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HomeMy WebLinkAboutWellhead protection area and drinking water supply management area delineations, and aquifer and well vulnerability assessments Dec 2001I 1 1 1 1 1 1 1 1 1 1 1 WELLHEAD PROTECTION AREA AND DRINKING WATER SUPPLY MANAGEMENT AREA DELINEATIONS, AND AQUIFER AND WELL VULNERABILITY ASSESSMENTS City of Oak Park Heights December 20, 2001 Bonestroo Rosene NEIM Anderlik & " Associates Engineers & Architects I 1 1 1 Bonestroo Rosene Anderlik & Associates Engineers & Architects Bonestroo, Rosene. Anderlik and Associates. Inc. is an Affirmative Action/Equal Opportunity Employer and Employee Owned Principals: Otto G. Bonestroo. PE • Marvin L Sorvala, RE. • Glenn R Cook. PE • Robert G Schtirncht. PE Jerry A Bourdon, PE Senior Consultants: Robert W Rosene, P.E. • Joseph C. Anderlik, PE. • Richard E Turner. PE Susan M. Eberim, C P.A. Associate Principals: Keith A. Gordon, PE. • Robert R. Pfefferle, BE Richard W Foster, PE. • David O Loskoto. RE. Mark A Hanson. P.E. • Michael T Ra orearim RE. • Ted K Field. PE • Kenneth P. Anderson. PE. • Mark R. Rolls. PE. David A Bonestroo. M A. • Sidney B Williamson. PE.. LS • Agnes M Ring. M B.A. • Allan Rick Schmidt, BE - Thomas W. Peterson, PE • James R Maland. EE • Miles B. Jensen. PE. • L. Phillip Gravel III, PE. Damel J. Edgerron, PE. Ismael Martinez, PE • Thomas A. Syrko, PE • Sheldon J Johnson • Dale A. Grove, RE • Thomas A Roushar. RE. Robert J. Devery. PE Offices: St Paul, St Clood. Rochester and WJlmar. MN • Milwaukee. WI • Ch¢dgo, IL Website: www.boneetroo.c.m Ms. Kim Kamper City of Oak Park Heights 14168 Oak Park Boulevard North Oak Park Heights, Minnesota 55082 -2007 December 20, 2001 (OPH02- 0609 -5140) ' RE: Wellhead Protection Area and Drinking Water Supply Management Area Delineations, and Aquifer and Well Vulnerability Assessments. ' Dear Ms. Kamper: Enclosed is a report summarizing the wellhead protection area and drinking water supply management area delineations for the city's wells, along with an assessment of aquifer and well ' vulnerability for the City of Oak Park Heights. This report addresses the rationale for beginning wellhead protection area planning; the ' methodology and results of the delineation modeling; and the methodology and results of the vulnerability assessments. We expect the report will meet the delineation and vulnerability assessment requirements (Phase 1) of Minnesota's Wellhead Rule. ' This report was completed by Northern Environmental, (Northern) but is being submitted by Bonestroo, Rosene, Anderlik, and Associates (Bonestroo), the parent company of Northern. As of ' December 2001, the Minnesota offices of Northern are integrating with Bonestroo to become one firm. All future activities for this project will be handled out of the Bonestroo office in St. Paul. We will be pleased to meet with you, the City Council, and other interested parties to discuss this ' report. Respectfully Submitted, ' eone tro ,Rosene, Anderlik, and Associates, Inc. ' ark T. novec Hydrogeologist 1 1 Enclosure: Report cc: Mr. Dennis Postler, Bonestroo, Rosene, Anderlik & Associates 1 2335 West Highway 36 • St. Paul, MN 55113 • 651 - 636 -4600 - Fax: 651 -636 -1311 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 1.1 Background Information 1 12 Regional Setting 1 1.2.1 Precipitation 1 1.2.2 Geologic and Hydrogeologic Setting 1 1.2.3 Surface Water 2 1.2.4 Soils 3 1.3 Oak Park Heights Water Supply System 3 1.3.1 Raw Water Supply 3 1.3.2 Storage 3 1.3.3 Distribution System 3 1.4 Technical Approach 4 2.0 GROUNDWATER FLOW MODEL 6 2.1 Code Selection 6 2.2 Model Conceptualization 6 2.3 Description of Modeling Input 7 2.3.1 Aquifer Parameters 7 2.3.2 Linesink Data (Aquifer Discharge /Recharge Boundaries) 7 2.3.3 Area Infiltration Elements (Aquifer Recharge Sources) 7 2.3.4 Aquifer Inhomogeneities 8 2.3.5 Well Data 6 2.4 Calibration of the Model 8 2.5 Uncertainty Discussion 9 3.0 WELLHEAD PROTECTION AREA AND DRINKING WATER SUPPLY MANAGEMENT AREA DELINEATION 11 3.1 WHPA Delineation 11 3.2 DWSMA Delineation 11 4.0 DRINKING WATER SUPPLY MANAGEMENT AREA AND WELL VULNERABILITY ASSESSMENTS 12 4.1 Background Information 12 4.2 Aquifer Sensitivity Assessment 12 4.3 Well Vulnerability Assessment 13 5.0 CONCLUSIONS 15 I 1 1 1 1 1 1 1 1 1 1 1 0 1 I ' TABLE OF CONTENTS - Continued ' 6.0 RECOMMENDATIONS 7.0 REFERENCES FIGURES ' 1. Cross - Section Location Map 2. Conceptual Geologic Cross - section A -A' of Study Area 3. Conceptual Geologic Cross - section B -B' of Study Area ' 4. Surface Water Drainages, Oak Park Heights Annexation Area 5. Location of Linesinks 6. Layout of Area Infiltration Elements 7. Aquifer Inhomogeneities Represented in Model ' 8. Location of Calibration Points 9. Computed Equipotentials, Pumping Conditions 10. Computed Capture Zone for Oak Park Heights Wells 1 & 2 (K =76 ft/day) ' 11. Computed Capture Zone for Oak Park Heights Wells 1 & 2 (K =30 ft/day) 12. Composite Wellhead Protection Capture Zone and DWSMA ' TABLES ' 1. Monthly Precipitation Totals 1992 -1996 2 Discharges for High - Capacity Wells in the Oak Park Heights Vicinity 3. Regional Model Calibration Results 4. Confining Layers Encountered at City Wells 5. Well Vulnerability for Oak Park Heights Wells ' APPENDICES Appendix A. Glossary Appendix B. Pumping Test Results Appendix C. Data Files ' Appendix D. Well Vulnerability Assessment Worksheets 16 17 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1.1 Background Information 1.0 INTRODUCTION Growth in the Oak Park Heights area points to the need to protect the existing water supply through wellhead protection planning. The wellhead protection program rules were in the draft stage when the City took a proactive approach to wellhead protection planning by authorizing Northern Environmental Technologies, Incorporated (Northern Environmental) to complete the delineation of wellhead protection areas for the City s existing wells. The wellhead protection rules were adopted on November 3, 1997. Northern Environmental also completed an assessment of the aquifer's vulnerability to contamination within the wellhead protection areas, and a vulnerability assessment of the City's wells. These tasks comprise the first steps in developing a wellhead protection plan forthe City. This report contains the results of the delineations and vulnerability assessments. Specifically, the ' report discusses: A the methodology used in delineating the wellhead protection areas e the results of the delineations ' A the translation of the wellhead protection areas into drinking water supply management areas A the local units of government potentially affected by the delineations ' 4 the potential vulnerability of the City's aquifer source to contamination 0 the potential vulnerability of the City's wells to contamination ' 1.2 Regional Setting ' 1.2.1 Precipitation East - central Washington County receives approximately 31.5 inches of precipitation annually (State Climatology Station 218037, Stillwater). About 70 percent of this total usually falls between the ' period spanning from April through September (USDA SCS, 1980). A table containing average monthly and annual precipitation for years 1996 -2000 is presented in Table 1. ' 1.2.2 Geologic and Hvdrogeologic Setting The geology of east - central Southern Washington County is comprised of a sequence of glacial till ' and outwash deposits overlying Cambrian- Ordovician bedrock. Pre -Late Wisconsin Keewatin till deposits are covered by Superior Lobe till and outwash. The tills are marked by the presence of loam to clay -loam textured, unsorted sediments while outwash deposits are usually loamy sand to gravel in texture. Generally, the glacial deposits are between 50 and 100 feet thick in the Oak Park Heights area and offer confining protection to lower bedrock aquifers where clayey tills are present. Well logs from the wells located in the area and registered in the CWI database indicate a heterogeneous mix of glacial drift above bedrock. Thicknesses vary from less than 35 feet to over ' 200 feet. The heterogeneity of the deposits, (e.g., 79 feet of sand and gravel north and west of the wells at unique well no. 127284 and 185 feet of clay south and west of the city wells at unique well no. 52693) suggests clayey tills are not uniformly present near the Oak Park Heights wells. In ' addition, the locally shallow bedrock further suggests the confining protection immediately around the well field may be minimal. ' C1MTJ_PRWS14MWHPA REP.DOC I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 The upper bedrock formations in the Oak Park Heights area are the Prairie du Chien Dolomite and the Jordan Sandstone which, together, form the aquifer from which the city draws its water supply. Erosional remnants of the Platteville Limestone, Glenwood Shale, and St. Peter Sandstone subcrop to the south of Oak Park Heights in Baytown Township. A east -west oriented buried bedrock valley is located along the southern boundary of the city running approximately from the St. Croix River in the east to McDonald and Cloverdale Lakes in the west. This valley is marked by the erosion of the Prairie du Chien and Jordan bedrock formations from a glacial river. The valley has since been filled in by glacial outwash and till deposits and is the primary reason explaining the various depth to bedrock values in Oak Park Heights. Figure 1 shows the location of Figures 2 and 3, which are conceptual cross - sections of the geology of East - Central Washington County through the Oak Park Heights and Stillwater area. Since bedrock dips the southwest, the base of the Jordan is significantly higher in the vicinity of Oak Park Heights and Stillwater than it is to the west and south. This, in conjunction with erosional effects, have resulted in a situation where the bottom of the Jordan may subcrop hundreds or thousands of feet west of the St. Croix River. In some areas (mainly north of Oak Park Heights) the elevation of the base of the Jordan exceeds the river level. South of Oak Park Heights the base of the Jordan is less than the river level and drift/alluvium may cover the erosional edge of the Prairie du Chien /Jordan and extend under the river. Well log information and the Washington County Atlas indicate that the Prairie du Chien - Jordan (OPCJ) aquifer in the Oak Park Heights area is confined west of a line running approximately north - south about one mile west of the Oak Park Heights well field. It is unconfined to the east, particularly in areas in close proximity to the St. Croix River. Flow direction is determined by the proximity of the St. Croix River which acts as a hydraulic boundary for the Prairie du Chien - Jordan aquifer in East - Central Washington County. Groundwater flow in the Prairie du Chien - Jordan Aquifer in the Oak Park Heights area, as indicated in the Washington County Geologic Atlas, is moving in an easterly direction towards the St. Croix River from groundwater highs to the west and north. In areas where erosion has removed part or all of the Prairie du Chien/Jordan Aquifer system (in east - central Washington County), glaciofluvial or fluvial processes have generally deposited unconsolidated materials. These materials are often saturated and act as hydraulic extensions of the Prairie du Chien - Jordan aquifer system. Examples include the bedrock valley south of the Oak Park Heights well field and along the St. Croix River valley, south of Oak Park Heights. In each of these areas, the unconsolidated materials may act as extensions of the Prairie du Chien - Jordan, although the hydraulic properties likely differ. 1.2.3 Surface Water ' Surface water runoff in the City of Oak Park Heights is controlled by a combination of a comprehensive storm sewer network and a system of natural and constructed watersheds and drainage ditches. The storm sewer system generally drains the area east of Oakgreen Avenue and the surface drainage dominates west of Oakgreen (Anderlik, 1997). The area of natural drainage is defined by Oakgreen Avenue on the east, State Highway 36 on the north, State Highway 5 on the west, and natural drainage boundaries along the city limits on the south. This area is at the headwaters of three watersheds. The northern portion of the area, in the Browns Creek Watershed, flows north under Highway 36. The southeastern portion of the area, in 1 ' CAWJ_PR0JA5140\WHPA_REP.D0C I 1 1 1 0 1 1 1 1 1 1 1 1 I 1 1 1 1 1 the middle St. -Croix Watershed, flows northeast and southeast. The southwestern portion of the area, in the Valley Branch Watershed, flows south to Cloverdale Lake (Bonestroo, 1995). These drainages, and associated subwatersheds have been mapped by Bonestroo (1995) as part of planning for surface water management. The results of this mapping effort are summarized on Figure 4. Most of the detention ponds shown on this drawing are shown with lateral effects that would exist following a 100 year rainfall event. During dry conditions most of the areas dry up almost completely. 1.2.4 Soils Soils in the vicinity of the City of Oak Park Heights well field are generally derived from the underlying sandy hills and outwash deposits. These upland soils are well drained, moderately coarse - textured, and belong to the Hayden - Kingsley group (USDA SCS, 1980). 1.3 Oak Park Heights Water Supply System The existing water supply and distribution system has sufficiently served the City of Oak Park Heights. Planned improvements and expansion of the system has kept pace with the demands placed on the system. The entire system remains in very good condition primarily because of the implementation of a good maintenance program. 1.3.1 Raw Water Supply The City of Oak Park Heights obtains its raw water from two deep wells in the Jordan aquifer. The main production well was constructed in 1968, and provides a total capacity of 850 gallons per minute (gpm) or 1.22 million gallons per day (MGD). The second well was constructed in 1975 and is used as a standby well. This well also has a capacity of 850 gpm (1.22 MGD). This gives the City a firm capacity (capacity with the largest well out of service) of 1.22 MGD, and a total capacity of 2.44 MGD. The quality of water from the wells is good with low levels of both iron and manganese. The water is hard at about 210 mg/L or 12.3 grains. In -home water softeners are used to remove hardness for residents who desire softer water. 1.3.2 Storage The City of Oak Park Heights currently has 750,000 gallons of useable storage in the system. This capacity is divided between two elevated reservoirs with capacities of 250,000 gallons and 500,000 gallons, respectively. 