Range Resources Voluntary Plan to Close Yeager Wastewater Impoundment in SWPA

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A voluntary plan created and submitted by Range Resources to the Pennsylvania Dept. of Environmental Protection to permanently close (and restore) the Yeager wastewater impoundment (i.e. open pond) site in Amwell Township, located in Washington County, PA. The plan was tweaked by the DEP to require Range to test for certain compounds underneath the two liners in the impoundment--liners that, according to Range, had holes in both layers.

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Range Resources Voluntary Plan to Close Yeager Wastewater Impoundment in SWPA

  1. 1. Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 YEAGER WATER IMPOUNDMENT CLOSURE AND RECLAMATION PLAN WASHINGTON COUNTY, PENNSYLVANIA Prepared by: RANGE RESOURCES – APPALACHIA, LLC CANONSBURG, PENNSYLVANIA February 28, 2014
  2. 2. Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 TABLE OF CONTENTS Page 1.0 Executive Summary...................................................................................................................1 2.0 Sequence of Events....................................................................................................................2 2.1 Preconstruction Preparation..........................................................................................2 2.2 General Construction Sequence....................................................................................3 3.0 Liner Archive.............................................................................................................................6 3.1 Layout and Documentation...........................................................................................6 3.2 Liner Dissection ...........................................................................................................7 3.3 Loading and Hauling to an Archive Area ....................................................................7 4.0 Groundwater Monitoring Well Abandonment ..........................................................................8 5.0 Earthwork..................................................................................................................................9 5.1 Impacted Soil ................................................................................................................9 5.2 Impoundment Deconstruction.......................................................................................9 5.3 Soils Construction.........................................................................................................9 5.3.1 Soil Re-placement................................................................................................9 5.3.2 Top Soil Re-placement ......................................................................................10 5.4 Purchased Aggregates.................................................................................................10 6.0 Public Road Use ......................................................................................................................11 6.1 Road Bonds.................................................................................................................11 6.2 Road Maintenance ......................................................................................................11 FIGURES Figure 1 – Phasing Diagram APPENDICES Appendix A – Groundwater Monitoring Well Abandonment Plan Appendix B – Impacted Soil Removal and Confirmation Testing Plan Appendix C – Closure Drawings
  3. 3. 130-601-Closure and Reclamation Plan -1- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 1.0 EXECUTIVE SUMMARY One year ago, Range Resources – Appalachia, LLC (“Range”) decided to drain and discontinue use of the Yeager water impoundment so that testing could be performed beneath the impoundment liners. Concerns had been alleged by various litigants against Range without these litigants providing any objective evidence or proof that Range’s activities had affected them or their property. Nonetheless, Range decided upon investigation of these concerns as the preferred approach to respond to these allegations. Range formally announced its commitment to permanently close the water impoundment to allow for an investigation of soil and groundwater. Range also announced its commitment to submit a closure and reclamation plan to the Pennsylvania Department of Environmental Protection (“Department”) for review and approval, prior to closure. In order to obtain information prior to closure of the water impoundment, a site assessment plan was prepared and was submitted to the Department for comment. In the fall of 2013, a site assessment was performed to obtain environmental data and information prior to closing the water impoundment. The closure and reclamation of the Yeager water impoundment is being performed voluntarily. Submittal of a closure and reclamation plan and seeking approval thereof from the Department is also being done voluntarily, but Range has formally offered this approach as a demonstration of its commitment to go above and beyond regulatory requirements when it considers that to be appropriate. The following plan discusses the sequence of construction and how the water impoundment components will be handled during closure and reclamation. These components include: Liner Removal and Archiving, Decommissioning Groundwater Monitoring Wells, Removal of Impacted Soil, and Deconstruction of Impoundment Embankments.
  4. 4. 130-601-Closure and Reclamation Plan -2- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 2.0 SEQUENCE OF EVENTS 2.1 PRECONSTRUCTION PREPARATION Prior to initiating field work, the following preconstruction activities will be performed: 1. Collect soil samples for a waste disposal approval for impacted soils. a. Collect soil samples from the locations where elevated chloride concentrations were encountered during the site assessment (See Appendix B – “Impacted Soil Removal And Confirmation Testing Plan”); b. Submit the samples to an accredited laboratory to be analyzed for standard TCLP parameters; and c. Prepare and submit a Form U to DEP for disposal authorization for impacted soil and the geotextile cushion beneath the liner. 2. Closure Contractor Selection a. Range will conduct a bid and select one or more contractors to perform the closure; and b. Separate contractors may be used to perform earthwork, remove liners, and decommission groundwater monitoring wells. 3. Following selection, each contractor will prepare a detailed schedule for their portion of the work. The earthwork contractor will be tasked with combining all the contractors’ schedules and will maintain the comprehensive schedule onsite during the course of the work. a. Liner removal Contractor – Prepare a detailed plan to remove and archive the impoundment’s liners to include the following: i. Prepare procedure to mark and categorize the liner; ii. the liners will be dissected into sections such that, to the degree possible, cuts through existing patches and repairs will be avoided; iii. If a party wishes or parties wish to store the liners, develop handling (loading and unloading) methods to minimize, to the degree possible, damage to the liner sections during removal; b. Groundwater Well Removal Contractor – Prepare a detailed plan and schedule to decommission the six existing wells in the impoundment’s embankment; c. Earthwork Contractor – Prepare a detailed plan and schedule for the deconstruction of the impoundment. The following items will factor into the schedule: i. Work will be performed within and in accordance with the ESCGP; ii. Deconstruction of the embankments will generally be performed in reverse order of the impoundment’s construction; and iii. The earthwork Contractor will work with Range’s environmental consultant during the removal and disposal of impacted soils.
  5. 5. 130-601-Closure and Reclamation Plan -3- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 4. Contractor(s) perform PA One Call. 5. Range will notify PADEP, property owners, and residents along the access route that the work will be performed and truck traffic may increase. 2.2 GENERAL CONSTRUCTION SEQUENCE The following is a general construction sequence that has been developed as a planning tool for this project. The final sequence and construction schedule will be finalized with the contractors and consultants prior to construction. 1. Pre-construction Kick-Off Meeting (review construction sequence and discuss coordination between contractor and consultant). 2. Decommission Groundwater Monitoring Wells MW-1 through -6. 3. Existing E&S Controls a. Inspect E&S Controls and re-establish E&S Controls as needed. b. Range’s EH&S Department or designated Consultant checks controls prior to performing earthwork. 4. Liner System Removal a. Concurrently with E&S work, mark and categorize primary liner for removal and archiving. b. Remove primary liner. c. Mark and categorize secondary liner for removal and archiving. d. Remove secondary liner and impacted soils according to the following procedure: i. Remove secondary liner from specified areas. Weather permitting, the specified areas may be combined or altered in the field to expedite the work; ii. Remove geotextile cushion for off-site disposal; iii. Place pipe under leading edge of liner to control storm-water runoff from liner; iv. Pump water from liner into tanks, and periodically remove water from tanks and haul offsite; v. Perform field test (chloride concentrations in soil) to delineate limit of impacted soils within designated impacted areas (See Appendix B – “Impacted Soil Removal And Confirmation Testing Plan”); vi. Remove impacted soil for off-site disposal; vii. Field test chloride concentration in soil at base of excavation. If less than concentration of 550 mg/kg, area is complete (See discussion of basis for 550 mg/kg cleanup level in Appendix B). viii. If above concentration of 550 mg/kg, repeat steps vi and vii.
  6. 6. 130-601-Closure and Reclamation Plan -4- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 ix. Upon determining through field testing that chloride meets the cleanup level, confirm by collecting soil samples and having them analyzed by an analytical laboratory. (See Appendix B – “Impacted Soil Removal and Confirmation Testing Plan). e. The secondary liner and impacted soils will be removed in phases, as needed to manage the work during unfavorable weather. For tracking work progress, the foot print of the impoundment has been divided into 30 grid blocks. A map showing the proposed liner removal phases and grid blocks is provided as Figure 1. If favorable weather is encountered, the phases will be revised to expedite the work: i. Phase I (a) Work area to include grid blocks 1A-B, 1-2A, and 2B; and (b) Follow procedure under 4.d.i-ix; (c) While removing impacted soils, expose underdrain pipe to enhance storm-water runoff flow; and (d) Install siltsoxx filter around inlet to underdrain pipe. ii. Phase II (a) Work area to include grid blocks 3A, 4-5A, 3B, 4B, and 5A-B; and (b) Follow procedure under 4.d.i-ix. iii. Phase III (a) Work area to include grid blocks 1C, 2C, 3C, 4C, 5C, and 3D; and (b) Follow procedure under 4.d.i-ix. iv. Phase IV (a) Work area to include grid blocks 1D, 2D, 1E-F, and 2E; and (b) Follow procedure under 4.d.i-ix. v. Phase V (a) Work area to include grid blocks 4D, 5D, 3E, 4E, 5E-F, 1-2F, 3F, and 4-5F (see attached Figure); and (b) Follow procedure under 4.d.i-ix. f. Remove subsurface utilities - Disconnect then remove electric power lines and remove miscellaneous pipe. g. Perform earthwork according to Contactor’s detailed earthwork plan. In summary: i. The underdrain pipe will be removed. In field chlorides testing will be performed on pipe bedding to determine if it can be placed as fill on site (<550 mg/kg) or removed for offsite disposal; ii. Rock removed from the impoundment will be re-placed at the base of the impoundment and fine-grained soil will be placed over the rock;
  7. 7. 130-601-Closure and Reclamation Plan -5- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 iii. During slope deconstruction, keyway and bench drains will be removed. Sand and or aggregate bedding will be mixed in with the fill and the pipe will be removed for disposal; and iv. E&S Controls will remain in place until vegetation is established up- gradient of the controls. h. Re-vegetation i. Available topsoil will be spread over the surface; and ii. All disturbed areas will be seeded and mulched. i. Remove E&S Controls i. Once vegetation is established (Standard – 70% coverage), channels and sedimentation traps will be removed; ii. Disturbed areas will be seeded and mulched; and iii. Once vegetation is established (Standard – 70% coverage), siltfence and/or siltsoxx will be removed.
