range resources voluntary plan to close yeager wastewater impoundment in swpa

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

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

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.


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.


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.


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;


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.


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° --’--”


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.


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.


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.


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.


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.

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FIGURES

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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"=40'2/10/2014RJB TEM RJV*

1

RANGE RESOURCES

CLOSURE AND RECLAMATION PLAN

YEAGER WATER IMPOUNDMENT

WASHINGTON COUNTY, PENNSYLVANIA333 Baldwin Road - Pittsburgh, PA 15205

412-429-2324 · 800-365-2324www.cecinc.com

LEGEND

1300

NORTH

__________________________________________________________________

APPENDIX A

GROUNDWATER MONITORING WELL ABANDONMENT PLAN __________________________________________________________________

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

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.

________________________________________________________________

APPENDIX B

IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN _________________________________________________________________

IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLAN


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

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

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.


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,


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.


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.


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.


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.


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.


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.


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.


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


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.


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.

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FIGURES ______________________________________________________________________________

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LAYOUT OF SITE AND SURROUNDING AREA

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1291.10

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.1

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CIA-2

CIA-1

ECA-2

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TABLES ______________________________________________________________________________

P:\2013\130-601\-Final Documents\2-28-14 Closure Plan\Reports Segments\Table B-1 Analytical Parameters.xlsx

A List B Listxx

Total Oil & Grease (1) x

Arsenic xBarium xCadmium xChromium xCopper xMercury xLead xNickel xSelenium xSilver xStrontium xZinc x

Cyanide, Total xSulfide, Reactive x

pH xTemperature x

Physical TestsTotal Solids xTotal Volatile Solids xFree Liquids x

Radiological Parameters (pCi/g, dry) - Method 901.1 Gross Alpha xGross Beta xRadium 226 xRadium 228 xThorium 232 xUranium 238 xPotassium 40 x

Ignitability of Solids xMetallic 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)


Solid pH (Std. Units)

Ignitability

WASHINGTON COUNTY, PENNSYLVANIARANGE 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.

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APPENDIX B-1

LINER INSPECTION DOCUMENTATION __________________________________________________________________

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WR-1

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Location

ID Latitude Longitude

Water

Observed

Below

Top Liner

Smoke

ObservedField Observations

1 N40° 05' 22.70" W80° 13' 35.83" No NoApproximate 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.


12 N40° 05' 23.43" W80° 13' 38.17" No No Scratch on top liner surface; no hole.


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


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.


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 NoApproximate 1/2" hole through top liner; unknown if through bottom liner; located above design high water

elevation.


34 N40° 05' 22.57" W80° 13' 41.42" Yes No Approximate 1/16" hole through top liner; unknown if through bottom liner.



39 N40° 05' 21.98" W80° 13' 43.50" No NoFour (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.


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.



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 NoApproximate 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




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" NoTwo (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-7 N40° 5' 21.58" N40° 5' 21.58" No One (1) approximate 1/16" hole through top liner; unknown if through bottom liner.



Location ID Code:








LEGEND

NORTH

DATE: DWG SCALE:


PROJECT NO:

FIGURE NO.:

JULY 28, 2011 SMOKE TEST HOLES, ANIMALTRACKS AND PREVIOUS REPAIR AREAS

130-601.00151"=60'1/28/2014SCC TEM RJV*

B-1-2

RANGE RESOURCES




412-429-2324 · 800-365-2324www.cecinc.com

REFERENCES

FST-7

PR-1

1300


Water Observed

BelowTop 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;



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.


10 N40° 05' 23.45" W80° 13' 37.56" No No Approximate 1/2" hole through top liner only.


12 N40° 05' 23.43" W80° 13' 38.17" No No Scratch on top liner surface; no hole.




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


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.


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.



34 N40° 05' 22.57" W80° 13' 41.42" Yes 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.


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.



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.


TABLE B-1-1 (Page 1)RESULTS OF SEPTEMBER 25, 2013 AND OCTOBER 9, 2013 LINER INSPECTION

IMPACTED SOIL REMOVAL AND CONFIRMATION TESTING PLANYEAGER WATER IMPOUNDMENT



Water

Observed

Below

Top Liner

Field Observations


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" NoTwo (2) approximate 1" tears 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.






Location ID Code:








______________________________________________________________________________

APPENDIX B-2

FIELD AND LABORATORY SCREENING RESULTS ______________________________________________________________________________

Sample IDDepth

(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



P:\2013\130-601\-Draft Documents\Impacted Soil Removal and Confirmatory Testing Plan\Tables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014 2:24 PM

Sample IDDepth

(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)




P:\2013\130-601\-Draft Documents\Impacted Soil Removal and Confirmatory Testing Plan\Tables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014 2:24 PM

Sample IDDepth

(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.


