed in Section 6.0.

5.1 Soil and Groundwater Analytical Results Soil and groundwater quality data collected from the drilling boreholes and resulting monitoring wells indicate the presence of potential COCs upgradient and downgradient of the former impoundments. Soil samples were collected on the upgradient side of the former impoundments specifically to assess whether potential contamination had migrated onto the site from upgradient sources. The following sections discuss the results of the soil and water quality sampling. It should be noted that the groundwater results contained herein are of an advisory, informative nature as they were collected prior to the establishment of an approved GMSAP. 5.1.1 Soil Analytical Results Soil samples were collected from boreholes BH-1, BH-2, BH-4, and BH-11, which correspond to upgradient monitoring wells MW-6, MW-7, and MW-8 and downgradient monitoring well MW-5. The soil samples were collected from various intervals based on observations during drilling. Depths of the soil samples ranged from 12 feet bgs (BH-2) to 66 feet bgs (BH-4). Soil samples were submitted to Pace Analytical Laboratories in Lenexa, Kansas for analysis of the constituents listed in Table 5-1. Table 4-1 summarizes the concentrations of constituents detected in the soil samples and compares the data against Missouri Risk-Based Corrective Action (MRBCA) default soil target levels.

Soil concentrations exceed MRBCA default soil target levels for arsenic (3.89 mg/kg) and lead (3.74 mg/kg) at all sampled boreholes both upgradient and downgradient. Arsenic concentrations in the soil range from 6.4 to 12.2 mg/kg in the upgradient boreholes. The concentration of arsenic in the downgradient borehole BH-11 was slightly higher (14.4 mg/kg). Lead concentrations range from 5.2 to 17.1 mg/kg in the upgradient boreholes. The concentration of lead detected in the soil in the downgradient borehole BH-11 was 14.6 mg/kg.

5.1.2 Groundwater Analytical Results Groundwater samples were collected at all monitoring wells installed at the Site. Table 1-1 summarizes the groundwater concentration data from the wells and compares the concentrations against EPA’s MCLs (40 CFR 141.62 and 141.66). Groundwater samples that exceeded EPA’s MCLs are shown on Figure 5-1.

Groundwater concentration exceedances of the EPA MCLs for dissolved and total arsenic, total cobalt, and dissolved and total lithium were identified in some of the samples. The following list summarizes the exceedances for each constituent: • Dissolved and total arsenic: groundwater concentrations exceeded the arsenic MCL of 10 µg/L at downgradient monitoring wells MW-2, MW-3, and MW-4. Dissolved arsenic concentrations at these 21

three wells ranged from 13.2 to 32.8 µg/L and total arsenic concentrations at the wells ranged from 11.3 to 37.0 µg/L. Groundwater concentrations for arsenic at upgradient well MW-6 also exceeded the arsenic MCL (15.1 µg/L).

• Total cobalt: The concentration of total cobalt (8.4 µg/L) exceeded the MCL of 6 µg/L at upgradient well MW-6.

• Dissolved and total lithium: Groundwater concentrations at upgradient wells MW-6 and MW-8 exceeded the lithium MCL of 40 µg/L. The dissolved and total lithium concentrations at well MW-8 were 447 µg/L and 464 µg/L, respectively. The concentration of total lithium at well MW-6 (62.5 µg/L) also exceeded the 40 µg/L MCL. Although lead levels in the soil samples exceeded Missouri’s default soil target level, lead concentrations in groundwater did not exceed the MCL of 15 µg/L for dissolved and total lead (Table 1-1) in any of the samples.

5.1.3 Waste Characterization Analytical Results To determine whether IDW material would need to be disposed of in a permitted facility, composite soil samples comprised of drill cuttings from each of the boreholes drilled during the June, July, and August 2019 field event were analyzed for RCRA metals. Analytical results from composite samples are presented in Table 4-2, and indicate that the soil concentrations from these IDWs do not fail toxic characteristic leaching procedure (TCLP) analysis, and therefore, this soil was returned to the ground onsite 5.2 Slug Test Results As mentioned previously in Section 4.2, the hydrogeologic properties of the subsurface materials underlying the impoundment vary from the shallow unconsolidated zones to the upper bedrock zone.

To determine the hydraulic conductivity of the subsurface units underlying and in close proximity to the former impoundments, several slug tests were performed. A slug test set (slug in/slug out) was performed in each of the downgradient monitoring wells. The results of the slug tests are included in Table 5-2. It should be noted that two of the slug test results (MW-2 slug in test and MW-4 slug in test) were not utilized in the model. Monitoring wells MW-2 and MW-4have well screens that straddle the water table, and as a result, the discharge of water from the well filter pack affects the resulting timedisplacement curve.

In addition, a slug test set in wells MW-6 and MW-7 were attempted during the field work. Unfortunately, results from the tests were not definitive and thus were not used in the groundwater model.

The hydraulic conductivities calculated for the downgradient wells ranged from 0.39 to 1.71 (ft/day) with a geometric mean of 0.28 feet/day.

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Results of the AQTESOLV (Duffield, 2007) solutions for the slug tests are provided in Appendix E. A straight-line solution for a single well slug test was performed for each well using the Bower-Rice analytical solution.

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6.0 Groundwater Model 6.1 MODFLOW Groundwater Model A steady state three-dimensional groundwater flow model was designed and calibrated to support the preliminary design investigation. Details on model development, boundary conditions, calibration results, and simulation results are presented in Appendix F. The United States Geological Survey (USGS) software code MODFLOW-NWT was selected for the project based primarily on its ability to simulate settings in which saturated layers are perched upon unsaturated layers, such as is likely the case under portions of the former impoundments. A telescoping mesh refinement was used to increase detail in the impoundment vicinity.

In general, the use of a steady state model is inherently conservative relative to the role that the former impoundments impact the underlying groundwater. Therefore, in order to provide a calibration representative of the potential variation from the impoundment closure, both an active condition and a closed condition were used to calibrate and refine the model parameters.

The proposed boundaries presented in the Work Plan were utilized for the construction of the groundwater model. The model was designed to address the hydrogeologic setting of the former impoundments but, the active model domain extended beyond the limits of the former impoundments to capture the influence of adjacent hydrologic boundaries. The approximate domain of the groundwater flow model is shown in Figure 6-1.

6.1.1 MODFLOW Groundwater Model Development Model calibration is the process of adjusting parameters (model inputs) to match observations (model outputs and other constraints). The parameters that were adjusted include: • Model layer hydraulic conductivity.

• Model layer anisotropy.

• Recharge rates for the region and the former impoundments (active and closed periods).

• Conductance of rivers, streams, and ponds (connection of surface water features to aquifer).

Additional information regarding the calibration datasets and parameters are included in Appendix F. 6.1.2 Simulations The data collected during the preliminary design investigation was utilized in the development of the groundwater flow model. Once the model was calibrated, groundwater flow directions near the former impoundments were evaluated. Comparison was also made between active and closed periods.

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6.2 MODFLOW Groundwater Model Results The modeled regional direction of groundwater flow is east-southeast toward the Little Blue River as illustrated in Figure F-13 and discussed in Appendix F. Modeled groundwater flow at the site is generally consistent with the observed groundwater flow patterns for the Site. Modeled flow from the North Fly Ash Pond, while active, flowed to the east (offsite) or to the south, toward the South Fly Ash Pond. Postclosure, groundwater flow directions were very similar in and around the former North Fly Ash Pond area. Modeled flow from the Bottom Ash Pond, while active, flowed north to the sandy unit underlying the impoundment or southeast. Post-closure, modeled groundwater flow in the former Bottom Ash Pond area was north toward the sandy unit underlying the former impoundment. Modeled flow from the existing Settling Basin was toward the east. Modeled flow from the South Fly Ash Pond, while active, was to the north to the sandy unit underlying the impoundment or the east and southeast. Post-closure, the divide within the South Fly Ash Pond area was less pronounced; the modeled groundwater flow directions were northeast to the sandy unit underlying the former impoundment and east (offsite). Based on the results of the modeled groundwater flow for the Site which is primarily to the east with a slight southerly vector, the current well network adequately monitors groundwater migrating from underneath the former impoundments.

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7.0 Conceptual Site Model A CSM was developed for the Site using the methods and criteria outlined in Section 6 of the Missouri Risk-Based Corrective Action Technical Guidance document. The objectives of the CSM are to present an understanding of the Site and to evaluate the potential for the former impoundments to impact potential downgradient receptors.

This CSM will be refined as needed throughout the life of the project to accurately reflect our understanding of Site conditions.

7.1.1 Current and Future Land and Groundwater Use The current and future land use at the Site is industrial and the land use surrounding the Facility is primarily industrial (developed), commercial (developed), and agricultural (cultivated crop). Zoning adjacent to the Facility, based on Independence’s zoning map (Independence 2010), is zoned as residential and industrial to the north and west, industrial to the south, and residential and commercial to the east.

The Site does not currently use onsite groundwater resources, and as the Blue Valley Facility is in the process of being decommissioned, it is unlikely to develop the capability to use the Site groundwater resources in the future. In addition, there are not any groundwater extraction wells downgradient of the former impoundments lying directly between the Site and the Little Blue River (Figure 7-1).

7.1.2 Known Existing or Proposed Land or Water Use Restrictions There are not any known existing or proposed land or water use restrictions that exist at the Site or within the groundwater flow path from the Site to the Little Blue River.

7.1.3 Site Setting Site stratigraphy, soil types, hydrogeology, and the regional climate were discussed previously in early sections of the report. Surface waters between the Site and the Little Blue River may potentially be impacted by COCs from the former impoundments; however, the interstitial velocity of the groundwater is low and it is unlikely that potential COCs from the former impoundments would have migrated very far from the source. The surface waters that may be impacted include a low-lying, vegetated area located immediately east of the former impoundments. Additional discussion on potential impact areas is presented in Section 7.1.5.

7.1.4 Remedial Activities Conducted to Date The Facility ceased ash sluicing to the former impoundments in 2015 and began the closure process in July 2016. The Facility submitted the Notice of Closure Completion to MDNR in December 2017.

The Ash Impoundment Closure Report (SCS, 2018) summarizes remedial activities performed during the closure of the former impoundments. The North Fly Ash pond (16.7 acres), South Fly Ash pond (13.8 acres), and 5.4 acres of the 8.1 acre Bottom Ash pond were “closed-in place” in accordance with Federal 26

CCR Rule, 40 CFR 257.100, paragraphs (b)(1) through (4). Closure-in-place of the former impoundment areas involved the installation of a final cover system, which included the following from top to bottom: • Vegetation • Minimum of 12 inches of topsoil • Geosynthetic clay liner (GCL) • Subgrade consisting of fly ash or other stabilized material Due to the concerns of uplift pressure on the final covers system due to potential high pore water pressure in the former impoundments, the Facility installed a pressure relief system in four areas of potential uplift, which coincided with four of the five surface runoff outlet areas.

Approximately 2.7 acres of the Bottom Ash pond were clean closed through removal of CCR in accordance with Federal CCR Rule, 40 CFR 257.100, paragraph (b)(5). This portion of the Bottom Ash Pond was clean closed through removal of the CCR materials and conversion of the area to a sedimentation basin to manage facility process water that discharges to the POTW through Outfall 002.

7.1.5 Potential COC Migration The boundaries for the conceptual site model are considered to be the Facility’s property line (Figure 1-1). Due to the nature of the Site there is potential for migration of COCs from the former impoundments (i.e., “source”) to soil or groundwater via leaching due to the influence of meteoric water or groundwater influx. Potential Chemicals of Concern (COCs) at the Site include those listed in the Fact Sheet of the MSOP and established under the Appendix III and Appendix IV of the Federal CCR Rule (40 CFR 257, Subpart D). Because the COCs are metals and thus do not have the potential to release contaminants through vapor, there is not a potential for soil vapor contamination.

Potential contaminant migration pathways are outlined in Figure 7-2. Multiple potential contaminant pathways were evaluated for the site (as shown in Figure 7-2) to determine which could be complete. The anticipated potential contaminant migration path is likely to impact soil in close proximity to the former impoundments and with leaching to the shallow groundwater underlying the former impoundments. Impacts by the potential COCs to the soil would likely be limited to material directly underlying the former impoundments or a short distance downgradient. The clay and silt material is likely to adsorb the metal constituents and retard further migration. Additional migration of COCs at the Site would likely follow shallow advective groundwater flow east toward the Little Blue River. After leaving the Site, groundwater flows to the east through a low-lying vegetated area, agricultural field, under the Little Blue Parkway, another agricultural field, and ultimately reaches the Little Blue River. Based on hydraulic conductivities determined through slug tests at the Site (Section 5.3), the estimated time of travel for groundwater from the eastern perimeter of the Site to the nearby agricultural field is approximately 11 to 22 years, whereas travel time to the Little Blue River is approximately 1,200 years. There are no known underground utilities or flow boundaries at the Site that would potentially intercept and redirect COC migration in the groundwater flow.

27

An objective of routine monitoring of the groundwater at the Site in accordance with the MSOP and 40 CFR 257 will be to identify concentrations of COCs in the groundwater at the Site to evaluate potential downstream impacts.

7.1.6 Spatial and Temporal Distribution of COCs Soil and groundwater data collected from the boreholes and resulting monitoring wells indicate the presence of potential COCs upgradient and downgradient of the former impoundments. The COCs that exceed MRBCA default soil levels include arsenic and lead. In addition, COCs that exceeded EPA’s MCLs in groundwater included arsenic, cobalt, and lithium.