  8. 8. 130-601-Closure and Reclamation Plan -6- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 3.0 LINER ARCHIVE Due to litigation associated with this site, the geomembrane liner layers can be archived prior to disposal if requested by any party or parties. The process will consist of the following: (1) Layout and Documentation; (2) Liner Dissection into Panels; (3) Loading and Hauling Panels to an Archive Area; and (4) Unloading Panels and Storage in the Archive Area. Any such storage will be at the request of and paid for by the party or parties who wish to store the liner. The party who requests storage will also pay for additional costs to dissect and document the liner removal. Otherwise Range and its contractors will use their judgment in cutting the liners to facilitate the transportation and disposal or recycling of the liners at an off-site facility. If a party or parties wish to store the liners, the liners will generally be dissected into triangular, rectangular, or square panels. The panels will be large enough to expedite liner removal and small enough for ease of handling. The plan will be for the liner to be dissected into 22-foot wide panels and rolled up for shipping. Cut lines will be laid out in the field, and their alignment will be set to avoid cutting of patches. Cut lines will be set parallel to seams in most cases, and when necessary cuts through seams will be perpendicular to each seam. 3.1 LAYOUT AND DOCUMENTATION If a party wishes or if parties wish to store the liners, the following field procedure will be followed to mark and categorize prior to dissecting the liners: 1. Layout – The corners of each panel to be dissected will be marked. The corners will be numbered as follows: Primary Liner (i.e., top layer of liner) will have a P designation, and each corner will be numbered consecutively (i.e., P1, P2, P3, etc.). Each point and its designation will be written on the liner with an indelible Paint Marker. Then each point will be located with a GPS unit and geocoordinates for each point will be recorded prior to dissecting the liner at the point. 2. Panel Nomenclature - Each panel dissected from the liner will be named after its corners (i.e., P1-P2-P3, P4-P5-P6-P7, etc.) 3. Documentation - Data will be recorded for each corner and each panel as follows: CORNER DATA CORNER DESIGNATION GEOCORDINATES LAT. LONG. P1 40° 05’ 25.13” 80° 13’39.23” PANEL DATA PANEL DESIGNATION PANEL CORNERS GEOCORDINATES LAT. LONG. P1-P2-P3 P1 40° 05’ 25.13” 80° 13’39.23” P2 40° --’ --” 80° --’--” P3 40° --’ --” 80° --’--”
  9. 9. 130-601-Closure and Reclamation Plan -7- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 Following the completion of liner archiving, a letter report will be prepared with the information documented above. 3.2 LINER DISSECTION In the event that a party wishes or parties wish to store the liners, in preparation for dissection of the liner, cut lines between panel corners may be marked with a chalk line or other appropriate method. Care will be taken while dissecting the liner to follow the cut line and to minimize damage to the liner beneath the layer being dissected. In the event that wind is encountered during this phase of the operation, a sufficient number of sandbags will be placed in the work area to weigh-down panels being dissected and the leading edge of the remaining-in-place liner. At the end of each workday, sandbags will be placed along the leading edge of the liner to protect it from wind up-lift. 3.3 LOADING AND HAULING TO AN ARCHIVE AREA If a party wishes or parties wish to store the liners, dissected panels will be rolled and secured with duct tape. The panels will typically be rolled and hand carried or carried out of the impoundment with equipment. Whenever possible, the rolled panels will not be dragged or rolled across the ground to minimize damage. They will be loaded onto a truck or truck trailer for transport to the storage area. Transportation, storage and proper disposal of the liner(s) will be at the sole expense of the party or parties storing the liners.
  10. 10. 130-601-Closure and Reclamation Plan -8- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 4.0 GROUNDWATER MONITORING WELL ABANDONMENT Six groundwater monitoring wells were installed as part of the assessment of the impoundment. These groundwater monitoring wells will be abandoned as part of the impoundment’s closure. As noted in the sequence in Section 2 above, abandonment of the monitoring wells will be performed early in the closure process. Appendix A includes the “Groundwater Monitoring Well Abandonment Plan,” which will be followed for this project.
  11. 11. 130-601-Closure and Reclamation Plan -9- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 5.0 EARTHWORK The earthwork will consist of the removal of impacted soils for offsite disposal, and deconstructing the impoundment’s embankments, replacing embankment soil in the former impoundment, and generally returning the area back to prior grades. 5.1 IMPACTED SOIL Appendix B includes an “Impacted Soil Removal and Confirmation Testing Plan” that will be followed during this project. Pre-remediation delineation screening will be performed to further delineate the extent of chloride-impacted soil identified during the impoundment’s assessment (See section 3.4 of Appendix B). Impacted soils with concentrations of chloride above 550 mg/kg will be removed for offsite disposal. (See discussion in Appendix B of the basis for the 550 mg/kg cleanup level.) The plan discusses additional sampling and testing needed to acquire approval for disposal authorization and documentation that will be generated. 5.2 IMPOUNDMENT DECONSTRUCTION Deconstruction of the impoundment will include the removal of the underdrain pipe and manhole (for recycling or disposal) and sand bedding with Chlorides concentrations above 550 mg/kg for disposal. Underdrain pipe bedding will be evaluated handled in accordance with the Appendix B “Impacted Soil Removal and Confirmation Testing Plan.” Deconstruction of the impoundment’s embankments will be performed according to the Closure Drawings in Appendix C. Effectively, the deconstruction of the impoundment is the reverse of the impoundment’s construction sequence. The detailed sequence will depend on the contractor selected for the work and available equipment. Therefore, as noted in Section 2 the selected earthwork contractor will prepare a detailed schedule for deconstruction of the impoundment. The detailed schedule will be maintained onsite during construction. 5.3 SOILS CONSTRUCTION As part of embankment deconstruction, excavated soils will be re-placed in the former impoundment. Generally, rock removed from the base of the impoundment will be re-placed at the base. In this case rock will consist of a larger fraction of various sized rock particles mixed with finer grained soil. Following rock placement, fine grained soils will be placed to achieve the site rough, final grade. Above the rough grade, available topsoil will be placed. 5.3.1 Soil Re-placement Soils re-placed in the impoundment will be compacted with the number of passes necessary to achieve visible non-movement of the material, or other indicators such as the compactor pads walking on top of the lift and no longer penetrating the lift. Moisture conditioning by way of water addition will be conducted as necessary to obtain uniform moisture content throughout the soil mass. If pneumatic compaction is used, such as loaded/unloaded haul trucks, the travel paths of the trucks shall be varied such that the entire surface of the lift is compacted.
  12. 12. 130-601-Closure and Reclamation Plan -10- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 5.3.2 Top Soil Re-placement To promote the establishment of vegetation, topsoil will be spread but will not be compacted. Topsoil will be spread in an approximate 2 to 3-inch layer. Promptly after topsoil placement, the re- vegetation procedures included in the drawings will be followed. 5.4 PURCHASED AGGREGATES Aggregates that were purchased and used in the construction of the impoundment will be handled as follows during impoundment closure: Truck Turnaround Pad Aggregate – Aggregates used to pave the truck turnaround are expected to be removed from the site and reused at another company site. If the aggregate is not taken offsite for reuse, it will be stockpiled onsite for reuse on the well pad. Aggregates that were purchased for under drain and bench pipe bedding, if not removed for off-site disposal, will be incorporated into the fill. The pipe from these structures will be removed for offsite disposal.
  13. 13. 130-601-Closure and Reclamation Plan -11- February 28, 2014 Range Resources–Appalachia, LLC 3000 Town Center Boulevard Canonsburg, Pennsylvania 15317 Tel: 724.743.6700 Fax: 724.743.6790 6.0 PUBLIC ROAD USE 6.1 ROAD BONDS In advanced of impoundment closure work, existing road bonds will be checked and renewed as needed. Public roads that will be used while traveling to this site are as follows: Site’s 911 Address – 1189 McAdams Rd., Washington, PA 15301 INGRESS • Take I-79 S to Exit 30 (Lone Pine) and at end of ramp turn right on SR 19; • Go 1.9 miles and turn right on T-628 (Baker Station Rd); • Go 1.2 miles to stop sign and turn right on SR 2007 (Banetown Rd); • Go 0.50 miles and turn right on T-624 (McAdams Rd is very narrow, and escort may be needed); and • Go 0.70 miles to site access on right. EGRESS • Turn right on McAdams; • Go 1.2 miles and turn right onto SR 2004 (Vankirk Ridge Rd); • Go 1.6 miles and turn left at stop sign onto SR 0019 toward I-79. Impoundment closure is not expected to result in a significant increase in traffic accessing the site, except during the trucking of aggregate for reuse on other sites or trucking of soil for offsite disposal. While trucking these materials offsite, traffic control will be employed with an escort service, as needed. 6.2 ROAD MAINTENANCE During public road use, the condition of the roads in use will be routinely monitored. If degraded road conditions occur that cause a driving hazard, repairs will be made to the road. Degraded areas will be repaired to return them to the condition they were in prior to the commencement of this project. The public roads used during this project will be routinely checked for signs of mud/soil tracking onto the road. If mud/soil tracking is encountered, a broom will be used to sweep the road.
  14. 14. _________________________________________________________________ FIGURES _________________________________________________________________
  15. 15. 1291.10 1300 1300 1291.10 1306.10 1306.10 1306.10 CIA-3 CIA-2 CIA-1 ECA-2 ECA-1 DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: PHASING DIAGRAM 130-6011"=40'2/10/2014 RJB TEM RJV* 1 RANGE RESOURCES CLOSURE AND RECLAMATION PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com LEGEND 1300 NORTH
  16. 16. __________________________________________________________________ APPENDIX A GROUNDWATER MONITORING WELL ABANDONMENT PLAN __________________________________________________________________
  17. 17. GROUNDWATER MONITORING WELL ABANDONMENT PLAN YEAGER WATER IMPOUNDMENT AMWELL TOWNSHIP, WASHINGTON COUNTY, PENNSYLVANIA Prepared for: RANGE RESOURCES - APPALACHIA, LLC CANONSBURG, PENNSYLVANIA Prepared by: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. PITTSBURGH, PENNSYLVANIA CEC Project 130-601 February 28, 2014
  18. 18. 130-601-Appendix A -1- February 2014 GROUNDWATER MONITORING WELL ABANDONMENT PLAN 1.0 MONITORING WELL ABANDONMENT Prior to soil excavation, monitoring wells MW-1 through MW-6 will be abandoned. A PA-licensed well driller will be subcontracted for well abandonment services. Currently, Terra Testing from Washington, Pennsylvania is expected to perform the work. An experienced scientist will be present during drilling to direct drilling activities and oversee monitoring well abandonment. 2.0 ABANDONMENT PROCEDURES Abandonment will be in accordance with applicable standards outlined in the Pennsylvania Department of Environmental Protection, Groundwater Monitoring Guidance Manual, dated December 1, 2001 (PADEP, 2001) and Pennsylvania Act 610 - The Water Well Drillers License Act) (PA Act 610, 1956). Abandonment procedures are detailed below: • The Department of Conservation and Natural Resources (DCNR) Bureau of Topographic and Geologic Survey (BTGS) will be notified of the intent to abandon MW-1 through MW-6 at least 10 days before abandonment. The location and date of abandonment will be provided. • Dedicated sampling equipment, if present, will be removed and properly disposed of. • Protective steel casings and the concrete pad will be removed. • Total well depth and water level will be recorded, and total well volume to be grouted will be calculated and recorded. • Each well and boring will be overdrilled using a 6 1/4-inch hollow-stem auger (HSA) and 6-inch Ripper Head while introducing a high velocity air stream into the borehole to remove casing, aggregate screening materials and bentonite seals. All materials generated during abandonment will be containerized. • A water-tight grout seal will be installed using a grout pump and tremie pipe through the length of the borehole. The water-tight grout seal will consist of a neat cement grout with a bentonite additive applied within 2% to 8% of the batch by weight. • After 24 hours, the grout will be checked for settlement. Any settlement depression will be filled with grout and rechecked 24 hours later. This process will be repeated until firm grout remains. • Debris generated during well abandonment will be disposed at a licensed residual waste and/or special waste landfill. • The drilling contractor will complete the required abandonment forms and submit the forms and associated documentation to the DCNR BTGS WEB Driller Website. 3.0 REFERENCES • PA Act 610, 1956. Pennsylvania Act 610 - The Water Well Drillers License Act, May 29, 1956. • PADEP, 2001. Pennsylvania Department of Environmental Protection, Groundwater Monitoring Guidance Manual, Chapter 7, December 1, 2001.