TABLE B-2-2

SUMMARY OF SOIL FIELD SCREENING RESULTS - IMPOUNDMENT TARGETED SAMPLING



P:\2013\130-601\-Draft Documents\Impacted Soil Removal and Confirmatory Testing Plan\Tables B-2-1 Through B-2-3 - Field Screening Results.xlsx 2/28/2014

2:24 PM

Sample IDDepth

(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




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2/28/2014 2:24 PM

__________________________________________________________________

APPENDIX B-3

STANDARD OPERATING PROCEDURES __________________________________________________________________

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

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).

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.

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.

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.

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.

SOP 03-01-09 Page 2 2/2014

E. Fill any sample jars required under Section II.D above. Fill VOA vials first (if conducting VOC analyses), disturbing the sample as little as possible. Thereafter, the sample may be homogenized before filling the other sample jars.

F. If required, immediately preserve the samples in accordance with SOP 07-01-02.

G. Record the coordinates for soil samples using a hand held GPS unit.

H. 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 Waste Characterization Soil

Sampling Form (Exhibit 03-01-09) 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.

Exhibit 03-01-09

Sample ID: IMP - WC - __________

Sample Location Grid Block: ______________

Date: ____ /______/2014

NOTES:

EXHIBIT 03-01-09 - WASTE CHARACTERIZATION SOIL SAMPLING FORM

Chloride Screening (mg/kg)

Headspace PID (ppm) Decription of SoilDepth

(inches)

SOP 03-04-01 Page 1 2/2014

SOP 03-04-01 – LINER CUTTING PROCEDURE AND REPAIRS I. SCOPE AND APPLICABILITY: This procedure is applicable to cutting the liner and the geotextile layer beneath the layers of liner to expose the sub-liner soil for sampling. At locations where the liner will be cut to allow sub-liner soil to be sampled, the following liner-related handling procedure will be followed:

A. At locations where the sub-liner soil will be sampled, Civil & Environmental Consultants, Inc. will cut each layer of liner and the geotextile layer beneath the layers if liner to expose the sub-liner soil for sampling.

B. If during the course of cutting the liner, an issue arises as to the manner or location where a cut in the liner

will be made, the cut will not be made until the parties present on site at that time agree on an acceptable method and/or location to make the cut. It is understood and agreed that those present will use their best efforts to resolve any such issues in a prompt and efficient manner so as to allow the work to proceed as quickly and efficiently as possible and so as to not unduly delay the work.

C. Each sample location will be selected to avoid cutting seams or existing patches to the extent possible. If a

seam must be cut through, the cut will be made across (i.e., perpendicular to) the seam.

D. Top layer of liner: A sufficiently large U-shaped cut will be made, and the top liner will be folded back to expose the bottom layer of liner. A sandbag will be used to weigh down the liner flap

E. Bottom layer of liner: A sufficiently large U-shaped cut will be made to the bottom layer of liner within the

top-liner's cut. The bottom liner will be folded back to expose the geotextile layer. A sandbag will be used to weigh down the liner flap.

F. Geotextile layer: A sufficiently large U- shaped cut will be made to the geotextile layer within the bottom

layer's cut. The geotextile layer will be folded back to expose the sub-liner soil. A sandbag will be used to weigh down the geotextile flap.

G. Following soil sample collection, the geotextile layer will be unfolded back into place and each layer of

liner will be repaired by laying the liner back into place, covering it with a patch of new liner, welding the patch to reseal the liner, and vacuum-box test the weld. Patches will be welded using typical extrusion welding methods (including heat tacking the patch to the liner, abrading the liner to be welded, and extrusion welding).

H. At locations where there is an existing patch to be preserved, the U-shaped cut will be made around and a

minimum of 6-inches from the existing patch. Consequently, the patch will remain undisturbed.

I. The parties will use their best efforts to use techniques and/or equipment during soil sampling to avoid unreasonable risk of damage to the liner and/or to impair the other parties' ability to conduct future inspection or testing of the liners.

J. During sampling activities, the parties will limit access to the liners in any manner that would unreasonably

risk damage or impair other parties' ability to conduct future inspection or testing of the liners. In the event an issue arises in the field as to how a repair will be made, the repair will not made until the parties present on site at that time agree on an acceptable method and/or location to make the repair. It is understood and agreed that those present will use their best efforts to resolve any such issues in a prompt and efficient manner so as to allow the work to proceed as quickly and efficiently as possible and so as to not unduly delay the work. The order that the liner will be cut open for sampling and then subsequently repaired is not known at this time. Anticipated weather, especially predicted precipitation, will be a factor in the order of the work. If the predicted weather is favorable, sampling will occur first on the base of the impoundment followed by the side slopes.