7.1.7 Receptor Exposure Pathways As discussed in Section 7.1.5, potential migration of COCs from the former impoundments could potentially occur via leaching due to the influence of meteoric water infiltration or groundwater influx through the former impoundments. The primary potential exposure pathways are shallow groundwater and surface water features. The closest perennial surface water feature downgradient of the Site is the Little Blue River, which is located approximately 0.5 miles southeast of the Site (Figure 2-1). Other potential exposure pathways may include, but are not limited to, wetland, agricultural land, and ephemeral surface waters via shallow groundwater. However, the risk associated with these potential exposure routes are the same as the routes identified for shallow groundwater. Potential COC concentrations are anticipated to decrease downgradient of the Site due to adsorption of metals to clay particles in the soil and dilution.

Risks to potential receptors include the following: • Risk of ingestion: The risk of ingestion due to drinking water contamination from the Site is anticipated to be low because there are no drinking water wells currently located in the groundwater flow path directly between the Site and the Little Blue River, which discharges to the Missouri River. Therefore, currently there is no complete exposure pathway for ingestion. The shallow groundwater in the area is considered to be low quality and to have low recharge capability. In addition, in comparison to the low quality water in the shallow subsurface, the City of Independence is capable of providing high quality potable water to its residents through its municipal drinking water system which reduces the need for private shallow drinking water wells.

A secondary risk could come from the ingestion of agricultural products grown in the areas to the east of the former impoundments. The closest agricultural area is identified on Figure 4-5. Uptake of metals via groundwater/surface water can result in the concentration of metals in the plant.

• Risk of dermal contact: The risk of adverse dermal contact from contaminants at the site is anticipated to be low. Potential current or future dermal contact may include, but is not limited to, soil excavation due to construction. Regarding dermal contact that could occur during construction activity, the exposure pathway is incomplete because IPL could limit access to potentially impacted soil, or use institutional/physical controls to reduce the potential for dermal contact. In addition, the area of the former impoundments is covered by an environmental lien or deed restriction preventing construction that would penetrate or disturb the cap.

28

8.0 Conclusions This Site Characterization Report for the closed CCR impoundments at the IPL Blue Valley Facility was completed to assess the current conditions of the geology/hydrogeology at the Site and gain an understanding of the potential for COCs located within the former impoundments to impact downgradient receptors. The results of the investigation have been summarized in the previous sections and the conclusions and recommendations based on those results are outlined in the following paragraphs.

8.1 Site Soil and Groundwater Analytical results for the soil samples collected from the upgradient boring locations indicate that the native materials at the Site contain concentrations of metals that exceed the MRBCA Default Target Levels. These naturally-occurring metals in the native materials are also typical metals associated with CCR. All five of the soil samples collected upgradient of the former impoundments contained concentrations for arsenic and lead in exceedance of the MRBCA Default Target Levels. Although cobalt does not exceed the MRBCA Default Target Levels, the concentrations detected in the soil samples are consistent with concentrations detected in the groundwater samples. Therefore, native soil around the former impoundments are likely to be a source for metals in the groundwater.

Upgradient and downgradient groundwater sample concentrations indicate that the groundwater contains metals concentrations. Metals concentrations for arsenic and lithium exceed the MCLs in upgradient and downgradient wells. As a result, groundwater monitoring in compliance with the proposed GMSAP will monitor these and other parameters to identify their potential source and representativeness in the shallow groundwater.

8.2 Groundwater Flow Results of the site characterization indicates that the shallow groundwater underlying the site migrates slowly and due to the fine-grained nature/low permeability of the unconsolidated units underlying the former impoundments and lack of potential receptors, the impact to groundwater resources downgradient of the Site is low.

The groundwater model confirms observations made regarding groundwater flow and direction. The groundwater flow at the Site is: • primarily to the east/southeast; • flow direction is consistent between the active and closed periods of the former impoundments; • groundwater underlying the former impoundments migrates primarily through the sand layers in the unconsolidated units; and • groundwater model flow direction simulations are consistent with observed groundwater flow.

29

Based on the results of the modeling, infiltration of precipitation through the engineered cap does not represent a significant change in the recharge of the downgradient wells and would likely be slow to leach metals into the underlying groundwater. Additionally, the groundwater modeling results indicate that potential groundwater influx into the former impoundments would be limited to only the northwest corner of the impoundment area. Since groundwater contact with the impoundment material is limited, it is unlikely that leaching of metals from CCR materials is occurring via lateral groundwater movement through the former impoundment. In addition, to date, groundwater elevations measured from groundwater wells do not indicate that groundwater is migrating through CCR materials in the northwest corner of the impoundment area. Therefore, the potential for COCs to migrate is primarily via vertical leaching of the low volumes of meteoric water that have infiltrate through the engineered cap. As stated above, the model confirmed the groundwater flow direction for the active and closed periods of the former impoundment. Since the groundwater flow at the Site is primarily to the east, installation of additional monitoring wells to the south of the former impoundments is unlikely to provide any significant additional analytical data that would aid in characterizing the Site.

8.3 Potential COC Migration The CSM indicates that although there are potential pathways that COCs could migrate towards receptors, many of them are incomplete. Figure 7-1 illustrates the two complete pathways for COCs to migrate to receptors from the former impoundments: • advective shallow groundwater transport; and • dermal contact with impacted soil/CCR overlying or immediately adjacent to the impoundments.

Groundwater flow would transport potential COCs east towards the Little Blue River. The primary exposure route in the groundwater flow path is the vegetated area and agricultural field directly to the east of the Facility. The exposure pathway could be completed via potential uptake of metals into agricultural crops and ingestion of those crops. There are no nearby direct drinking water sources in the groundwater flow path. Direct human ingestion of shallow groundwater from any future wells east of the former impoundments as drinking water is unlikely due to the poor water quality and low capacity for supply.

Based on the calculated interstitial velocity for the groundwater, the distance to the nearest agricultural fields, and construction date of the impoundments, potentially impacted groundwater could migrate to the fields in 11 to 22 years. It is unknown if the agricultural products from the agricultural field are meant for direct human consumption. The potential receptor for this field could be an animal feeding operation. In addition, it is likely that the clay material in the subsurface underlying the impoundments and likely downgradient of the former impoundments would adsorb metals and reduce concentrations migrating offsite thereby reducing the potential impact of the COCs. Dermal contact with impacted soil/CCR around the former impoundments, particularly by a construction worker, is a second complete receptor pathway. Currently, there is no construction work planned for the former impoundments in the near future; however, there is the possibility for work to occur at some time 30

in the future. This possibility is deemed remote because the area of the former impoundments is covered by an environmental lien or deed restriction preventing construction that would penetrate or disturb the cap. This pathway could be complete for an onsite non-resident worker as well. However, since the Facility is being decommissioned, that scenario is less likely. Although this exposure pathway is complete, dermal contact with impacted materials during construction work could be mitigated by implementing project controls.

8.4 Recommendations for Future Work The next phase of this project includes the development of a GMSAP for long-term groundwater monitoring. The following discussion includes recommendations to be included as part of the GMSAP development and additional work that would further characterize the Site.

1. Due to the low hydraulic conductivities calculated for the former impoundments and the observed low recharge rates, it is recommended that passive sampling methods be considered for the long-term monitoring work. Collecting groundwater samples from the upgradient wells is likely to be a time consuming process and it may be difficult to provide a representative, unbiased sample utilizing standard low-flow sampling techniques.

2. Re-attempt slug testing of one of the upgradient wells. This would provide information to calculate a hydraulic conductivity for the western portion of the former impoundments and gain a better understanding of the subsurface material heterogeneities and anisotropy.

31

9.0 References Barr, 2019. Blue Valley Coal Combustion Residuals Impoundment Site Characterization Work Plan, Independence Power and Light Blue Valley Power Plant, Independence, Missouri. April 2019.

Bohling, G. C., Jin, W., and Butler, Jr., J. J. 2011. Kansas Geological Survey Barometric Response Function Software User’s Guide, Kansas Geological Survey Open-File Report No. 2011-10, 23 p. and Addendum.

Burns and McDonnell, 1977. City of Independence, Missouri, Blue Valley Generating Station Ash Pond Addition and Other Improvements, May 1977.

Driscoll, F. G., 1986. Groundwater and Wells, 2nd edition. Johnson Filtration Systems, Inc., St. Paul, MN, 1089 p.

Duffield, G. M., 2007. AQTESOLV for Windows, Version 4.5 User’s Guide. Software Manual. HydroSOLVE, Inc., Reston, VA. 527 p.

Freeze, R. A. and J. A. Cherry, 1979. Groundwater, Prentice-Hall, Inc., Englewood Cliffs, New Jersey, 604p.

Independence, City of, 2020. Independence, MO Zoning and City Wide Information Website, URL: http://independence.maps.arcgis.com/apps/OnePane/basicviewer/index.html?appid=9047d96e4c634bb7 8f03019c68b0ad81 Accessed July – September, 2019 Missouri Department of Natural Resources, 2018. Geosciences Technical Resources Assessment Tool Website, URL: https://dnr.mo.gov/geology/geostrat.htm. Accessed January 2020.

Missouri Department of Natural Resources, 2010. Guidance for Conducting a Detailed Hydrogeologic Site Characterization and Designing a Groundwater Monitoring Program, December 10, 2010.

Missouri Department of Natural Resources Division of Geology and Land Survey, 1997. Groundwater Resources of Missouri, Don E. Miller, 1997.

Purdue University, 2020. Primary Distinguishing Characteristics of Level III Ecoregions of the Continental United States Website, URL: https://hort.purdue.edu/newcrop/cropmap/ecoreg/descript.html#40. Accessed July – September, 2019.

Sanford, W.E. and D.L. Selnick, 2013. Estimation of Evapotranspiration across the Conterminous United States Using a Regression with Climate and Land Cover Data, Journal of the American Water Resources Association Vol 49, No. 1, February 2013.

SCS Engineers, 2017. CCR Clean Closure in New Sedimentation Pond Construction Area, June 2017.

SCS Engineers, 2017. Summary Report Blue Valley Power Station Coal Combustion Residual Material Characterization Project, August 2017.

32

SCS Engineers, 2018. Ash Impoundment Closure Report, April 2018. University of Missouri, 2020. Missouri Climate Center Website, URL: http://climate.missouri.edu/data.php. Accessed July – September, 2019 U.S. Climate Data, 2020. Website, URL: https://www.usclimatedata.com/climate/independence/missouri/united-states/usmo0441 Accessed July – September, 2019 US Department of Agriculture, 1984. Soil Survey of Jackson County, Missouri. September 1984.

33

Tables

TABLE 1-1 GROUNDWATER ANALYTICAL DATA SUMMARY

Parameter Effective Date Exceedance Key General Parameters Carbon, total organic Chemical Oxygen Demand Chloride Fluoride Halides, total organic Halides, total organic Hardness, as CaCO3 Nitrogen, nitrate + nitrite, as N Nitrogen, nitrate, as N Nitrogen, nitrite, as N Solids, total dissolved Sulfate, as SO4 Metals Aluminum Antimony Arsenic Barium Beryllium Boron Cadmium Chromium Chromium, hexavalent Chromium, trivalent Cobalt Copper Iron Lead Lithium Magnesium Manganese Mercury Molybdenum Nickel Selenium Silver Sodium Thallium Zinc Aluminum Antimony Arsenic Barium Beryllium Boron Cadmium Calcium Chromium Chromium, hexavalent Chromium, trivalent Cobalt Copper Iron Lead Lithium Magnesium Manganese Mercury Molybdenum Nickel Selenium Silver Sodium Thallium Zinc Radiochemical Parameters Radium 226 Radium 228

Total or Dissolved Units

EPA Maximum Contaminant Levels 04/01/2012 Bold

Location Date Sample Type EPA Maximum Contaminant Levels 40 CFR 257.95(h)(2) 04/01/2012 Underline

MW-7 8/08/2019 N

MW-8 8/08/2019 N

MW-9 8/08/2019 N

MW-10 8/08/2019 N

MW-11 8/09/2019 N

TW-1 8/09/2019 N

TW-2 9/05/2019 N

TW-4 8/09/2019 N

TW-5 9/05/2019 N

NA

mg/l

NA

mg/l

NA

mg/l

NA

mg/l

4

NA

mg/l

NA

ug/l

NA

ug/l

NA

mg/l

10

NA

mg/l

10

NA

mg/l

1

NA

mg/l

NA

mg/l

< 1.0 19.9 53.2 0.23 -< 100 471000 < 0.10 < 0.10 < 0.10 721 271

< 1.0 12.4 33.7 < 0.20 -< 100 568000 < 0.10 < 0.10 < 0.10 752 220

1.7 12.2 18.6 0.50 -< 100 493000 < 0.10 < 0.10 < 0.10 634 12.4

5.5 29.8 2.9 0.30 -< 100 246000 < 0.10 < 0.10 < 0.10 434 2.4

1.1 -48.8 < 0.20 -< 100 271000 < 0.10 < 0.10 < 0.10 467 2.0

3.5 -67.8 0.52 -< 100 198000 0.13 0.13 < 0.10 728 88.7

2.7 10.8 34.8 1.1 < 0.100 -50000 < 0.10 < 0.10 < 0.10 608 37.8

19.5 -1.8 0.36 * -- < 100 78900 < 0.10 < 0.10 < 0.10 968 3.0

3.4 30.8 34.2 1.1 < 0.100 -49300 < 0.10 < 0.10 < 0.10 611 38.5

Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved mg/l Dissolved mg/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Dissolved ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total mg/l Total mg/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l Total ug/l

6 10 2000 4 5 100 0.1 (14) 0.1 (14) 1300 TT(12) 15 TT(12) 2 50 2 6 10 2000 4 5 100 0.1 (14) 0.1 (14) 1300 TT(12) 15 TT(12) 2 50 2