  19. 19. ________________________________________________________________ APPENDIX B IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN _________________________________________________________________
  20. 20. IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT AMWELL TOWNSHIP, WASHINGTON COUNTY, PENNSYLVANIA Prepared for: RANGE RESOURCES - APPALACHIA, LLC CANONSBURG, PENNSYLVANIA Prepared by: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. PITTSBURGH, PENNSYLVANIA CEC Project 130-601 February 28, 2014
  21. 21. TABLE OF CONTENTS Page 1.0 Introduction ...............................................................................................................................1 1.1 Background...................................................................................................................1 1.2 Site Description.............................................................................................................1 1.3 Hydrogeologic Setting ..................................................................................................2 1.4 Site History ...................................................................................................................2 2.0 Conceptual Approach and Rationale.........................................................................................5 3.0 Detailed Plan .............................................................................................................................7 3.1 Preliminary Engineering...............................................................................................7 3.2 Waste Characterization Sampling and Disposal Approval...........................................7 3.3 Site Preparation.............................................................................................................8 3.4 Pre-Remediation Delineation Screening.......................................................................8 3.5 Interstitial Water and Stormwater Management...........................................................9 3.6 Soil Excavation.............................................................................................................9 3.7 Field Screening to Determine Excavation Limits.......................................................10 3.8 Management of Excavated Soil and Solid Wastes......................................................10 3.9 Confirmation Soil Sampling .......................................................................................10 3.10 Soil Excavation Completion Report ...........................................................................11 4.0 References ...............................................................................................................................12 FIGURES Figure B-1 – Site Location Figure B-2 – Site Layout Figure B-3 – Locations of Chloride-Impacted Areas (CIA) and Elevated Chloride Areas (ECA) Figure B-4 – Monitoring Well Locations TABLES Table B-1 – Analytical Parameters APPENDICES Appendix B-1 – Results of Liner Inspections Appendix B-2 – Results of Soil Testing Program Appendix B-3 – Standard Operating Procedures for Soil Sampling Appendix B-4 – Calculation to Derive a Soil Screening Level (SSL) for Chloride in Soil
  22. 22. 130-601-Soil Removal and -1- February 28, 2014 Confirmation Testing Plan 1.0 INTRODUCTION 1.1 BACKGROUND Range Resources - Appalachia, LLC (Range) assisted by Civil & Environmental Consultants, Inc. (CEC) is in the process of performing investigations to characterize soil and groundwater conditions at the Yeager water impoundment located in Amwell Township, Washington County, Pennsylvania. The investigations are being performed in accordance with a Site Assessment Plan (SAP) that was prepared for Range by CEC (CEC, May 15, 2013). CEC recently completed the field investigation to characterize soil conditions beneath the impoundment, beneath the leak detection system components and in the truck turn around area. CEC’s investigation identified some areas where soil beneath the impoundment’s liner contains elevated concentrations of chloride, essentially “salt”. Range requested that CEC develop this Impacted Soil Removal and Confirmation Testing Plan (Plan) to remove and dispose of the chloride-impacted soil as part of a more comprehensive Closure and Reclamation Plan for closing the Yeager impoundment. 1.2 SITE DESCRIPTION The Yeager water impoundment (Site) is located in Amwell Township along McAdams Road approximately 5.5 miles south of Washington, Pennsylvania. The location of the Site is shown on Figure B-1. The layout of the Site and surrounding area is shown on Figure B-2. The Yeager water impoundment was constructed along an upland ridgeline east of McAdams Road. The Site consists of the Yeager Well Pad; the water impoundment; and an access road providing egress from McAdams Road. The surface owners for the Site include the Yeagers and Range Resources- Appalachia, LLC. The water impoundment was constructed south of the well pad between approximately December 28, 2009 and April 4, 2010. Soil was generally cut from above the original 1,306 contour and placed outside of the 1,306 contour to achieve the impoundment’s final grade. Design contours for the impoundment are shown on Figure B-2. Fill was placed primarily along the eastern and western slopes of the impoundment to bring the areas to design elevation. The impoundment was constructed with stormwater controls comprised of interceptor trenches (ICT-3, -4, -5, -6, -7 and 8) and sedimentation traps (Sedimentation Traps 2, 3, 4 and 5) (Figure B-2)1 . The impoundment’s embankment construction included a system of bench drains that collect and divert water for slope stability. For the purpose of this report, the bench drain system is referred to as the eastern bench drain system (EBDS) and western bench drain system (WBDS). Outlet locations for the EBDS and WBDS are shown on Figure B-2. The footprint of the water impoundment and ancillary support areas along the impoundment breastworks occupy approximately 4.5 acres and the impoundment provided a storage capacity of 1 The figure and description in the Site Assessment Plan were based off of an earlier design. This paragraph and attached figures have been updated based on the as-built design.
  23. 23. 130-601-Soil Removal and -2- February 28, 2014 Confirmation Testing Plan 321,600 barrels (bbls) of water. An aggregate-paved truck turnaround area (TTA) was constructed at the northern corner of the impoundment (Figure B-2). The water impoundment’s liner system consists of two layers of 40-mil HDPE geomembrane over a 6 ounce per square yard geotextile. The liner system was installed over an engineered soil fill. A subliner-underdrain leak detection zone (LDZ) was constructed beneath the liner system of the impoundment which discharges by gravity to a manhole (designated as LDZ Manhole) on the western out-slope of the impoundment. 1.3 HYDROGEOLOGIC SETTING The Site is located within the Waynesburg Hills Section of the Appalachian Plateaus Province. The Waynesburg Hills Section is characterized with landforms that are very hilly with narrow hilltops and steep-sloped, narrow valleys. Elevations in the immediate vicinity of the Site have moderate relief and range from 1,100 feet AMSL in the UT-1 and UT-2 stream valleys to heights above 1,300 feet at the Site and along some of the nearby hilltops. Bedrock in the area consists of Permian strata of the Greene Formation and underlying Washington Formation. Stratigraphy in the area consists primarily of thin-bedded and locally crossbedded sandstone and siltstone that contain thin lenses of limestone and carbonaceous mudstone. The Upper Limestone Member of the Washington Formation is identifiable in the area as thick outcrops (~10-15 feet) at the base of drainage valleys. Structural contour maps drawn on the Pittsburgh Coal indicate that bedrock dips to the west at a grade of approximately 18 feet per 1,000 feet of distance. Available mine maps (Skema, 1987) indicate that the Site is not undermined. According to the available coal mine maps, the nearest deep mined area appears to be approximately 2 miles east of the Site. The dominant stream drainage pattern throughout the area is dendritic, typical of areas where bedrock dip is shallow. Groundwater investigations being conducted in conjunction with the SAP indicate that the groundwater in the immediate area of the water impoundment occurs as an unconfined aquifer in bedrock and flows to the northwest generally following the dip of the bedrock. A series of springs that generally follow the crop line have been identified along the hillsides west and northwest of the Site. Drilling activities at the Site and in connection with installation of residential water wells in the immediate area have identified low permeability limestone beds extending into the area of the springs. The presence of low permeability limestone and prevalence of contact springs along the lower valley walls suggests that much of the water that enters the ground in the vicinity of the Site is being transmitted laterally to springs with little penetration to deeper formations below local drainage. 1.4 SITE HISTORY The water impoundment was constructed between December 28, 2009 and April 4, 2010. The liner was initially left open in the sump to allow stormwater to drain by gravity until Range was ready to activate the water impoundment, which occurred on July 1, 2010. On April 10, 2010 an incident occurred, which was reported to the Pennsylvania Department of Environmental Protection (PADEP), where a water truck discharged a load of rinse water into the impoundment. Due to the liner having been intentionally left open, a portion of the rinse water entered the underdrain,
  24. 24. 130-601-Soil Removal and -3- February 28, 2014 Confirmation Testing Plan interceptor trench ICT-3, and Sedimentation Trap 5 (Figure B-2)2 . A contractor was brought in immediately following the incident to collect the rinse water. Following the issuance of the dam permit on June 8, 2010, each layer of liner in the sump was completed, then the water impoundment was put into service in July 2010. Completion of the liner also included installing a rubsheet and water management manifold. This work was completed on June 15, 2010. On August 24, 2010, while transferring water into the impoundment, approximately 100 to 200 gallons of brine water splashed out of the tanks (See Figure B-2) as a result of a buildup of debris that clogged the tank outlet manifold at the truck turnaround near the settling tanks. Animal damages observed on the impoundment liners were repaired in the spring of 2010. A smoke test and visual liner inspection were performed on to identify if holes existed in the impoundment liners as a result of routine maintenance. Intentional smoke test holes and holes identified during the smoke test were patched after the test was performed. In September 2013, Range contracted CEC to assist with developing a SAP to investigate soil and groundwater conditions at the impoundment. The SAP, which was finalized on May 15, 2013, included the following investigative actions: 1. Performing a smoke test and visual inspection to evaluate the current condition of the water impoundment liner. 2. Conducting a soil testing program to investigate soil conditions (1) beneath the water impoundment liner, (2) along the LDZ transfer lines and (3) beneath the TTA where the brine water spill occurred. 3. Installing a groundwater monitoring network to investigate groundwater conditions around the water impoundment. 4. Collecting (and analyzing) samples from the monitoring wells in the network on a monthly basis (Section 4.2.1 of the SAP). 5. One-time sampling of the discharge from the leak detection zone (LDZ) (Section 4.3 of the SAP) and the bench drain system (BDS) (Section 4.4 of the SAP). 6. Collecting (and analyzing) samples of interstitial water from between the impoundment liners (Section 4.5 of the SAP). A smoke test and a visual liner inspection were performed on September 25, 2013 to identify if holes existed in the impoundment liners. A report describing the findings was issued on November 5, 2013 (CEC, November 5, 2013). Figure B-1-1 and Table B-1-1 in Appendix B-1 of this Plan presents potential liner damage areas and summarizes field observations. Most of the possibly damaged locations identified appeared to be recent and likely occurred as a result of stormwater removal efforts performed in preparation for site assessment. In order to inspect the liner for the site assessment, all remaining water that had accumulated from precipitation events and could not be 2 The figure and description in the Site Assessment Plan were based off of an earlier design. This paragraph and attached figures have been updated based on the as-built design.