SOP 04-01-01 Page 1 2/2014

04-01-01 EQUIPMENT RINSATE BLANKS

I. SCOPE AND APPLICABILITY: Equipment rinsate blanks (ERB) are collected to assess the adequacy of decontamination procedures and to determine whether sampling equipment and methods are contributing contaminants to samples.

II. PROJECT-SPECIFIC REQUIREMENTS A. NUMBER/FREQUENCY OF RINSATE SAMPLES: During confirmation sampling, two ERBs

will be collected on used undedicated equipment (hand trowel) after the equipment has been decontaminated.

B. SAMPLE IDENTIFICATION: Bottle sets are to be labeled “ERB – date. Example: ERB-3-1-2014

C. WATER TYPES TO BE USED FOR BLANKS: Laboratory supplied deionized water. III. METHODOLOGY

A. Rinse the blank water across the sampling equipment, catching it into the appropriate sample container.

B. Store, handle, and ship the blanks in the same manner as the samples. C. ERB samples will be analyzed for chloride using Method 300.0.

IV. PRECAUTIONS AND COMMON PROBLEMS

A. The selection of stock solution depends upon the requirements of the project. Analyses for trace contaminants will require a purer blank solution than analyses for major constituents. Stringent analytical requirements will necessitate the use of laboratory-supplied blank water.

B. Include ALL sampling equipment in the rinsing procedure.

V. DOCUMENTATION: Record the following information a field book. ≅ Source of blank water ≅ Time and sequence within the sampling event when the blanks were prepared ≅ Description of the procedure for preparing the blanks

≅ Sample numbers assigned to blanks. VI. REFERENCES

EPA, 1986. Test Methods for Evaluating Solid Waste: SW-846; Volume II. Washington, DC.

04-02-02 Page 1 2/2014

04-02-02 SOLID DUPLICATES

I. SCOPE AND APPLICABILITY: Duplicate samples are collected to evaluate the precision involved in the sampling effort. Matrix Spike and Matrix Spike Duplicate samples (MS/MSD) samples are collected to evaluate laboratory precision. Duplicate and MS/MSD samples must be collected to be as similar as possible to the original sample. This procedure is applicable of collection of duplicate and MS/MSD samples of granular solids such as soils, drill cuttings, and some bulk materials

II. PROJECT-SPECIFIC REQUIREMENTS:

A. NUMBER/FREQUENCY OF DUPLICATE SAMPLING: During confirmation sampling, field duplicates will be collected at a frequency of one duplicate for every 10 confirmatory samples collected. MS/MSD samples will be collected at a frequency of one MS/MSD for every 20 confirmatory samples collected.

B. SAMPLE IDENTIFICATION: Bottle sets are to be labeled “DUP – date. Example: DUP-3-1-2014

III. METHODOLOGY

A. Prepare sample bottles for the target sample and it’s duplicate.

B. Collect the solid sample in accordance with SOP 03-01-02.

C. Place the sample in a stainless steel mixing bowl.

D. Homogenize the sample with a hand trowel, using a cutting and folding motion.

E. Gather sample into a pile, then cut it down the center to create two equal piles. Repeat this procedure until enough subsamples have been produced to fill all of the sample jars.

F. Package and handle the samples in accordance with the appropriate SOP.

IV. PRECAUTIONS AND COMMON PROBLEMS: Failure to properly split the sample will result in poor

correlation between analyses. Step III. C through E. must be followed without creating bias in the sample. V. DOCUMENTATION: Duplicate sampling information will be recorded on the Confirmation Testing Soil

Sampling Form (Exhibit 03-01-02). VI. REFERENCES: None.

SOP 06-03-01 Page 1 2/2014

06-03-01 ORGANIC VAPORS IN HEADSPACE OVER SOIL I. SCOPE AND APPLICABILITY: This procedure is used to obtain field measurements of volatile

organic compounds (VOCs) in the headspace above a soil sample. II. PROJECT-SPECIFIC REQUIREMENTS

A. SAMPLES TO BE SCREENED: Each discrete waste characterization sample will be screened in the field for VOCs. Screening locations are described in more detail in the Impacted Soil Removal and Confirmatory Testing Plan.

B. MONITORING INSTRUMENTS: Screening will be conducted using a photoionization detector (PID) with a 10.6 eV lamp.

C. OTHER REQUIREMENTS: PID is to be calibrated daily in the field with proper documentation. Calibration records will be recorded in the daily field activity log book.