1.3.3 Distribution System The existing distribution system consists of lines that vary in size from 4 inch to 12 inch diameter. All mains are ductile iron pipe (DIP). Static pressures range from 60 to 90 pounds per square inch (psi) throughout the system. The City has not had any problems with low or high pressure areas in the distribution system. C:1 ATJ_PR0J%5140AWHPA_REP.DOC I 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 i 1 1.4 Technical Approach Available geologic and hydrogeologic data have been compiled as part of the delineation effort. These data were assembled in order to satisfy the criteria established in the wellhead protection rules for delineation. These are as follows: Time of Travel: The time of travel is established at the time the delineation analysis is conducted. For Oak Park Heights a time of travel of ten years was used. Flow Boundaries: Hydrogeologic, hydrologic, and geologic features that may have an effect on the location of WHPA boundaries were identified using background materials including USGS 7.5 minute topographic maps, Washington County Geologic Atlas, Surface Water Management Plans for City of Oak Park Heights, groundwater pumping information from SWUDS and cross - sections prepared from geologic information available from well drilling logs (CW I). Potential boundaries include a bedrock valley south of Oak Park Heights, the St. Croix River to the east, and groundwater appropriations in Stillwater. Each of these are factored into the delineation analysis. ' Daily Volume: ' Annual groundwater appropriations measured by the City of Oak Park Heights are tabulated and presented in Section 2.3.5. The maximum values recorded over the past five years for each well were used to calculate the average daily discharge for City wells 1 and 2 (Table 2). These rates are used in the delineation analysis. ' Groundwater Flow Field: 1 1 1 1 1 The groundwater flow direction and gradient were obtained from the Geologic Atlas for Washington County, and was generally substantiated by water level data from county well index. These data were used to guide the groundwater modeling used to prepare the delineation analysis. Additional groundwater elevation data were also obtained from information contained in County Well Index. Aquifer Transmissivity: A pumping test (Appendix B) was conducted to determine the aquifer transmissivity in Oak Park Heights. In addition, a substantial body of aquifer transmissivity and hydraulic conductivity data of a regional nature is available for the Prairie due Chien/Jordan aquifer in the Twin Cities Metropolitan area (e.g., Norvitch, et al, 1974; Kavinetsky & Walton, 1979; Schoenberg, 1990) ' CMTTJ_PR0d\5140\WHPA_REP.D0C I 1 1 1 1 1 1 1 1 1 1 I 1 1 Information assembled to address each of these criteria were incorporated into a single layer groundwater model, which was used as the primary analytical tool for delineation purposes. The ' model is described in the next section of this report. The results of the delineation analysis are presented in Section 3. Finally, the geologic and hydrogeologic analysis conducted as part of the delineation analysis was augmented by well record and water quality data review in order to ' complete the vulnerability assessment (Section 4). 1 1 1 1 1 1 1 1 I C:\MTJ_PROJl474O\WHPA_RERDOC I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 2.1 Code Selection 2.0 GROUNDWATER FLOW MODEL The analytic element method to model groundwater flow (Strack, 1989) was used in developing the wellhead protection area delineations for the City of Oak Park Heights. The analytic element method is based on the principle of superposition of analytic functions, with each function representing a hydrogeologic feature in an infinite aquifer. The functions represented in this model are aquifer parameters, area infiltration and resistance elements, head - specified linesinks, aquifer inhomogeneities, and wells. 2.2 Model Conceptualization Before constructing the model, site geology was studied to determine the properties and the extent of the aquifer being modeled. County geologic atlases, County Well Index (CW I), and data from geologic borings and well logs were used to establish the salient features of the hydrogeologic flow system in east - central Washington County. The purpose of the groundwater model is to simulate groundwater flow conditions in the Prairie du Chien/Jordan Aquifer System in the area near the well field used by the City of Oak Park Heights as a water supply. To meet this objective, the model extends laterally for miles around the City of Oak Park Heights, in order to represent the regional groundwater system properly. For practical purposes, the boundaries are the St. Croix River to the east, the Mississippi River to the south and west, and recharge in the far -field to the north. Recharge to the aquifer is due to vertical leakage from overlying units and lateral flow from the north; discharge is generally at major rivers and at wells. Oak Park Heights is on the east flank of the Twin Cities Basin, a structural feature that means the elevation of the Prairie du Chien/Jordan Aquifer System decreases to west - southwest in the direction of downtown St. Paul. These variations are important because in areas close to the St. Croix River near Oak Park Heights, the regional groundwater elevations drop and the bedrock elevations rise sufficiently that unconfined conditions are present. Moreover, in these same areas the aquifer is close to the ground surface and is afforded less protection from overlying units than elsewhere. Hydrostratigraphic relationships east of Oak Park Heights are complex where the lateral extent of the Prairie du Chien/Jordan is truncated by the valley of the St. Croix River. The edge of the bluff is approximately one mile east and, more importantly, downgradient of the Oak Park Heights well field. Regional -scale maps and studies do not identify effects of the complex hydrostratigraphy that extend upgradient. Therefore, the Oak Park Heights model focusses on simulating the observed conditions upgradient of this area, but not on accounting for all complexities at the edge of the bluff. The Oak Park Heights pumping center is sufficiently far upgradient of this feature that effects are negligible. ' Hydraulic conductivity is an aquifer parameter that exerts significant influence over the rate and direction of groundwater flow. The results of the pumping test conducted at Oak Park Heights Well No. 2 were used as the basis for assigning hydraulic conductivity values locally around Oak Park Heights, and elsewhere within the model domain, although adjustments were made within generally accepted constraints in order to improve calibration. ' CAMTJ_PROM140\wHPA_REP.DOC I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 I 1 2.3 Description of Model Input The groundwater flow model was developed as a single layer model to represent the Prairie du Chien /Jordan Aquifer System. The model was developed using MLAEM (v5.02). The following sections describe the input used for the model. A complete listing of model input is presented in Appendix C. 2.3.1 Aquifer Parameters ' 1. Base Elevation. This elevation marks the base of the Prairie du Chien - Jordan (OPCJ) aquifer from which the city draws its water supply. The elevations used in the Oak Park Heights model varied from 540 to 700 feet MSL mainly because, as indicated earlier, base ' elevations change over the model area. The elevations were determined from well log data in the County Well Index (CWI) and from the Washington County Geologic Atlas. ' 2. Aquifer Thickness = 190 to 250 ft. The thickness of the Prairie du Chien - Jordan aquifer was determined from well log data in the CW 1 and from the Washington County Geologic Atlas. ' 3. Hydraulic Conductivity = 76 ft/day. This value was determined from pump test data at Oak Park Heights municipal wells and from average Prairie du Chien - Jordan conductivity values ' as presented in Schoenberg (1990). 4. Effective Porosity = 0.2. This value in representative of sandstones such as the Jordan sandstone, which is the primary unit in which the City s wells are finished. ' 2.3.2 Linesink Data (Aquifer Discharge /Recharge Boundaries) ' Regional aquifer discharge occurs at rivers, which are represented as linesinks in the MLAEM model. These linesinks represent the discharge boundaries of the Prairie du Chien - Jordan flow system in the model. Rivers included as linesinks are: Mississippi River, Minnesota River, St. Croix River. For a layout of the river linesinks, refer to Figure 5. 2.3.3 Area Infiltration Elements (Aquifer Recharge Sources) ' Recharge to the aquifer is derived from infiltration into the aquifer from rainfall, leakage from overlying units, and leakage from lakes and streams. To simulate this in the model, the region was divided into several small areas (Figure 6) based on locations of surface bodies of water, bedrock ' geology, and glacial geology. These quadrilaterals represent given- strength area elements, which were used to specify recharge over the model domain. The range of values entered for direct infiltration were: 1. Infiltration was set at (0.0004 ft/day to 0.0036 ft/day), where low values simulate areas with lower permeability surficial sediments overlying the aquifer. High values simulate areas with ' higher permeability surficial sediments. 1 ' CAWTJ_PHD,h5140\WHPA REP.DOC I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 2.3.4 Aquifer Inhomogeneities ' Inhomogeneities represent areas of the aquifer where parameter conditions, such as thickness or conductivity vary from average regional conditions. Several inhomogeneities were entered into the Oak Park Heights model (Figure 7): 1. Buried Bedrock Valley Inhomogeneity No. 1. South of the Oak Park Heights well field is an east -west trending bedrock valley. The bedrock valley appears to be filled with gravels at ' depth and fine - grained materials at the bedrock surface (cf. unique well numbers 110592, and 526953). 2. Buried Bedrock Valley Inhomogeneity No. 2. A buried bedrock valley trends north and south ' through Southern Washington County. In this buried bedrock valley, permeability of the aquifer was increased due to the presence of medium to large sand and gravel deposits contained within the valley. Well log and pump test information support this increased permeability within the valley (3M Woodbury RI Report, CRA). 3. Geometric Inhomogeneities. Figure 7 shows the boundaries of several inhomogeneities ' used to adjust the base elevation of the Jordan. Base elevations vary from approximately 500 feet MSL in the center of the Twin Cities Basin to 650 feet MSL in the area near the City of Oak Park Heights. Inhomogeneities are used to represent these changes in the model. The hydraulic conductivity values used in the model for the area around the City of Oak Park Heights are also specified with these in homogeneities. The value of 76 ft/day is based on the results of the pumping test in Oak Park Heights Well Number 2 (Appendix B). 2.3.5 Well Data ' High capacity wells for Ramsey, Anoka, and Washington Counties were included in the model. These high capacity wells on average pump more than one million gallons per year (data obtained from MDNR Water Appropriation/Permit database). Input of well data in the model included well location, average daily pumping rate, and radius of the well. The average daily pumping rate was derived from the maximum annual amount of water ' pumped from that well over the last five years. Table 2 shows the maximum yearly pumpage for each city well, and the resultant daily discharge input into the model. Table 2 also shows annual discharges for some of the high capacity wells in close proximity to Oak Park Heights. The Stillwater t prison wells were not included because of uncertainty with respect to well location, and because they are far enough downgradient so as to produce negligible differences in the model results near the Oak Park Heights well field. 2.4 Calibration of the Model To calibrate the regional groundwater model, comparisons were made between water levels ' computed by the model and measurements made in selected municipal and private wells from the County Well Index. Also, a comparison of potentiometric contours generated from the model with those of the Washington County Bedrock Hydrogeology Map was made to verify the simulated ' potentiometric surface of the Prairie du Chien- Jordan aquifer. For calibration we used a dataset extracted from CW I by MPCA metro model staff, and processed using a geostatistical analysis to exclude outliers and other anomalous data points. The locations of these calibration points are ' QWRJ_PR0J%5140%WHPA_REP.D0C 8 I 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 shown in Figure 8. Table 3 is a summary of the calibration results. All solutions using the input set described in this section of the report were generated using a relative accuracy (convergence criterion) of 0.005 rather than the default of 0.01. In order to calibrate and verify the model in the Oak Park Heights area, the input data was refined to create a local flow system that closely approximated observed conditions. Pump test data from the Oak Park Heights wells and static water elevations in surrounding wells were compared with the modeled values. Base hydraulic conductivity and inhomogeneity boundaries were adjusted to improve calibration results locally near Oak Park Heights. Further refinements were completed by adjusting infiltration rates and resistance values of area elements based on soils, surficial geology, and bedrock geology. After local verification and calibration, the predicted groundwater elevation at Oak Park Heights wells was within 8 feet or less of measured elevation at the given pumping rates as shown in Table 3. Summary statistics relative to the calibration are included at the end of Table 3. These statistics indicate that the sum of errors and mean error are positive, which signals that the model is biased high. The mean absolute error is 13.7 feet and the root mean squared error is 17.6 feet, which are acceptable considering potentiometric heads vary over 150 feet across the model domain, the best fits between observed and simulated heads are close to Oak Park Heights, and the variable accuracy of data from CW I. ' The greatest variation between measured and observed results occurs east of Oak Park Heights. In this