  25. 25. 130-601-Soil Removal and -4- February 28, 2014 Confirmation Testing Plan pumped out of the water impoundment had to be removed physically by using squeegees to collect the water. Prior liner repair areas were also documented during the September 25, 2013 liner inspection. These prior repair areas included intentionally placed July 28, 2011 smoke test holes, holes identified during the July 28, 2011 smoke test, and animal damage locations. Figure B-1-2 and Table B-1-2 in Appendix B-1 presents prior liner repair areas and summarizes field observations. A follow-up liner inspection was performed on October 9, 2013 to identify incidental damage to the liners sustained as a result of tool (squeegee) use and foot traffic from contractors, who were engaged in impoundment dewatering operations subsequent to the September 25, 2013 inspection. Figure B- 1-2 and Table B-1-2 in Appendix B-1 presents incidental liner damage areas and summarizes field observations. CEC is in the process of preparing a report documenting the follow-up liner inspection activities. The soil testing program under item 2 above was conducted from September 23 to October 22, 2013. Chloride field and lab screening results are provided in Tables B-2-1, B-2-2, and B-2-3 in Appendix B-2 of this Plan. Chloride screening identified three locations where soil beneath the liner (subliner soil) contained chloride at concentrations exceeding a soil screening level. For the purpose of this report, these areas are referred to as chloride-impacted areas (CIA): CIA-1, CIA-2 and CIA-3. The locations of CIA-1 through CIA-3 are shown on Figure B-3. Soil samples that were collected from borings installed along the LDZ drainage lines and in the truck turnaround area did not contain any of the analyzed constituents at concentrations exceeding a soil screening level. Water discharging from the LDZ, i.e. entering the LDZ Manhole and water discharging from the WBDS and EBS have been sampled in accordance with the SAP. Five interstitial water samples have been collected from water found between the impoundment liners. In accordance with the SAP, monitoring wells MW-1 through MW-5 were installed and initially sampled in October 2013. Ongoing groundwater monitoring is performed on a monthly basis. At the request of Range, monitoring well MW-6 was installed and incorporated into the monthly groundwater monitoring program in January 2014. CEC is in the process of preparing a report of findings documenting SAP activities.
  26. 26. 130-601-Soil Removal and -5- February 28, 2014 Confirmation Testing Plan 2.0 CONCEPTUAL APPROACH AND RATIONALE Investigations conducted by CEC have identified three chloride-impacted areas (CIA-1, CIA-2 and CIA-3) where subliner soil contains chloride at concentrations in excess of the soil screening level (SSL). The SSL is a derived concentration in soil that, if exceeded, could theoretically result in leaching of a constituent into groundwater at concentrations exceeding a groundwater threshold. In the case of chloride, the threshold being applied to groundwater is the aesthetics-based secondary drinking water standard of 250 mg/l established under the National Secondary Drinking Water Regulations. National Secondary Drinking Water Regulations (NSDWRs or secondary standards) are non-enforceable guidelines for contaminants that may cause cosmetic effects (such as skin or tooth discoloration) or aesthetic effects (such as taste, odor, or color) in drinking water. The derived SSL for chloride in soil is 550 mg/kg. The SSL is considered to be a possible benchmark for providing a framework for Site cleanup. References to this standard are not an acknowledgement that any such benchmarks are legally enforceable at this Site or other sites. Calculations performed to derive the SSL for chloride in soil are included in Appendix B-4. CEC’s investigations also identified two locations where chloride levels were elevated but did not exceed the SSL. For the purpose of this Plan, these areas are designated as elevated chloride areas (ECA): ECA-1 and ECA-2. The locations of ECA-1 and ECA-2 are shown on Figure B-3. Under this Plan, Range will be removing the chloride-impacted soil from beneath the liner prior to restoring the Site. Prior to undertaking excavation activities in these areas, further sampling will be conducted to complete a final delineation of areas where chloride exceeds the SSL. The final excavation areas will be determined through field chloride readings. If field screening determines that subliner soil at ECA-1 and/or ECA-2 contains chloride at concentrations exceeding SSLs, these areas will be included in the excavation program. Once the footprint of the proposed excavation areas is delineated, Range proposes to remove chloride-impacted soil until chloride levels meet the 550 mg/kg SSL or alternatively, bedrock is encountered, whichever occurs first. In accordance with the Closure and Reclamation Plan, the primary liner will be removed throughout the impoundment as part of the initial construction phase. After the primary liner is removed, the secondary liner will be removed in phases to allow further soil delineation and excavation of chloride impacted soil within each successive area where the liner has been removed. The intent of removing the secondary liner in phases is to reduce the potential for direct precipitation and stormwater runoff to come in contact with the impacted soil. Engineering controls consisting of temporary berms will be installed to eliminate the potential for stormwater that accumulates on the liner to flow into the work areas. Stormwater that accumulates on the undisturbed liner or along the active working face where excavation activities are pending or in progress will be vacuumed and loaded into water tanks. During the excavation program, a CEC representative will collect soil samples from within the excavation and screen the samples for chloride using CEC’s field chloride screening procedure. Results of the field chloride screening procedure will be used to guide excavations and decide at what depths to halt excavations and collect soil confirmation samples for laboratory analysis. Final excavation limits will be determined based on results of confirmation soil samples analyzed by the laboratory.
  27. 27. 130-601-Soil Removal and -6- February 28, 2014 Confirmation Testing Plan Excavated soil, geotextile and debris will be disposed at a licensed residual waste and/or special waste landfill. The geomembrane liners will be either disposed at a licensed residual waste and/or special waste landfill or will be turned over to parties who may wish to preserve the liner for purposes of their litigation.
  28. 28. 130-601-Soil Removal and -7- February 28, 2014 Confirmation Testing Plan 3.0 DETAILED PLAN 3.1 PRELIMINARY ENGINEERING A Health and Safety Plan (HASP) will be prepared consistent with Range requirements and industry standards. A utility mark-out will be requested with the Pennsylvania One Call System as required by law and Range will work with the contractor to identify subsurface utilities at the Site. A pre- construction meeting will be convened consistent with Section 2.2 of the Closure and Reclamation Plan to finalize the layout of support facilities which include soil stockpiling areas, truck and roll-off access, water management areas and stormwater processing and receiving areas. 3.2 WASTE CHARACTERIZATION SAMPLING AND DISPOSAL APPROVAL Additional soil samples will be collected from the CIAs to establish waste profiles for materials to be disposed. Excavated soil, geotextile and debris will be disposed at a licensed residual waste and/or special waste landfill. Based on preliminary excavation volume estimates, CEC will collect approximately 8 waste characterization subliner soil samples from within the CIAs and ECAs in order to develop a waste profile. Characterization samples will be collected in accordance with SOPs 03-01-02 and 08-01-03 provided in Appendix B-3 of this Plan. Additional samples may be collected pending the volume of soil excavated. Subliner soil samples will be collected by cutting a small hole in the liners and geotextile. Holes that are cut in the liner will be repaired immediately to maintain liner integrity throughout the sampling program. Liner cutting and repair will be performed in accordance with Standard Operating Procedure (SOP) 03-04-01 provided in Appendix B-3. Samples will be submitted to Geochemical Testing (Geochem) in Somerset, Pennsylvania to be analyzed for the A List of analytes on Table B-1 of this Plan. Waste characterization sample preservation, shipping, and chain of custody will be performed in accordance with the SOPs provided in Appendix B-3. Splits of all samples will be maintained in-house in the event that an additional analyses is required at some time in the future. It is standard practice to perform radiation screening of materials removed from oil and gas operations. Naturally occurring radioactive material (NORM) can accumulate in solids and if sufficiently concentrated as, for example, a result of a filter press operation or decades of pipe scale buildup, the accumulations can reach levels of concern. In a situation such as this, such monitoring is typically a formality, but is performed in an abundance of caution. In addition, disposal facilities perform radiation monitoring to assure that materials proposed for disposal are within radiological limits imposed on the landfill Relative to radiation screening, archived subliner soil samples collected during the site assessment will be field screened for radiation with a handheld Ludlum Model 19 radiation survey meter. In addition, eight archived subliner soil samples collected from the CIAs and the ECAs will be submitted to Geochem to be analyzed for the B List of radiological analytes on Table B-1. Soil samples collected during the pre-remediation delineation screening discussed under Section 3.4 will also be field screened for radiation.
  29. 29. 130-601-Soil Removal and -8- February 28, 2014 Confirmation Testing Plan CEC will prepare Form U and waste profile submittals for excavated soil, liner and geotextile proposed for disposal at Waste Management’s Arden Landfill in Washington, Pennsylvania and Republic Services Imperial Landfill in Imperial, Pennsylvania. Waste removal activities can be initiated when PADEP and landfill disposal approvals are received. 3.3 SITE PREPARATION Prior to soil excavation, monitoring wells MW-1 through MW-6 will be abandoned in accordance with the Well Abandonment Plan provided in Appendix A of the Closure and Reclamation Plan. Monitoring well locations are shown on Figure B-4. The primary liner will be removed throughout the impoundment in accordance with the Closure and Reclamation Plan. Prior to removing any sections of the secondary liner, interstitial water and water that has collected in the impoundment due to precipitation will be pumped off and managed as discussed in Section 3.5. Based on observations during the Site assessment, some of fence posts and construction fencing along the top of the impoundment will need to be removed to allow excavator and dump truck access to CIAs. In areas where the fence is removed, temporary construction fencing will be substituted to maintain adequate security and safety. A water staging area will be maintained to collect stormwater that is removed from the impoundment during the reclamation process. The water storage area will consist of existing water tanks at the north corner of the impoundment. 3.4 PRE-REMEDIATION DELINEATION SCREENING Range proposes to remove the secondary liner in successive phases (Phase I through Phase V) as discussed in the Closure and Reclamation Plan. A map showing the proposed liner removal phases is provided as Figure B-3. For tracking work progress the foot print of the impoundment has been divided into 30 grid blocks. Upon completing each successive phase of secondary liner removal, additional grab soil samples will be collected to delineate the extent of chloride-impacted soil associated with each exposed CIA and ECA (confirmation sampling). The purpose of the sampling is to more accurately determine the footprint of the areas where chloride levels in the subliner soil exceed the SSL. The soil samples will be collected from a depth of 0 to 6 inches below grade and will be analyzed in the field for chloride concentrations using SOP 06-03-02 provided in Appendix B-3. The proposed areas for each phase of the secondary liner removal shown on Figure B-3 may be adjusted based on field screening results to accommodate full delineation of chloride levels in the soil. The extent of liner to be removed under each liner removal phase may also be adjusted based on weather forecasts in order to expedite the work. Field chloride screening results will be used to obtain a final delineation of the areas to be excavated. Splits of all field screening samples will be kept in the event that laboratory verification is required for field screening results in the future.