< 75.0

< 75.0

< 75.0

< 75.0

< 75.0

< 75.0

< 75.0

92.4

< 75.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 10.0

13.2

29.3

32.8

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

198

1020

637

555

387

99.9

49.4

161

44.6

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

1570

< 100

< 100

122

< 100

724

1440

< 100

1350

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

11.1

< 5.0

< 0.010

< 0.010

< 0.010

< 0.010

< 0.010

< 0.010

< 0.010 *

0.014

< 0.010

< 0.010

< 0.010

< 0.010

< 0.010

--

--

< 0.010

--

< 0.010

6

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

4360

11900

6780

21300

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

15

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

40

12.1

18.2

< 10.0

19.2

< 10.0

32.7

11.4

447

10.3

23800

33600

36800

16000

19500

13100

4060

< 50.0

3770

8410

4390

2390

817

1190

171

58.3

< 5.0

53.8

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

0.37

< 0.20

100

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

23.0

< 20.0

22.9

8.9

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

23600

11000

78300

63400

44700

225000

219000

88600

203000

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

112

222

199

683

877

13600

369

384

252

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 10.0

11.3

30.6

37.0

< 10.0

15.1

< 10.0

< 10.0

< 10.0

205

1010

630

564

402

191

59.1

197

52.6

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

< 1.0

1460

< 100

< 100

127

< 100

720

1370

< 100

1400

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

149000

172000

137000

71900

76400

49600

13300

31300

13000

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

32.0

< 5.0

11.9

< 5.0

< 0.010

< 0.010

< 0.010

< 0.010 *

< 0.010

< 0.010

< 0.010 *

0.015

< 0.010

< 0.010

< 0.010

< 0.010

< 0.010

--

--

< 0.010

--

< 0.010

6

< 5.0

< 5.0

< 5.0

< 5.0

< 5.0

8.4

< 5.0

< 5.0

< 5.0

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

25.1

< 10.0

< 10.0

< 10.0

4810

14300

7530

22100

852

21300

536

524

304

15

< 10.0

< 10.0

< 10.0

< 10.0

< 10.0

11.1

< 10.0

< 10.0

< 10.0

40

12.8

19.3

< 10.0

19.7

< 10.0

62.5

< 10.0

464

< 10.0

23900

33500

36400

16200

19500

18100

4070

188

4060

8480

4330

2370

883

1210

515

69.6

16.0

60.0

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

< 0.20

100

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

23.2

< 20.0

25.1

7.8

< 5.0

< 5.0

< 5.0

< 5.0

28.2

< 5.0

< 5.0

< 5.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 15.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

< 7.0

22000

11000

75100

63400

44800

218000

213000

90600

215000

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 20.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

< 50.0

194

55.0

< 50.0

NA

pCi/l

NA

pCi/l

5 (13) 5 (13)

1.48 +/- 0.878 2.47 +/- 1.01 2.63 +/- 1.13 1.67 +/- 0.820 1.51 +/- 0.696 1.86 +/- 0.791 0.976 +/- 0.732 3.24 +/- 1.57 2.20 +/- 1.05

< 0.778

< 0.757

< 0.817

< 1.16

< 0.817

< 0.745

< 1.10

< 1.51

< 1.15

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Data Footnotes and Qualifiers

-N FD * NA (14) (13) TT(12)

Barr Standard Footnotes and Qualifiers Not analyzed/Not available. Sample Type: Normal Sample Type: Field Duplicate Estimated value, QA/QC criteria not met. NA (not applicable) indicates that a fractional portion of the sample is not part of the analytical testing or field collection procedures.

EPA Maximum Contaminant Levels Based on the criteria for chromium, total. Based on the criteria for combined radium 226 and 228. Copper action level 1.3 mg/l; lead action level 0.015 mg/l.

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TABLE 4-1 SOIL ANALYTICAL DATA SUMMARY

Parameter Effective Date Exceedance Key General Parameters Chloride Extractable organic halogens Fluoride Moisture Nitrogen, nitrate, as N Nitrogen, nitrite, as N pH Solids, total Sulfate, as SO4 Metals Aluminum Antimony Arsenic Barium Beryllium Boron Cadmium Calcium Chromium Chromium, hexavalent Chromium, trivalent Cobalt Copper Iron Lead Lithium Magnesium Manganese Mercury Molybdenum Nickel Selenium Silver Sodium Thallium Zinc Radiochemical Parameters Radium 226 Radium 228

Units

Location Date Depth Sample Type Missouri Table 3-1 Default Target Levels 10/17/2013 Bold

BH-1 8/02/2019 15 ft N

BH-1 8/02/2019 25 ft N

BH-2 8/04/2019 12 ft N

BH-4 8/01/2019 16 ft N

BH-4 8/01/2019 66 ft N

BH-11 8/05/2019 20 ft N

mg/kg mg/kg mg/kg % mg/kg mg/kg pH units % mg/kg

< 126 < 32.7 < 25.3 22.0 < 12.6 < 12.6 6.7 76.5 < 126

< 125 < 31.9 < 25.1 21.5 < 12.5 < 12.5 7.3 78.3 < 125

< 123 < 31.5 < 24.5 20.6 < 12.3 < 12.3 6.8 79.3 < 123

< 126 < 31.5 < 25.1 19.9 < 12.6 < 12.6 6.9 79.3 < 126

< 114 < 28.5 < 22.9 13.0 < 11.4 < 11.4 8.2 87.7 < 114

< 133 < 33.1 < 26.5 24.9 < 13.3 < 13.3 8.0 75.5 < 133

mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg

3.89 SDC 2040 GWP 9.31 GWP 0.00159 GWP 74600 SDC 3.74 GWP 6.27 GWP

18200 < 1.0 9.1 243 0.82 < 10.0 < 0.50 3930 20.0 < 1.31 20.0 9.4 15.3 22600 13.8 -3700 815 < 0.060 < 2.0 21.7 < 1.5 < 0.70 75.0 < 2.0 67.9

20100 < 1.1 6.4 135 0.92 < 11.0 < 0.55 4590 25.5 < 1.28 25.5 11.5 17.6 20800 13.2 -4030 282 < 0.049 < 2.2 25.0 < 1.6 < 0.77 87.0 < 2.2 63.5

17600 < 1.2 12.2 309 0.93 < 11.7 < 0.58 3550 19.5 < 1.26 19.5 12.3 16.1 25400 17.1 -3470 709 < 0.043 < 2.3 20.4 < 1.7 < 0.82 82.9 < 2.3 60.7

21800 < 1.2 6.8 224 0.88 < 12.0 < 0.60 2980 22.2 < 1.26 22.2 9.6 14.9 21000 13.0 -3700 704 < 0.055 < 2.4 20.8 < 1.8 < 0.84 110 < 2.4 54.4

10700 < 0.88 6.5 62.9 0.72 < 8.8 < 0.44 15900 18.6 < 1.14 18.6 15.8 15.0 33200 5.2 -6250 1070 < 0.052 < 1.8 22.6 < 1.3 < 0.62 377 < 1.8 32.0

13200 < 1.2 14.4 346 0.90 < 11.9 < 0.59 3510 15.8 < 1.32 15.8 9.5 18.0 25500 14.6 9.1 3080 1270 < 0.042 < 2.4 25.7 < 1.8 < 0.83 368 < 2.4 70.7

pCi/g pCi/g

1.758 +/- 0.334 1.747 +/- 0.354 1.248 +/- 0.376 1.596 +/- 0.316 4.337 +/- 0.763 1.510 +/- 0.332 1.732 +/- 0.522 1.531 +/- 0.507 1.722 +/- 0.435 1.780 +/- 0.456 1.559 +/- 0.432 1.687 +/- 0.440

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N GWP SDC

Data Footnotes and Qualifiers

Sample Type: Normal

Barr Standard Footnotes and Qualifiers

Missouri Table 3-1 Default Target Levels Protection of domestic groundwater use pathway Direct contact pathway

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Table 4-2 Waste Analytical Data Summary

Location IPL TCLP 1

Date 7/29/2019

Sample Type

N

Parameter TCLP Metals Arsenic Barium Cadmium Chromium Lead Mercury Selenium Silver

Units mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l

< 0.50 < 2.5 < 0.050 < 0.10 < 0.50 < 0.0020 < 0.50 < 0.10

WC-2 8/09/2019 N < 0.50 < 2.5 < 0.050 < 0.10 < 0.50 < 0.0020 < 0.50 < 0.10

TLCP: Toxicity Leaching Characteristic Procedure

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N

Sample Type: Normal

Data Footnotes and Qualifiers Barr Standard Footnotes and Qualifiers

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Well ID MW-1 MW-2 MW-3 MW-4 MW-5 MW-6 MW-7

Workplan Installation

ID

Date

B-7

6/26/2019

TABLE 4-3 MONITORING WELL CONSTRUCTION SUMMARY

Well Type

Surface Elevation (Feet) 1

Riser Elevation (Feet) 1

Riser Height (Feet) 1

Borehole Diameter (Inches)

Permanent

188.86

191.34

29.75

8.25

B-8

6/25/2019

Permanent

186.76

189.26

30.00

8.25

B-9

6/25/2019

Permanent

181.87

184.35

29.75

8.25

B-10

6/25/2019

Permanent

183.30

184.92

19.50

8.25

B-11

8/5/2019

Permanent

185.18

187.41

26.75

6

B-1

8/2/2019

Permanent

204.06

205.91

22.25

6

B-2

8/4/2019

Permanent

202.26

204.11

22.25

6

MW-8

B-4

8/2/2019

Permanent

204.53

206.36

TW-32

B-6

7/31/2019 Abandoned

Notes: (1) Elevations are based on an arbitrary fixed survey point of 200 feet. (2) Well decomissioned

194.51

196.41

22 22.75

6 6 (0-116 ft bgs) 5 (116-131.5 ft bgs)

Riser Pipe Diameter (Inches) 2 2 2 2 2 2 2 2

Riser Pipe Material Schedule 40 PVC Schedule 40 PVC Schedule 40 PVC Schedule 40 PVC Schedule 40 PVC Schedule 40 PVC Schedule 40 PVC Schedule 40 PVC

1.5

Schedule 80 PVC

Screened Interval (Feet) 1

Top

Bottom

173.86

153.86

171.76

151.76

166.87

146.87

171.30

141.30

139.18

129.18

138.06

133.06

122.26

112.26

138.53

128.53

83.18

73.18

TABLE 4-4 WATER LEVEL SUMMARY

Well Number

MW-1

Workplan Number

B-7

Surface Elevation

Riser Elevation

Depth to

Reading

Water1

7/31/2019 8.27

8/3/2019

8/4/2019

8/5/2019

8/6/2019

8/7/2019

8/8/2019 7.90

8/9/2019

8/23/2019

9/5/2019 7.72

9/12/2019 7.80

9/27/2019 7.47

10/4/2019 6.94

10/11/2019 6.80

10/18/2019 7.22

10/25/2019 7.24

11/1/2019 7.06

11/15/2019 7.37

11/22/2019 7.12

12/6/2019 7.11

12/13/2019 7.15

12/20/2019 7.01

12/27/2019 7.18

1/3/2019 6.87

1/9/2019 6.90

Riser Heights (in)

29.75

MW-1 B-7 188.86 191.34 Groundwater Elevation 183.07 183.44 183.62 183.54 183.87 184.40 184.54 184.12 184.10 184.28 183.97 184.22 184.23 184.19 184.33 184.16 184.47 184.44

MW-2 B-8 Depth to Water1 5.89 6.05 7.00 5.62 5.61 5.45 5.12 5.09 5.20 5.25 5.34 5.35 5.26 5.22 5.20 5.22 5.29 5.04 5.00 30.00

MW-2 B-8 186.76 189.26 Groundwater Elevation 183.37 183.21 182.26 183.64 183.65 183.81 184.14 184.17 184.06 184.01 183.92 183.91 184.00 184.04 184.06 184.04 183.97 184.22 184.26

MW-3 B-9 Depth to Water1 6.36 6.75 5.68 5.59 5.32 5.09 4.94 5.46 5.33 5.34 5.35 5.03 5.00 5.21 5.31 5.01 4.89 5.05 29.75

MW-3 B-9 181.87 184.35 Groundwater Elevation 177.99 177.60 178.67 178.76 179.03 179.26 179.41 178.89 179.02 179.01 179.00 179.32 179.35 179.14 179.04 179.34 179.46 179.30

MW-4 B-10 Depth to Water1 5.14 6.15 5.29 5.39 4.69 4.51 4.29 4.20 4.24 4.12 4.20 4.19 3.90 3.84 3.89 3.80 3.59 3.57 19.50

MW-4 B-10 183.30 184.92 Groundwater Elevation 179.78 178.77 179.63 179.53 180.23 180.41 180.63 180.72 180.68 180.80 180.72 180.73 181.02 181.08 181.03 181.12 181.33 181.35

MW-5 B-11 Depth to Water1 7.01 10.02 9.66 9.64 9.51 9.12 9.00 9.04 9.18 9.53 9.65 9.44 9.31 9.45 9.42 9.55 9.26 9.20 26.75

MW-5 B-11 185.18 187.41 Groundwater Elevation 180.40 177.39 177.75 177.77 177.90 178.29 178.41 178.37 178.23 177.88 177.76 177.97 178.10 177.96 177.99 177.86 178.15 178.21

MW-6 B-1 Depth to Water1 45.35 8.30 19.29 39.69 53.71 29.91 23.59 22.80 22.04 21.25 21.65 21.45 21.38 21.32 21.31 21.41 21.48 21.45 21.47 21.45 21.30 21.25 22.25