area, the Prairie du Chien and Jordan units are truncated in the vicinity of the St. Croix River, and partly by small surface water drainages (such as the stream and wetland complex west of the Stillwater Prison). The model used for the Oak Park Heights delineation did not address the ' complexities presented by these geologic conditions because they are far down gradient of the Citys wells and don't affect the delineation analysis. The calibrated model does a good job matching observed ground flow directions and gradients at and upgradient of the City's wells. ' 2.5 Uncertainty Discussion ' From a practical standpoint, it is impossible to understand a hydrogeologic system and to represent it sufficiently well so as to preclude introducing errors in the modeling process. It is necessary to make judgements about the hydrogeologic system during conceptual model development and to ' evaluate uncertainties as the model develops. The primary uncertainties in the Oak Park Heights Model are as follows: ' 0 Transmissivity /Hydraulic Conductivity: The results obtained from the pumping test performed in Oak Park Heights Well Number 2 are different from regional values for the aquifer, and, because of the data obtained from the test, are subject to some uncertainty. Accordingly, the W HPA delineation was conducted using both the values measured in Oak Park Heights ' and the regional value. A Water Level Available for Calibration: The best data set of water level values available for calibration is culled from CW L These data represent measurements made potentially over many years, under a variety of different aquifer conditions, and using many different methodologies. Attempts were made to minimize errors by using a data set prepared by ' MPCA to strip outliers. In addition, the focus of calibration efforts was to match groundwater flow directions and gradients near and upgradient of the primary area of interest. ' CWtrJ_PR0JU140\WHPA_REP.D0C I 1 1 1 1 1 l 11 1 1 1 1 1 1 1 I 1 A Nature of Groundwater Flow: There is little doubt that the Jordan Aquifer system acts primarily as a porous medium. In constructing the MLAEM model used for the delineation analysis, the Prairie du Chien is assumed to behave similarly on the scale of the model. While this is a common assumption for groundwater models in the Twin Cities Metropolitan Area, it introduces some uncertainty into the delineation analysis because the primary flow mechanisms in the Prairie du Chien are known to be due to secondary porosity features such as fractures and solution cavities. ' A Recharge Rates: The magnitude of recharge rates introduced into the model layer representing the Prairie du Chien/Jordan Aquifer System is not known with a great deal of certainty. However, the magnitude of recharge to the Prairie du Chien/Jordan is limited by ' the amount of rainfall, and was bracketed by extensive regional modeling and sensitivity efforts conducted by the MPCA on the Metro Model (MPCA, 1997). Hence, by working within these ranges and adjusting rates that produced results to match observed groundwater flow and gradient conditions, uncertainties with respect to recharge values ' were minimized. 1 I 1 1 1 1 ' 10 C:U7TJ_PROJ151401W HPA_REP.DOC I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 ' Figure 9 shows the potentiometric surface generated for east - central Washington County with all high - capacity wells pumping, including the Oak Park Heights's municipal wells. The figure ' represents steady state conditions. Ambient flow in the Oak Park Heights area does not appear to be significantly affected by seasonal pumpage from other high capacity wells in the vicinity. No high capacity wells are currently located in the immediate area upgradient of the city's wellfield. ' 3.1 WHPA Delineation The wellhead protection areas (WHPAs) for the City of Oak Park Heights wells were completed ' using the groundwater flow model described earlier in Section 2. In order to address uncertainty with respect to aquifer transmissivity, a composite WHPA was prepared. This composite is based on WHPAs generated using the following conductivity values: ' 76 ft/day (based on the aquifer test result from Oak Park Heights Well No. 2; Figure 10); 30 ft/day (literature value based on regional estimates; Figure 11). ' The WHPAs shown in Figure 10 are somewhat narrow, long and distinct for each well. In contrast, the WHPAs shown in Figure 11 are wider and shorter, and have coalesced into one area for both ' wells. It can be expected that groundwater within the identified wellhead protection areas will reach the respective Oak Park Heights wells (assuming continuous pumping at specified rates) within the next ten years. A composite WHPA, based on the WHPAs generated for the scenarios described ' earlier, is presented in Figure 12. From the figures, it is clear the wellhead protection areas for all city wells are not contained within the city limits. The close proximity of the wells accounts for the one large wellhead protection area for Well Nos. 1 and 2. ' Figure 12 also shows the area that will be appended to the WHPA to account for surface water sub - watersheds that direct surface water into the WHPA that is computed based on groundwater flow alone. The surface water boundaries are based on a surface water management plan prepared for ' the City of Oak Park Heights by Bonestroo (1995). The rationale for including the surface water sub - watersheds in the WHPA is that it can be difficult to simulate recharge to the Prairie du Chien, with its fractured and weathered porosity, and using surface water drainages (i.e., flow boundaries) helps ensure areas that may contribute water to the aquifer are included in the WHPA. Reverse (backward) particle tracking analysis revealed, as expected, that water pumped from the ' aquifer near Oak Park Heights Wells 1 and 2 originates as recharge very close to the wells for shallow depths in the aquifer. However, water pumped from near the base of the Jordan follows a path that extends upgradient to the west and that requires over 30 years to intersect the water table. 3.2 DWSMA Delineation Figure 12 shows the DWSMAs for the city wells as shaded areas. The DWSMAs include the ' parcels of land that are either partially or wholly contained within the ten -year wellhead protection area for each municipal well. More importantly, the DWSMAs are the land areas that must be managed under the wellhead protection management plan. 1 ti C:WIrJ_PRQh51401WHPA-REP. DOC I i 1 1 1 1 k 1 i 1 1 i 1 1 1 1 1 1 1 I 4.0 DRINKING WATER SUPPLY MANAGEMENT AREA AND WELL VULNERABILITY ASSESSMENTS 4.1 Background Information ' Two separate assessments were undertaken to determine the vulnerabilityof the citys water supply. The first assessment consisted of an assessment of the vulnerability to contamination of the Prairie du Chien - Jordan aquifer within the identified DWSMAs. This assessment was completed according to MDH guidelines and recommended methodology. The second assessment was a well vulnerability assessment for City Well Nos. 1 and 2. The well vulnerability assessment was also completed using MDH guidelines. ' 4.2 Aquifer Sensitivity Assessment The methodology recommended by the MDH guidelines forassessing the vulnerability of an aquifer ' includes investigation of: 1) geologic sensitivity; 2) continuity of overlying strata; and, 3) chemical and isotopic information. ' The MDH guidelines suggest using the geologic sensitivity criteria developed by the Minnesota Department of Natural Resources (MDNR) (1990) to determine geologic sensitivity. According to the MDNR sensitivity criteria, each confining layer overlying the aquifer is given an "L" score for ' every ten feet of confining material. The greater the "L" score, the lesser the geologic sensitivity of the aquifer and the lesser the aquifer's vulnerability to contamination. Deeper aquifers that score L- 1 to L -4 are given a "low" sensitivity rating while aquifers scoring L -5 or greater are given a "very ' low" rating. The low and very low ratings indicate contaminants introduced at the surface should take decades to centuries to reach wells within the aquifer. Northern Environmental reviewed well logs for each city well. These logs were analyzed for thickness of confining materials. Table 4 indicates the thickness of confining materials found at the city wells and the "L" score that accompanied each layer. ' To define the overall sensitivity of a drinking water supply management area which includes more than one well, the lowest L -score of the wells included in the area was used. Using the MDNR L- score rating, the geologic sensitivity of the drinking water supply management area for the wells is L- ' 3. The "Sensitivity of Groundwater Systems to Pollution" map in the Washington County Geologic Atlas ' indicates in the Oak Park Heights area is large enough to include a range of different sensitivity values. This map was compiled based on the presence of overlying bedrock units and generalizations of glacial geology. Oak Park Heights's DWSMA covers areas with mapped sensitivities varying from moderate to high. ' Aside from geologic sensitivity, continuity of overlying strata and chemical and isotopic data were evaluated to determine the vulnerability of the aquifer to contamination. The continuity of the ' glacially - derived sediments overlying the Prairie du Chien - Jordan aquifer is not easily determined, since there are few well and boring logs within the DWSMA. Information from the municipal well logs indicate several layers of clay overlying the aquifer. Well logs from areas adjacent to the ' DWSMA indicate the presence of a major buried bedrock valley trending east -west south of the City containing a heterogeneous mix of materials above bedrock. The heterogeneity of the deposits, (e.g., 79 feet of sand and gravel north and west of the wells at unique well no. 127284 and 185 feet ' 12 C:WTiJ_PROJ1514MW HPA_REP.DOC I I I I I I I I I I I I I I I I I I i I 1 ' of clay south and west of the city wells at unique well no. 52693) suggests clayey tills are not uniformly present near the Oak Park Heights wells. In addition, the locally shallow bedrock further suggests the confining protection immediately around the well field may be minimal. For these reasons, the overlying strata was considered discontinuous over the DWSMAs. ' Nitrate is a compound that is often elevated in shallow groundwater supplies because of a variety of human activities. Previous chemical data indicated that low levels of nitrates were found in both city wells in 1993, 1994, and 1997. The presence of these chemicals is of concern because they ' indicate the presence of "modem" water recharging the aquifer. The presence of nitrate at the well suggests the travel time from the ground surface to the aquifer is quite short- -on the order of days to months. Nitrates were not found at levels that pose a health risk. Oak Park Heights well no.1 was sampled for chlorofluorocarbon (CFC) age- dating in May, 1997 and results indicate that the sample collected last equilibrated with CFC concentrations in the atmosphere in 1988. Ancillary data collected as part of the CFC age- dating sampling program ' include tritium (result: 17.2 T.U.), nitrate (36 mg/L), dissolved oxygen (3.99 mg/L), and nitrogen gas (24 mg/L) (Regan, 1998). The CFC and tritium results in particular indicate the well is vulnerable. ' The results of the DWSMA vulnerability assessment indicate the aquifer is vulnerable to contamination based on the discontinuous nature of overlying strata, the presence of nitrate in both wells, the CFC and tritium results, and the moderate to high susceptibility to contamination ' documented in the Washington County Geologic Atlas. 4.3 Well Vulnerability Assessment ' The likelihood of contamination reaching the city's water supply depends on aquifer vulnerability, as well as the construction, maintenance and use of the city's wells and other wells completed in the same aquifer. To determine the vulnerability of the city's wells to contamination, Northern t Environmental completed a well vulnerability assessment according to a scoring system set forth in guidelines developed by the MDH. ' In the guidelines, the scoring categories for assessing well vulnerability were: ➢geologic sensitivity ' ➢chemical and isotopic data ➢well casing integrity ➢cased depth ' ➢pumping rate ➢isolation distances Points were assigned in each category based on existing information. The scores for each well are ' summarized in Table 5. If the score for a well was 45 points or greater, the well was considered vulnerable. From the table, the results of the well vulnerability assessment indicate that Well Nos.1 and 2 are both vulnerable to contamination (see Appendix D for completed vulnerability ' worksheets). Wells were scored using only data specific to the well being assessed. This assessment takes into account the new CFC age- dating data recently collected by the MPCA and USGS. 1 ' 13 C:WTTJ PROJL5140\WHPA_REP.DOC I 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 ' The "vulnerable" status of Well Nos. land 2, and the moderate to high vulnerability of the aquifer in the DWSMA, suggests the City will be required by the MDH to complete an extensive potential ' contaminant source inventory in the DWSMAs for these wells as part of their wellhead protection plan. 1 1 1 1 1 I I I ' 14 C:\MTJ_PR0,f\5140 \W HPA_REP.DOC I 1 1 i 1 1 1 i 1 1 1 1 1 1 1 i 1 1 1 I ' 5.0 CONCLUSIONS ➢ The simulated groundwater elevations at the Oak Park Heights wells and other wells in the area generally match observed conditions, indicating a well - calibrated model. ' ➢ The 10 -year time of travel wellhead protection areas and DWSMAs for Oak Park Heights existing and future wells are not contained within city limits, because they extend into areas of Baytown Township. ' ➢ At least one other local unit of government, Baytown Township, is located within the DW SMA. ' ➢ The aquifer sensitivity assessment for the DWSMAs, using MDNR criteria, resulted in a "low" sensitivity rating, but chemical data collected in 1993, 1994, and 1997 suggests that the aquifer is being recharged by "modern" water. In addition, examination of area well logs ' and the Washington County Geologic Atlas suggest moderate to high vulnerability. ➢ The well vulnerability assessment ranked Oak Park Heights's wells as vulnerable based ' upon the presence of nitrates in both wells, and a recent age date of 1988 (sample collected in 1997) and tritium in well no. 1. ' ➢ The