  30. 30. 130-601-Soil Removal and -9- February 28, 2014 Confirmation Testing Plan 3.5 INTERSTITIAL WATER AND STORMWATER MANAGEMENT Range proposes to remove the secondary liner in successive phases (Phase I through Phase V) to expose areas where soil is to be further investigated and or excavated. The intent of removing the secondary liner in phases is to limit the amount of direct precipitation coming in contact with the chloride-impacted soil. Engineering controls consisting of temporary berms along the impoundment floor will be installed to reduce potential for stormwater that accumulates on the liner to enter the working face where investigation or excavation activities are pending or ongoing. The berms will be constructed to provide approximately 1 vertical foot of lined mini-embankment to contain stormwater originating within the lined portion of the impoundment. Stormwater that accumulates on the undisturbed liner or along the active working face where excavation activities are pending or in progress will be vacuumed and loaded into water tanks. 3.6 SOIL EXCAVATION 3.6.1 Phase I (CIA-1 and CIA-2) Based on sampling results, CIA-1 appears to be limited to the sidewall of the impoundment within a limited area of grid block A-2 (See Figure B-3). CIA-2 is located along the impoundment floor in grid block B-2. In accordance with the Closure and Reclamation Plan, secondary liner and geosynthetic will be cut and removed to expose soil during Phase I of the liner removal program. As discussed in Section 3.4, additional soil samples will be collected and screened in the field during Phase I of liner removal to delineate the extent of chloride impacted soil associated with each CIA. Upon completing the final delineation, the soil that contains chloride in excess of the SSL will be excavated. It is anticipated that the chloride-impacted soil at CIA-1 will be excavated using a long- reach excavator positioned on the impoundment breastworks. Upon completing the final delineation, the soil that contains chloride in excess of the SSL will be excavated. Due to its size and location, it will not be possible to excavate chloride-impacted soil from CIA-2 without placing equipment inside the impoundment. It is anticipated that chloride-impacted soil in CIA-2 will be excavated using a combination of excavators and possibly a bulldozer with some of the equipment operating inside the impoundment. Soil within the areas targeted for excavation will be removed in 6- to 12-inch lifts and managed as described in Section 3.8. 3.6.2 Phase II (CIA-3) Based on sampling results, CIA-3 appears to be limited to the floor of the impoundment in grid block B-4 (See Figure B-3). In accordance with the Closure and Reclamation Plan, secondary liner and geosynthetic will be cut and removed to expose soil during Phase II of the liner removal program. As discussed in Section 3.4, additional soil samples will be collected and screened in the field during Phase II of liner removal to delineate the extent of chloride-impacted soil associated with CIA-3. Upon completing the final delineation, the soil that contains chloride concentration in excess of the SSL will be excavated. It is anticipated that this area will be excavated using a combination of excavators and possibly a bulldozer with some of the equipment operating inside the impoundment. Soil within the area targeted for excavation will be removed in 6- to 12-inch lifts and managed as described in Section 3.8.
  31. 31. 130-601-Soil Removal and -10- February 28, 2014 Confirmation Testing Plan 3.6.3 Phase III and IV (ECA-1 and ECA-2) ECA-1 and ECA-2 are areas where subliner soil was found to contain elevated concentrations of chloride, but the concentrations did not exceed SSL. Based on previous sampling results, ECA-1 comprises a limited area of grid blocks D-2 and E-2 and ECA-2 is located in the north eastern corner of grid block D-3. As discussed in Section 3.4, additional soil samples will be collected and screened in the field during Phase III and Phase IV of liner removal to delineate the extent of chloride impacted soil associated with each ECA. If field screening identifies locations where chloride concentrations exceed the SSL, the chloride-impacted soil will be excavated using the same procedures as outlined in the above sections pertaining to CIA-2 and CIA-3. 3.7 FIELD SCREENING TO DETERMINE EXCAVATION LIMITS A CEC representative will perform field chloride screening to guide the excavation using SOP 06- 03-02 (Appendix B-3). Excavation will be terminated once field chloride concentrations in soil decline below 550 mg/kg or bedrock is encountered, whichever occurs first. Soil conditions will be verified by collecting and analyzing confirmation samples in accordance with the confirmation sampling program discussed in Section 3.9. 3.8 MANAGEMENT OF EXCAVATED SOIL AND OTHER SOLID WASTES Chloride-impacted soil that is excavated from CIAs will be live-loaded onto trucks for transportation to the disposal facility. Excavated soil, liners and geotextile removed during the excavation program will be disposed at a licensed residual waste and/or special waste landfill (unless one or more parties wish to claim the liners for their litigation purposes). Shipments will be properly manifested and transported in accordance with applicable regulations. Landfill weight tickets will be obtained for all waste shipments. 3.9 CONFIRMATION SOIL SAMPLING Upon determining through field chloride screening that the soil meets the targeted soil criteria of 550 mg/kg, confirmation samples will be collected in accordance with SOPs 03-01-02 and 08-01-03 (Appendix B-3). Confirmation samples will be collected in a random systematic manner and at a frequency that satisfies requirements for attainment demonstrations under 25 Pa Code 250.703. 25 Pa Code 250.703 is referenced herein solely as the method to be used to determine the number of samples to be collected to demonstrate that chlorides have been cleaned up to the proposed SSL. Confirmation samples will be submitted to ALS Global Laboratories (ALS) in Middletown, PA to be analyzed for soluble chloride using Method 300.0/9056A. Standard operating procedures that will be employed to collect, preserve, ship and maintain custody of confirmation soil samples are outlined in SOPs provided in Appendix B-3. Splits of samples will be maintained in-house in the event that an alternative analysis is required at some time in the future. Field duplicates will be collected at a frequency of one duplicate for every 10 confirmatory samples collected to confirm the precision involved in the sampling effort. Field duplicates will be collected in accordance with SOP 04-02-02 provided in Appendix B-3. Duplicate samples will be submitted to ALS to be analyzed for chloride using Method 300.0. Two rinsate blanks will be prepared as a quality control to assess the effectiveness of field equipment decontamination procedures. Rinsate
  32. 32. 130-601-Soil Removal and -11- February 28, 2014 Confirmation Testing Plan blanks will be prepared by rinsing decontaminated field sampling apparatus with deionized water in accordance with SOP 04-01-01 provided in Appendix B-3. For each rinsate blank, a blank of deionized water will also be prepared. The rinsate blank and deionized water blank will be submitted to ALS to be analyzed for chloride using Method 300.0. 3.10 SOIL REMOVAL DOCUMENTATION REPORT A Soil Removal Documentation Report will be prepared that documents the activities that were performed to remove chloride-impacted soil from the Site. The Soil Removal Documentation Report will contain a narrative description of the delineation and excavation activities completed, drawings showing the areas excavated and depths of excavations, volumes of materials excavated and disposed, confirmatory sampling results and documentation from the landfill concerning the disposition of disposed materials.
  33. 33. 130-601-Soil Removal and -12- February 28, 2014 Confirmation Testing Plan 4.0 REFERENCES CEC, May 15, 2013. Site Assessment Plan - Yeager Water Impoundment, Washington County, Pennsylvania. CEC, November 5, 2013. Results of Impoundment Liner Smoke Test, Yeager Centralized Impoundment, Amwell Township, Washington County, Pennsylvania. Skema V.W., 1987. Coal Resources of Washington County Pennsylvania, Part 1: Coal Crop Lines, Mined Out Areas, and Structure Contours, Commonwealth of PA Bureau of Topographic and Geologic Survey, Mineral Resources Report 93.
  34. 34. ______________________________________________________________________________ FIGURES ______________________________________________________________________________
  35. 35. NORTH REFERENCE DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: SITE LOCATION MAP 130-601.00151"=2000'1/30/2014 SCC TEM RJV* B-1 RANGE RESOURCES IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com SITE
  36. 36. NORTH DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: LAYOUT OF SITE AND SURROUNDING AREA 130-601.00151"=200'1/30/2014 SCC TEM RJV* B-2 RANGE RESOURCES IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com REFERENCE LEGEND 1300
  37. 37. 1291.10 1300 1300 1291.10 1306.10 1306.10 1306.10 CIA-3 CIA-2 CIA-1 ECA-2 ECA-1 DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: LOCATIONS OF CHLORIDE-IMPACTED AREAS (CIA) AND ELEVATED CHLORIDE AREAS (ECA) 130-601.00151"=40'1/28/14 RJB TEM RJV* B-3 RANGE RESOURCES IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com NORTH LEGEND 1300
  38. 38. DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: MONITORING WELL LOCATIONS 130-601.00151"=100'1/30/2014 SCC TEM RJV* B-4 RANGE RESOURCES IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA LEGEND REFERENCES NORTH 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com 1300
  39. 39. ______________________________________________________________________________ TABLES ______________________________________________________________________________
  40. 40. P:2013130-601-Final Documents2-28-14 Closure PlanReports SegmentsTable B-1 Analytical Parameters.xlsx A List B List x x Total Oil & Grease (1) x Arsenic x Barium x Cadmium x Chromium x Copper x Mercury x Lead x Nickel x Selenium x Silver x Strontium x Zinc x Cyanide, Total x Sulfide, Reactive x pH x Temperature x Physical Tests Total Solids x Total Volatile Solids x Free Liquids x Radiological Parameters (pCi/g, dry) - Method 901.1 Gross Alpha x Gross Beta x Radium 226 x Radium 228 x Thorium 232 x Uranium 238 x Potassium 40 x Ignitability of Solids x Metallic or Nonmetallic x Notes: (1) ANALYTICAL PARAMETERS TABLE B-1 Reactivity (mg/kg) TCLP Metals (mg/l) TCLP Semivolatile Organic Compounds (ug/l) TCLP Volatile Organic Compounds (ug/l) (1) IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN Solid pH (Std. Units) Ignitability WASHINGTON COUNTY, PENNSYLVANIA RANGE RESOURCES - YEAGER WATER IMPOUNDMENT Grab samples will be submitted for Toxicity Characteric Leaching Procedure (TCLP) Volatile Organic Compounds and total oil and grease. Composite samples will be submitted for the remaining analytes listed.