MW-6 B-1 204.06 205.91 Groundwater Elevation 160.56 197.61 186.62 166.22 152.20 176.00 182.32 183.11 183.87 184.66 184.26 184.46 184.53 184.59 184.60 184.50 184.43 184.46 184.44 184.46 184.61 184.66

MW-7 B-2 Depth to Water1 16.25 85.24 86.15 37.61 43.98 38.88 NM* 22.68 20.13 18.62 17.92 17.38 17.00 16.80 16.69 16.75 16.71 16.68 16.61 16.60 22.25

MW-7 B-2 202.26 204.11 Groundwater Elevation 187.86 118.87 117.96 166.50 160.13 165.23 181.43 183.98 185.49 186.19 186.73 187.11 187.31 187.42 187.36 187.40 187.43 187.50 187.51

TW-3 B-6 Depth to Water1 52.30 108.42 105.50 105.50 104.92 77.27 70.70 88.78 67.53 58.28 51.01 45.23 40.54 36.87 32.05 30.21 27.64 26.54 25.48 24.78 24.21 23.30 22.75

TW-3 B-6 194.51 196.41 Groundwater Elevation 144.11 87.99 90.91 90.91 91.49 196.41 196.41 196.41 119.14 125.71 107.63 128.88 138.13 145.40 151.18 155.87 159.54 164.36 166.20 168.77 169.87 170.93 171.63 172.20 173.11

MW-8 B-4 Depth to Water1 5.28 85.00 68.90 60.24 55.32 47.73 44.20 41.31 38.13 35.50 33.51 20.24 20.15 19.90 20.25 19.96 19.94 19.86 19.70 22.00

MW-8 B-4 204.53 206.36 Groundwater Elevation 201.08 121.36 137.46 146.12 151.04 158.63 162.16 165.05 168.23 170.86 172.85 186.12 186.21 186.46 186.11 186.40 186.42 186.50 186.66

NM* = Due to slug test being performed at monitoring well 1 : Measured from Riser

TABLE 5-1 GROUNDWATER SAMPLING CONSTITUENT LIST

Metals (Total and Dissolved) Aluminum Antimony Arsenic Barium Beryllium Boron Cadmium Chromium III Chromium VI Cobalt Copper Iron Lead Lithium Magnesium Manganese Mercury Molybdenum Nickel Selenium Silver Sodium Thallium Zinc

Field Parameters Oxidation-Reduction Potential (ORP) pH Specific Conductance Other Calcium Chemical Oxygen Demand (COD) Chloride Fluoride Hardness as CaCO3 Nitrate+Nitrite Radium 226 Radium 228 Sulfate as SO4 Total Dissolved Solids (TDS) Total Halogens (TOX) Total Organic Carbon (TOC)

TABLE 5-2 AQTESOLV TEST RESULTS SUMMARY

Well MW-1 MW-1 MW-2 MW-2 MW-2 MW-3 MW-3 MW-4 MW-4

Project Information

Aquifer Data

Borehole

Slug Type and File Name*

Sat. Anisotrophy

Test Date Thickness

Ratio

Aquifer material

Initial Displacement

Total Penetration Depth (TOR)

Casing Radius

BH-7 BH-7 BH-8 BH-8 BH-8 BH-9 BH-9 BH-10 BH-10

ft

Kz/Kr

MW 7 Slug In 1645_2019-08-05_16-11-21-080

8/3/2019

5

1

fine sand

MW 7 Slug Out 1614_2019-08-05_16-10-36-458

8/3/2019

5

1

fine sand

MW 8 Slug In 1615_2019-08-05_16-39-11-735

8/5/2019

15

1

silt

MW 8 Slug Out 0811_2019-08-06_08-43-22-853

8/6/2019

15

1

silt

MW 8 Slug Out 1825_2019-08-06_18-53-47-311

8/6/2019

15

1

silt

MW 9 Slug In 1152_2019-08-06_12-33-23-305

8/6/2019

10

1

sand

MW 9 Slug Out 1234_2019-08-06_13-12-43-858

8/6/2019

10

1

sand

MW 10 Slug In 1520_2019-08-06_15-56-00-065

8/6/2019

11.5

1

silty clay, clay

MW 10 Slug Out 1558_2019-08-06_1643-59-196

8/6/2019

11.5

1

silty clay, clay

* AMS2 reviewed and clipped most data series (front-end data) to produce more accurate curves in AQTESOLV

ft 0.848 1.009 0.949 0.881 1.054 1.041 0.955 0.904 1.614

ft 36.6 36.6 37.25 37.25 37.25 35 35 45 45

ft 0.083 0.083 0.083 0.083 0.083 0.083 0.083 0.083 0.083

Well Data

Depth to Static Water

Water

Column

(TOR)

Height

ft 25.14 25.2 22.05 22.16 22.09 21.256 21.256 33.45 33.451

ft 11.46 11.4 15.2 15.09 15.16 13.744 13.744 11.55 11.549

Screen Length ft 17.5 17.5 20 20 20 20 20 30 30

Depth to Top of Well Screen ft 19.1 19.1 17.25 17.25 17.25 15 15 15 15

Well Radius ft 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Gravel Pack Porosity 0 0 0 0 0 0 0 0 0

Aquifer Model Confined Confined Unconfined Unconfined Unconfined Confined Confined Unconfined Unconfined Average

ft/day 3.37E-01 3.08E-01 4.54E-01 3.88E-01 3.17E-01 2.76E-01 1.93E-01 1.79E-01 1.71E-01 2.84E-01

Solution K cm/sec 1.2E-04 1.1E-04 1.6E-04 1.4E-04 1.1E-04 9.7E-05 6.8E-05 6.3E-05 6.0E-05 1.00E-04

log of geomean sand -1.0807945 silt/clay -1.075376

Solution

y0

Method

Bouwer-Rice Bouwer-Rice Bouwer-Rice Bouwer-Rice Bouwer-Rice Bouwer-Rice Bouwer-Rice Bouwer-Rice Bouwer-Rice

ft 0.5807 0.6519 0.6733 0.5704 0.6457 0.7128 0.5509 0.907 0.9351 6.64E-01

Figures

Barr Footer: ArcGIS 10.7.1, 2020-04-10 09:33 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 1-1 Site Location.mxd User: MRQ

£¤24 Spring Branch Creek HUC12: Burr Oak Creek-Little Blue River 103001010207

Fire Prairie Creek W Unnamed Tributary to

Little Blue River

HUC12: Little Blue River 103001010208

Jackson County HUC8: Lower Missouri-Crooked 10300101

7

Little Blue River

est

78 78

Perennial Stream or River Intermittent Stream, River, or Wash Property Boundary HUC12 Watershed Boundary Wetlands (NWI) Freshwater Emergent Wetland Freshwater Forested/ Shrub Wetland Freshwater Pond Other Riverine

78 7

Bur r Oak Creek

FF

!;N

0

1,000 2,000 3,000

Feet

SITE LOCATION Independence Power & Light Independence, Missouri

Copyright:© 2013 National Geographic Society, i-cubed

FIGURE 1-1

Barr Footer: ArcGIS 10.7.1, 2020-05-04 11:32 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 2-1 Site Layout.mxd User: MRQ

4TH ST

Closed Union Pacific Railroad LITTLE BLUE PKWY

Earley Machine LLC

HEMCO Corporation Independence School District Transportation Complex

Bottom Ash Impoundment (Closed) Bottom Ash Impoundment (Clean Closure and Converted to a Sedimentation Basin)

North Fly Ash Impoundment (Closed) !?

South Fly Ash Impoundment (Closed)

POWELL RD

RANSON ST RANSON PL POWELL RD

Continental

!?

Manufacturing

Midwest Directional Services Watco Manufacturing Co.

TRUMAN RD 78 Barbour Concrete Company

13TH TER

Closed Railroad Property Boundary

Metal Sale Manufacturing Corporation

!;N

0

450

Feet

Note: Property boundary obtained from Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, February 2020 SITE LAYOUT Independence Power & Light Independence, Missouri FIGURE 2-1

Barr Footer: ArcGIS 10.7.1, 2020-05-04 10:33 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 2-2 Monitoring Well Locations.mxd User: MRQ 4TH ST

BH-4/MW-08 !?

BH-1/MW-06 !?

BH-7/MW-01 !> BH-8/MW-02 !>

BH-2/MW-07 !? #*BH-6/TW-03

BH-9/MW-03 !> BH-10/MW-04 !>

BH-11/MW-05 !>

POWELL RD

Closed Union Pacific Railroad LITTLE BLUE PKWY

POWELL RD

#* Abandoned Well !> Downgradient Monitoring Well !? Upgradient Monitoring Well Property Boundary

Closed Railroad

TRUMAN RD

Note:

78

Property boundary obtained from

Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, February 2020

!;N

MONITORING WELL LOCATIONS

0

175

350

525

Independence Power & Light

Feet

Independence, Missouri

FIGURE 2-2

Barr Footer: ArcGIS 10.7.1, 2020-04-10 09:42 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 3-1 Land Use.mxd User: MRQ

Closed Union Pacific Railroad

Unnamed Tributary to Litt

George

Owens

Nature

Spring Park

Branch

Creek

le Blu e R iver 78 Little Blue Park

Closed Union Pacific Railroad

!?.

78

Bur

r Oak Creek

Little Blue River

Closed Railroad NLCD 2016 Land Cover

Perennial Stream or River Intermittent Stream, River, or Wash Property Boundary

Open Water Developed, Open Space Developed, Low Intensity Developed, Medium Intensity Devleoped, High Intensity

Note:

!´

!;N 0

1,500 Feet

Property boundary obtained from Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, July 2019

Barren Land (Rock/Sand/Clay) Deciduous Forest

Cultivated Crop Woody Wetlands

!. Unknown

Mixed Forest

Emergent Herbaceous Wetlands

Shrub/Scrub Grassland/Herbaceous Pasture/Hay

Water Wells !? Domestic !´ Irrigation

LAND USE Independence Power & Light Independence, Missouri FIGURE 3-1

860 840 900

890 860

Barr Footer: ArcGIS 10.7.1, 2020-04-10 09:27 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 3-2 Topography.mxd User: MRQ 4TH ST

750 750

765

765 750 755

LITTLE BLUE PKWY

880

770 765

870

775

860 850

820

810

775

770

765

800

830

790780

North Fly Ash Impoundment

(Closed)

770

765 760

760

765 770

765 765

760

765

760

755

760

755

760

760

765

760

Bottom Ash Impoundment (Closed)

760

765

765

Bottom Ash Impoundment (Clean Closure and Converted to a Sedimentation Basin)

765

765 770

780

760

765 770

760

765

760

760

South Fly Ash Impoundment (Closed) 760 765 775 770

Closed Union Pacific Railroad

POWELL RD

780

770

780 780

780

750

TRUMAN RD

750

750

760

78

Closed Railroad Existing Ground Surface

Landfill Surface

Property Boundary

Major Contour (10 ft)

Major Contour (10 ft)

HUC12 Watershed Boundary

Minor Contour (2 ft)

Minor Contour (2 ft)

Note: Property boundary obtained from Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, February 2020

!;N

0

250

Feet

TOPOGRAPHY

Independence Power & Light

500

Independence, Missouri

FIGURE 3-2

POWELL RD 770

Barr Footer: ArcGIS 10.7.1, 2020-05-04 10:38 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 4-1 Cross Section Location.mxd User: MRQ 4TH ST

BH-4/MW-08 !?

BH-1/MW-06 !?

C-C'

BH-7/MW-01 !> BH-8/MW-02 !>

BH-2/MW-07 !?

B-B'

#*BH-6/TW-03

A-A'

BH-9/MW-03 !> BH-10/MW-04 !>

Closed Union Pacific Railroad

BH-11/MW-05 !>

POWELL RD

LITTLE BLUE PKWY

POWELL RD

78

#* Abandoned Well !> Downgradient Monitoring Well !? Upgradient Monitoring Well

Property Boundary Closed Railroad Cross Section Location

TRUMAN RD

Note: Property boundary obtained from Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, February 2020

!;N

CROSS SECTION LOCATIONS

0

175

350

525

Independence Power & Light

Feet

Independence, Missouri

FIGURE 4-1

\\barr.com\projects\Jeff City\25 MO\49\25491019 Groundwater Monitoring Program\WorkFiles\Figures\Cross Sections\Support\Cross Section A-A'_v4.pdf Elevation, Feet (MSL) MW-01 MW-02 MW-03 B - B’ Instersection MW-04 MW-05

A North

770

760 750 740

730

720

710

POORLY GRADED SAND

700

SILT

LEAN CLAY

Railway BALAST SILTY CLAY/ CLAYEY SILT FAT CLAY

A’ South

770

760 FILL

LEAN CLAY

750

WITH

GRAVEL

740

730

720 710 SILT 700

LEGEND Geologic Contact Inferred Geologic Contact Approximate Water table Monitoring Well Screen Monitoring Well

0

200

Approximate Horizontal Scale in Feet 10X Vertical Exaggeration

Figure 4-2 GEOLOGIC CROSS SECTION A-A' IPL Blue Valley Site Characterization

\\barr.com\projects\Jeff City\25 MO\49\25491019 Groundwater Monitoring Program\WorkFiles\Figures\Cross Sections\Support\Cross Section B-B'_v3.pdf Elevation, Feet (MSL) MW-07 MW-03 A-A’ Intersection

B West 780 765

TOPSOIL

750 SILTY CLAY/ CLAYEY SILT 735

720 SILT 705 COAL 690 COAL LEGEND Geologic Contact Inferred Geologic Contact Approximate Water table Monitoring Well Screen Monitoring Well

Bottom Ash Impoundment

South Fly Ash Impoundment

POORLY GRADED SAND

SILTSTONE

0

150

Approximate Horizontal Scale in Feet 10X Vertical Exaggeration

B’ East 780 765 750 LEAN CLAY 735 720 705 690 Figure 4-3 GEOLOGIC CROSS SECTION B-B' IPL Blue Valley Site Characterization

\\barr.com\projects\Jeff City\25 MO\49\25491019 Groundwater Monitoring Program\WorkFiles\Figures\Cross Sections\Support\Cross Section C-C’_v2.pdf Elevation, Feet (MSL)

C West 780

MW-06

SILT

TOPSOIL

770

760 SILTY CLAY/ CLAYEY SILT 750

SILTSTONE 740

SHALE WITH SILT

730

COAL

LIMESTONE AND SHALE

720

INTERBEDDED LIMESTONE AND SHALE WITH OIL 710

LEGEND Geologic Contact Inferred Geologic Contact Approximate Water table Monitoring Well Screen Monitoring Well

0

100

Approximate Horizontal Scale in Feet 10X Vertical Exaggeration

MW-02 A-A’ Intersection

C’ East 780 770 760 FILL 750 740 730 SILT 720 710 Figure 4-4 GEOLOGIC CROSS SECTION C-C' IPL Blue Valley Site Characterization

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POWELL RD 186 185 184 183 182 181 180 Closed Union Pacific Railroad LITTLE BLUE PKWY

4TH ST

MW-07 187.51 !?