vulnerable ranking for the wells suggests the City will be required by MDH to complete an extensive potential contaminant source inventory in the DWSMAs for these wells as part of their wellhead protection plan. 1 1 1 1 1 I ' 15 C:1MTJ_PROJ15140\W HPA_REP. DOC I 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 6.0 RECOMMENDATIONS ' ➢ Any changes in the city's pumping rates or well distribution should be forwarded to Northern Environmental so the groundwater flow model can be kept current. ' ➢ The DWSMAs should be redefined if property boundaries near the current delineations change, or if new wells are added to the water supply system. ' ➢ This report should be submitted to MDH for approval, and distributed to other interested parties as required in the wellhead rules. ➢ Provided the new well proposed for the City can be constructed within 12 to 15 months from ' the date of this report, the wellhead protection plan could be delayed until after Well No. 3 is constructed. This would allow the DWSMA to be revised to include well 3, with MDH approval, and the final wellhead protection plan activities to incorporate the WHPA for the new well. 1 1 L L 1 1 1 1 1 1 ' Ib C?MTJ_PROJ\5140�WHPA_REP.DOC I 0 1 1 1 1 1 1 1 1 C 1 I 1 1 1 1 7.0 REFERENCES Anderlik, J, 1997, Personal communication. Bonestroo, Rosene, Anderlik and Associates, 1995, Annexation area surface water management plan, letter to City of Oak Park Heights City Council from Dan Edgerton. Department of Natural Resources, Division of Waters, Criteria and Guidelines for Assessing Geologic Sensitivity of Ground Water Resources in Minnesota, 1990. Kanivetsky, R. and Walton, M., 1979, Hydrogeologic Map of Minnesota, Bedrock Hydrogeology, A Discussion to Accompany State Map Series Map S -2. Minnesota Geological Survey, Washington County Geologic Atlas, Edited by Swanson, Lynn and Meyer, Gary N., University of Minnesota, 1990. Norvitch, R.F., and T.G. Ross, and A. Brietkrietz, 1973, Water Resources Outlook for the Minneapolis -St. Paul Metropolitan Area, Minnesota, USGS and Metropolitan Council of the Twin Cities Area, 219p. Regan, C, 1998, Personal communication dated January 23, 1998. Schoenberg, M.E., Effects of Present and Projected Groundwater Withdrawals on the Twin Cities Aquifer System, Minnesota, USGS Water Resources Investigation Report, 00 -4001, 1990. Strack, Otto D.L., Groundwater Mechanics, Prentice -Hall Incorporated, 1989. Strack, Otto D.L., A Multi- LayerAnaVical Element Groundwater Model for the City of Inver Grove Heights, Department of Civil and Mineral Engineering, University of Minnesota, 1993. USDA Soil Conservation Service, 1980, Soil Survey of Washington and Ramsey Counties Minnesota. ' 17 C1MTJ_PROJ15140W HPA_REP. 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M O F- ~ c to O O r N a c C_ i a a� s R � 3 O N d .O F- d U O IZI F ,, c3 ad ri a r L m N m m c'7 d E C. N U O_ � r m n m N � E n r in m r U r O O O r N (D N E c L c p. d O i O O- N N V L V� 0 O >O LO O r O V Z N d N co V m O n V V m V U V N M r 0 (D E C) m O V N CL CO N N U1 U) Z) CO - m N m D O Q r V l(1 V m m 00 co o] m to O m O m GO N i0 m d C (O N m n co N r N (O co 15 Lo (DD co N ri -: Sri (o vi OD m CO O m o (D n m N V Q o 6 of y r m N R N N N m r N N r N r N (O N O O n 2 m r to M n N O O r O LL z N N O � co (D r- m ch m m c m N r r r 0 D n m m o d U O IZI 0 3 L O C iq c E C. N U O_ � N / 9 E U T LO N O V (D N E c L c p. Q O i O O- N m r 0 cn 0 Z (n ) I 1 1 1 1 1 1 1 1 r 1 i 1 1 1 1 i 1 i I Table 2 - Discharges for High- Capacity Wells in the Oak Park Heights Vicinity. 1 1 1 1 1 i 1 1 J 1 1 1 1 1 1 1 1 Institution Unique Number Volume pumped (millions of gallons) 1996 1997 1998 1999 2000 Oak Park Heights 208794 90.3 103.0 113.3 108.5 137.6 112205 109.0 96.2 94.3 102.1 71.1 MN Correctional Facility 208791 0.7 3.8 3.5 19.7 8.2 236159 150.1 137.1 122.0 105.5 112.8 City of Stillwater 208785 55.7 29.8 29.8 30.4 38.9 208786 107.3 41.2 44.7 46.2 51.9 208787 158.2 230.5 228.7 224.9 219.4 224608 116.6 130.6 148.4 124.8 124.3 127284 134.5 98.6 110.1 111.8 136.9 481662 116.3 127.4 116.4 131.8 143.0 Bola values represent discharges used In ground -water model. 1 I 1 1 1 1 1 I 1 1 1 0 I Table 3. Regional Model Calibration Results City of Oak Park Heights Wellhead Protection 1 1 I 1 Error (Computed - Absolute Easting Northing Computed Measured Measured Value Error Unique Coordinate Coordinate Head Head Head) Error Squared Number (feet) (feet) (feet) (feet) (feet) (feet) (feet) 208794 10980 -1466 807.58 815.00 -7.42 7.42 55.0 112205 11637 -796 802.83 802.00 0.83 0.83 0.7 413583 -2313 -20693 872.81 875.00 -2.20 2.20 4.8 177922 -4577 -20693 876.17 876.00 0.17 0.17 0.0 437345 -869 -20693 869.81 843.00 26.81 26.81 718.9 156384 9367 -20365 826.73 819.00 7.73 7.73 59.8 106273 10122 -20365 822.09 817.00 5.09 5.09 25.9 185797 -2247 -20365 873.23 858.00 15.23 15.23 232.0 106294 -115 -20037 868.86 867.00 1.86 1.86 3.5 106284 -2510 -19709 874.84 868.00 6.84 6.84 46.7 110425 11303 -19709 814.55 779.00 35.55 35.55 1263.7 109726 -1952 -19709 873.72 871.00 2.72 2.72 7.4 110436 10286 -19381 821.20 812.00 9.20 9.20 84.7 176008 -2051 -19053 874.99 870.00 4.99 4.99 24.9 194158 -1657 -18725 874.63 865.00 9.63 9.63 92.7 136546 -2116 -18725 875.66 850.00 25.66 25.66 658.4 441775 377 -18397 869.59 874.00 -4.41 4.41 19.5 431242 9433 -18068 826.94 818.00 8.94 8.94 79.9 442131 8547 -18068 832.48 820.00 12.48 12.48 155.6 106260 10220 -17740 822.00 819.00 3.00 3.00 9.0 440578 8088 -17412 835.55 828.00 7.55 7.55 57.0 156404 7366 -17412 839.77 823.00 16.77 16.77 281.4 447275 13173 -17412 801.26 807.00 -5.74 5.74 33.0 437330 8645 -17084 832.29 797.00 35.29 35.29 1245.3 412397 5496 -16756 850.25 847.00 3.25 3.25 10.6 177099 5266 -16100 851.86 825.00 26.86 26.86 721.5 156355 12747 -15772 804.86 790.00 14.86 14.86 220.9 162926 10712 -15444 819.49 824.00 -4.51 4.51 20.3 162940 11106 -15444 816.81 824.00 -7.19 7.19 51.6 424114 -6283 -14787 888.67 885.00 3.67 3.67 13.4 440591 11205 -14787 816.36 826.00 -9.64 9.64 92.8 435059 18128 -14787 754.33 776.00 -21.67 21.67 469.5 142338 17176 -14459 765.59 761.00 4.58 4.58 21.0 142329 15962 -14459 777.97 761.00 16.97 16.97 287.9 151756 -9302 -14131 894.11 899.00 -4.89 4.89 24.0 134784 19735 -14131 732.55 727.00 5.55 5.55 30.8 142390 509 -13803 874.66 859.00 15.66 15.66 245.2 437336 9663 -10522 828.49 818.00 10.49 10.49 109.9 ' Table 3. Regional Model Calibration Results City of Oak Park Heights Wellhead Protection 1 I 1 I Unique Number 199530 225747 208793 122005 186975 154448 415662 122049 420609 415692 428455 421747 437321 162938 110524 418587 427649 415657 186982 106276 138364 121049 130903 150887 127551 123503 427862 412463 155561 208517 242357 110424 112304 162109 110528 224608 139015 208514 Easting Coordinate (feet) 15864 2477 1263 14715 14748 9400 15404 14781 9794 9236 9269 10023 -5496 14584 -10680 -10811 -5627 9794 -11008 18193 -11959 -7596 -10483 -148 -12747 11401 4872 -4249 -4249 -6316 -5791 9958 -7891 -12287 -12714 5922 -12615 -7169 Northing Coordinate (feet) -10522 -10194 -9210 -8882 -8554 -8225 -8225 -8225 -7569 -7241 -6913 -6585 -6585 -6257 -5601 -4288 -3960 -3960 -3632 -3632 -3304 -3304 -2320 -679 -351 -351 -351 -351 305 305 633 633 1289 2930 3258 3914 4899 4899 Computed Head (feet) 781.49 869.51 875.88 791.93 791.70 830.68 786.09 791.43 827.87 831.31 830.87 825.66 902.74 791.90 912.53 914.68 906.08 822.89 915.82 761.40 917.12 911.18 917.01 887.01 921.78 807.03 854.11 904.82 905.25 911.78 910.52 814.62 916.61 925.25 926.04 844.69 927.83 917.61 Measured Head (feet) 754.00 857.00 872.00 775.00 765.00 830.00 773.00 783.00 839.00 851.00 845.00 837.00 899.00 767.00 890.00 910.00 892.00 814.00 903.00 708.00 903.00 891.00 901.00 897.00 904.00 793.00 872.00 912.00 867.00 879.00 913.00 825.00 885.00 885.00 898.00 856.00 915.00 888.00 Error (Computed - Measured Head) (feet) 27.48 12.50 3.88 16.93 26.70 0.68 13.09 8.43 -11.13 -19.69 -14.13 -11.34 3.74 24.90 22.53 4.68 14.08 8.89 12.82 53.39 14.12 20.18 16.01 -9.99 17.78 14.03 -17.89 -7.18 38.25 32.78 -2.48 -10.38 31.61 40.25 28.04 -11.31 12.83 29.61 Absolute Value Error (feet) 27.48 12.50 3.88 16.93 26.70 0.68 13.09 8.43 11.13 19.69 14.13 11.34 3.74 24.90 22.53 4.68 14.08 8.89 12.82 53.39 14.12 20.18 16.01 9.99 17.78 14.03 17.89 7.18 38.25 32.78 2.48 10.38 31.61 40.25 28.04 11.31 12.83 29.61 Error Squared (feet) 755.4 156.4 15.1 286.6 712.8 0.5 171.2 71.0 123.9 387.8 199.8 128.6 14.0 620.0 507.7 21.9 198.2 79.1 164.4 2851.0 199.5 407.3 256.2 99.8 316.2 196.9 320.2 51.6 1463.3 1074.8 6.1 107.7 999.1 1620.1 786.1 128.0 164.7 876.5 I 1 1 1 1 1 1 I 1 1 I ' Table 3. Regional Model Calibration Results City of Oak Park Heights Wellhead Protection I 1 1 1 I 1 I 1 1 1 1 Error (Computed - Absolute Easting Northing Computed Measured Measured Value Error Unique Coordinate Coordinate Head Head Head) Error Squared Number (feet) (feet) (feet) (feet) (feet) (feet) (feet) 139034 -12944 5227 928.57 915.00 13.57 13.57 184.2 112666 -13075 5883 929.51 930.00 -0.49 0.49 0.2 429691 -5594 6211 913.84 905.00 8.84 8.84 78.2 195747 -476 6539 892.46 903.00 -10.54 10.54 111.1 138975 -12386 6539 929.54 935.00 -5.46 5.46 29.8 427896 2182 6867 877.71 867.00 10.71 10.71 114.7 133500 312 8180 889.60 881.00 8.60 8.60 74.0 182841 968 8180 886.00 872.00 14.00 14.00 196.1 195652 3133 8508 873.27 855.00 18.27 18.27 333.8 427851 -5004 8508 913.78 895.00 18.78 18.78 352.8 423809 -8350 8508 924.11 913.00 11.11 11.11 123.5 163774 -3166 8836 906.88 897.00 9.87 9.87 97.5 427612 -3888 8836 909.84 915.00 -5.16 5.16 26.6 436633 2576 9164 877.52 881.00 -3.48 3.48 12.1 423282 -3888 9164 910.16 896.00 14.16 14.16 200.5 182811 3822 9492 869.80 867.00 2.80 2.80 7.9 186978 3265 9820 873.86 891.00 -17.14 17.14 293.6 153242 5200 9820 861.63 880.00 -18.37 18.37 337.3 423345 3790 9820 870.40 884.00 -13.60 13.60 185.0 162111 3363 10148 873.61 870.00 3.61 3.61 13.0 430900 -3396 10148 909.13 917.00 -7.87 7.87 62.0 418583 3396 10804 874.27 870.00 4.27 4.27 18.3 155599 -10745 12445 934.45 920.00 14.45 14.45 208.8 173921 -509 12773 898.31 908.00 -9.69 9.69 93.9 112642 -10877 13101 935.63 942.00 -6.37 6.37 40.6 430385 -10483 13101 934.83 935.00 -0.17 0.17 0.0 135382 869 13429 891.25 888.00 3.24 3.24 10.5 184005 1230 13429 889.65 891.00 -1.35 1.35 1.8 406231 2149 13757 886.07 870.00 16.07 16.07 258.4 440590 12878 14085 794.23 781.00 13.23 13.23 175.0 418761 10647 14742 829.84 803.00 26.84 26.84 720.6 163778 -11172 15726 940.04 910.00 30.04 30.04 902.1 404300 -4150 16054 919.88 922.00 -2.12 2.12 4.5 142301 7464 17038 864.58 833.00 31.58 31.58 997.1 133473 8449 17038 857.91 820.00 37.91 37.91 1437.2 440046 -12714 17694 945.69 940.00 5.69 5.69 32.4 446276 4741 18351 883.12 879.00 4.12 4.12 17.0 151767 -12123 18679 946.32 932.00 14.32 14.32 205.2 I ' Table 3. Regional Model Calibration Results City of Oak Park Heights Wellhead Protection 1 1 1 1 I 1 1 Statistical Summa Sum of errors: 1091.23 Mean error: 9.02 Mean absolute error: 13.73 Sum of squares: 37576.6 Root mean squared error (RMSE): 17.6 Error (Computed - Absolute Easting Northing Computed Measured Measured Value Error Unique Coordinate Coordinate Head Head Head) Error Squared Number (feet) (feet) (feet) (feet) (feet) (feet) (feet) 182668 -8481 19007 939.03 935.00 4.03 4.03 16.3 154425 -705 20319 912.12 872.00 40.11 40.11 1609.2 112703 -12255 20975 950.26 925.00 25.25 25.25 637.8 419815 11041 20975 854.80 800.00 54.80 54.80 3002.5 423826 12255 20975 846.56 837.00 9.56 9.56 91.4 139289 2412 20975 898.40 883.00 15.40 15.40 237.1 150855 2116 20975 899.50 897.00 2.50 2.50 6.2 Statistical Summa Sum of errors: 1091.23 Mean error: 9.02 Mean absolute error: 13.73 Sum of squares: 37576.6 Root mean squared error (RMSE): 17.6 I 1 I II 1 1 1 1 I 1 1 1 1 1 I 1 I 1 1 1 I 1 Table 4 - Confining Layers Encountered at City Wells. Well Name Confining Layer Description Sum Sum of L Thickness Scores (feet) Oak Park Heights 1 Red Clay, Br. Shale 36 L -3 Oak Park Heights 2 Sandy Red Clay, Clay 43 L -4 ' C:WTJ PROJ\5140 \W HPA RE P.DOC I J 1 1 1 1 1 1 Table 5 - Well Vulnerability for Oak Park Heights Well Well Name Score Vulnerability Oak Park Heights 1 automatically vulnerable vulnerable Oak Park Heights 2 60 vulnerable ' C:UATJ_PROJ\51401WHPA_REP.DOC I 1 r J Ll 1 II 1 1 1 1 I 1 1 1 I 1 1 1 1 I APPENDIX A GLOSSARY 1 I 1 1 1 I 1 1 1 1 1 1 1 I I GLOSSARY Analytic element. A mathematical function used to represent a feature in the flow system. In the MLAEM model, infiltration, leakage, rivers, and wells are represented by analytic elements. Aquifer. A geologic formation, or a group of formations, that contains sufficient saturated permeable material to yield economical quantities of water to wells and springs. Aquitard. A saturated, but poorly permeable bed, formation, or group of formations that does not yield water freely to a well or spring. However, an aquitard may transmit appreciable water to or from adjacent aquifers. Base elevation. The specified bottom elevation of the aquifer in the MLAEM model. Buried bedrock valley. An ancient river valley excised in a bedrock formation that has been covered by later deposition of glacial sediment. This feature is represented as an aquifer inhomogeneity in the MLAEM model. I Confined aquifer. A formation in which groundwater is isolated from the atmosphere by impermeable geologic formations: confined groundwater is generally subject to pressure greater than atmospheric. Drawdown. The change in elevation of water in a well due to removal of water from the aquifer as seen during pumping of that well. Drinking water supply management area (DWSMA). The area specified by real geographic features that falls within or is bounded the wellhead protection area. ' Head. Energy contained in a water mass, produced by elevation, pressure, or velocity. It is often expressed as the height of a column of water in a well. Hydraulic conductivity. The rate of flow of water through a permeable material (expressed in volume per unit time per unit area). A material with a high conductivity is more capable of transmitting water than a material with a low conductivity. Hydrogeologic. Those factors which deal with subsurface waters and related geologic aspects of surface waters. Infiltration element. A specified zone in the MLAEM model over which infiltration into the aquifer from surface recharge is specified in a length per unit time measurement. Inhomogeneity. A region of an aquifer where conditions (hydraulic conductivity, thickness, base elevation) differ from average conditions seen elsewhere in that aquifer. Inner wellhead management area. The area specified by