  41. 41. __________________________________________________________________ APPENDIX B-1 LINER INSPECTION DOCUMENTATION __________________________________________________________________
  42. 42. LEGEND NORTH DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: SEPTEMBER 25, 2013 AND OCTOBER 9, 2013 LINER INSPECTIONS 130-601.00151"=60'1/28/2014 SCC TEM RJV* B-1-1 RANGE RESOURCES IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com REFERENCES WR-1 32 1300
  43. 43. Location ID Latitude Longitude Water Observed Below Top Liner Smoke Observed Field Observations 1 N40° 05' 22.70" W80° 13' 35.83" No No Approximate 1/8" hole through top liner; unknown if through bottom liner; located above design high water elevation. 2 N40° 05' 22.43" W80° 13' 35.87" No No Approximate 2" hole through top and bottom liner; located above design high water elevation. 3 N40° 05' 22.56" W80° 13' 35.99" No No Scratches on top liner surface; no hole observed. 4 N40° 05' 22.63" W80° 13' 36.12" No No Approximate 1/8" hole through top liner; unknown if through bottom liner; scratches on surface; 5 N40° 05' 22.52" W80° 13' 36.70" No No Approximate 1/2" hole through top liner; unknown if through bottom liner. 6 N40° 05' 22.65" W80° 13' 36.72" Yes No Approximate 1" tear through top liner; unknown if through bottom liner. 8 N40° 05' 23.51" W80° 13' 36.97" No No Approximate 1/2" hole through top liner only; located above design high water elevation. 9 N40° 05' 23.49" W80° 13' 36.98" No No Approximate 1/4" hole through top liner; unknown if through bottom liner; located above design high water elevation. 10 N40° 05' 23.45" W80° 13' 37.56" No No Approximate 1/2" hole through top liner only. 11 N40° 05' 23.71" W80° 13' 37.94" No No Approximate 1/4" hole through top liner; unknown if through bottom liner. 12 N40° 05' 23.43" W80° 13' 38.17" No No Scratch on top liner surface; no hole. 13 N40° 05' 23.28" W80° 13' 38.30" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 14 N40° 05' 23.39" W80° 13' 38.34" No No Approximate 1" tear through top liner; unknown if through bottom liner. 15 N40° 05' 23.62" W80° 13' 38.63" No No Approximate 1/2" tear through top liner; unknown if through bottom liner. 16 N40° 05' 23.64" W80° 13' 38.64" No No Two (2) approximate 1" scratches on top liner surface; no holes. 18 N40° 05' 24.06" W80° 13' 38.58" Yes No Approximate 1/4" hole through top liner only. 19 N40° 05' 24.05" W80° 13' 38.52" No No Approximate 1/4" hole through previous repair; unknown if through top or bottom liner. 20 N40° 05' 24.20" W80° 13' 38.23" No No Approximate 1/4" hole through top liner; unknown if through bottom liner; two (2) indentations 22 N40° 05' 24.50" W80° 13' 39.08" No No Approximate 1/2" tear through top liner; unknown if through bottom liner. 25 N40° 05' 21.72" W80° 13' 37.65" No No Approximate 1" scratch with approximate 1/16" hole through top liner; unknown if through bottom liner. 26 N40° 05' 21.68" W80° 13' 37.68" No No Approximate 1" tear through top liner; unknown if through bottom liner. 27 N40° 05' 21.68" W80° 13' 37.59" No No Three (3) approximate 1/16" holes through top liner; unknown if through bottom liner. 28 N40° 05' 21.79" W80° 13' 38.28" No No Indentation on top liner surface; no hole. 29 N40° 05' 22.06" W80° 13' 38.99" Yes No Three (3) approximate 1/4" holes through top liner; unknown if through bottom liner. 31 N40° 05' 23.88" W80° 13' 41.03" No No Approximate 1/2" hole through top liner; unknown if through bottom liner; located above design high water elevation. 32 N40° 05' 23.17" W80° 13' 41.01" Yes No Approximate 1" tear through top liner; unknown if through bottom liner. 34 N40° 05' 22.57" W80° 13' 41.42" Yes No Approximate 1/16" hole through top liner; unknown if through bottom liner. 35 N40° 05' 22.41" W80° 13' 40.44" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 38 N40° 05' 21.33" W80° 13' 40.61" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 39 N40° 05' 21.98" W80° 13' 43.50" No No Four (4) approximately 1/16" holes through liner; unknown if through bottom liner; located above design high water elevation. 40 N40° 05' 21.90" W80° 13' 43.01" No No Indentation; no holes. 42 N40° 05' 21.87" W80° 13' 42.57" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 44 N40° 05' 21.59" W80° 13' 41.87" No No Approximate 3" long cut through top and bottom liner. 45 N40° 05' 21.38" W80° 13' 41.56" No No Approximate 3" long scratch in top surface; no hole. 48 N40° 05' 19.71" W80° 13' 40.18" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 49 N40° 05' 19.47" W80° 13' 40.19" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 50 N40° 05' 19.50" W80° 13' 40.20" No No Indentation in top surface; no hole. 51 N40° 05' 23.32" W80° 13' 39.72" Yes No Approximate 1/4" hole through top liner; unknown if through bottom liner; appears that a rock is under the liner(s). Location ID Code: Location where September 25, 2013 visual inspection identified evidence of possible liner damage. Location where September 25, 2013 visual inspection identified evidence of liner damage. TABLE B-1-1 (Page 1) RESULTS OF SEPTEMBER 25, 2013 AND OCTOBER 9, 2013 LINER INSPECTION IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA
  44. 44. Location ID Latitude Longitude Water Observed Below Top Liner Field Observations WR-1 N40° 5' 23.95" N40° 5' 23.95" No One (1) approximate 1/2" tear through top liner; unknown if through bottom liner. One (1) approximate 1/8" hole through top liner; unknown if through bottom liner. WR-2 N40° 5' 23.93" N40° 5' 23.93" No One (1) approximate 1.5" tear through top liner; unknown if through bottom liner. One (1) approximate 1/4" tears through top liner; unknown if through bottom liner. WR-3 N40° 5' 23.91" N40° 5' 23.91" No Two (2) approximate 1" tears through top liner; unknown if through bottom liner. One (1) approximate 1/4" tear through top liner; unknown if through bottom liner. WR-4 N40° 5' 23.80" N40° 5' 23.80" Yes One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. WR-5 N40° 5' 21.18" N40° 5' 21.18" Yes One (1) approximate 1" tear through top liner; unknown if through bottom liner. WR-6 N40° 5' 21.29" N40° 5' 21.29" No One (1) approximate 3/4" tear through top liner; unknown if through bottom liner. One (1) approximate 1/2" tear through top liner; unknown if through bottom liner. WR-7 N40° 5' 21.58" N40° 5' 21.58" No One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. WR-8 N40° 5' 22.77" N40° 5' 22.77" Yes One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. WR-9 N40° 5' 23.12" N40° 5' 23.12" No One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. Location ID Code: Location where September 25, 2013 visual inspection identified evidence of possible liner damage. Location where September 25, 2013 visual inspection identified evidence of liner damage. TABLE B-1-1 (Page 2) RESULTS OF SEPTEMBER 25, 2013 AND OCTOBER 9, 2013 LINER INSPECTION IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA
  45. 45. LEGEND NORTH DATE: DWG SCALE: DRAWN BY: CHECKED BY: APPROVED BY: PROJECT NO: FIGURE NO.: JULY 28, 2011 SMOKE TEST HOLES, ANIMAL TRACKS AND PREVIOUS REPAIR AREAS 130-601.00151"=60'1/28/2014 SCC TEM RJV* B-1-2 RANGE RESOURCES IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA 333 Baldwin Road - Pittsburgh, PA 15205 www.cecinc.com REFERENCES FST-7 PR-1 1300
  46. 46. Location ID Latitude Longitude Water Observed Below Top Liner Smoke Observed Field Observations 1 N40° 05' 22.70" W80° 13' 35.83" No No Approximate 1/8" hole through top liner; unknown if through bottom liner; located above design high water elevation. 2 N40° 05' 22.43" W80° 13' 35.87" No No Approximate 2" hole through top and bottom liner; located above design high water elevation. 3 N40° 05' 22.56" W80° 13' 35.99" No No Scratches on top liner surface; no hole observed. 4 N40° 05' 22.63" W80° 13' 36.12" No No Approximate 1/8" hole through top liner; unknown if through bottom liner; scratches on surface; 5 N40° 05' 22.52" W80° 13' 36.70" No No Approximate 1/2" hole through top liner; unknown if through bottom liner. 6 N40° 05' 22.65" W80° 13' 36.72" Yes No Approximate 1" tear through top liner; unknown if through bottom liner. 8 N40° 05' 23.51" W80° 13' 36.97" No No Approximate 1/2" hole through top liner only; located above design high water elevation. 9 N40° 05' 23.49" W80° 13' 36.98" No No Approximate 1/4" hole through top liner; unknown if through bottom liner; located above design high water elevation. 10 N40° 05' 23.45" W80° 13' 37.56" No No Approximate 1/2" hole through top liner only. 11 N40° 05' 23.71" W80° 13' 37.94" No No Approximate 1/4" hole through top liner; unknown if through bottom liner. 12 N40° 05' 23.43" W80° 13' 38.17" No No Scratch on top liner surface; no hole. 13 N40° 05' 23.28" W80° 13' 38.30" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 14 N40° 05' 23.39" W80° 13' 38.34" No No Approximate 1" tear through top liner; unknown if through bottom liner. 15 N40° 05' 23.62" W80° 13' 38.63" No No Approximate 1/2" tear through top liner; unknown if through bottom liner. 16 N40° 05' 23.64" W80° 13' 38.64" No No Two (2) approximate 1" scratches on top liner surface; no holes. 18 N40° 05' 24.06" W80° 13' 38.58" Yes No Approximate 1/4" hole through top liner only. 19 N40° 05' 24.05" W80° 13' 38.52" No No Approximate 1/4" hole through previous repair; unknown if through top or bottom liner. 20 N40° 05' 24.20" W80° 13' 38.23" No No Approximate 1/4" hole through top liner; unknown if through bottom liner; two (2) indentations 22 N40° 05' 24.50" W80° 13' 39.08" No No Approximate 1/2" tear through top liner; unknown if through bottom liner. 25 N40° 05' 21.72" W80° 13' 37.65" No No Approximate 1" scratch with approximate 1/16" hole through top liner; unknown if through bottom liner. 26 N40° 05' 21.68" W80° 13' 37.68" No No Approximate 1" tear through top liner; unknown if through bottom liner. 27 N40° 05' 21.68" W80° 13' 37.59" No No Three (3) approximate 1/16" holes through top liner; unknown if through bottom liner. 28 N40° 05' 21.79" W80° 13' 38.28" No No Indentation on top liner surface; no hole. 29 N40° 05' 22.06" W80° 13' 38.99" Yes No Three (3) approximate 1/4" holes through top liner; unknown if through bottom liner. 31 N40° 05' 23.88" W80° 13' 41.03" No No Approximate 1/2" hole through top liner; unknown if through bottom liner; located above design high water elevation. 32 N40° 05' 23.17" W80° 13' 41.01" Yes No Approximate 1" tear through top liner; unknown if through bottom liner. 