187

MW-06 184.66 !?

MW-08 186.66 !?

MW-01 184.44 !> MW-02 184.26 !>

180 "

MW-03

179.3

"

!>

MW-04 181.35 !>

" 179 MW-05 178.21 !>

Downgradient Agricultural Field

POWELL RD

78

!> Downgradient Monitoring Well

Groundwater Contour

!? Upgradient Monitoring Well Property Boundary

(dashed where inferred) " Groundwater Flow Direction

Note:

Closed Railroad

* Not contoured

TRUMAN RD

Note: Property boundary obtained from Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, February 2020

!;N

0

175

350

525

Feet

GROUNDWATER CONTOURS JANUARY 2020 Independence Power & Light Independence, Missouri FIGURE 4-5

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4TH ST Sample TW-1 Total Arsenic: 15.1 µg/L Total Cobalt: 8.4 µg/L Total Lithium: 62.5 µg/L

Sample TW-4 Dissolved Lithium: 447 µg/L Total Lithium: 464 µg/L MW-08 !?

MW-06 !?

MW-01 !>

MW-02 !>

Sample MW-2 Dissolved Arsenic: 13.2 µg/L Total Arsenic: 11.3 µg/L

LITTLE BLUE PKWY

MW-07 !? #*TW-03

MW-03 !>

Sample MW-3 Dissolved Arsenic: 29.3 µg/L Total Arsenic: 30.6 µg/L

MW-04!>

Sample MW-4 Dissolved Arsenic: 32.8 µg/L Total Arsenic: 37.0 µg/L

Closed Union Pacific Railroad

MW-05 !>

POWELL RD

TRUMAN RD

POWELL RD

#* Abandoned Well !> Downgradient Monitoring Well !? Upgradient Monitoring Well

Property Boundary Closed Railroad

78

Maximum Containment Levels

Dissolved Arsenic: 10 µg/L

Total Arsenic: 10 µg/L Total Cobalt: 6 µg/L

0

Dissolved Lithium: 40 µg/L

Total Lithium: 40 µg/L

Note: Property boundary obtained from Jackson County parcel dataset, MO GIS Department.

Imagery: Nearmap, February 2020

!;N

175

350

Feet

GROUNDWATER CONCENTRATIONS 525 Independence Power & Light Independence, Missouri FIGURE 5-1

Barr Footer: ArcGIS 10.7.1, 2020-02-04 15:08 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 6-1 Domain of Groundwater Flow Model and Boundary Condition.mxd User: MRQ SWOPE DR

103001010306 Rush Creek-Missouri River £¤24 291 SALISBURY RD

103001010207

78

Burr Oak Creek-Little Blue River

HOLKE RD

Lazy Branch

£¤24

POWELL RD

BUNDSCHU RD North Impoundment South Impoundment TRUMAN RD Spring Branch

SUE ELLEN AVE

Little Blue Parkway

BLY RD

Little Bl r 103001010208 Little Blue River Closed Union Pacific Railroad 78 Bu rr Oak C

CRENSHAW RD MINTON RD

reek

FERGUSON SPR RD

ue R i v e

BLY RD

JOHNSON RD

103001010601 Headwaters Fire Prairie Creek 7

CHARLTON RD

Approximate Topographic Divide (No Flow Boundary) General Head Boundary Active Railroad Closed Railroad HUC12 Watershed Boundary (USGS) Property Boundary NHD Flowlines (USGS) Artificial Path 1 Intermittent Stream Perennial Stream

Note: 1 Flow path where no obvious channel is present or the channel has been modified by man

West Fire Prairie Creek

LEVEE RD 7 FF

!;N

0

1,250 2,500 3,750

Feet

NECESSARY RD

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

DOMAIN OF GROUNDWATER FLOW MODEL AND BOUNDARY CONDITION City of Independance, MO FIGURE 6-1

Lazy Branch

Barr Footer: ArcGIS 10.7.1, 2020-02-04 15:03 File: I:\Projects\25\49\1019\Maps\Reports\Characterization_Report\Figure 7-1 Downgradient Receptor Map.mxd User: MRQ £¤24 £¤24 7 Closed Union Pacific Railroad

00159884

")

!. 00159885

00159887

00159889 !. 00159890 00161446 00161448

Spring Branch

POWELL RD

POWELL RD

Closed Union Pacific Railroad

00002089 ") 00002900 00002901

4TH ST

BLY RD

78

78 78

TRUMA N RD

Downgradient Agricultural Field CRENSHAW RD

Little Blue River ") 00214660

Burr Oak Creek

") 00332420

Note: 1 Wells downloaded from Missouri DNR's

GeoSTRAT on 2/3/2020

!; 2 Flow path where no obvious channel is present or the channel has been modified by man

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

Property Boundary NHD Flowlines (USGS) Wetlands (NWI)

N

DOWNGRADIENT RECEPTOR

Closed Railroad Wells 1

Artificial Path 2 Intermittent Stream

Freshwater Emergent Wetland

0

1,000 2,000 3,000

MAP

Freshwater Forested/Shrub Wetland

Independence Power & Light

") Water Well !. Monitoring Well

Perennial Stream

Freshwater Pond Riverine

Feet Parcel data obtained from Jackson ") County, MO GIS Department

Independence, Missouri FIGURE 7-1

PRIMARY SOURCES

PRIMARY RELEASE MECHANISM

SECONDARY SOURCES

SECONDARY RELEASE MECHANISM

EXPOSURE MEDIA

Groundwater

Mobilization and Migration

Exposure Route

Onsite NonResident Vapor

Inhalation

Exposure Route Ingestion Dermal

Onsite NonResident Groundwater

RECEPTOR

Offsite Resident Vapor

Onsite Construction Worker Vapor

Offsite Construction Worker Vapor

Offsite Resident Groundwater

Onsite Construction Worker Subsurface Soil

Offsite Construction Worker Subsurface Soil

CCR Impoundments

Infiltration and Leaching

Infiltration and Leaching

Groundwater/ Surface Water

Soils Indicates a complete pathway Black Lines are direct exposure routes. Dashed black lines are indirect exposure routes.

Exposure Route Ingestion

Onsite NonResident Subsurface Soil

Inhalation

Dermal

Exposure Route Ingestion

Onsite NonResident Surface Soil

Inhalation – Outdoor Volatiles Dermal

Offsite Resident Subsurface Soil Offsite Resident Surface Soil

Onsite Construction Worker Subsurface Soil

Offsite Construction Worker Subsurface Soil

Onsite Construction Worker Surface Soil

Offsite Construction Worker Surface Soil

Figure 7-2 Conceptual Site Model Independence Power & Light Blue Valley Facility

Appendix A Field Notes

Appendix B Boring Logs and Construction Diagrams

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-01 SHEET 1 OF 1

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 188.9 ft

25491019 Independence, MO N 1,067,807.3 ft E 2,839,863.1 ft

Drilling Method: Direct Push/Hollow Stem Auger Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 35.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

0

ML-

CLAYEY SILT (ML-CL): with little fine sand; red brown; dry to moist; stiff; low toughness; with some

Above grade completion

CL

organics.

MLCL

CLAYEY SILT (ML-CL): red brown; dry to moist; stiff.

with 4" square protective casing and cement pad.

CLAYEY SILT (ML-CL): soft to stiff; dark gray; dry to moist.

30" riser stickup ags, 2"

Nominal Schedule 40 PVC

185

5

ML-

2 - 8': 3/8" Bentonite

CL

Chip Seal

10

CLML

SILTY CLAY (CL-ML): dark gray; dry to moist; soft. 10.6 - 11.2': very soft.

11.7 - 12': very soft.

ML-

CLAYEY SILT (ML-CL): with little fine gravel; medium red; dry to moist; stiff.

CL

15

CL-

SILTY CLAY (CL-ML): dark gray; moist; soft to very soft; occasional gravel clasts.

ML

CLAYEY SILT (ML-CL): with trace gravel; medium red; moist; soft.

MLCL

20

CL-

SILTY CLAY (CL-ML): dark gray; moist; very soft.

ML

CLAYEY SILT (ML-CL): with little gravel; medium red; dry to moist; soft.

MLCL

25

SILTY CLAY (CL-ML): dark gray; wet; very soft.

CL-

ML

ML-

CLAYEY SILT (ML-CL): with little gravel; medium red; moist; soft.

CL

ML

SILT (ML): with some sand and trace gravel; medium red transitioning to green; moist; stiff.

30

POORLY GRADED SAND (SP): fine grained; green-gray; dry to moist; non-cohesive.

180 175 170 8 - 35': Red Flint Sand Filter 165 15 - 35': 2" Nominal Schedule 40 PVC Screen, 10-slot 160

SP

155

35

End of boring 35.0 feet

6-26-19: Sampling stopped at 30'. HSA down to 35', no noticeable change in material from cuttings

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

150

40 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

6/24/19 6/26/19 RDH3 Razek Geoprobe

Remarks: Workplan B-7 Water 4.21' below top of riser Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-02 SHEET 1 OF 1

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 186.8 ft

25491019 Independence, MO N 1,067,411.4 ft E 2,839,740.3 ft

Drilling Method: Direct Push/Hollow Stem Auger Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 35.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

0

CLAYEY SILT (ML-CL): dark gray, some medium red areas; dry to moist; stiff; organic matter at

surface.

ML-

5

CL

5.9 - 8.75': occasional soft spots, decrease in silt content.

CL

LEAN CLAY (CL): with little silt; dark gray; dry to moist; soft.

10

ML-

CLAYEY SILT (ML-CL): dark gray; moist; stiff; with occasional soft spots.

CL

ML

SILT (ML): with trace sand and clay; dark gray; moist; soft.

SILT (ML): with little clay; dark gray-green; moist; soft.

ML

15

ML-

CLAYEY SILT (ML-CL): dark gray; moist to wet; very soft.

CL

SILT (ML): with little clay and little fine sand; dark green-gray; moist; soft.

ML

Above grade completion with 4" square protective casing and cement pad. 185 30" riser stickup ags, 2" Nominal Schedule 40 PVC 180 2 - 13': 3/8" Bentonite Chip Seal 175 170

20

SILT (ML): with little fine sand; dark gray; wet to saturated; very soft.

ML

From 21.6': soft.

SILT (ML): with some clay; dark gray-green; moist.

25

ML 30

13 - 35': Red Flint Sand Filter 165 15 - 35': 2" Nominal Schedule 40 PVC Screen, 10-slot 160 155

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

35

End of boring 35.0 feet

6-25-19: Sampling stopped at 25'. HSA down to 35', no noticeable change in material from cuttings

150

40 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

6/24/19 6/25/19 RDH3 Razek Geoprobe

Remarks: Workplan B-8 Water 3.03' below top of riser Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-03 SHEET 1 OF 1

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 181.9 ft

25491019 Independence, MO N 1,066,990.9 ft E 2,839,607.7 ft

Drilling Method: Direct Push/Hollow Stem Auger Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 35.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

S C

LITHOLOGIC DESCRIPTION

S

0

ML-

CLAYEY SILT (ML-CL): red-brown; dry to moist; some vegetation; low dry strength.

CL

CLAYEY SILT (ML-CL): dark gray; moist; stiff.

1.4': color change to red-brown.

ML-

CL

3.75': return to dark gray color, soft.

5

SP

POORLY GRADED SAND (SP): fine grained; black; wet.

MLCL

CLAYEY SILT (ML-CL): red-brown; moist; soft.

SILTY CLAY (CL-ML): dark gray; moist; soft.

CLML

10

CL

LEAN CLAY (CL): with trace sand; dark gray; wet; very soft.

LEAN CLAY (CL): with little coarse sand; dark gray; moist; stiff.

CL

15

CL-

SILTY CLAY (CL-ML): dark gray; moist to wet; very soft.

ML

CL-

SILTY CLAY (CL-ML): with little sand; dark gray; moist; stiff.

ML

CL-

SILTY CLAY (CL-ML): dark gray; moist to wet; very soft.

ML

SILTY CLAY (CL-ML): with little sand; dark gray; moist; stiff.