the minimum isolation distances to various features. I I C1MTJ_PROM140AWHPA REP.DOC I i 1 1 1 i 1 1 1 1 I i 1 1 1 i 1 i I I 1 1 1 1 1 C GLOSSARY- continued Permeability. The property or capacity of a porous rock, sediment, or soil for transmitting a fluid. Linesink. A linear feature in the MLAEM model representing a discharge or recharge boundary. Potentiometric surface. An imaginary surface representing the total head of groundwater in a confined aquifer that is defined by the height to which water will rise in a well (the elevation of water in a well in a confined aquifer). Resistance element. In the model, an area of leakage defined by the head and thickness of the semi - permeable layer overlying the aquifer. Steady -state condition. A state of equilibrium where any quantitative input into the system is matched by an equal output. Wellhead protection area. A delineated zone over which a well draws its water supply over a specified amount of time. The wellhead protection area allows for the determination of risk for contamination reaching that well. C \MTJ_PROJ\5140 \W HPA_REPDOC I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 I APPENDIX B PUMPING TEST RESULTS i 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 i 1 1 1 1 1 AQUIFER TEST EVALUATION FOR OAK PARK HEIGHTS MUNICIPAL WELL NO. 2 Oak Park Heights, Minnesota September 10, 1997 1 I I I 1 1 l J 1 A Northern Environmental Hydrologists " Engineers " Geologists 372 West County Road D New Brighton, Minnesota 55112 Phone: (612) 635 -9100 Fax: (612) 635 -0643 TO: City of Oak Park Heights WHP Project File DATE: September 10, 1997 FROM: Mark Janovec, Steve Robertson SUBJECT: Aquifer Test Evaluation, Oak Park Heights Municipal Well No. 2 1.0 INTRODUCTION Northern Environmental Technologies, Incorporated (Northern Environmental) was contracted to conduct a pumping and recovery test at the Oak Park Heights municipal well. The purpose of conducting the pump test was to evaluate the transmissivity of the Prairie du Chien - Jordan aquifer in the vicinity of the wellfield as part of the effort for developing a wellhead protection plan. The data collected will also be used for spacing future wells for the City of Oak Park Heights A pumping and recovery test was conducted at Oak Park Heights Well No. 2 on February 5th and 6th,1997. The well was pumped continuously for 29 hours at a rate of 900 gallons per minute, and then allowed to recover over an 18 -hour period. The maximum drawdown measured at Well No. 2 was approximately 38.5 feet; the maximum drawdown measured at an observation well located 900 feet from the pumping well was approximately 1.5 feet. 2.0 GROUND -WATER HYDRAULICS ' The hydraulic characteristics of an aquifer can be described in terms of the aquifer's ability to transmit water and to store water. These two physical properties of the aquifer, along with boundary effects and pumping rate, determine the effect a well has on an aquifer. The transmissivity (T) of an ' aquifer is a measure of the amount of water that can be transmitted horizontally through the aquifers saturated thickness. The coefficient of storage or storativity (S) represents the volume of water that an aquifer will absorb or expel from storage as a result of a change in head. It is directly related to ' the porosity and elasticity of the aquifer under confined conditions, and to effective porosity under unconfined conditions. ' When a well is pumped, a lowering of the water table or water pressure surface surrounding the well occurs. This is called a cone of depression. As pumping continues, the cone of depression expands laterally and vertically until recharge to the well offsets the quantity of water pumped from the well. When this occurs, the well has attained a "steady- state" or equilibrium condition. The configuration of the cone of depression is the result of the aquifer's transmissivity and storage ' capabilities, and the effects of recharge and impermeable boundaries within the well's zone of influence. The transmissivity of an aquifer can be estimated by interpreting the drawdown and recovery of water levels in a well that has been pumped at a constant rate for a significantly long ' O:WPM245140NEP0RTS9T_MEM.WPO I 1 1 1 1 1 1 1 1 1 1 1 1 1 I t period of time. The coefficient of storage can also be estimated from a pumping test if water levels ' are observed in one well located within the pumping well's cone of depression. 3.0 PUMPING TEST PROCEDURES AND RESULTS ' A pumping test was conducted at Oak Park Heights Well No. 2 on February 5,1997. The pumping test began at approximately 9:40 A.M. and terminated at 3:00 P.M. on February 6, 1996. This period represents approximately 29.5 hours of continuous pumping. Well No. 2 well was pumped ' at a rate averaging about 900 gallons per minute (gpm) throughout the pumping portion of the test; well discharge was measured using a flow meter. Discharge measurements are presented in Table 1. ' Before the test, water level readings were taken over a 22 hour period to record background trends, if any, and to verify that the well had fully stabilized before pumping was to commence. Static water ' level was measured as approximately 139.2 feet below the top of the casing on Well No. 2. During the pumping test, water levels were measured at the pumping well and the observation well (Well No. 1) using down -hole pressure transducers. The water level information obtained from the transducers was recorded by automatic electronic data loggers (In -Situ Hermit series 1000C) located at each well. Water level data collected during the background portion of the test are presented in Figures 1 and ' 2 for Wells 1 and 2, respectively. Likewise, data from the pumping phase of the test are presented in Figures 3 and 4. These figures will be discussed in more detail later. Northern Environmental field staff encountered some difficulty in coordinating the start of the pumping test with the start of the data loggers since the pre -lube time on the pump was unknown. In order to catch most of the early -time data for the pumping test, the data logger at the pumping well ' was started manually. A summary of the water levels observed at the pumping well and observation well during the pumping test are presented in Table 2. The raw data (time - drawdown) is included in Appendix A. ' The observation well data, provided in Table 2, was used to calculate transmissivity and the coefficient of storage using the Theis method. The data from the observation well was plotted on a logarithmic graph. Data was also plotted semi - logarithmically using the Cooper -Jacob straight line method in which drawdown is plotted on an arithmetic scale and time on a logarithmic scale. Both plots are included in Appendix B, but neither was considered valid because of complications described later. ' The recovery period for both wells began at 3:00 P.M. on February 6, 1996 when the pumping well was switched off. Timing the start of the recovery was also difficult since a valve on the pumping ' caused a delay between the time the switch was shut off to when the pump ceased running. Once again, the data logger at the pumping well was manually activated in order to obtain as much early - time data as possible. Water levels were recorded at the irrigation well and the observation well for a period of 18 hours after the pumping was stopped. The wells had to be re- started in order to ' maintain a sufficient supply of water in the storage towers. A summary of water levels obtained during the recovery period for the pumping well is included in Table 2. The raw data for both wells is included in Appendix A. ' Two factors complicate the analysis of this test. The first is that the discharge measurements vary from about 940 gpm at the start of pumping, to about 900 gpm at the conclusion of the pumping test ' D:`APM245140WEPORTSPT_MEM.WPD 1 I 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 L 1 II I (Table 1). Most of the change occurred during the first two hours of the test when the total head against which the pump was working increased because of dropping water levels in the pumping well and increasing water levels in the water tower. From about 130 minutes to about 250 minutes, the pumping rate dropped 10 gpm from 910 to 900 gpm. Secondly, the response observed in both wells (Figures 3 and 4) during pumping indicate slow drainage (cf., Driscoll, 1986, p. 229). This condition is best observed in Figure 3, showing the response from Well 1, in which the drawdown curve is linear at early times, steepens and then resumes a linear trend. Such a response is typical of slow drainage (Driscoll, 1986, Figure 9.18), and indicates unconfined conditions prevail. This conclusion is substantiated by the static water levels measured prior to pumping. The measurements show water levels at Well 2 in the Prairie du Chien. The net result of the two complications is that traditional analysis approaches are not appropriate. Attempts to use the Jacob and Theis approach on the early -time data resulted in anomalous values of hydraulic parameters such as transmissivity and storativity. In addition, the test was not conducted for a sufficiently long period of time to use typical analysis approaches for unconfined aquifers, However, it is possible to perform an analysis and correct for the slightly variable discharge and use the late -time pumping data (i.e., data collected after the slow drainage effects). This method is called the Cooper -Jacob method and is described in Kruseman and deRidder (1970). 5.0 ANALYSIS OF DATA Analysis of pump test data using both the Theis method and the Jacob (semi -log) method yielded anomalous results for both the transmissivity and storativity. Results were nearly two orders of magnitude above the high end of the range presented in Kanivetsky and Walton (1979) and Norvitch and others (1974) for the Prairie du Chien /Jordan Aquifer. However, because of the complications that arose during the test, as described earlier, neither of these methods would be appropriate for use in analyzing the pump test data. Thus, it is not surprising that the application of these methods yields nonsensical results. The alternative approach, utilizing the Cooper -Jacob method, was applied to the late -time data collected from Well 2 (Figure 5). These data were collected subsequent to the slow drainage response. The data were modified to correct for slightly decreasing pumping rates during that period. The data used in the analysis cover the period from 300 to 1400 minutes during the pumping portion of the test. The data collected after 1400 minutes during the pump test was not used because the pressure head and pumping rates changed markedly as the City staff attempted to fill storage reservoirs prior to the recovery period. The data collected during the interval from 300 to 1400 minutes, however, form a linear trend. The results of this analysis yield transmissivity values of 108,000 gpd/ft, which agrees very favorably with literature values of the combined Prairie du Chien and Jordan Aquifer System ( Norvitch and others 1974; Kanivetsky and Walton, 1979). The hydraulic conductivity value computed from the derived transmissivity value, using the observed aquifer thickness at Well 2 (b =190 ft), is 76 ft/day. 6.0 FUTURE WELL DEVELOPMENT The results of the pumping test indicate the capacity of the Prairie du Chien /Jordan aquifer is sufficient to supply further well development in the area. The calculated hydraulic conductivity values suggest the aquifer is very permeable, and is capable of transmitting sufficient volumes of ' D:ZPM245140\AEPORTSIPT_MEM.WPD I 1 water to new wells. 1 7.0 FINDINGS ➢ A pumping test was performed at the Oak Park Heights Well No. 2 on February 5-6,1996, ' and water levels were measured and recorded at the pumping well and at an observation well located 900 feet from Well No. 2 for a 29 -hour period. ➢ Water level recovery data were collected atthe pumping well and observation well for a 22- 1 hour period after the pump was turned off. ➢ Transmissivity values of 108,000 gpd /ft were calculated using the results of the pumping 1 test. ➢ Hydraulic conductivity was calculated to be approximately 76 ft/day, based on the 1 transmissivity values and an aquifer thickness of 190 feet. ➢ No impermeable boundaries were encountered during the pumping test, but slow drainage 1 conditions were observed. ➢ During the pumping test, maximum drawdown at the pumping well was 38.5 feet; maximum 1 drawdown at the observation well was 1.5 feet. ➢ Oak Park Heights' wells are constructed in a very permeable region of the Prairie du Chien /Jordan aquifer, which appears to be suitable for further development of municipal 1 wells. 1 8.0 RECOMMENDATIONS ➢ Based on the aquifer performance information obtained from the pumping and recovery test, additional wells can be planned for the Jordan Aquifer in Oak Park Heights. 1 ➢ The hydraulic conductivity and transmissivity information available from the test are sufficient to meet the requirements of the draft wellhead protection rule. 1 L 1 L 1 1 D \OPM 4514MEPORMPT MEMM PD 1 I 1 1 1 LI I 1 1 1 1 I 1 1 1 1 I ' 9.0 REFERENCES ' Driscoll, F., 1986, Groundwater and Wells, Johnson Division, St. Paul, 1089 P. Kanivetsky, R. and Walton, M., 1979, Hydrogeologic Map of Minnesota, Bedrock Hydrogeology, A ' Discussion to Accompany State Map Series Map S -2. Kruseman, G.P. and N.A. deRidder, 1970, Analysis and Evaluation of Pumping Test Data, ' International Institute for Land Reclamation and Improvement, Wageningen, Netherlands, 200 p. Minnesota Geological Survey, Washington County Geologic Atlas, Edited by Swanson, Lynn and ' Meyer, Gary N., University of Minnesota, 1990. Norvitch, R.F., and T.G. Ross, and A. Brietkrietz, 1973, Water Resources Outlook for the ' Minneapolis -St. Paul Metropolitan Area, Minnesota, USGS and Metropolitan Council of the Twin Cities Area, 219p. Schoenberg, M.E., Effects of Present and Projected Groundwater Withdrawals on the Twin Cities ' Aquifer System, Minnesota, USGS Water Resources Investigation Report, 00 -4001, 1990. 1 1 1 D10PM2d5140 EPORTWT_MEMWPD I 1 1 1 LI 1 1 1 1 1 1 1 i� O 1 m L CD O? d 1 1 y _� N (n L c 1 ° L .Y M U W ♦ m ♦ y ♦ L ♦ ♦ ♦ ♦ ♦ ♦ I II I �♦ ♦ ♦ ♦ ♦ ♦ ♦ 0 a 0 0 0 O O m m N 7 Q7 D Q Q Q Q m f'7 C'1 to m m W m W ¢ N � wZ w a� ° CL o= � w � �a Q co uQ 0 (4) uogenala peat' \ 0 -0 ro o 0 0 . ¢ o ¢ E N Z z � z a o W u o N a �W� oar ` O U < i > W o N N I O Z z O a �+ N r � S tt O � a z r w m � Z O a > K W (4) uogenala peat' I 1 1 1 1 1 1 1 1 2• OPH — Well 1, Pumping Test Iffl 1.5 1.4 1.2 C 4 1. 