34 N40° 05' 22.57" W80° 13' 41.42" Yes No Approximate 1/16" hole through top liner; unknown if through bottom liner. 35 N40° 05' 22.41" W80° 13' 40.44" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 38 N40° 05' 21.33" W80° 13' 40.61" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 39 N40° 05' 21.98" W80° 13' 43.50" No No Four (4) approximately 1/16" holes through liner; unknown if through bottom liner; located above design high water elevation. 40 N40° 05' 21.90" W80° 13' 43.01" No No Indentation; no holes. 42 N40° 05' 21.87" W80° 13' 42.57" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 44 N40° 05' 21.59" W80° 13' 41.87" No No Approximate 3" long cut through top and bottom liner. 45 N40° 05' 21.38" W80° 13' 41.56" No No Approximate 3" long scratch in top surface; no hole. 48 N40° 05' 19.71" W80° 13' 40.18" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 49 N40° 05' 19.47" W80° 13' 40.19" No No Approximate 1/16" hole through top liner; unknown if through bottom liner. 50 N40° 05' 19.50" W80° 13' 40.20" No No Indentation in top surface; no hole. 51 N40° 05' 23.32" W80° 13' 39.72" Yes No Approximate 1/4" hole through top liner; unknown if through bottom liner; appears that a rock is under the liner(s). Location ID Code: Location where September 25, 2013 visual inspection identified evidence of possible liner damage. Location where September 25, 2013 visual inspection identified evidence of liner damage. TABLE B-1-1 (Page 1) RESULTS OF SEPTEMBER 25, 2013 AND OCTOBER 9, 2013 LINER INSPECTION IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA
  47. 47. Location ID Latitude Longitude Water Observed Below Top Liner Field Observations WR-1 N40° 5' 23.95" N40° 5' 23.95" No One (1) approximate 1/2" tear through top liner; unknown if through bottom liner. One (1) approximate 1/8" hole through top liner; unknown if through bottom liner. WR-2 N40° 5' 23.93" N40° 5' 23.93" No One (1) approximate 1.5" tear through top liner; unknown if through bottom liner. One (1) approximate 1/4" tears through top liner; unknown if through bottom liner. WR-3 N40° 5' 23.91" N40° 5' 23.91" No Two (2) approximate 1" tears through top liner; unknown if through bottom liner. One (1) approximate 1/4" tear through top liner; unknown if through bottom liner. WR-4 N40° 5' 23.80" N40° 5' 23.80" Yes One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. WR-5 N40° 5' 21.18" N40° 5' 21.18" Yes One (1) approximate 1" tear through top liner; unknown if through bottom liner. WR-6 N40° 5' 21.29" N40° 5' 21.29" No One (1) approximate 3/4" tear through top liner; unknown if through bottom liner. One (1) approximate 1/2" tear through top liner; unknown if through bottom liner. WR-7 N40° 5' 21.58" N40° 5' 21.58" No One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. WR-8 N40° 5' 22.77" N40° 5' 22.77" Yes One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. WR-9 N40° 5' 23.12" N40° 5' 23.12" No One (1) approximate 1/16" hole through top liner; unknown if through bottom liner. Location ID Code: Location where September 25, 2013 visual inspection identified evidence of possible liner damage. Location where September 25, 2013 visual inspection identified evidence of liner damage. TABLE B-1-1 (Page 2) RESULTS OF SEPTEMBER 25, 2013 AND OCTOBER 9, 2013 LINER INSPECTION IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA
  48. 48. ______________________________________________________________________________ APPENDIX B-2 FIELD AND LABORATORY SCREENING RESULTS ______________________________________________________________________________
  49. 49. Sample ID Depth (inches bgs) Chloride - Lab (mg/kg) Chloride - Field (mg/kg)1 TDS (ppm)1 Specific Conductance (us/cm)1 PID (ppm)2 IMP-CF1-A 0-6 16 -- -- -- 0.0 IMP-CF1-C 0-6 23 -- -- -- 0.0 IMP-CF1-D 0-1.5 12 -- -- -- 0.1 IMP-CF2-A 0-5 91 -- -- -- 0.0 IMP-CF2-B 0-3.5 83 -- -- -- 0.0 IMP-CF2-C 0-4 20 -- -- -- 0.0 IMP-CF2-D 0-6 20 -- -- -- 0.0 IMP-CF3-A 0-6 162 -- -- -- 0.0 IMP-CF3-B 0-6 38 -- -- -- 0.2 IMP-CF3-C 0-6 22 -- -- -- 0.0 IMP-CF3-D 0-6 36 -- -- -- 0.1 IMP-CF4-A 0-6 67 -- -- -- 0.1 IMP-CF4-B 0-6 282 -- -- -- 0.1 IMP-CF4-C 0-6 47 -- -- -- 0.1 IMP-CF4-D 0-6 53 -- -- -- 0.2 IMP-CF5-A 0-6 21 -- -- -- 0.5 IMP-CF5-B 0-6 22 -- -- -- 0.2 IMP-CF5-C 0-3 24 -- -- -- 0.1 IMP-CF5-D 0-6 19 -- -- -- 0.1 IMP-CF6-A 0-6 13 -- -- -- 0.0 IMP-CF6-B 0-6 <12 -- -- -- 0.0 IMP-CF6-C 0-6 <11 -- -- -- 0.0 IMP-CF6-D 0-6 75 -- -- -- 0.0 IMP-CF7-A 0-6 21 -- -- -- 0.0 IMP-CF7-B 0-6 18 -- -- -- 0.0 IMP-CF7-C 0-6 263 -- -- -- 0.0 IMP-CF7-D 0-6 18 -- 153.1 234.7 0.0 IMP-CF8-A 0-6 27 -- -- -- 0.0 IMP-CF8-B 0-6 31 -- -- -- 0.0 IMP-CF8-C 0-6 22 -- -- -- 0.0 IMP-CF8-D 0-0.5 19 -- -- -- 0.0 IMP-CF9-A 0-4 17 -- -- -- 0.2 IMP-CF9-B 0-1.5 4960 -- -- -- 0.1 IMP-CF9-C 0-6 1260 -- -- -- 0.1 IMP-CF9-D 0-6 28 -- -- -- 0.2 IMP-CF10-A 0-6 12 -- -- -- 0.0 IMP-CF10-B 0-6 14 -- -- -- 0.0 IMP-CF10-C 0-6 <12 -- -- -- 0.0 IMP-CF10-D 0-6 <12 -- -- -- 0.0 IMP-CF11-A 0-2.5 17 -- -- -- 0.0 IMP-CF11-B 0-5 40 -- -- -- 0.0 IMP-CF11-C 0-6 22 -- -- -- 0.0 IMP-CF11-D 0-2 24 -- -- -- 0.0 IMP-CF12-A 0-3.5 <12 -- -- -- 0.0 IMP-CF12-B 0-2.5 <12 -- -- -- 0.0 IMP-CF12-C 0-2 <12 -- -- -- 0.0 IMP-CF12-D 0-2 <12 -- -- -- 0.0 Notes: 1. Chloride, total dissolved solids (TDS) and specific conductance collected from an aqueous solution consisting of 50mg of soil and 100 ml of distilled water. 2. Photo Ionization Dector (PID) reading is based on headspace analysis. -- Denotes parameter not measured. NC - not collected, too turbid for chloride titrator strip. TABLE B-2-1 (PAGE 1 of 2) SUMMARY OF SOIL FIELD SCREENING RESULTS - IMPOUNDMENT GENERAL CHARACTERIZATION (FLOOR SAMPLES) RANGE RESOURCES - YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN P:2013130-601-Draft DocumentsImpacted Soil Removal and Confirmatory Testing PlanTables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014 2:24 PM
  50. 50. Sample ID Depth (inches bgs) Chloride - Lab (mg/kg) Chloride - Field (mg/kg)1 TDS (ppm)1 Specific Conductance (us/cm)1 PID (ppm)2 IMP-CW1-A 0-6 -- <64 138.8 209.9 0.1 IMP-CW1-B 0-4 -- <64 378.6 547.8 0.4 IMP-CW1-C 0-3.5 -- <64 292.2 424.9 0.9 IMP-CW2-A 0-6 -- <64 88.64 133.9 0.4 IMP-CW2-B 0-6 -- NC 84.02 126.4 0.2 IMP-CW2-C 0-4.5 -- NC 116.3 174 0.8 IMP-CW2-D 0-6 -- <64 1737 2303 1.3 IMP-CW3-A 0-4 -- <64 120.8 180.3 0.5 IMP-CW3-B 0-6 -- NC 51.61 77.52 0.8 IMP-CW3-C 0-6 -- <64 93.9 142 0.5 IMP-CW4-A 0-6 -- NC 16.67 25.83 0.8 IMP-CW4-B 0-3.5 -- NC 14.57 22.65 1.2 IMP-CW4-C 0-4 -- <64 307 442.6 0.7 IMP-CW5-A 0-2.5 -- NC 9330 142.1 0.2 IMP-CW5-B 0-4 -- <64 97.7 149.4 0.5 IMP-CW5-C 0-6 -- <64 119 179.7 0.6 IMP-CW6-A 0-6 -- NC 71.51 109.1 10.5 IMP-CW6-B 0-6 -- NC 77.21 120.1 7.1 IMP-CW6-C 0-4 -- NC 14.55 22.66 7.1 IMP-CW7-A 0-6 -- NC 93.99 144 0.5 IMP-CW7-B 0-6 -- NC 51.04 78.34 12.1 IMP-CW7-C 0-6 -- <64 153.5 230.1 17.2 IMP-CW8-A 0-6 13 -- -- -- 0.0 IMP-CW8-B 0-6 <12 -- -- -- 0.0 IMP-CW8-C 0-6 <12 -- -- -- 0.0 IMP-CW8-D 0-6 12 -- -- -- 0.0 IMP-CW9-A 0-6 14 -- -- -- 0.0 IMP-CW9-B 0-6 16 -- -- -- 0.0 IMP-CW9-C 0-6 18 -- -- -- 0.0 IMP-CW10-A 0-6 12 -- -- -- 0.0 IMP-CW10-B 0-6 <12 -- -- -- 0.0 IMP-CW10-C 0-6 15 -- -- -- 0.0 IMP-CW11-A 0-6 18 -- -- -- 0.0 IMP-CW11-B 0-6 21 -- -- -- 0.0 IMP-CW11-C 0-6 20 -- -- -- 0.0 IMP-CW12-A 0-6 -- <64 173.3 262.1 1.0 IMP-CW12-B 0-6 -- <64 156 235.9 0.2 IMP-CW12-C 0-6 -- 2216 3299 4226 5.0 Notes: 1. Chloride, total dissolved solids (TDS) and specific conductance collected from an aqueous solution consisting of 50mg of soil and 100 ml of distilled water. 2. Photo Ionization Dector (PID) reading is based on headspace analysis. -- Denotes parameter not measured. NC - not collected, too turbid for chloride titrator strip. TABLE B-2-1 (PAGE 2 of 2) SUMMARY OF SOIL FIELD SCREENING RESULTS - IMPOUNDMENT GENERAL CHARACTERIZATION (WALL SAMPLES) RANGE RESOURCES - YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN P:2013130-601-Draft DocumentsImpacted Soil Removal and Confirmatory Testing PlanTables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014 2:24 PM
  51. 51. Sample ID Depth (inches bgs) Chloride (mg/kg)1 TDS (ppm)1 Specific Conductance (us/cm)1 PID (ppm)2 TS-10 0-6 <64 120.7 189.9 0.0 TS-15 0-6 <64 125.4 195.2 0.0 TS-19 0-5 <64 148.5 229.4 0.0 TS-20 0-6 4038 5790 7263 0.0 TS-22 0-6 <64 164.3 254.7 0.0 TS-26 0-6 NC 17.85 28.23 0.0 TS-29 0-6 <64 93.73 148.7 0.0 TS-44 0-6 <64 149.1 231 0.0 TS-LDZ-Sump 0-1 NC 84.61 129.1 0.0 TS-PR-1 0-6 NC 105.4 166.7 0.0 Notes: 1. Chloride, total dissolved solids (TDS) and specific conductance collected from an aqueous solution consisting of 50mg of soil and 100 ml of distilled water. 2. Photo Ionization Dector (PID) reading is based on headspace analysis. NC - not collected, too turbid for chloride titrator strip. WASHINGTON COUNTY, PENNSYLVANIA TABLE B-2-2 SUMMARY OF SOIL FIELD SCREENING RESULTS - IMPOUNDMENT TARGETED SAMPLING RANGE RESOURCES - YEAGER WATER IMPOUNDMENT IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN P:2013130-601-Draft DocumentsImpacted Soil Removal and Confirmatory Testing PlanTables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014 2:24 PM
  52. 52. Sample ID Depth (inches bgs) Chloride (mg/kg) 1 TDS (ppm) 1 Specific Conductance (us/cm) 1 PID (ppm) 2 LDZ Sump A 0-2 NC 136.5 212.7 0.0 LDZ Sump B 0-1.5 NC 186.5 287.5 0.0 LDZ Sump C 0-2 <64 98.04 162 0.0 LDZ Sump C 2-4.5 <64 161.4 255 0.0 LDZ Sump D 0-2 <64 159.3 251.7 0.0 LDZ Sump E 0-2 1888 2699 3684 0.0 Notes: 1. Chloride, total dissolved solids (TDS) and specific conductance collected from an aqueous solution consisting of 50mg of soil and 100 ml of distilled water. 2. Photo Ionization Dector (PID) reading is based on headspace analysis. NC - not collected, too turbid for chloride titrator strip. TABLE B-2-3 SUMMARY OF SOIL FIELD SCREENING RESULTS - LEAK DETECTION ZONE RANGE RESOURCES - YEAGER WATER IMPOUNDMENT WASHINGTON COUNTY, PENNSYLVANIA IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN P:2013130-601-Draft DocumentsImpacted Soil Removal and Confirmatory Testing PlanTables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014 2:24 PM
  53. 53. __________________________________________________________________ APPENDIX B-3 STANDARD OPERATING PROCEDURES __________________________________________________________________