CL-

20

ML SILTY CLAY (CL-ML): with intermittent 1-2" zones of clay; dark gray; moist.

CLML

25

POORLY GRADED SAND (SP): with little clay; dark gray; moist; soft; very wet in top 2".

WELL OR PIEZOMETER CONSTRUCTION DETAIL Above grade completion with 4" square protective casing and cement pad. 180 30" riser stickup ags, 2" Nominal Schedule 40 PVC 175 2 - 13': 3/8" Bentonite Chip Seal 170 165 13 - 35': Red Flint Sand Filter 160 15 - 35': 2" Nominal Schedule 40 PVC Screen, 10-slot 155

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

30

SP

150

35

End of boring 35.0 feet

6-25-19: Sampling stopped at 30'. HSA down to 35', no noticeable change in material from cuttings.

145

40 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

6/24/19 6/25/19 RDH3 Razek Geoprobe

Remarks: Workplan B-9 Water 3.16 below top of riser Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-04 SHEET 1 OF 1

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 183.3 ft

25491019 Independence, MO N 1,066,580.3 ft E 2,839,482.2 ft

Drilling Method: Direct Push/Hollow Stem Auger Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 44.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

0

ML-

CLAYEY SILT (ML-CL): dark brown; moist; with vegetation.

CL

CL-

SILTY CLAY (CL-ML): dark gray streaked with brown; moist.

ML MLCL

CLAYEY SILT (ML-CL): reddish brown; moist. 3' color change to dark brown.

5

CLAYEY SILT (ML-CL): dark gray; moist; hard.

MLCL

Above grade completion with 4" square protective casing and cement pad.

30" riser stickup ags, 2" 180 Nominal Schedule 40 PVC 2 - 11': 3/8" Bentonite Chip Seal 175

10

SILTY CLAY (CL-ML): dark gray; moist; stiff.

CL-

ML

12.3 - 12.75': soft, slightly wet.

170

15

SILTY CLAY (CL-ML): dark gray; moist; stiff.

16 - 16.25': very moist, soft.

CL-

16.5 - 16.9': very moist, soft.

ML

From 17.75': dry to moist, very hard, decrease in silt content.

165

20

SILTY CLAY (CL-ML): dark gray; moist; 0.5 - 1' zones of varrying consitency between stiff/hard and

less stiff.

CL-

ML

160

25

SILTY CLAY (CL-ML): dark gray; moist.

CL-

25 - 27': very compact.

ML

From 27': increasing moisture, decreasing stiffness.

FAT CLAY (CH): dark gray; wet; very soft.

30

30': borehole collapsing due to expansive clays.

11 - 44': Red Flint Sand

Filter

155

35 CH 40

150 14 - 44': 2" Nominal Schedule 40 PVC Screen, 10-slot 145

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

140

45

End of boring 44.0 feet Stopped sampling at 30'.

135

50 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

6/24/19 6/25/19 RDH3 Razek Geoprobe

Remarks: Workplan B-10 Water 18.89' below top of riser Drive point advanced to 64' bgs, assumed top of bedrock.

Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 185.2 ft

25491019 Independence, MO N 1,065,683.5 ft E 2,839,380.5 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 56.5 ft

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

S C

LITHOLOGIC DESCRIPTION

S

0

ML

SILT WITH GRAVEL (ML): brown to reddish brown; moist; with organics and roots.

COAL: fine to gravel sized with some gravel; moist.

FILL: debris, metal, brick, mulch; moist.

CLAY WITH GRAVEL (CL): gray with red mottling, few black mottles; moist to wet.

5

10

CL

LOG OF BORING MW-05 SHEET 1 OF 1

Elevation, feet

WELL OR PIEZOMETER CONSTRUCTION DETAIL

Above grade completion 185

with 4" square protective casing and cement pad.

30" riser stickup ags, 2"

Nominal Schedule 40

PVC

180

175

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

15

SILTY CLAY WITH GRAVEL (CL-ML): tan with red and gray mottling; wet; hard.

20

S1 CL-

ML

25

ML

SANDY SILT WITH CLAY (ML): tan brown, red mottling; saturated; loose.

SILTY CLAY (CL-ML): brownish grey with red and black mottles; saturated; very hard; occasional black gravel.

30 CLML

35

SILTY CLAY (CL-ML): dark gray with red mottles; wet to saturated; soft.

CL-

40

ML

SANDY SILT (ML): very dark grey; wet; very loose.

45

ML 50

55 End of boring 56.5 feet

60 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

8/5/19 8/5/19 KJB Cascade Rotosonic

Remarks: Workplan BH-11 Water at 20' before well set - from lower level under pressure Additional data may have been collected in the field which is not included on this log.

170

0 - 37': Cement Grout,

Portland Type I with 5%

Bentonite

165

160

155

150

37 - 42.5': 3/8" Bentonite Chip Seal

145

140 42.5 - 56': Red Flint Sand Filter 135 46 - 56': 2" Nominal Schedule 40 PVC Screen, 10-slot 130

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-06/TW-1 SHEET 1 OF 2

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 204.1 ft

25491019 Independence, MO N 1,067,735.6 ft E 2,838,728.7 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 71.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

S C

LITHOLOGIC DESCRIPTION

S

0

TOPSOIL (ML): Sandy Silt; brown with reddish brown mottling; moist; organics, roots.

ML

CLAYEY SILT (ML): light brown with yellow mottling; moist.

ML 5

CLAY WITH SILT (CL-ML): reddish brown with yellow mottling; wet; high plasticity.

10

WELL OR PIEZOMETER CONSTRUCTION DETAIL

Above grade completion with 4" square protective casing and cement pad.

30" riser stickup ags, 2"

Nominal Schedule 40

200

PVC

195

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

190

15

S1

CL-

ML

16': increase in silt content, gray mottling; wet.

185 20

25

S2

CL

GRAVELLY CLAY (CL): with sandstone; red with gray mottling; wet.

SILTY CLAY: grayish tan with orange mottling; wet.

30

SILT WITH SILTSTONE (ML): grayish-tan; dry; thinly bedded.

35

ML

SHALE WITH SILT: light gray; dry.

40

42': color change to medium gray; moist.

45 COAL: vitreous, black with dark brown layers, very light; dry. LIMESTONE AND SHALE: interbedded (6 to 10" thick beds); light gray; dry.

50 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

8/2/19 8/2/19 KJB Cascade Rotosonic

Remarks: Workplan BH-1 Additional data may have been collected in the field which is not included on this log.

180 175 3 - 60': Cement Grout, Portland Type I with 5% Bentonite 170 165 160 155

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-06/TW-1 SHEET 2 OF 2

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 204.1 ft

25491019 Independence, MO N 1,067,735.6 ft E 2,838,728.7 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 71.0 ft

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

50

LIMESTONE AND SHALE: interbedded (6 to 10" thick beds); light gray; dry; (continued).

Elevation, feet

55

OIL: gray limestone with silt and brown oil, very strong hydrocarbon odor; dry.

LIMESTONE AND SHALE: interbedded with 2 - 4" layers of oil; light gray; dry.

60 61 - 67': no oil layers.

65

70 End of boring 71.0 feet 75

150

145

60 - 64': 3/8" Bentonite Chip Seal 140 64 - 71': Red Flint Sand Filter

66 - 71': 2" Nominal

Schedule 40 PVC

135

Screen, 10-slot

130

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

125 80

120 85

115 90

110 95

105 100

Date Boring Started:

8/2/19

Remarks: Workplan BH-1

Date Boring Completed: 8/2/19

Logged By:

KJB

Drilling Contractor: Drill Rig:

Cascade Rotosonic

Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-07/TW-2 SHEET 1 OF 2

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 202.3 ft

25491019 Independence, MO N 1,066,773.1 ft E 2,838,220.6 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 91.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

0

OL

TOPSOIL (OL): dark brown; dry; low dry strength; organics at the top.

ML

SILT (ML): dark brown, some orange mottling; dry; low dry strength.

CLAYEY SILT (ML-CL): dark brown, orange mottling; dry to moist; low plasticity; chert pieces intermixed.

5 From 5.3': Color change to medium brown; moist.

Above grade completion with 4" square protective casing and cement pad. 200 30" riser stickup ags, 2" Nominal Schedule 40 PVC 195

10

6 - 14: dark orangeish red mottling.

S1

190

From 14': dense, medium plasticity.

15 16': wet.

185

20

20 - 37.5': very dense, slightly moist, black mottling.

ML-

180

CL

25

175

30 170

35 37.5' - 43.5': fine gravel intermixed.

40

45

ML

MLCL ML 50 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

SANDY SILT (ML): fine grained; light brown; dry; dense; low dry strength.

CLAYEY SILT (ML-CL): light orange; low to medium plasticity; intermixed coarse limestone gravel (1 - 2" diameter).

SILT (ML): light to medium gray; dry; medium dense; low dry strength; laminated.

8/3/19 8/4/19 AMS2 Cascade Rotosonic

Remarks: Workplan BH-2 Additional data may have been collected in the field which is not included on this log.

3 - 72': Cement Grout,

Portland Type I with 5% Bentonite

165

160

155

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-07/TW-2 SHEET 2 OF 2

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 202.3 ft

25491019 Independence, MO N 1,066,773.1 ft E 2,838,220.6 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 91.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

50

SILT (ML): light to medium gray; dry; medium dense; low dry strength; laminated. (continued)

150

55

57 - 66': possible weathered bedrock.

145

60 140 ML 65 66 - 76.5': intermixed pieces of very compact silt.

135

70 130

75 COAL: lignite; black; wet; low density (increases with depth).

72 - 78': 3/8" Bentonite Chip Seal 125

80

SILT/SILTSTONE: dark gray; dry; dense; low dry strength; laminated.

78 - 90': Red Flint Sand Filter 120

85

80 - 90': 2" Nominal

Schedule 40 PVC

Screen, 10-slot

115

SILTSTONE: dark gray; dry; low dry strength; laminated; dense (less dense than 80 - 87.5' interval).

90

COAL: lignite; black; wet; low dry strength.

End of boring 91.0 feet 110

95 105

100 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

8/3/19 8/4/19 AMS2 Cascade Rotosonic

Remarks: Workplan BH-2 Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-08/TW-4 SHEET 1 OF 2

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 204.5 ft

25491019 Independence, MO N 1,068,224.4 ft E 2,839,361.2 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 76.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

S C

LITHOLOGIC DESCRIPTION

S

0

TOPSOIL (ML): sandy silt with organics; red-brown; dry to moist.

ML

SANDY SILT (ML): red-brown; dry to moist; compacted. ML

5

CL-

SILTY CLAY (CL-ML): red-brown; moist; very soft.

ML

CLAY (CL): red-brown, grey mottling; moist; soft.

10

CL

WELL OR PIEZOMETER CONSTRUCTION DETAIL

Above grade completion with 4" square protective casing and cement pad.

30" riser stickup ags, 2"

Nominal Schedule 40

200

PVC

195

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

SILTY CLAY (CL-ML): red-brown, gray mottling; moist; dense.

15

S1

CLML

16 - 16.5': very soft.

SILTY CLAY (CL-ML): orange/tan; moist; very hard; trace ferric minerals.

20 CLML

SILT WITH LITTLE SAND (ML): orange/tan; dry; very compact; laminated.

25

ML

SILT (ML): orange/red; wet; compacted, crushed and mixed with water from previous run.

ML

30

(ML): gray; dry; compacted; laminated; mostly intact core.

ML

SILT (CL-ML): interbedded with clayey silt, gray, dry, compact silt interbedded with layers of soft,

CL-

brown, moist clayey silt, 0.25 - 1" layers, laminations visible.

ML

35

SILT (ML): gray; dry; compacted, crushed by drilling process.

ML 40

SILT WITH SOME SILTSTONE: weak siltstone (crushed by drilling process) in pulverized silt, slightly more competant than previous runs, gray, dry.

45

50 Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: Drill Rig:

LIMESTONE: medium to coarse grained; gray; dry; crystalline, compact pieces in pulverized powder. SILT WITH SOME SILTSTONE: gray; dry; weak siltstone. COAL: dark brown; dry; sooty, brittle.

8/1/19 8/2/19 RDH3 Cascade Rotosonic

Remarks: Workplan BH-4 65 - 66' interval contains crude oil.

Additional data may have been collected in the field which is not included on this log.

190 185 180 3 - 60': Cement Grout, 175 Portland Type I with 5% Bentonite 170 165 160 155

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

LOG OF BORING MW-08/TW-4 SHEET 2 OF 2

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 204.5 ft

25491019 Independence, MO N 1,068,224.4 ft E 2,839,361.2 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 76.0 ft

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

S C

LITHOLOGIC DESCRIPTION

S

50

SILT WITH SOME SILTSTONE: gray; dry; weak siltstone. (continued)

WELL OR PIEZOMETER CONSTRUCTION DETAIL

LIMESTONE: medium to coarse grained; light gray; dry; crystalline, well cemented, trace fossils and

minerals, pieces in pulverized powder.

55

SANDSTONE AND SILT: fine grained; brown/tan; dry; weakly to well cemented sandstone

150

interbedded with dry, brown, and compacted silt.

SILT (ML): dry; compacted, thin layers of light tan and brown silt.

60 ML

65

ML

SILT (ML): gray/brown; moist; compacted, laminated, contains crude oil.

S2

SILT (ML): dry; compacted, thin layers of tan and brown interbedded.

ML

SILT AND SILTSTONE: gray; dry; compacted silt interbedded with siltstone. Intact core.

70

69 - 76': crushed by drilling process.