7 0.$ 0,6 0A 0.2 0 E 0. 0.1 T = 6.5253E +04 ft /Min S = 0.2568 Time (min) CRAWN BY: MTJ I PROJECT: OPH245140 I DATE: 08/21/97 REV. DATE THIS DRAWING AND ALL INEORWA110N CONTAINED THEREON IS THE PROPERTY OF NORTHERN ENVIRONUENTAL INCORPORATED AND SHALL NOT SE COPIED OR USED EXCEPT FOR THE PURPOSE FOR WHICH IT IS EXPRESSLY FURNISHED. Northem Eniftweidar • ftbaftft 100. 1000. CITY OF OAK PARK HEIGHTS OAK PARK HEIGHTS, MINNESOTA PUMPING TEST DATA FOR WELL NO. 1 (OBSERVATION WELL) I 1 1 1 1 I 1 1 1 30. 35.1 31.2 27.3 23.4 C 0 19.5 0 15.6 L 11.7 7.8 3,9 OPH — Well 2, Pumping Test 0.001 0.01 0.1 1, 10. Tirne {min) M + PR OJEC T: OPH I DATE: 08/21/97 THIS DRAWING AND ALL INFORMATION CONTAINED THEREON IS THE PROPERTY OF NORTHERN ENVIRONMENTAL INCORPORATED AND SHALL NOT BE COPIED OR USED EXCEPT FOR THE PURPOSE FOR WHICH IT IS EXPRESSLY FURNISHED. 1 Northem Environmerdar N."t,to o , 891" 100, 1000. 10000, CITY OF OAK PARK HEIGHTS OAK PARK HEIGHTS. MINNESOTA PUMPING TEST DATA FOR WELL NO. 2 (PUMPING WELL) 4 _ 4 k « \ � } § : � - CN 7 � ,■ � \ }\ } § - � 2 \ g2 � � � } \/ � � \ � � / I � S M ,D E c Cl) 0 }0 §, 3 . . t � \ / \j# E § o © 3 ;!§! 2 § § §( � - \ /!)§ � CL 0 } Q @ 'IT « p� A± (w maEeg,. #« o� eg k « � } § : � / � ,■ � \ � 2 \ � � � � � � / I � I 1 1 1 1 I 1 1 1 1 0 1 1 I Table 1 1 r 1 1 Discharge Readings from Well No. 2 (112205). City of Oak Park Heights, Minnesota Date Time Elapsed Time (min) Discharge (gpm) Totalizer Readings Feb. 5, 1997 09:40 0 -- 721028500 Feb. 5, 1997 09:41 1 940 -- Feb. 5, 1997 09:45 5 930 Feb. 5, 1997 09:50 10 930 Feb. 5, 1997 09:55 15 930 Feb. 5, 1997 10:00 20 920 Feb. 5, 1997 10:10 30 920 Feb. 5, 1997 10:15 35 920 Feb. 5, 1997 10:20 40 920 Feb. 5, 1997 10:25 45 920 Feb. 5, 1997 10:30 50 920 Feb. 5, 1997 10:35 55 920 -- Feb. 5, 1997 10:40 60 920 721085000 Feb. 5, 1997 11:40 120 910 721137000 Feb. 5, 1997 13:40 240 900 -- Feb. 5, 1997 15:40 360 900 Feb. 5, 1997 21:00 680 900 -- Feb. 6, 1997 14:45 1745 900 722630000 D.4PM 45160WEPORTS T_MEMM PD I 1 1 1 1 I 1 1 1 1 LJ LI 1 1 I ' Table 2. Water Level Data Summary for Pumping and Recovery Periods City of Oak Park Heights, Minnesota 1 1 1 1 1 I 1 I 1 I 1 Time (min) Well No. 2 (112205) Pumping Well Well No. 1 (208794) Observation Well Pumping Test drawdown (feet) drawdown (feet) 0 0.03 0 0.1 7.91 NA 1 24.61 0.02 10 35.93 0.47 100 37.51 0.98 1000 38.52 1.38 1720 37.75 1.45 Maximum Drawdown 38.52 1.45 Recovery Residual drawdown (feet) Residual drawdown (feet) 0.1 25.99 NA 1 6.62 1.43 10 0.78 0.99 100 -0.88 0.53 1000 -1.71 0.20 Note: All measurements were taken from static conditions observed at the beginning of the test. ' DA0PM 45140WEPORMPT_MEM.WPD I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 1 1 1 1 I F I I APPENDIX C DATA FILES I 1 1 I 1 I 1 1 I I I I I I I I 1 1 I 1 1 1 1 return window 1.04664e +003 - 1.26667e +004 2.64862e +004 3.05233e +003 aquifer layer 1 global base 540.000000 perm 1.50000e +001 thick 250.000000 por 0.200000 ret reference layer 1 - 139745.000000 - 37100.0 return polygon input BURIEDVALLEYI 1.046936621093750e +004 2.474975830078125e +003 5.032783203125000e +003 5.500266113281250e +003 1.059229003906250e +004 1.654477929687500e +004 1.807015234375000e +004 2.003817382812500e +004 1.856184765625000e +004 1.750457812500000e +004 1.605308496093750e +004 1.652056835937500e +004 input BASE600 - 5.668026562500000e +004 - 9.428802343750000e +004 - 8.053040625000000e +004 - 3.069279687500000e +004 - 2.213575976562500e +004 - 1.023605893804191e +004 7.516806152343750e +003 3.534067968750000e +004 5.399023828125000e +004 6.193771484375000e +004 2.036393750000000e +004 input BASE650 - 4.659546093750000e +004 - 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2.9733000000e +004 6.0090000000e +003 1.81650e +004 1.000000 [208506] - 3.0393000000e +004 6.0090000000e +003 3.08730e +004 1.000000 [433255] - 3.4431000000e +004 4.6241000000e +004 1.12800e +004 1.000000 [208521HUG01] - 8.3100000000e +003 7.2405000000e +004 2.52700e +003 1.000000 [ 01 return arel layer 1 top given - 1.43520e +005 1.06440e +005 - 4.8B850e +004 6.64150e +004 - 4.24350e +004 1.00265e +005 - 6.98550e +004 1.69840e +005 - 1.80000e -003 (1] given - 7.60000e +002 9.08600e +004 - 9.63500e +003 1.70915e +005 - 6.98550e +004 1.69840e +005 - 4.24350e +004 1.00265e +005 - 1.80000e -003 [2] given - 9.63500e +003 1.70915e +005 - 7.60000e +002 9.OB600e +004 2.98850e +004 9.70400e +004 11 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I I 1 I I 4.19850e +004 1.70380e +005 - 1.80000e -003 [3] given 2.98850e +004 9.70400e +004 1.37965e +005 8.81750e +004 1.25595e +005 1.52915e +005 4.19850e +004 1.70380e +005 - 1.80000e -003 [4] given - 7.60000e +002 9.08600e +004 - 4.24350e +004 1.00265e +005 - 4.88850e +004 6.64150e +004 - 2.46900e +004 6.10450e +004 - 2.40000e -003 [5] given 1.26800e +004 4.86850e +004 - 7.60000e +002 9.08600e +004 - 2.46900e +004 6.10450e +004 - 8.29000e +003 4.17000e +004 - 2.40000e -003 [6] given - 7.60000e +002 9.08600e +004 1.26800e +004 4.86850e +004 3.01550e +004 5.32500e +004 2.98850e +004 9.70400e +004 - 2.40000e -003 [7] given 3.01550e +004 5.32500e +004 1.39310e +005 5.91600e +004 1.37965e +005 8.81750e +004 2.98850e +004 9.70400e +004 - 1.80000e -003 [8] given 1.39310e +005 5.91600e +004 3.01550e +004 5.32500e +004 3.25750e +004 2.80000e +004 1.40115e +005 2.37000e +004 - 1.80000e -003 [9] given 2.82750e +004 6.00000e +001 1.40385e +005 - 5.04000e +003 1.40115e +005 2.37000e +004 3.25750e +004 2.80000e +004 - 1.80000e -003 [10] given 2.77350e +004 - 1.65100e +004 1.40920e +005 - 2.62650e +004 1.40385e +005 - 5.04000e +003 2.82750e +004 6.00000e +001 - 1.80000e -003 [11] given 1.40920e +005 - 2.62650e +004 2.77350e +004 - 1.65100e +004 2.98850e +004 - 4.39950e +004 1.40115e +005 - 5.42000e +004 - 1.80000e -003 [12] given 2.58550e +004 - 7.89150e +004 1.36620e +005 - 9.12750e +004 1.40115e +005 - 5.42000e +004 2.98850e +004 - 4.39950e +004 I 1 L � 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 I 1 1 i 1 1 1 - 1.80000e -003 given 1.77900e +004 1.28015e +005 1.36620e +005 2.58550e +004 - 1.80000e -003 given 1.28015e +005 1.77900e +004 2.46500e +003 9.06450e +004 - 1.80000e -003 given - 8.02000e +003 2.46500e +003 1.77900e +004 7.03500e +003 - 1.80000e -003 given - 9.45900e +004 2.46500e +003 - 8.02000e +003 - 4.00150e +004 - 1.80000e -003 given - 3.92050e +004 - 1.37340e +005 - 9.45900e +004 - 4.00150e +004 - 1.80000e -003 given - 8.29000e +003 - 3.92050e +004 - 4.00150e +004 - 1.34220e +004 - 3.000OOe -003 given - 1.37340e +005 - 3.92050e +004 - 5.99100e +004 - 1.56695e +005 - 1.80000e -003 given - 5.99100e +004 - 3.92050e +004 - 2.78470e +004 - 4.13600e +004 - 3.000OOe -003 given - 1.56695e +005 - 5.99100e +004 - 6.74350e +004 - 1.59385e +005 - 1.80000e -003 given - 5.82950e +006 - 1.57770e +005 - 1.59385e +00_ - 6.74350e +006 - 1.80000e -003 [13] - 1.07930e +005 - 1.46345e +005 - 9.12750e +004 - 7.89150e +004 [141 - 1.46345e +005 - 1.07930e +005 - 1.84220e +005 - 1.89865e +005 [15] - 9.90650e +004 - 1.84220e +005 - 1.07930e +005 - 1.09005e +005 [16] - 1.70520e +005 - 1.84220e +005 - 9.90650e +004 - 1.00140e +005 [171 - 7.46200e +004 - 1.35600e +005 - 1.70520e +005 - 1.00140e +005 [181 - 7.30050e +004 - 7.46200e +004 - 1.00140e +005 - 9.92460e +004 [19] - 1.35600e +005 - 7.46200e +004 - 3.62050e +004 - 7.73050e +004 [201 - 3.62050e +004 - 7.46200e +004 - 7.40270e +004 - 3.43200e +004 [211 - 7.73050e +004 - 3.62050e +004 - 1.06800e +004 - 1.82050e +004 [221 2.55850e +004 3.60600e +004 - 1.82050e +004 - 1.06800e +004 (231 I 1 I 1 1 1 I 1 1 1 1 1 given - 4.88B50e +004 - 1.43520e +005 - 1.57770e +005 - 5.82950e +004 - 1.80000e -003 given - 4.88850e +004 - 5.82950e +004 - 3.54450e +004 - 2.46900e +004 - 1.8000Oe -003 given - 2.46900e +004 - 3.54450e +004 - 4.79500e +003 - 8.29000e +003 - 1.80000e -003 given - 5.82950e +004 - 6.74350e +004 - 4.70050e +004 - 3.54450e +004 - 1.40000e -003 given - 3.54450e +004 - 4.70050e +004 - 1.87750e +004 - 1.98180e +004 - 8.00000e -004 given - 1.98180e +004 - 1.87750e +004 1.90500e +003 E - 4.79500e +003 - 1.40000e -003 given 1.26800e +004 - 8.29000e +003 - 4.79500e +003 1.32400e +004 - 2.40000e -003 given 1.32400e +004 2 - 4.79500e +003 - 1.59600e +003 1.36350e +004 ] - 2.40000e -003 given 1.94000e +004 ] 2.14320e +004 `_ 1.26800e +004 S 1.36350e +004 7 - 2.40000e -003 given 2.14320e +004 _ 1.94000e +004 ] 3.25750e +004 2 3.01550e +004 - 2.40000e -003 given 6.64150e +004 1.06440e +005 3.60600e +004 2.55850e +004 [24] 6.64150e +004 2.55850e +004 2.55850e +004 6.10450e +004 [25] 6.10450e +004 2.55850e +004 2.77300e +004 4.17000e +004 [26] 2.55850e +004 - 1.06800e +004 - 8.53500e +003 2.55850e +004 [27] 2.55850e +004 - 8.53500e +003 6.00000e +002 2.66790e +004 [28] 2.66790e +004 6.00000e +002 .98500e +003 2.77300e +004 [29] 4.86850e +004 4.17000e +004 2.77300e +004 2.88070e +004 [30] .88070e +004 2.77300e +004 L.78270e +004 .47800e +004 [31] .69850e +004 .09720e +004 .86850e +004 .47800e +004 [3z] .09720e +004 .69850e +004 .80000e +004 .32500e +004 [33] I I 1 L 1 1 1 1 LJ 1 1 1 1 1 I 1 1 u 1 1 1 2.82750e +004 I 3.25750e +004 1.94000e +004 1.85150e +004 I - 1.80000e -003 given - 6.74350e +004 - 5.99100e +004 - 4.13600e +004 - 4.70050e +004 - 1.40000e -003 given - 9.63500e +003 - 1.87750e +004 - 4.70050e +004 - 4.13600e +004 - 4.00000e -004 given - 9.63500e +003 - 4.13600e +004 - 3.38650e +004 - 1.34000e +004 - 4.000OOe -004 given - 1.34000e +004 - 3.38650e +004 - 2.78470e +004 - 8.29000e +003 - 8.000OOe -004 given 7.03500e +003 4.34500e +003 - 3.45000e +003 - 8.02000e +003 - 3.00000e -003 given 4.34500e +003 7.03500e +003 1.77900e +004 2.58550e +004 - 3.00000e -003 given - 8.56000e +003 - 3.45000e +003 4.34500e +003 7.84000e +003 - 8.000OOe -004 given 2.58550e +004 2.98850e +004 7.84000e +003 4.34500e +003 - 2.40000e -003 given 7.84000e +003 5.96000e +003 - 4.79500e +003 - 8.56000e +003 - 8.000OOe -004 given 7.84000e +003 .00000e +001 .80000e +004 .69850e +004 .86000e +003 [34] - 1.06800e +004 - 3.62050e +004 - 3.43200e +004 - 8.53500e +003 [35] - 3.27100e +004 6.00000e +002 - 8.53500e +003 - 3.43200e +004 [36] - 3.27100e +004 - 3.43200e +004 - 5.63370e +004 - 5.82300e +004 [37] - 5.82300e +004 - 5.63370e +004 - 7.40270e +004 - 7.30050e +004 [38] - 1.09005e +005 - 7.16650e +004 - 7.27350e +004 - 9.90650e +004 [39] - 7.16650e +004 - 1.09005e +005 - 1.07930e +005 - 7.89150e +004 [40] - 5.66200e +004 - 7.27350e +004 - 7.16650e +004 - 5.90350e +004 [41] - 7.89150e +004 - 4.39950e +004 - 5.90350e +004 - 7.16650e +004 [42] - 5.90350e +004 - 3.48600e +004 - 3.29800e +004 - 5.66200e +004 [43] - 5.90350e +004 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2.98850e +004 1.68200e +004 5.96000e +003 - 2.40000e -003 given 2.98850e +004 2.77350e +004 1.92900e +004 1.68200e +004 - 2.40000e -003 given 8.13000e +003 - 4.79500e +003 5.96000e +003 1.68200e +004 - 2.40000e -003 given - 4.79500e +003 8.13000e +003 - 1.64500e +003 - 6.13500e +003 - 2.40000e -003 given - 1.64500e +003 - 3.54400e +003 - 7.79500e +003 - 6.34000e +003 - 3.20000e -003 given - 6.34000e +003 - 1.10730e +004 - 6.13500e +003 - 1.64500e +003 - 3.000OOe -003 given - 4.79500e +003 - 6.13500e +003 - 1.10730e +004 - 9.63500e +003 - 3.00000e -003 given - 9.63500e +003 - 1.34000e +004 - 8.56000e +003 - 4.79500e +003 - 3.000OOe -003 given - 3.45000e +003 - 8.56000e +003 - 1.34000e +004 - 8.29000e +003 - 3.00000e -003 given - 8.29000e +003 - 1.34220e +004 - 8.02000e +003 - 3.45000e +003 - 3.60000e -003 given - 1.87750e +004 - 1.10730e +004 - 4.39950e +004 - 3.09550e +004 - 3.48600e +004 [44] - 4.39950e +004 - 1.65100e +004 - 1.65100e +004 - 3.09550e +004 [45] - 2.17050e +004 - 3.29800e +004 - 3.48600e +004 - 3.09550e +004 [463 - 3.29800e +004 - 2.17050e +004 - 1.18300e +004 - 2.58900e +004 [47] - 1.18300e +004 - 3.11600e +003 - 4.99000e +003 - 1.20200e +004 [483 - 1.20200e +004 - 2.74680e +004 - 2.58900e +004 - 1.18300e +004 [49] - 3.29800e +004 - 2.58900e +004 - 2.74680e +004 - 3.27100e +004 [50] - 3.27100e +004 - 5.82300e +004 - 5.66200e +004 - 3.29800e +004 [51] - 7.27350e +004 - 5.66200e +004 - 5.82300e +004 - 7.30050e +004 [523 - 7.30050e +004 - 9.92460e +004 - 9.90650e +004 - 7.27350e +004 [533 6.00000e +002 - 2.74680e +004 i i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I 1 - 6.34000e +003 - 1.20200e +004 - 7.79500e +003 - 4.99000e +003 - 2.60000e -003 [54] given 1.90500e +003 6.98500e +003 - 1.87750e +004 6.00000e +002 - 7.79500e +003 - 4.99000e +003 1.40000e +003 - 9.35000e +002 - 2.20000e -003 [55] given 7.04000e +003 - 1.82000e +003 4.69500e +003 7.36500e +003 1.90500e +003 6.98500e +003 1.40000e +003 - 9.35000e +002 - 3.20000e -003 [56] given 4.69500e +003 7.36500e +003 7.04000e +003 - 1.B2000e +003 1.23050e +004 7.75000e +002 7.86500e +003 7.17500e +003 - 1.80000e -003 [57] given - 3.54400e +003 - 3.11600e +003 - 1.64500e +003 - 1.18300e +004 3.17000e +003 - 6.44500e +003 1.40000e +003 - 9.35000e +002 - 3.20000e -003 [58] given - 1.64500e +003 - 1.18300e +004 8.13000e +003 - 2.17050e +004 9.03400e +003 - 1.57770e +004 3.17000e +003 - 6.44500e +003 - 2.40000e -003 [59] given 1.68200e +004 - 3.09550e +004 1.92900e +004 - 1.65100e +004 1.02250e +004 - 7.96000e +003 8.13000e +003 - 2.17050e +004 - 8.000OOe -004 [60] given 1.02250e +004 - 7.96000e +003 1.92900e +004 - 1.65100e +004 2.14450e +004 - 1.65100e +004 1.92900e +004 - 9.03500e +003 - 2.40000e -003 [61] given 2.79470e +004 - 1.00130e +004 1.92900e +004 - 9.03500e +003 2.14450e +004 - 1.65100e +004 2.77350e +004 - 1.65100e +004 - 2.40000e -003 [62] given 2.79470e +004 - 1.00130e +004 2.82750e +004 6.00000e +001 2.08100e +004 - 2.19000e +003 1.92900e +004 - 9.03500e +003 - 2.40000e -003 [63] given - 1.59600e +003 1.78270e +004 1.90500e +003 6.98500e +003 4.69500e +003 7.36500e +003 1 I 1 1 1 1 1 I 1 1 1 1 1 1 I 1 i 1 1 6.58500e +003 1.618BOe +004 - 2.40000e -003 [64] given 7.04000e +003 1.14850e +004 1.36350e +004 1.47800e +004 6.58500e +003 1.61880e +004 5.60200e +003 1.15990e +004 - 2.40000e -003 [65] given 7.86500e +003 7.17500e +003 7.04000e +003 1.14850e +004 5.60200e +003 1.15990e +004 4.69500e +003 7.36500e +003 - 2.40000e -003 [66] given 7.B6500e +003 7.17500e +003 1.21670e +004 9.37200e +003 9.90700e +003 1.29170e +004 7.04000e +003 1.14850e +004 - 2.40000e -003 [67] given 1.58650e +004 9.14500e +003 1.36350e +004 1.47800e +004 9.90700e +003 1.29170e +004 1.31250e +004 7.87000e +003 - 2.40000e -003 [68] given 1.85150e +004 6.B6000e +003 1.94000e +004 1.69850e +004 1.36350e +004 1.47800e +004 1.5B650e +004 9.14500e +003 - 2.40000e -003 [69] given 