  54. 54. SOP 02-03-01 Page 1 2/2014 02-03-01 UNCONSOLIDATED MATERIAL CLASSIFICATION I. SCOPE AND APPLICABILITY: This procedure is to be used for description of unconsolidated materials, including fill, soil, and natural geologic materials. II. PROJECT-SPECIFIC REQUIREMENTS: None. III. METHODOLOGY A. MATERIAL CLASSIFICATION: All descriptions of unconsolidated materials should include the following information, in the order presented: 1. Color: Subjective verbal description only; color chart not required. 2. Grain Size: Grain-size charts will be provided in the near future. Descriptions should begin with the dominant grain size, using "and" if two or more materials occur in approximately equal fractions. Minor constituents should be added using the following modifiers: "Trace" <12% "Some" 12 - 30% Adjective (“sandy”, “silty”, etc.) 30 - 45% "And" 45 - 55%. The dominant material descriptor should be shown in all capital letters. 3. Moisture Content: Qualitative indicator as follows: Dry Sample is dusty or very obviously very dry Moist Anything that doesn't fit the definition of Dry or Wet Wet Sample contains free water. The term "damp" is not acceptable in this classification. For projects where moisture content may be an important consideration, the "moist" identifier may be expanded to compare samples to other moist samples from the same boring or project. "Moist+" would identify samples which were moister than typical, and "moist-" would identify samples which were drier than typical. 4. Consistency/Relative Density: As determined by blow counts on SPTs using the following criteria applied to the sum of the blows for the second and third six-inch penetration increments: Clays and Silts Very soft 0 - 2 blows Soft 3 - 4 Medium Stiff 5 - 8 Stiff 9 - 15
  55. 55. SOP 02-03-01 Page 2 2/2014 Very Stiff 16 - 30 Hard >30 Sand and Gravel Very loose 0 - 4 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50 Very Dense >50 Refusal is defined as >50 blows/six-inch penetration or >100 blows/one-foot penetration. If SPTs are not performed, estimate the consistency or density. The following criteria may be used for clays and silts: Very soft: Exudes from between fingers when squeezed in fist Soft: Easily molded in fingers Medium Stiff: Molded by strong finger pressure Stiff: Cannot be molded by fingers, but can be indented by thumb Very Stiff: Cannot be indented by thumb, but can be indented with thumbnail Hard: Cannot be indented by thumbnail. 5. Structure: Necessary only if structural features are present. Features which should be described if present include varves, mottles, slickensides, joints, nodules, blebs, stringers, foliations, etc. 6. Odor: Note subjectively only if an unusual odor is present. 7. Mineralogy: Necessary only for medium sands and coarser materials. Identify dominant mineral grains. 8. Grading: Note only if material is poorly graded (well sorted) or well graded (poorly sorted). 9. Other Features: Any other identifiable features should be described. Features which should be noted if present include fossils, roots, bioturbation, etc. 10. Origin: Origin of all materials should be indicated in capital letters in parentheses at the end of the description. Appropriate descriptors may include fill, alluvium, colluvium, residuum, till, outwash, etc. Examples of appropriate descriptions: ≅ Green-gray sandy SILT, trace gravel, moist, hard, rooted (RESIDUAL SOIL). ≅ Buff very fine SAND, some silt, wet, loose, tan silt laminae, poorly graded, carbonaceous stringers (ALLUVIUM). ≅ Blue-gray SLAG, some brick and concrete fragments, trace black organic material (FILL).
  56. 56. SOP 02-03-01 Page 3 2/2014 Fill should be described in the same level of detail as unconsolidated materials. Describe color, size distribution, and other qualities just as you would for soils. B. ADDITIONAL INFORMATION FOR SPLIT-SPOON SAMPLES: In addition, the following information should be noted for all split-spoon samples: ≅ Blow counts per six-inch increment ≅ Spoon length and sample recovery, in inches. IV. PRECAUTIONS AND COMMON PROBLEMS A. Be certain to note the top of natural material in filled areas, since it may be difficult to determine at a later date. B. Use a grain-size chart for silt- and sand-sized materials. C. Do not limit descriptions to soil and core samples. Cuttings should be described also. V. DOCUMENTATION: Material descriptions should be included on the Confirmation Testing Soil Sampling Form (Exhibit 03-01-02) and the Waste Characterization Soil Sampling Form (Exhibit 03-01-09). VI. REFERENCES ASTM D 2488-93: Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Compton, R.R.; 1962. Manual of Field Geology. New York, New York. 378 pp.
  57. 57. SOP 03-01-02 Page 1 2/2014 SOP 03-01-02 – CONFIRMATION TESTING SOIL SAMPLING - MANUAL METHODS I. SCOPE AND APPLICABILITY This procedure is applicable to the collection of confirmation samples of unconsolidated soil or fill using a non-mechanized means such as hand auger or trowel. II. PROJECT-SPECIFIC REQUIREMENTS A. SAMPLE NUMBER, LOCATIONS AND DEPTHS: The number of confirmation samples collected from the excavation areas will be determined in the following way: 1. For soil volumes equal to or less than 125 cubic yards, at least eight samples will be collected. 2. For soil volumes up to 3,000 cubic yards, at least 12 samples will be collected. 3. For each additional soil volume of up to 3,000 cubic yards, an additional 12 samples will be collected. Sample locations are described in the Impacted Soil Removal and Confirmatory Testing Plan. Confirmation samples will be collected from 0-6 inches below the base of the excavated areas. B. SAMPLE IDENTIFICATION: Samples will be identified with the prefix “IMP” followed by the chloride impacted area identification “CIA-1” followed by the sequential number for each sample collected inside each chloride impacted area. Example: IMP-CIA-1-1 C. SAMPLES FOR LABORATORY ANALYSIS AND ANALYTICAL PARAMETERS: Confirmation testing samples will be analyzed for soluble chloride using Method 300.0/9056A. Splits of confirmation samples will be maintained in-house in the event that an alternative analyses is required at some time in the future. D. QUALITY-ASSURANCE SAMPLES: Field duplicates, equipment rinsate blanks and MS/MSD samples will be collected in accordance with SOPs 04-01-01 and 04-02-02. E. FIELD SCREENING: Each discrete confirmation testing soil sample will be screened in the field for chloride in accordance with SOP 06-03-02. III. SAMPLE COLLECTION PROCEDURES A. Soil samples will be collected using a stainless steel trowel or equivalent. B. Use a clean stainless-steel trowel to loosen the soil to the target depth. C. Immediately prepare sample volume necessary for field screening identified in Section II.E. D. Classify the sample in accordance with SOP 02-03-01. E. Fill any sample jars required under Section II.C. and II.D above. F. If required, immediately preserve the samples in accordance with SOP 07-01-02.
  58. 58. SOP 03-01-02 Page 2 2/14 G. Prepare field duplicates, MS/MSD and equipment rinsate blanks samples in accordance with SOPs 04-01-01 and 04-02-02. H. Record the coordinates for soil samples using a hand held GPS unit. I. Decontaminate reusable equipment in accordance with SOP 08-01-03. IV. PRECAUTIONS AND COMMON PROBLEMS: To avoid contamination of the sample by sampling equipment, the selection of sampling equipment must be made considering the types of chemical analyses to be performed. It may be necessary to use stainless steel for many applications. V. DOCUMENTATION: Sampling information will be recorded on the Confirmation Testing Soil Sampling Form (Exhibit 03-01-02) and field screening results will be recorded on the Field Screening Log (Exhibit 06-03-01). VI. REFERENCE A. ASTM D4700-91: Standard Guide for Soil Sampling from the Vadose Zone. B. EPA Region IV, 1996. Environmental Investigations, Standard Operating Procedures and Quality Assurance Manual: Section 12. Athens, Georgia. C. Title 25 of the Pennsylvania Code, Chapter 250 - Administration of Land Recycling Program, Subchapter G - Demonstration of Attainment, Section 250.707 - General Attainment Requirements for Soil.
  59. 59. SOP 03-01-09 Page 1 2/2014 SOP 03-01-09 – WASTE CHARACTERIZATION SOIL SAMPLING - MANUAL METHODS I. SCOPE AND APPLICABILITY This procedure is applicable to the collection of samples of waste characterization samples of unconsolidated soil or fill using a non-mechanized means such as hand auger or trowel. II. PROJECT-SPECIFIC REQUIREMENTS A. SAMPLE LOCATIONS AND DEPTHS: Up to 8 waste characterization samples will be collected. Sample locations are described in more detail in the Impacted Soil Removal and Confirmatory Testing Plan. Waste characterization soil samples will be collected at discrete 1 foot depth intervals beginning at the top of the soil beneath the liner and extend through a depth of 3 feet unless refusal is encountered. B. SAMPLE IDENTIFICATION Samples will be identified with the prefix “IMP-WC” followed by the sequential number for each sample collected Example IMP-WC-1 C. LINER PREPARATION AND CUTTING: Liner cutting and repairs will be performed in accordance with SOP 03-04-01. D. SAMPLES FOR LABORATORY ANALYSIS AND ANALYTICAL PARAMETERS: Each discrete waste characterization sample will be screened in the field for volatile organic compounds (VOCs) using a photoionization detector (PID) in accordance with SOP 06-03-01. At each sampling location, the sample that exhibits the highest PID reading will be analyzed for VOCs and total oil & grease. In the absence of measurable VOCs, the bottommost sample will be submitted for VOC analysis. Remaining aliquots will be composited to form one composite sample per location. Waste characterization composite samples will analyzed for the remaining analytes indicated on Table 1 in the Impacted Soil Removal and Confirmation Testing Plan. Splits of waste characterization will be maintained in-house in the event that an alternative analyses is required at some time in the future. E. QUALITY-ASSURANCE SAMPLES: None. F. FIELD SCREENING: Split samples will be screened for VOCs as discussed in Section II. D. and for chloride in accordance with SOP 06-03-02. III. SAMPLE COLLECTION PROCEDURES A. Soil samples will be collected using a stainless steel trowel or equivalent. B. Use a clean stainless-steel trowel to loosen the soil to the target depth. C. Immediately prepare sample volume necessary for field screening identified in Section II.D and II.F. D. Classify the sample in accordance with SOP 02-03-01.

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