75 End of boring 76.0 feet 80

145 60 - 64': 3/8" Bentonite Chip Seal 140 64 - 76': Red Flint Sand Filter 135 66 - 76': 2" Nominal Schedule 40 PVC Screen, 10-slot 130 125

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

85

120

90

115

95

110

100

105

Date Boring Started:

8/1/19

Date Boring Completed: 8/2/19

Remarks: Workplan BH-4 65 - 66' interval contains crude oil.

Logged By:

RDH3

Drilling Contractor: Drill Rig:

Cascade Rotosonic

Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 194.5 ft

25491019 Independence, MO N 1,066,235.2 ft E 2,838,428.6 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 131.0 ft

LOG OF BORING TW-3 SHEET 1 OF 3

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

0

ML

SANDY SILT (ML): with organics.

CLAYEY SILT (ML-CL): red brown with some streaks of black; dry to moist; dense.

MLCL 5

CLAY (CL): red brown; moist; soft; high plasticity. CL

Above grade completion with 4" square protective casing and cement pad.

30" riser stickup ags, 2"

Nominal Schedule 40

190

PVC

CLAY (CL): with little silt; very fine to fine grained; red brown; moist; soft; medium plasticity.

10

CL

185

CLAYEY SILT (ML): red brown/gray; dry to moist; very dense; high silt content; non-plastic plasticity.

ML

15

ML-

SILT WITH SOME CLAY (ML-CL): red/gray; dry to moist; very silty, crumbly.

180

CL CL-

SILTY CLAY (CL-ML): gray/brown; very stiff exterior, moist and highly plastic interior.

ML

SILTY CLAY (CL-ML): red brown, mottled gray; dry; very stiff; crumbly.

20

CL-

175

ML

25

ML

SILT (ML): brown; dry; compact.

ML

SILT WITH SOME GRAVEL (ML): large pieces of limestone gravel; brown; dry.

SILT (ML): brown; dry; compact.

30

ML

SILT (ML): tan/brown; dry; compact, ground by drilling.

35

ML

36 - 37': more competent, visible laminations.

40

39 - 40': more competent. SILT (ML): gray; dry; compact, more competant in lower 3', 6" zones of more pulverized, dry,

compact red brown silt with little clay at 41' and 42'.

3 - 101.5': Cement

170

Grout, Portland Type I

with 5% Bentonite

165

160

155

45

ML

150

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

50

145

Date Boring Started:

7/30/19

Remarks: Workplan BH-6

Date Boring Completed: 7/31/19

Logged By:

RDH3

Drilling Contractor: Drill Rig:

Cascade Rotosonic

Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 194.5 ft

25491019 Independence, MO N 1,066,235.2 ft E 2,838,428.6 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 131.0 ft

LOG OF BORING TW-3 SHEET 2 OF 3

Elevation, feet

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

WELL OR PIEZOMETER

S C

LITHOLOGIC DESCRIPTION

CONSTRUCTION

S

DETAIL

50

SILT (ML): gray; dry; compact, more competant in lower 3', 6" zones of more pulverized, dry,

compact red brown silt with little clay at 41' and 42'. (continued) ML

COAL: black; sooty, brittle, laminated.

55

ML ML

SILT (ML): dark gray; dry to moist; compact.

140

SILT (ML): with pieces of anthracite coal; dark brown; dry; mostly pulverized, coal has higher sheen

than previous coal layer.

SILT (ML): gray; compact, laminated, more competent. ML

60

135

SILT WITH LITTLE CLAY (ML): gray; dry; some clumps with higher moisture and plasticity; compact.

ML

SILT (ML): gray; dry; compact, broken up, slightly more competent 70 - 71'.

65

130

ML

70 SILT/SILTSTONE: gray; dry; pulverized, compact silt with large pieces of highly compacted silt, visibly laminated.

75 SILT (ML): gray; dry; compact, pulverized by drilling. ML

80

SILT WITH SILTSTONE: gray; dry; compact, pulverized compact silt with large pieces of

weak/weathered siltstone.

ML

SILT (ML): gray; dry; compact, pulverized by drilling.

SILT WITH SILTSTONE: gray; dry; compact, pulverized compact silt with large pieces of weak/weathered siltstone, 2" zones with slightly moist silt with little clay.

85

125

3 - 101.5': Cement

120

Grout, Portland Type I

with 5% Bentonite

115

110

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

SILT (ML): gray; dry; compact, pulverized by drilling.

ML

90

SILT WITH SILTSTONE: gray; dry; compact, pulverized compact silt with large pieces of

105

weak/weathered siltstone.

SILT (ML): gray; dry; compact, pulverized, few pieces with higher moisture.

ML

93': 2" tan gravel layer.

95

SILT WITH SILTSTONE: gray; dry; compact, pulverized compact silt with large pieces of weak/weathered siltstone.

100

SILT AND SILTSTONE: gray; dry; siltstone interbedded with layers of compacted silt, highly laminated, weakly cemented, 94 - 95' intact.

From 98': increased siltstone content.

100

95

Date Boring Started:

7/30/19

Remarks: Workplan BH-6

Date Boring Completed: 7/31/19

Logged By:

RDH3

Drilling Contractor: Drill Rig:

Cascade Rotosonic

Additional data may have been collected in the field which is not included on this log.

Barr Engineering Company 1001 Diamond Ridge, Suite 1100 Jefferson City, MO 65109 Telephone: 573-638-5000

Project: Project No.: Location: Coordinates: Datum:

IPL Blue Valley Site Characterization

Surface Elevation: 194.5 ft

25491019 Independence, MO N 1,066,235.2 ft E 2,838,428.6 ft

Drilling Method: Rotosonic Sampling Method: Grab

NAD83 StatePlane Missouri West FIPS 2403 (US Feet) Completion Depth: 131.0 ft

Depth, feet Sample Type & Recovery Sample No. Graphic Log

U

S C

LITHOLOGIC DESCRIPTION

S

100

SILT AND SILTSTONE: gray; dry; siltstone interbedded with layers of compacted silt, highly

laminated, weakly cemented, 94 - 95' intact. (continued)

105

LOG OF BORING TW-3 SHEET 3 OF 3

Elevation, feet

WELL OR PIEZOMETER CONSTRUCTION DETAIL

101.5 - 106.5': 3/8" Bentonite Chip Seal

90

M:\GINT\PROJECTS\25491019_IPL BLUE RIVER WELL INSTALLATIONS - COPY.GPJ BARRLIBRARY.GLB ENVIRO LOG BARR TEMPLATE.GDT

110

106.5 - 121.7': Red Flint 85

Sand Filter

115

80

116' - 116.5': fossils.

LIMESTONE: medium to coarse grained; gray/tan; dry; crystalline, trace minerals, limestone chunks in powder created by drilling.

111.33 - 121.33': 2" Nominal Schedule 40 PVC Screen, 10-slot

120

120 - 121.5': low recovery.

75

SANDSTONE AND LIMESTONE: interbedded sandstone and limestone, 0.25 to 0.5' thick beds. Sandstone is well cemented with trace fossils and minerals.

SILTSTONE: dark gray; dry; laminated, weak bedding planes.

125

COAL: black; sooty, brittle.

70

LIMESTONE: medium to coarse grained; gray; dry; trace minerals and fossils. Pieces in tan pulverized sandstone pulverized by drilling.

130

65

End of boring 131.0 feet

135

60

140

55

145

50

150

45

Date Boring Started:

7/30/19

Remarks: Workplan BH-6

Date Boring Completed: 7/31/19

Logged By:

RDH3

Drilling Contractor: Drill Rig:

Cascade Rotosonic

Additional data may have been collected in the field which is not included on this log.

Appendix C Well Certifications

MISSOURI DEPARTMENT OF NATURAL RESOURCES GEOLOGICAL SURVEY PROGRAM MONITORING WELL CERTIFICATION RECORD

OFFICE USE ONLY REFERENCE NO. C.R. NO.

STATE WELL NUMBER

ENTERED

Ph1 Ph2

Ph3

INFORMATION SUPPLIED BY PRIMARY CONTRACTOR OR DRILLING CONTRACTOR

NOTE: THIS FORM IS NOT TO BE USED FOR NESTED WELLS

OWNER NAME

CONTACT NAME

DATE RECEIVED

CHECK NO.

REVENUE NO.

APPROVED BY

ROUTE

VARIANCE GRANTED BY DNR

OWNER ADDRESS

SITE NAME Independence Power and Light

SITE ADDRESS 21500 East Truman Road

SURFACE COMPLETION

TYPE ✔ ABOVE GROUND

LENGTH AND

DIAMETER OF

SURFACE COMPLETION

LENGTH 5

FT.

FLUSH MOUNT DIAMETER 4

IN.

✔ LOCKING CAP WEEP HOLE

ELEVATION _7_5_3_____ FT.

ANNULAR SEAL LENGTH _6_______ FT.

SLURRY

✔ CHIPS

PELLETS

GRANULAR

CEMENT/SLURRY

IF CEMENT/BENTONITE MIX:

BAGS OF CEMENT USED

% OF BENTONITE USED

WATER USED/BAG _5_______ GAL.

CITY

STATE

ZIP CODE

WELL NUMBER MW-7

NUMBER None COUNTY Jackson

CITY Independence

STATIC WATER LEVEL

DIAMETER AND DEPTH OF THE HOLE SURFACE COMPLETION WAS PLACED

SURFACE COMPLETION GROUT

LOCATION OF WELL (D/M/S FORMAT ONLY) LAT. 3_9___ _ ° 5 __ __ ' 44.5__1 __"

DIAMETER 24

IN.

LENGTH 2

FT.

✔ CONCRETE OTHER SURFACE COMPLETION ✔ STEEL ALUMINUM PLASTIC

LONG. 94____ ° 19_____ ' 15_.9_0__ "

SMALLEST ¼ SECTION RANGE

LARGEST

¼

¼

TOWNSHIP

EAST WEST

NORTH

RISER

RISER PIPE DIAMETER 2

IN.

RISER PIPE LENGTH

15 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

WEIGHT OR SDR#

40

MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

MONITORING FOR: (CHECK ALL THAT APPLY) ✔ RADIONUCLIDES PETROLEUM PRODUCTS ONLY

EXPLOSIVES

METALS

VOC

SVOCS

PESTICIDES/HERBICIDES

PROPOSED USE OF WELL

GAS MIGRATION WELL

EXTRACTION WELL

PIEZOMETERS

DIRECT PUSH

DEPTH

TO

FROM

✔ OBSERVATION OPEN HOLE INJECTION WELL FORMATION DESCRIPTION

BENTONITE SEAL LENGTH 6 ✔ CHIPS PELLETS SLURRY SATURATED ZONE

GRANULAR HYDRATED

SECONDARY FILTER PACK LENGTH _N_/_A_____ FT. DEPTH TO TOP OF PRIMARY FILTER PACK _8_______ FT.

SCREEN

SCREEN DIAMETER

2

IN.

SCREEN LENGTH

20 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

DEPTH TO TOP

15 FT.

LENGTH OF PRIMARY FILTER PACK _2_7______ FT.

SCREEN MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

TOTAL DEPTH:

35

FOR CASED WELLS, SUBMIT ADDITIONAL AS BUILT DIAGRAMS SHOWING WELL CONSTRUCTION DETAILS INCLUDING TYPE & SIZE OF ALL CASING, HOLE DIAMETER & GROUT USED.

SIGNATURE (PRIMARY CONTACTOR)

PERMIT NUMBER

DATE WELL DRILLING WAS COMPELTED 06/30/2019

I HEREBY CERTIFY THAT THE MONITORING WELL HEREIN DESCRIBED WAS CONSTRUCTED IN ACCORDANCE WITH MISSOURI DEPARTMENT OF NATURAL RESOURCES REQUIREMENTS FOR THE CONSTRUCTION OF MONITORING WELLS.

SIGNATURE (WELL DRILLER)

PERMIT NUMBER

SIGNATURE (OF APPRENTICE)

PUMP INSTALLED APPRENTICE PERMIT NUMBER

MO 780-1415 (07-11)

DISTRIBUTION: WHITE/DIVISION CANARY/CONTACTOR PINK/OWNER

RETURN WHITE COPY WITH APPROPRIATE FEE TO: MISSOURI DEPARTMENT OF NATURAL RESOURCES, DIVISION OF GEOLOGY AND LAND SURVEY,

WELLHEAD PROTECTION SECTION, PO BOX 250, ROLLA, MO 65402 573-368-2165

MISSOURI DEPARTMENT OF NATURAL RESOURCES GEOLOGICAL SURVEY PROGRAM MONITORING WELL CERTIFICATION RECORD

OFFICE USE ONLY REFERENCE NO. C.R. NO.

STATE WELL NUMBER

ENTERED

Ph1 Ph2

Ph3

INFORMATION SUPPLIED BY PRIMARY CONTRACTOR OR DRILLING CONTRACTOR

NOTE: THIS FORM IS NOT TO BE USED FOR NESTED WELLS

OWNER NAME

CONTACT NAME

DATE RECEIVED

CHECK NO.

REVENUE NO.

APPROVED BY

ROUTE

VARIANCE GRANTED BY DNR

OWNER ADDRESS

SITE NAME Independence Power and Light

SITE ADDRESS 21500 East Truman Road

SURFACE COMPLETION

TYPE ✔ ABOVE GROUND

LENGTH AND

DIAMETER OF

SURFACE COMPLETION

LENGTH 5

FT.

FLUSH MOUNT DIAMETER 4

IN.

✔ LOCKING CAP WEEP HOLE

ELEVATION _7_5_3_____ FT.

ANNULAR SEAL LENGTH _1_1______ FT.