1.21670e +004 9.37200e +003 7.86500e +003 7.17500e +003 1.00850e +004 6.47500e +003 1.31250e +004 7.87000e +003 - 2.40000e -003 [70] given 7.86500e +003 7.17500e +003 1.23050e +004 7.75000e +002 1.31900e +004 1.98000e +003 1.00B50e +004 6.47500e +003 - 1.80000e -003 [71] given 1.00850e +004 6.47500e +003 1.31900e +004 1.98000e +003 1.52350e +004 3.82500e +003 1.31250e +004 7.87000e +003 - 1.40000e -003 [72] given 1.31250e +004 7.87000e +003 1.52350e +004 3.82500e +003 1.85150e +004 6.B6000e +003 1.58650e +004 9.14500e +003 - 1.40000e -003 [73] given 2.25750e +004 4.03100e +003 1.85150e +004 6.86000e +003 1.52350e +004 3.82500e +003 1.94150e +004 1.23000e +003 1 I 1 1 r 1 1 1 1 1 1 1 1 1 1 I I 1 I I 1 1 1 1 - 2.40000e -003 [741 given 2.08100e +004 - 2.19000e +003 2.82750e +004 6.00000e +001 2.25750e +004 4.03100e +003 1.94150e +004 1.23000e +003 - 2.40000e -003 [751 given 1.52350e +004 3.82500e +003 1.31900e +004 1.98000e +003 1.53600e +004 1.04000e +003 1.70890e +004 2.67400e +003 - 1.40000e -003 [761 given 1.94150e +004 1.23000e +003 1.70890e +004 2.67400e +003 1.53600e +004 1.04000e +003 1.77050e +004 2.15000e +002 - 1.40000e -003 [77] given 2.08100e +004 - 2.19000e +003 1.94150e +004 1.23000e +003 1.77050e +004 2.15000e +002 1.87850e +004 - 2.82500e +003 - 1.80000e -003 [781 given 1.92900e +004 - 9.03500e +003 2.OS100e +004 - 2.19000e +003 1.87850e +004 - 2.82500e +003 1.72600e +004 - 3.27000e +003 - 1.80000e -003 [79] given 1.92900e +004 - 9.03500e +003 1.72600e +004 - 3.27000e +003 1.40300e +004 - 3.46000e +003 1.37630e +004 - 8.38000e +003 - 2.40000e -003 [801 given 1.53600e +004 1.04000e +003 1.31900e +004 1.98000e +003 1.23050e +004 7.75000e +002 1.42200e +004 8.50000e +001 - 1.80000e -003 [81] given 1.42200e +004 8.50000e +001 1.66900e +004 - 6.70000e +002 1.77050e +004 2.15000e +002 1.53600e +004 1.04000e +003 - 1.80000e -003 [82] given 1.87850e +004 - 2.82500e +003 1.77050e +004 2.15000e +002 1.66900e +004 - 6.70000e +002 1.72600e +004 - 3.27000e +003 - 1.80000e -003 [831 given 1.40000e +003 - 9.35000e +002 3.17000e +003 - 6.44500e +003 7.86500e +003 - 4.16500e +003 7.04000e +003 - 1.82000e +003 - 3.20000e -003 [84] 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 F 1 given 1.23050e +004 7.75000e +002 7.04000e +003 - 1.82000e +003 7.86500e +003 - 4.16500e +003 1.11750e +004 - 2.38000e +003 - 1.80000e -003 [85] given 1.23050e +004 7.75000e +002 1.11750e +004 - 2.38000e +003 1.40900e +004 - 2.06500e +003 1.42200e +004 8.50000e +001 - 1.80000e -003 [86] given 1.40900e +004 - 2.06500e +003 1.68700e +004 - 1.88000e +003 1.66900e +004 - 6.70000e +002 1.42200e +004 8.50000e +001 - 1.80000e -003 [87] given 7.86500e +003 - 4.16500e +003 3.17000e +003 - 6.44500e +003 3.78400e +003 - 7.42200e +003 8.05500e +003 - 5.11500e +003 - 2.40000e -003 [88] given 1.11750e +004 - 2.38000e +003 7.86500e +003 - 4.16500e +003 8.05500e +003 - 5.11500e +003 1.11750e +004 - 3.39500e +003 - 1.80000e -003 [89] given 1.40900e +004 - 2.06500e +003 1.11750e +004 - 2.38000e +003 1.11750e +004 - 3.39500e +003 1.40300e +004 - 3.46000e +003 - 1.80000e -003 [90] given 1.40300e +004 - 3.46000e +003 1.72600e +004 - 3.27000e +003 1.68700e +004 - 1.88000e +003 1.40900e +004 - 2.06500e +003 - 1.80000e -003 [91] given 8.05500e +003 - 5.11500e +003 3.78400e +003 - 7.42200e +003 5.68600e +003 - 1.04500e +004 8.43500e +003 - 7.01500e +003 - 2.40000e -003 [921 given 9.03400e +003 - 1.57770e +004 1.02250e +004 - 7.96000e +003 8.43500e +003 - 7.01500e +003 5.68600e +003 - 1.04500e +004 - 2.40000e -003 [93] given 1.02250e +004 - 7.96000e +003 1.11750e +004 - 3.39500e +003 8.05500e +003 - 5.11500e +003 8.43500e +003 - 7.01500e +003 - 2.40000e -003 [94] given I 1 1 1 1 1 I 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1.37630e +004 - 8.38000e +003 1.40300e +004 - 3.46000e +003 1.11750e +004 - 3.39500e +003 1.02250e +004 - 7.96000e +003 - 2.40000e -003 [951 return linesink layer 1 head 6.79000E +04 - 1.54800E +05 6.26500E +04 - 1.55300E +05 6.70800E +02 [36] head 6.26500E +04 - 1.55300E +05 6.13200E +04 - 1.43215E +05 6.75700E +02 [37] head 6.13200E +04 - 1.43215E +05 5.24850E +04 - 1.37630E +05 6.75700E +02 [38] head 5.24850E +04 - 1.37630E +05 4.24850E +04 - 1.25715E +05 6.76000E +02 [39] head 4.24850E +04 - 1.25715E +05 3.24850E +04 - 1.16383E +05 6.76200E +02 [401 head 3.24850E +04 - 1.16383E +05 1.33200E +04 - 1.05300E +05 6.76400E +02 [41] head 1.33200E +04 - 1.05300E +05 8.98500E +03 - 1.04300E +05 6.76600E +02 [42] head 8.98500E +03 - 1.04300E +05 5.98500E +03 - 1.05550E +05 6.76600E +02 [43] head 5.98500E +03 - 1.05550E +05 1.82000E +03 - 1.05300E +05 6.76800E +02 [44] head 1.82000E +03 - 1.05300E +05 - 2.68000E +03 - 1.00630E +05 6.76800E +02 [45] head - 2.68000E +03 - 1.00630E +05 - 8.43000E +03 - 9.44650E +04 6.85500E +02 [461 head - 8.43000E +03 - 9.44650E +04 - 1.66800E +04 - 9.36300E +04 6.85600E +02 [471 head - 1.66800E +04 - 9.36300E +04 - 1.96800E +04 - 9.48800E +04 6.85600E +02 [48] head I 1 1 1 1 1 I 1 1 1 1 1 I 1 I 1 1 I 1 - 1.96800E +04 - 9.48800E +04 - 2.29300E +04 - 1.00630E +05 6.85600E +02 [49] head - 2.29300E +04 - 1.00630E +05 - 3.90950E +04 - 9.23000E +04 6.85700E +02 [50] head - 3.90950E +04 - 9.23000E +04 - 4.15100E +04 - 8.88000E +04 6.85800E +02 (51] head - 4.15100E +04 - 8.88000E +04 - 3.71800E +04 - 7.97150E +04 6.85800E +02 (52] head - 3.71800E +04 - 7.97150E +04 - 3.84300E +04 - 7.14650E +04 6.86000E +02 [53] head - 3.84300E +04 - 7.14650E +04 - 3.83450E +04 - 6.26330E +04 6.86400E +02 [54] head - 3.83450E +04 - 6.26330E +04 - 4.10100E +04 - 5.28000E +04 6.86700E +02 [55] head - 4.10100E +04 - 5.28000E +04 - 4.64300E +04 - 4.82200E +04 6.86900E +02 (56] head - 4.64300E +04 - 4.82200E +04 - 4.91800E +04 - 4.20500E +04 6.87000E +02 [57] head - 4.91800E +04 - 4.20500E +04 - 4.86800E +04 - 3.75500E +04 6.87200E +02 [58] head - 4.86800E +04 - 3.75500E +04 - 5.04300E +04 - 3.43000E +04 6.87300E +02 [59] head - 5.04300E +04 - 3.43000E +04 - 5.46800E +04 - 3.23850E +04 6.87400E +02 (60] head - 5.46800E +04 - 3.23850E +04 - 6.06800E +04 - 3.48850E +04 6.87600E +02 [61] head - 6.06800E +04 - 3.48850E +04 - 6.50100E +04 - 4.03000E +04 6.87800E +02 [62] head - 6.50100E +04 - 4.03000E +04 - 6.95950E +04 - 4.29700E +04 6.88000E +02 [63] head - 6.95950E +04 - 4.29700E +04 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 lJ i 1 1 1 - 7.41800E +04 - 5.01350E +04 6.88200E +02 [64] head - 7.41800E +04 - 5.01350E +04 - 8.15100E +04 - 5.18850E +04 6.88400E +02 [65] head - 8.15100E +04 - 5.18850E +04 - 8.53450E +04 - 5.03000E +04 6.88700E +02 [66] head - 8.53450E +04 - 5.03000E +04 - 8.78450E +04 - 4.50500E +04 7.05200E +02 [67] head - 8.78450E +04 - 4.50500E +04 - 8.81800E +04 - 3.13000E +04 7.38000E +02 [68] head - 8.81800E +04 - 3.13000E +04 - 9.75950E +04 - 2.23850E +04 7.47800E +02 [69] head - 9.75950E +04 - 2.23850E +04 - 1.06180E +05 - 1.53000E +04 7.70800E +02 [70] head - 1.06180E +05 - 1.53000E +04 - 1.08180E +05 - 2.80000E +03 7.90500E +02 [71] head - 1.08180E +05 - 2.80000E +03 - 1.09095E +05 1.23650E +04 7.97000E +02 [72] head - 1.09095E +05 1.23650E +04 - 1.07930E +05 2.51150E +04 8.06900E +02 [73] head - 1.07930E +05 2.51150E +04 - 1.15180E +05 3.92800E +04 8.16700E +02 [74] head - 1.15180E +05 3.92800E +04 - 1.26680E +05 4.80300E +04 8.26600E +02 [75] head - 1.26680E +05 4.80300E +04 - 1.44760E +05 6.47000E +04 8.36400E +02 [76] head - 1.44760E +05 6.47000E +04 - 1.63345E +05 7.25300E +04 8.43000E +02 [77] head - 1.63345E +05 7.25300E +04 - 1.80345E +05 9.50300E +04 8.49500E +02 [781 head - 1.80345E +05 9.50300E +04 - 2.09010E +05 9.63650E +04 1 u 1 II 1 1 1 1 1 1 1 1 1 F I 1 I 1 1 1 1 1 8.69200E +02 [79] head - 1.96800E +04 - 9.48800E +04 - 3.08500E +04 - 8.83000E +04 6.85600E +02 [80] head - 3.08500E +04 - 8.83000E +04 - 3.01800E +04 - 8.57150E +04 6.85600E +02 [81] head - 3.01800E +04 - 8.57150E +04 - 3.29300E +04 - 8.44650E +04 6.85700E +02 [82] head - 3.29300E +04 - 8.44650E +04 - 3.33450E +04 - 8.07150E +04 6.85700E +02 [83] head - 3.33450E +04 - 8.07150E +04 - 3.71800E +04 - 7.97150E +04 6.85800E +02 [84] head- -3.08500E+04 - 8.83000E +04 - 3.66800E +04 - 8.78000E +04 6.85700E +02 [85] head - 3.66800E +04 - 8.78000E +04 - 3.90950E +04 - 9.23000E +04 6.85700E +02 [86] head 1.33200E +04 - 1.05300E +05 1.62350E +04 - 9.35500E +04 6.76400E +02 [87] head 1.62350E +04 - 9.35500E +04 2.10700E +04 - 8.23000E +04 6.76500E +02 [88] head 2.10700E +04 - 8.23000E +04 2.49850E +04 - 7.36300E +04 6.76600E +02 [89] head 2.49850E +04 - 7.36300E +04 2.41500E +04 - 6.30500E +04 6.76600E +02 [90] head 2.41500E +04 - 6.30500E +04 2.54000E +04 - 5.89650E +04 6.76700E +02 [91] head 2.54000E +04 - 5.89650E +04 2.24850E +04 - 4.96350E +04 6.76700E +02 [92] head 2.24850E +04 - 4.96350E +04 2.49500E +04 - 4.74140E +04 6.76800E +02 [93] head 2.49500E +04 - 4.74140E +04 2.45300E +04 - 3.70000E +04 6.76800E +02 [Q] 1 I 1 1 1 1 I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 head 2.45300E +04 - 3.70000E +04 2.59750E +04 - 3.06150E +04 6.76800E +02 [P] head 2.59750E +04 - 3.06150E +04 2.40450E +04 - 2.43500E +04 6.76800E +02 [O] head 2.40450E +04 - 2.43500E +04 2.29600E +04 - 2.05600E +04 6.76800E +02 [N] head 2.29600E +04 - 2.05600E +04 2.20000E +04 - 1.69450E +04 6.76800E +02 [M] head 2.20000E +04 - 1.69450E +04 2.25400E +04 - 1.20100E +04 6.76800E +02 [L] head 2.25400E +04 - 1.20100E +04 2.35650E +04 - 9.00000E +03 6.76800E +02 [K] head 2.35650E +04 - 9.00000E +03 2.45300E +04 - 5.99000E +03 6.76800E +02 [J] head 2.45300E +04 - 5.99000E +03 2.41100E +04 - 2.55500E +03 6.76800E +02 [1] head 2.41100E +04 - 2.55500E +03 2.15150E +04 - 4.50000E +02 6.76800E +02 [H] head 2.15150E +04 - 4.50000E +02 1.89850E +04 1.48000E +03 6.76800E +02 [G] head 1.89850E +04 1.48000E +03 1.69950E +04 3.95000E +03 6.76800E +02 [E] head 1.69950E +04 3.95000E +03 1.54900E +04 6.47500E +03 6.76800E +02 [E] head 1.54900E +04 6.47500E +03 1.50700E +04 1.03900E +04 6.76800E +02 [O] head 1.50700E +04 1.03900E +04 1.44050E +04 1.43650E +04 6.76800E +02 [C] head 1.44050E +04 1.43650E +04 1.91050E +04 1.69550E +04 6.76800E +02 [B1 head 1 I II 1 1 1 1 1 1 1 1 0 1 1 1 I 1 1 1 1 C 1 1 1.91050E +04 1.69550E +04 2.24200E +04 1.85200E +04 6.76800E +02 [A] head 2.24200E +04 1.85200E +04 3.16500E +04 2.88650E +04 6.78000E +02 [99] head 3.16500E +04 2.88650E +04 2.66500E +04 4.63650E +04 6.78200E +02 [100] head 2.66500E +04 4.63650E +04 2.43200E +04 5.85300E +04 6.80400E +02 [101] head 2.43200E +04 5.85300E +04 2.83200E +04 6.72000E +04 6.81500E +02 [102] head 2.83200E +04 6.72000E +04 2.59850E +04 9.12000E +04 6.83500E +02 [103] head 2.59850E +04 9.12000E +04 2.52350E +04 1.09700E +05 6.86000E +02 [104] head 2.52350E +04 1.09700E +05 2.34850E +04 1.17030E +05 6.87000E +02 [105] head 2.34850E +04 1.17030E +05 5.49850E +04 1.35530E +05 6.95000E +02 [106] head 5.49850E +04 1.35530E +05 5.41530E +04 1.50950E +05 7.55000E +02 [107] head 5.41530E +04 1.50950E +05 4.08200E +04 1.66365E +05 7.62000E +02 [108] head - 2.66410E +05 - 1.94180E +05 - 2.68910E +05 - 1.63930E +05 7.18000E+02 [109] head - 2.68910E +05 - 1.63930E +05 - 2.52660E +05 - 1.51680E +05 7.14100E +02 [110] head - 2.52660E +05 - 1.51680E +05 - 2.31411E +05 - 1.45016E +05 7.11800E +02 [111] head - 2.31411E +05 - 1.45016E +05 - 2.21745E +05 - 1.35767E +05 7.09800E +02 [112] head - 2.21745E +05 - 1.35767E +05 I 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 - 2.05411E +05 - 1.25434E +05 7.06500E +02 [113] head - 2.05411E +05 - 1.25434E +05 - 1.94161E +05 - 1.20350E +05 7.03600E +02 [114] head - 1.94161E +05 - 1.20350E +05 - 1.98328E +05 - 1.14434E +05 7.01900E +02 [115] head - 1..98328E +05 - 1.14434E +05 - 1.94495E +05 - 1.01600E +05 7.00000E +02 [116] head - 1.94495E +05 - 1.01600E +05 - 1.85495E +05 - 8.72670E +04 6.97700E +02 [117] head - 1.85495E +05 - 8.72670E +04 - 1.61995E +05 - 8.39340E +04 6.95400E +02 [118] head - 1.61995E +05 - 8.39340E +04 - 1.48245E +05 - 8.21000E +04 6.92100E +02 [119] head - 1.48245E +05 - 8.21000E +04 - 1.33745E +05 - 9.07670E +04 6.90400E +02 [120] head - 1.33745E +05 - 9.07670E +04 - 1.15578E +05 - 8.95170E +04 6.88800E +02 [121] head - 1.15578E +05 - 8.95170E +04 - 9.18280E +04 - 7.52670E +04 6.88100E +02 [122] head - 9.18280E +04 - 7.52670E +04 - 8.15100E +04 - 5.18850E +04 6.87700E +02 [123] head - 7.51500E +03 - 2.28000E +04 - 5.18000E +03 - 1.53000E +04 8.80000E +02 [3) head 1.33200E +04 - 3.44700E +04 1.45700E +04 - 3.69700E +04 7.95000E +02 [5] head - 3.21800E +04 - 2.38500E +03 - 3.27600E +04 - 4.47000E +03 9.00000E +02 [6] head 1.45700E +04 4.05300E +04 1.22350E +04 3.26150E +04 8.70000E +02 [9] head - 2.66800E +04 5.47000E +04 - 2.91800E +04 4.92800E +04 1 I I I I I I I I I I I I I I I I I I I I 1 I J 1 1 9.05000E +02 [10] head - 4.18000E +03 6.80300E +04 7.90000E +03 6.53650E +04 9.30000E +02 [11] head - 3.08800E +04 9.05300E +04 - 1.29300E +04 8.13650E +04 9.20000E +02 [12] head - 5.08450E +04 - 1.46350E +04 - 4.83450E +04 - 2.07200E +04 8.58000E +02 [13] head - 4.27600E +04 - 3.96350E +04 - 4.25100E +04 - 4.69700E +04 6.87000E +02 [14] head - 4.04300E +04 3.67800E +04 - 3.97600E +04 2.32800E +04 9.09000E +02 [15] head - 6.04300E +04 9.70000E +03 - 5.77600E +04 3.03000E +03 8.82000E +02 [16] head - 7.18450E +04 2.66150E +04 - 7.12600E +04 1.99500E +04 8.92000E +02 [17] head - 8.95950E +04 1.84500E +04 - 8.75100E +04 1.16150E +04 8.70000E +02 [18] head - 5.25100E +04 7.84500E +04 - 5.50100E +04 6.75300E +04 8.86000E +02 [19] head - 7.05950E +04 1.05530E +05 - 8.33450E +04 9.30300E +04 9.05000E +02 [20] return doublet layer 1 order 6 controlpoints 24 element - 5.668026562500000e +004 2.036393750000000e +004 order 6 controlpoints 24 element 2.036393750000000e +004 6.193771484375000e +004 order 6 controlpoints 24 element 6.193771484375000e +004 5.399023828125000e +004 order 6 controlpoints 24 .151089375000000e +005 1480B0156250000e +005 1.148060156250000e +005 4.938409765625000e +004 938409765625000e +004 219305908203125e +003 I I 1 1 r 1 1 1 1 1 1 1 I 1 1 1 I I 1 1 1 element 5.399023828125000e +004 3.219305908203125e +003 3.534067968750000e +004 - 2.826966601562500e +004 order 6 controlpoints 24 element 3.534067968750000e +004 - 2.826966601562500e +004 7.516806152343750e +003 - 3.529893750000000e +004 order 6 controlpoints 24 element 7.516B06152343750e +003 - 3.529893750000000e +004 - 1.023605893804191e +004 - 3.678410998640890e +004 order 6 controlpoints 24 element - 1.023605893804191e +004 - 3.678410998640890e +004 - 2.213575976562500e +004 - 3.809964599609375e +003 order 6 controlpoints 24 element - 2.213575976562500e +004 - 3.809964599609375e +003 - 3.069279687500000e +004 2.095066015625000e +004 order 6 controlpoints 24 element - 3.069279687500000e +004 2.095066015625000e +004 - 8.053040625000000e +004 3.960021875000000e +004 order 6 controlpoints 24 element - 8.053040625000000e +004 3.960021875000000e +004 - 9.428802343750000e +004 8.301039843750000e +004 order 6 controlpoints 24 element - 9.428802343750000e +004 8.301039843750000e +004 - 5.668026562500000e +004 1.151089375000000e +005 order 6 controlpoints 24 element - 6.902267187500000e +004 7.891281250000000e +004 - 4.659546093750000e +004 9.707665625000000e +004 order 6 controlpoints 24 element - 4.659546093750000e +004 9.707665625000000e +004 1.852752929687500e +004 9.554889062500000e +004 order 6 controlpoints 24 element 1.852752929687500e +004 9.554889062500000e +004 3.686844921875000e +004 7.017098437500000e +004 order 6 controlpoints 24 element 3.686844921875000e +004 7.017098437500000e +004 5.246247265625000e +004 4.B15725781250000e +004 order 6 controlpoints 24 element I 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 1 I 1 i 1 I I 1 1 I 5.246247265625000e +004 4.615725781250000e +004 4.757053125000000e +004 1.269454687500000e +004 order 6 controlpoints 24 element 4.757053125000000e +004 1.269454687500000e +004 4.236995312500000e +004 1.081975585937500e +003 order 6 controlpoints 24 element 4.236995312500000e +004 1.081975585937500e +003 2.983917773437500e +004 - 6.865498535156250e +003 order 6 controlpoints 24 element 2.983917773437500e +004 - 6.865498535156250e +003 2.088144140625000e +004 - 8.685352539062500e +003 order 6 controlpoints 24 element 2.088144140625000e +004 - 8.685352539062500e +003 1.244812500000000e +004 - 9.528257812500000e +003 order 6 controlpoints 24 element 1.244812500000000e +004 - 9.528257812500000e +003 4.42055810546B750e +003 - 9.000303710937500e +003 order 6 controlpoints 24 element 4.420558105468750e +003 - 9.000303710937500e +003 - 4.593052246093750e +003 - 3.458002929687500e +003 order 6 controlpoints 24 element - 4.593052246093750e +003 - 3.458002929687500e +003 - 1.594389941406250e +004 1.096310058593750e +004 order 6 controlpoints 24 element - 1.594389941406250e +004 1.096310058593750e +004 - 2.764897851562500e +004 4.409854687500000e +004 order 6 controlpoints 24 element - 2.764897851562500e +004 4.409854687500000e +004 - 4.583477734375000e +004 5.438210546875000e +004 order 6 controlpoints 24 element - 4.583477734375000e +004 5.438210546875000e +004 - 6.243746875000000e +004 6.096730859375000e +004 order 6 controlpoints 24 element - 6.243746875000000e +004 6.096730859375000e +004 - 6.902267187500000e +004 7.891281250000000e +004 order 6 controlpoints 24 element - 8.937693359375000e +003 8.602350000000000e +004 1 I 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 L e i I 1 1 1 1.583995800781250e +004 8.523859375000000e +004 order 6 controlpoints 24 element 1.583995800781250e +004 8.523859375000000e +004 4.430266406250000e +004 5.018403906250000e +004 order 6 controlpoints 24 element 4.430266406250000e +004 5.018403906250000e +004 4.087702734375000e +004 2.514697070312500e +004 order 6 controlpoints 24 element 4.087702734375000e +004 2.514697070312500e +004 3.560221484375000e +004 1.355302441406250e +004 order 6 controlpoints 24 element 3.560221484375000e +004 1.355302441406250e +004 2.031656445312500e +004 6.961170898437500e +003 order 6 controlpoints 24 element 2.031656445312500e +004 6.961170898437500e +003 1.346529492187500e +004 6.435685546875000e +003 order 6 controlpoints 24 element 1.346529492187500e +004 6.435685546875000e +003 6.880093261718750e +003 7.227239746093750e +003 order 6 controlpoints 24 element 6.880093261718750e +003 7.227239746093750e +003 5.543088989257813e +002 1.328695605468750e +004 order 6 controlpoints 24 element 5.543088989257813e +002 1.328695605468750e +004 3.979944091796875e +003 4.649233593750000e +004 order 6 controlpoints 24 element 3.979944091796875e +003 4.649233593750000e +004 - 8.937693359375000e +003 8.602350000000000e +004 order 6 controlpoints 24 element - 1.023605893804191e +004 - 3.678410998640890e +004 - 9.635000000000000e +003 - 3.271000000000000e +004 order 6 controlpoints 24 element - 9.635000000000000e +003 - 3.271000000000000e +004 - 1.107300000000000e +004 - 2.746800000000000e +004 order 6 controlpoints 24 element - 1.107300000000000e +004 - 2.746800000000000e +004 - 6.340000000000000e +003 - 1.202000000000000e +004 I 1 1 1 1 1 1 1 1 I 1 I 1 1 1 I i 1 1 1 1 1 1 order 6 controlpoints 24 element - 6.340000000000000e +003 - 1.202000000000000e +004 - 1.645000000000000e +003 - 1.183000000000000e +004 order 6 controlpoints 24 element - 1.645000000000000e +003 - 1.183000000000000e +004 - 6.135000000000000e +003 - 2.589000000000000e +004 order 6 controlpoints 24 element - 6.135000000000000e +003 - 2.589000000000000e +004 - 4.795000000000000e +003 - 3.298000000000000e +004 order 6 controlpoints 24 element - 4.795000000000000e +003 - 3.298000000000000e +004 - 5.333311812273303e +003 - 3.635999767387541e +004 order 6 controlpoints 24 element - 5.333311812273303e +003 - 3.635999767387541e +004 - 8.560000000000000e +003 - 5.662000000000000e +004 order 6 controlpoints 24 element - 8.560000000000000e +003 - 5.662000000000000e +004 - 3.450000000000000e +003 - 7.273500000000000e +004 order 6 controlpoints 24 element - 3.450000000000000e +003 - 7.273500000000000e +004 - 8.020000000000000e +003 - 9.906500000000000e +004 order 6 controlpoints 24 element - 8.020000000000000e +003 - 9.906500000000000e +004 - 1.342200000000000e +004 - 9.924600000000000e +004 order 6 controlpoints 24 element - 1.342200000000000e +004 - 9.924600000000000e +004 - 8.290000000000000e +003 - 7.300500000000000e +004 order 6 controlpoints 24 element - 8.290000000000000e +003 - 7.300500000000000e +004 - 1.340000000000000e +004 - 5.823000000000000e +004 order 6 controlpoints 24 element - 1.340000000000000e +004 - 5.823000000000000e +004 - 1.023605893804191e +004 - 3.678410998640890e +004 order 6 controlpoints 24 element 2.003817382812500e +004 - 5.494525878906250e +003 1.807015234375000e +004 - 8.052333496093750e +003 order 6 I i 1 i 1 1 1 i 1 1 1 1 1 1 J 1 1 1 1 I 1 1 1 1 ILI i I 1 controlpoints 24 element 1.807015234375000e +004 - 8.052333496093750e +003 1.654477929687500e +004 - 3.526504150390625e +003 order 6 controlpoints 24 element 1.654477929687500e +004 - 3.526504150390625e +003 1.059229003906250e +004 - 4.018820068359375e +003 order 6 controlpoints 24 element 1.059229003906250e +004 - 4.018820068359375e +003 5.500266113281250e +003 - 6.552415527343750e +003 order 6 controlpoints 24 element 5.500266113281250e +003 - 6.552415527343750e +003 5.032783203125000e +003 - 8.0281215B2031250e +003 order 6 controlpoints 24 element 5.032783203125000e +003 - 8.028121582031250e +003 2.474975830078125e +003 - 6.527582519531250e +003 order 6 controlpoints 24 element 2.474975830078125e +003 - 6.527582519531250e +003 1.046936621093750e +004 - 2.518281005859375e +003 order 6 controlpoints 24 element 1.046936621093750e +004 - 2.518281005859375e +003 1.652056835937500e +004 - 2.493447998046875e +003 order 6 controlpoints 24 element 1.652056835937500e +004 - 2.493447998046875e +003 1.605308496093750e +004 - 5.502592163085938e +002 order 6 controlpoints 24 element 1.605308496093750e +004 - 5.502592163085938e +002 1.750457812500000e +004 - 5.260469970703125e +002 order 6 controlpoints 24 element 1.750457812500000e +004 - 5.260469970703125e +002 1.856184765625000e +004 - 5.027043457031250e +003 order 6 controlpoints 24 element 1.856184765625000e +004 - 5.027043457031250e +003 2.003817382812500e +004 - 5.494525878906250e +003 order 6 controlpoints 24 element 1.605308496093750e +004 - 5.502592163085938e +002 1.422000000000000e +004 8.500000000000000e +001 order 6 controlpoints 24 1_l 1 1 1 1 1 1 1 1 I 1 1 1 1 1 element 1.422000000000000e +004 8.500000000000000e +001 1.230500000000000e +004 7.750000000000000e +002 ' order 6 controlpoints 24 element 1.230500000000000e +004 7.750000000000000e +002 ' 7.445157226562500e +003 2.069066650390625e +003 order 6 controlpoints 24 element ' 7.445157226562500e +003 2.0690666503906256 +003 1.400000000000000e +003 - 9.350000000000000e +002 order 6 controlpoints 24 element 1.400000000000000e +003 - 9.350000000000000e +002 2.474975830078125e +003 - 6.527582519531250e +003 ' return switch end 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 u 1 i 1 i 1 II 1 I 1 1 1 1 ' APPENDIX D WELL VULNERABILITY ASSESSMENT WORKSHEETS 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 WELL VULNERABILITY ASSESSMENT WORKSHEET ' Well Name /Number: OAK PARK HEIGHTS NO.1 ' Public Water Supplier I.D. Number: 1820020 1 1 k 1 1 1 1 1 Minnesota Unique Well Number: 208794 1. MDNR geologic sensitivity rating Point values assigned Very High Automatically Vulnerable High Automatically Vulnerable Moderate 25 points Low 20 points Low (L scores of 1 to 3) L =3 20 points Low (L scores of 4 to 7) 15 points Very Low (L scores of 8 to 11) 10 points Very Low (L scores of 12 or greater) 0 points 20 2. Casing integrity Point values assigned If a casing has holes, cracks or leaky joints 20 points If the casing is made of masonry 20 points If the outer casing is gravel packed to the land surface 20 points If the outer casing is not grouted into the borehole 10 points If multiple casings exist and the annular space between 10 points any of the casing strings is not grouted If a casing string does not extend to the land surface 10 points 'For each of the categories above where information 5 points does not exist '(does not apply to the first category) For each string of properly installed casing 0 points 0 3. Casing depth Point values assigned Less than 50 feet 20 points 50 to 200 feet 10 points 201 to 400 feet 230 FEET 5 points Greater than 400 feet 0 points 5 4. Pumping rate Point values assigned Greater than 1000 gallons per minute 20 points 501 to 1000 gallons per minute 850 GPM 10 points 50 to 500 gallons per minute 5 points Less than 50 gallons per minute 0 points 10 I 1 1 1 1 1 1 5. Isolation distance from contaminant sources: For wells less than 50 feet deep, assign 10 points to each source located within 100 feet of the well. For wells greater than 50 feet deep, assign 10 points to each source located within 50 feet of the well. 0 6. Chemical and isotopic data Point values assigned Quantifiable concentrations of: Volatile Organic Compounds Automatically Vulnerable Synthetic Organic Compounds Automatically Vulnerable Nitrate - Nitrogen results Greater than 10 mg/L Automatically Vulnerable 3 to 10 mg/L 3.6 mg/L (05/09/97) 30 points 1 to 3 mg/L 10 points Less than 1 mg/L 0 points Tritium results Greater than 1 tritium unit 17.1 T.U. (05/09/97) Automatically Vulnerable 'Less than 1 tritium unit 0 points `(If no other data exist for the well, a tritium result of <1 tritium unit can be used to assign a not - vulnerable rating). 30 Vulnerable Carbon 14 results If C14 concentration is greater than or equal to 50% modern 0 points If the C14 concentration is less than 50% modern -20 points 17. Total score: 1. MDNR geological sensitivity rating 2. Casing integrity 3. Casing depth 4. Pumping rate 5. Isolation distance from contaminant sources 6. Chemical and isotopic data Total points assigned 20 0 5 10 0 30 Total Score 65 If the total score is 45 or more, the well is considered vulnerable. VULNERABLE If the total score is less than 45, the well is considered not - vulnerable. ' Assessment by: SW R, MTJ Northern Environmental Technologies, Inc. I 1 1 1 1 p 1 1 1 1 1 I ' WELL VULNERABILITY ASSESSMENT WORKSHEET ' Well Name /Number: OAK PARK HEIGHTS WELL NO.2 Public Water Supplier I.D. Number: 1820020 t Minnesota Unique Well Number: 112205 1 1 1. MDNR geologic sensitivity rating Point values assigned Very High Automatically Vulnerable High Automatically Vulnerable Moderate 25 points Low 20 points Low (L scores of 1 to 3) 20 points Low (L scores of 4 to 7) L =4 15 points Very Low (L scores of 8 to 11) 10 points Very Low (L scores of 12 or greater) 0 points 15 2. Casing integrity Point values assigned If a casing has holes, cracks or leaky joints 20 points If the casing is made of masonry 20 points If the outer casing is gravel packed to the land surface 20 points If the outer casing is not grouted into the borehole 10 points If multiple casings exist and the annular space between 10 points any of the casing strings is not grouted If a casing string does not extend to the land surface 10 points 'For each of the categories above where information 5 points does not exist '(does not apply to the first category) For each string of properly installed casing 0 points 0 3. Casing depth Point values assigned Less than 50 feet 20 points 50 to 200 feet 230 FEET 10 points 201 to 400 feet 5 points Greater than 400 feet 0 points 10 4. Pumping rate Point values assigned Greater than 1000 gallons per minute 20 points 501 to 1000 gallons per minute 850 GPM 10 points 50 to 500 gallons per minute 5 points Less than 50 gallons per minute 0 points 10 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5. Isolation distance from contaminant sources: For wells less than 50 feet deep, assign 10 points to each source located within 100 feet of the well. For wells greater than 50 feet deep, assign 10 points to each source located within 50 feet of the well. 0 6. Chemical and isotopic data Point values assigned Quantifiable concentrations of: Volatile Organic Compounds Automatically Vulnerable Synthetic Organic Compounds Automatically Vulnerable Nitrate - Nitrogen results Greater than 10 mg/L Automatically Vulnerable 3 to 10 mg/L 3.2 mg/L (08/05/93) 30 points 1 to 3 mg/L 3.0 mg/L (09109/97) 10 points Less than 1 mg /L 0 points Tritium results Greater than 1 tritium unit Automatically Vulnerable 'Less than 1 tritium unit 0 points '(If no other data exist for the well, a tritium result of <1 tritium unit can be used to assign a not - vulnerable rating). 30 Carbon 14 results If C14 concentration is greater than or equal to 50% modern 0 points If the C14 concentration is less than 50% modern -20 points 1 I 17. Total score: 1. MDNR geological sensitivity rating 2. Casing integrity 3. Casing depth 4. Pumping rate 5. Isolation distance from contaminant sources 6. Chemical and isotopic data Total Score Total points assigned 15 0 5 10 0 30 60 VULNERABLE. 1 If the total score is 45 or more, the well is considered vulnerable. If the total score is less than 45, the well is considered not - vulnerable. ' Assessment by: SW R, MTJ Northern Environmental Technologies, Inc. I 1 1 1 1 1 1 I 1 1 1 I 1 1 1 i 1 rl 1 1 1 1 1 1 1 1 1 1 1 i 1 I 1 1 i 1 i 1 1 1 1 1 1 1 j 1 1 1 i 1 1 1 1