APPENDICES TO FINAL INTERIM REMEDIAL DESIGN PACKAGE ON-SITE GROUNDWATER FOR NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN eder associates consulting engineers, p.c. NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN APPENDICES TO FINAL INTERIM REMEDIAL DESIGN PACKAGE ON-SITE GROUNDWATER FOR NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN PROJECT #497-14 JUNE 1992 EDER ASSOCIATES CONSULTING ENGINEERS, P.C Ann Arbor, Michigan Locust Valley, New York Madison, Wisconsin Augusta, Georgia g:\site8\49714\reporta\appen 062692 LIST OF APPENDICES Appendix A - City of Eau Claire Letter - March 26, 1992 Appendix B - Pumping Test Results - Melby Road Disposal Area (Existing Wells) Appendix C - Specifications for Remedial Design, Interim Action, On-site Groundwater Appendix D - "Capture-Zone Type Curves: A Tool for Aquifer Cleanup" Appendix E - Results of On-site Sewer Evaluation Appendix F - Interim Action Monitoring Well Installation Procedures Appendix G - WDNR Letter - WPDES Monitoring Requirements APPENDIX A City of Bau Claire Letter - March 26, 1992 Department of Public (715) 839-4934 City of Eau Claire ——————— 203 S. FARWELL STREET - P.O. BOX 5148. EAU CUIRE, WISCONSIN 54702-5148 March 26, 1992 Mr. Richard Nauman National Presto Industries 3925 North Hastings Way " " - Eau Claire, Wisconsin 54701 Re: Groundwater Interceptor Well Discharge, . National Presto Industries Dear Mr. Nauman: This is to confirm the City's position with regard to use of the municipal storm sewer system for discharge of groundwater. As I indicated in my letter to Mr. Eder on August 2, 1991, "the City of Eau Claire will allow the use of the City storm sewer system for conveyance of groundwater intercepted from the National Presto Industries site. As discussed, the City will require the installation of a system, acceptable to the City, which discontinues pumping when the capacity of the storm sewer is taxed." We look forward to working with you on your efforts to implement the remedial action. Sincerely, CITY OF EAU CLAIRE 'William L. Bittner Director of Public Works WLB:gy APPENDIX B Pumping Test Results - Melby Road Disposal Area (Existing Wells) NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN ADDENDUM TO PHASED FEASIBILITY STUDY ON-SITE GROUNDWATER OPERABLE UNIT MELBY ROAD SITE FILE #497-04 AUGUST 1991 EDER ASSOCIATES CONSULTING ENGINEERS, P.C. Ann Arbor, Michigan Locust Valley, New York Madison, Wisconsin Augusta, Georgia g:atmrs 091991 ecier 3S3Oc:cT9s consul t-nq engineer':, TA3LE OF CONTENTS Description Page 1.0 INTRODUCTION 1 2.0 HYDROGEOLOGIC CONDITIONS 1 APPENDIX A - TECHNICAL MEMORANDUM NO. 2 APPENDIX B - BORING LOG - NPI - Bl APPENDIX C - PUMPING TEST FORMS LIST OF FIGURES No. Description Page 1 Well Location Map 2 2 East West Cross-Section Melby Road Capture Wells 3 3 Drawdown Plot for MW-5A 6 4 Drawdown Plot for MW-14 7 5 Drawdown Plot for MW-15 8 eder associates consulting engineer:. 3 : Aquifer Testing Melby Road Site Addendum to Phased Feasibility Study On-Site Groundwater Operable Unit National Presto Industries Site Eau Claire, Wisconsin 1.0 Introduction Aquifer pumping tests were performed at the Melby Road site during the period of July 16 through 19, 1991. The tests were dona to evaluate aquifer conditions and to demonstrate groundwater capture during short-term pumping conditions. Two pumping tests were performed using MW-14 as a pumping well and MW-5A, MW-6, MW-9A, and MW-15 as observation wells. The locations of these and other wells are shown on Figure 1. A third ^*" pumping test was done which consisted of pumping both MW-14 and MW- 15 at a constant rate. The tests are described in Section 2.0 of this Addendum. Eder Associates' hydrogeolegists ran the tests according to procedures (Appendix A) agreed upon by the USEPA ( and their contractor, Roy F..Weston, Inc.) and the WDNR. Representatives of USEPA, WDNR and Weston were on-site during the pumping tests. 2.0 Hvdroqeoloaic Conditions The Melby Road site is underlain by deposits of glacial outwash (sand and gravel) which overlie the Mount Simon Formation (sandstone of Cambrian Age). The hydrogeologic cross-section on Figure 2 shows the thickness (about 100 feet) of the sand and gravel deposits. The log of (Appendix B) boring NPI-B1, near MW- 5A, indicates that the sand is generally fine to medium or coarse grained and some gravel is present in the sand matrix. Sand grains are generally subangular. Stratigraphic variations in the sand and r eaer Jsscc:ctss ccnsui'.i.i^ en-,ne= t1 rr ^ MELBY ROAD SITE LEGEND 0 700' NPI Monitoring Well WELL LOCATION MAP NATIONAL PRESTO INDUSTRIES, INC. EAU CLAIRE. WISCONSIN MS49704F West East MW-14 MW-5A MW-5B MW-15 0- 