SLURRY

✔ CHIPS

PELLETS

GRANULAR

CEMENT/SLURRY

IF CEMENT/BENTONITE MIX:

BAGS OF CEMENT USED

% OF BENTONITE USED

WATER USED/BAG _5_______ GAL.

CITY

STATE

ZIP CODE

WELL NUMBER MW-8

NUMBER None COUNTY Jackson

CITY Independence

STATIC WATER LEVEL

DIAMETER AND DEPTH OF THE HOLE SURFACE COMPLETION WAS PLACED

SURFACE COMPLETION GROUT

LOCATION OF WELL (D/M/S FORMAT ONLY) LAT. 3_9___ _ ° 5 __ __ ' 48.3__6 __"

DIAMETER 24

IN.

LENGTH 2

FT.

✔ CONCRETE OTHER SURFACE COMPLETION ✔ STEEL ALUMINUM PLASTIC

LONG. 94____ ° 19_____ ' 14_.3_6__ "

SMALLEST ¼ SECTION RANGE

LARGEST

¼

¼

TOWNSHIP

EAST WEST

NORTH

RISER

RISER PIPE DIAMETER 2

IN.

RISER PIPE LENGTH

15 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

WEIGHT OR SDR#

40

MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

MONITORING FOR: (CHECK ALL THAT APPLY) ✔ RADIONUCLIDES PETROLEUM PRODUCTS ONLY

EXPLOSIVES

METALS

VOC

SVOCS

PESTICIDES/HERBICIDES

PROPOSED USE OF WELL

GAS MIGRATION WELL

EXTRACTION WELL

PIEZOMETERS

DIRECT PUSH

DEPTH

TO

FROM

✔ OBSERVATION OPEN HOLE INJECTION WELL FORMATION DESCRIPTION

BENTONITE SEAL LENGTH 11 ✔ CHIPS PELLETS SLURRY SATURATED ZONE

GRANULAR HYDRATED

SECONDARY FILTER PACK LENGTH _N_/_A_____ FT. DEPTH TO TOP OF PRIMARY FILTER PACK _1_3______ FT.

SCREEN

SCREEN DIAMETER

2

IN.

SCREEN LENGTH

20 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

DEPTH TO TOP

15 FT.

LENGTH OF PRIMARY FILTER PACK _2_2______ FT.

SCREEN MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

TOTAL DEPTH:

35

FOR CASED WELLS, SUBMIT ADDITIONAL AS BUILT DIAGRAMS SHOWING WELL CONSTRUCTION DETAILS INCLUDING TYPE & SIZE OF ALL CASING, HOLE DIAMETER & GROUT USED.

SIGNATURE (PRIMARY CONTACTOR)

PERMIT NUMBER

DATE WELL DRILLING WAS COMPELTED 06/30/2019

I HEREBY CERTIFY THAT THE MONITORING WELL HEREIN DESCRIBED WAS CONSTRUCTED IN ACCORDANCE WITH MISSOURI DEPARTMENT OF NATURAL RESOURCES REQUIREMENTS FOR THE CONSTRUCTION OF MONITORING WELLS.

SIGNATURE (WELL DRILLER)

PERMIT NUMBER

SIGNATURE (OF APPRENTICE)

PUMP INSTALLED APPRENTICE PERMIT NUMBER

MO 780-1415 (07-11)

DISTRIBUTION: WHITE/DIVISION CANARY/CONTACTOR PINK/OWNER

RETURN WHITE COPY WITH APPROPRIATE FEE TO: MISSOURI DEPARTMENT OF NATURAL RESOURCES, DIVISION OF GEOLOGY AND LAND SURVEY,

WELLHEAD PROTECTION SECTION, PO BOX 250, ROLLA, MO 65402 573-368-2165

MISSOURI DEPARTMENT OF NATURAL RESOURCES GEOLOGICAL SURVEY PROGRAM MONITORING WELL CERTIFICATION RECORD

OFFICE USE ONLY REFERENCE NO. C.R. NO.

STATE WELL NUMBER

ENTERED

Ph1 Ph2

Ph3

INFORMATION SUPPLIED BY PRIMARY CONTRACTOR OR DRILLING CONTRACTOR

NOTE: THIS FORM IS NOT TO BE USED FOR NESTED WELLS

OWNER NAME

CONTACT NAME

DATE RECEIVED

CHECK NO.

REVENUE NO.

APPROVED BY

ROUTE

VARIANCE GRANTED BY DNR

OWNER ADDRESS

SITE NAME Independence Power and Light

SITE ADDRESS 21500 East Truman Road

SURFACE COMPLETION

TYPE ✔ ABOVE GROUND

LENGTH AND

DIAMETER OF

SURFACE COMPLETION

LENGTH 5

FT.

FLUSH MOUNT DIAMETER 4

IN.

✔ LOCKING CAP WEEP HOLE

ELEVATION _7_5_2_____ FT.

ANNULAR SEAL LENGTH _1_1______ FT.

SLURRY

✔ CHIPS

PELLETS

GRANULAR

CEMENT/SLURRY

IF CEMENT/BENTONITE MIX:

BAGS OF CEMENT USED

% OF BENTONITE USED

WATER USED/BAG _5_______ GAL.

CITY

STATE

ZIP CODE

WELL NUMBER MW-9

NUMBER None COUNTY Jackson

CITY Independence

STATIC WATER LEVEL

DIAMETER AND DEPTH OF THE HOLE SURFACE COMPLETION WAS PLACED

SURFACE COMPLETION GROUT

LOCATION OF WELL (D/M/S FORMAT ONLY) LAT. 3_9___ _ ° 5 __ __ ' 53.0__5 __"

DIAMETER 24

IN.

LENGTH 2

FT.

✔ CONCRETE OTHER SURFACE COMPLETION ✔ STEEL ALUMINUM PLASTIC

LONG. 94____ ° 19_____ ' 12_.5_5__ "

SMALLEST ¼ SECTION RANGE

LARGEST

¼

¼

TOWNSHIP

EAST WEST

NORTH

RISER

RISER PIPE DIAMETER 2

IN.

RISER PIPE LENGTH

15 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

WEIGHT OR SDR#

40

MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

MONITORING FOR: (CHECK ALL THAT APPLY) ✔ RADIONUCLIDES PETROLEUM PRODUCTS ONLY

EXPLOSIVES

METALS

VOC

SVOCS

PESTICIDES/HERBICIDES

PROPOSED USE OF WELL

GAS MIGRATION WELL

EXTRACTION WELL

PIEZOMETERS

DIRECT PUSH

DEPTH

TO

FROM

✔ OBSERVATION OPEN HOLE INJECTION WELL FORMATION DESCRIPTION

BENTONITE SEAL LENGTH 11 ✔ CHIPS PELLETS SLURRY SATURATED ZONE

GRANULAR HYDRATED

SECONDARY FILTER PACK LENGTH _N_/_A_____ FT. DEPTH TO TOP OF PRIMARY FILTER PACK _1_3______ FT.

SCREEN

SCREEN DIAMETER

2

IN.

SCREEN LENGTH

20 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

DEPTH TO TOP

15 FT.

LENGTH OF PRIMARY FILTER PACK _2_2______ FT.

SCREEN MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

TOTAL DEPTH:

35

FOR CASED WELLS, SUBMIT ADDITIONAL AS BUILT DIAGRAMS SHOWING WELL CONSTRUCTION DETAILS INCLUDING TYPE & SIZE OF ALL CASING, HOLE DIAMETER & GROUT USED.

SIGNATURE (PRIMARY CONTACTOR)

PERMIT NUMBER

DATE WELL DRILLING WAS COMPELTED 06/30/2019

I HEREBY CERTIFY THAT THE MONITORING WELL HEREIN DESCRIBED WAS CONSTRUCTED IN ACCORDANCE WITH MISSOURI DEPARTMENT OF NATURAL RESOURCES REQUIREMENTS FOR THE CONSTRUCTION OF MONITORING WELLS.

SIGNATURE (WELL DRILLER)

PERMIT NUMBER

SIGNATURE (OF APPRENTICE)

PUMP INSTALLED APPRENTICE PERMIT NUMBER

MO 780-1415 (07-11)

DISTRIBUTION: WHITE/DIVISION CANARY/CONTACTOR PINK/OWNER

RETURN WHITE COPY WITH APPROPRIATE FEE TO: MISSOURI DEPARTMENT OF NATURAL RESOURCES, DIVISION OF GEOLOGY AND LAND SURVEY,

WELLHEAD PROTECTION SECTION, PO BOX 250, ROLLA, MO 65402 573-368-2165

MISSOURI DEPARTMENT OF NATURAL RESOURCES GEOLOGICAL SURVEY PROGRAM MONITORING WELL CERTIFICATION RECORD

OFFICE USE ONLY REFERENCE NO. C.R. NO.

STATE WELL NUMBER

ENTERED

Ph1 Ph2

Ph3

INFORMATION SUPPLIED BY PRIMARY CONTRACTOR OR DRILLING CONTRACTOR

NOTE: THIS FORM IS NOT TO BE USED FOR NESTED WELLS

OWNER NAME

CONTACT NAME

DATE RECEIVED

CHECK NO.

REVENUE NO.

APPROVED BY

ROUTE

VARIANCE GRANTED BY DNR

OWNER ADDRESS

SITE NAME Independence Power and Light

SITE ADDRESS 21500 East Truman Road

SURFACE COMPLETION

TYPE ✔ ABOVE GROUND

LENGTH AND

DIAMETER OF

SURFACE COMPLETION

LENGTH 5

FT.

FLUSH MOUNT DIAMETER 4

IN.

✔ LOCKING CAP WEEP HOLE

ELEVATION _7_5_4_____ FT.

ANNULAR SEAL LENGTH _9_______ FT.

SLURRY

✔ CHIPS

PELLETS

GRANULAR

CEMENT/SLURRY

IF CEMENT/BENTONITE MIX:

BAGS OF CEMENT USED

% OF BENTONITE USED

WATER USED/BAG _5_______ GAL.

CITY

STATE

ZIP CODE

WELL NUMBER MW-10

NUMBER None COUNTY Jackson

CITY Independence

STATIC WATER LEVEL

DIAMETER AND DEPTH OF THE HOLE SURFACE COMPLETION WAS PLACED

SURFACE COMPLETION GROUT

LOCATION OF WELL (D/M/S FORMAT ONLY) LAT. 3_9___ _ ° 5 __ __ ' 57.3__8 __"

DIAMETER 24

IN.

LENGTH 2

FT.

✔ CONCRETE OTHER SURFACE COMPLETION ✔ STEEL ALUMINUM PLASTIC

LONG. 94____ ° 19_____ ' 10_.2_8__ "

SMALLEST ¼ SECTION RANGE

LARGEST

¼

¼

TOWNSHIP

EAST WEST

NORTH

RISER

RISER PIPE DIAMETER 2

IN.

RISER PIPE LENGTH

14 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

WEIGHT OR SDR#

40

MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

MONITORING FOR: (CHECK ALL THAT APPLY) ✔ RADIONUCLIDES PETROLEUM PRODUCTS ONLY

EXPLOSIVES

METALS

VOC

SVOCS

PESTICIDES/HERBICIDES

PROPOSED USE OF WELL

GAS MIGRATION WELL

EXTRACTION WELL

PIEZOMETERS

DIRECT PUSH

DEPTH

TO

FROM

✔ OBSERVATION OPEN HOLE INJECTION WELL FORMATION DESCRIPTION

BENTONITE SEAL LENGTH 9 ✔ CHIPS PELLETS SLURRY SATURATED ZONE

GRANULAR HYDRATED

SECONDARY FILTER PACK LENGTH _N_/_A_____ FT. DEPTH TO TOP OF PRIMARY FILTER PACK _1_1______ FT.

SCREEN

SCREEN DIAMETER

2

IN.

SCREEN LENGTH

30 FT.

DIAMETER OF DRILL HOLE 8.25 IN.

DEPTH TO TOP

14 FT.

LENGTH OF PRIMARY FILTER PACK _3_3______ FT.

SCREEN MATERIAL STEEL ✔ THERMOPLASTIC (PVC) OTHER

TOTAL DEPTH:

44

FOR CASED WELLS, SUBMIT ADDITIONAL AS BUILT DIAGRAMS SHOWING WELL CONSTRUCTION DETAILS INCLUDING TYPE & SIZE OF ALL CASING, HOLE DIAMETER & GROUT USED.

SIGNATURE (PRIMARY CONTACTOR)

PERMIT NUMBER

DATE WELL DRILLING WAS COMPELTED 06/30/2019

I HEREBY CERTIFY THAT THE MONITORING WELL HEREIN DESCRIBED WAS CONSTRUCTED IN ACCORDANCE WITH MISSOURI DEPARTMENT OF NATURAL RESOURCES REQUIREMENTS FOR THE CONSTRUCTION OF MONITORING WELLS.

SIGNATURE (WELL DRILLER)

PERMIT NUMBER

SIGNATURE (OF APPRENTICE)

PUMP INSTALLED APPRENTICE PERMIT NUMBER

MO 780-1415 (07-11)

DISTRIBUTION: WHITE/DIVISION CANARY/CONTACTOR PINK/OWNER

RETURN WHITE COPY WITH APPROPRIATE FEE TO: MISSOURI DEPARTMENT OF NATURAL RESOURCES, DIVISION OF GEOLOGY AND LAND SURVEY,

WELLHEAD PROTECTION SECTION, PO BOX 250, ROLLA, MO 65402 573-368-2165

Appendix D Laboratory Analytical Results

Appendix E Aquifer Testing

Appendix F Groundwater Flow Modeling