20'- Sand, Flno—Cse. With Some Gravol 5 40'- 60'- 80'- 100'- s/S/S/// / / / Sandstone Bedrock / /. '/(Based on Log of Boring NPI-B1) / Vertical Exag. = 1.5X EAST WEST CROSS-SECTION C) C' ••i) MELBY ROAD CAPTURE WELLS I'l ( MIONAL PRESTO INDUSTRIE". INC. EAU CLAIRE, WISCONSIN M549704G eder associates consulfina engineer gravel consist of vary thin layering of sand, sand and gravel and gravel (3-inch layer at 81 feet). A sampl-e of sandstone bedrock could not be obtained. The lower 30 percent of the sand and gravel is saturated and is characterized by water table (unconfined) conditions. The direction of groundwater flew is generally to the northwest at the Melby Road site. Wells MW-14 and 15 are fully penetrating 5-inch diameter wells with wire-wound well screens (.02^inch screen opening) . Monitoring wells used for water level measurements are screened in the upper 10 feet of the saturated sand and gravel. These wells are 2-inch diameter PVC with wire-wound PVC well screens (.01-inch screen opening). Aquifer Pumping Tests MW-14 and 15 had not been pumped at a rate higher than about 10 gpm when the wells were developed and sampled in October 1983. MW-14 and 15 were originally installed for potential use as recovery wells with pumping rates of about 30 gpm. In order to use these wells for a pumping test, the largest submersible pumps available (7.5 HP, Grundfos, stainless steel) were installed. This was done so that the highest possible pumping rate could be maintained in order to stress the aquifer, if possible. The calculation of aquifer transmissivity and the storage coefficient is dependent on pumping a well at a rate high enough to obtain drawdown during a specified time period in the pumping and observation wells. The distance of observation wells from the pumping well is also critical in determining aquifer parameters. These are important considerations at the Melby Road site because existing wells were designed for water quality monitoring and were not specifically designed or spaced for aquifer testing. ader associates consulting engineers, On July 16, 1991, MW-14 was pumped at rates of 30, 60 and 85 gpm for 3-hour increments following two hours of static water level measurements at MW-5A, MW-9A, MW-14 and MW-15. Water levels were measured manually in MW-14 and MW-15 using an electronic water level measuring tape/device with .01-foot increments. Water levels in MW-5A and 9A were measured using down-hole pressure transducers and electronic recorders. The pressure transducer data from MW-9A was not considered usable because the data readout showed continuous drawdown throughout the pumping and recovery periods. Periodic measurements were made at MW-6 to monitor any ambient water level trends since no pumpage induced water level changes were expected 700 feet away from MW-14 at MW-6. All pumped groundwater was piped about 1,000 feet west of MW-14 and discharged directly into the Eau Claire Municipal sanitary sewer, as authorized by the City. Water level measurements are presented on the attached pumping test forms (Appendix C). Specific capacities for MW-14 at the end of each 3-hour pumping period were 35.3 gpm/foot, 39.5 gpm/foot, and 41.3 gpra/foot. The quick stabilization of the pumping water level within the first minute of each step indicated that the highest pumping rate possible for the well was not stressing the aquifer. Drawdown at 100 feet away in MW-5A amounted to .05 feet at the end of the 9 hour step test. This also indicated that the maximum possible pumping rate of about 100 gpm at MW-14 would not produce sufficient drawdown trends for pumping test analysis. However, there are alternate methods for estimating aquifer parameters from pumping tests and the 24-hour test was scheduled for July 18, following recovery of static water levels over a minimum of 12 hours. On July 18 and 19, MW-14 was pumped at a maximum rate of 101 gpm for 24 hours. The drawdown plots for wells MW-5A, MW-14 and MW-15 are presented on Figures 3, 4 and 5. Drawdown in MW-14 stabilized within 15 seconds of the test start. The drawdown plot July 17-18. 1991 0 = Wlgpm at MW-14 r •* 100ft • • •• I I o 10 100 woo C) rime Since Pump Started (min.) C' m NATIONAL PRESTO INDUSTRIES. INC. MS49704M FAIJ Cl AIKI-:. WISCONSIN July 17-18. 1991 O = 101gpm I 1 10 100 woo o u> Time Since Pump Started (min.) ~AI a DRAWDOWN PLOT FOB MWzrM n, a NATIONAL PRESTO INDUSTRIES, July 17-18. 1991 0 = Wlgpm at MW-14 r = 200ft 0 I 10 100 WOO o Time Since Pump Started (man.) c: DRAWDOWN PLOT FOR MW-15 IM NATIONAL PRESTO INDUSTRIES, INC. vtS497G-1J EAU CLAIRE, WISCONSIN eder associates consulting engineers. ^ : for MW-14 on Figure 3 shows only minimal drawdown (less than .