III. METHODOLOGY A. Use the non viable split when performing field screening. B. Break up cohesive samples inside the ziplock bag to expose additional surface area. C. Allow to stand for at least 15 minutes. If temperatures are below 40◦ F, keep the samples in a

warm place. Do not leave the samples in direct sunlight during hot weather. D. To take the headspace reading, open the seal just enough to insert a probe, slip the probe in, and

record the initial reading. IV. PRECAUTIONS AND COMMON PROBLEMS

A. This screening does not replace any monitoring required by the Site Health and Safety Plan.

B. Do not expose samples to extreme temperatures. V. DOCUMENTATION: Field screening results will be recorded on the Soil Field Screening Log (Exhibit 06-

03-01). VI. REFERENCES: None.

Exhibit 07-05-01

Sample ID Collection Date Collection Time PID Screening Time

PID Reading(ppm)

Mass Soil(mg)

Vol Water(ml)

Titrator Reading

Lot #Low / High

ChlorideConcentration

in Water(mg/l)

ChlorideConcentration

in Soil(mg/kg)

pH(S.U.)

Conductivity (umho/cm)

TDS(mg/l)

EXHIBIT 06-03-01 - SOIL FIELD SCREENING LOG

PID ScreeningField Collection Myron Ultra MeterChloride Screening

06-03-02 Page 1 2/2014

06-03-02 FIELD CHLORIDE SCREENING IN SOIL

I. SCOPE AND APPLICABILITY: This procedure is used for estimation of chloride concentrations on

aqueous extracts prepared from soil samples. II. PROJECT-SPECIFIC REQUIREMENTS

A. SAMPLES TO BE SCREENED: Pre-remediation delineation chloride screening will be performed at each Chloride Impacted Area (CIA) and Elevated Chloride Area (ECA) and each confirmatory testing sample location. Field screening will also be performed to guide soil excavation and determine excavation limits. Screening locations are described in more detail in the Impacted Soil Removal and Confirmatory Testing Plan.

B. MONITORING INSTRUMENTS: Screening will be conducted using Quantab® chloride titrators (or equivalent).

C. OTHER REQUIREMENTS: The equipment used to collect field measurement is to be calibrated daily in the field with proper documentation. Calibration records will be recorded in the daily field activity log book.

III. METHODOLOGY

A. Place split soil sample in a stainless steel mixing bowl, remove rock fragments and organic material and completely homogenize with a stainless steel spoon.

B. Using a portable battery operated scale, weigh 50 grams of soil and place into a plastic or glass

container. Using a graduated cylinder, add 100 milliliters (mL) of distilled water to the container and shake for one minute or longer. Allow the sample mixture to settle so that heavy particles drop out.

C. Insert the lower end of a low-range chloride Quantab® titrator (or equivalent) in the aqueous

solution. The reaction is complete when the moisture sensitive yellow band across the top of the titrator turns dark. The length of the white chloride column on the strip represents the titrator unit value. If the white chloride column reaches the top of the strip, the chloride concentration in the solution exceeds the low-range titrator. If this exceedance occurs, use a high-range titrator strip.

D. Convert the unit value read on the titrator to chloride concentration in milligrams/Liter (mg/L)

using the table provided on the titrator bottle. Multiply the chloride concentration in mg/L obtained from the table by two (2) to calculate the chloride concentration in soil in milligrams per kilogram (mg/kg).

E. Using the remaining aqueous solution, collect field parameter measurements including total

dissolved solids (TDS) and specific conductance. V. PRECAUTIONS AND COMMON PROBLEMS

A. If laboratory analysis is to be performed, the material submitted for laboratory analysis should be similar to the sample selected for field chloride screening.

B. Turbid solutions will clog the capillary pores of the titrator and cause very slow or incomplete

reactions.

C. Each Quantab® lot is calibrated independently. The chloride concentration table on the bottle from which the strip was removed must be used as values may differ from those of other bottles.

06-03-02 Page 2 2/2014

VI. DOCUMENTATION: Field screening results will be recorded on the Soil Field Screening Log

(Exhibit 06-03-01). VI. REFERENCES: None.

SOP 07-01-01 Page 1

7/03

07-01-01 MAINTAINING SAMPLE CHAIN OF CUSTODY I. SCOPE AND APPLICABILITY: This procedure is to be employed whenever samples are collected for

laboratory analysis, and is designed to ensure that sample integrity is maintained. These procedures are necessary to assure that samples are defensible.

II. PROJECT-SPECIFIC REQUIREMENTS: None. III. METHODOLOGY

A. SAMPLE CUSTODY: The sampling personnel must maintain custody of the samples until they are delivered to the laboratory, at which time the laboratory takes over the custody record. A sample is considered to be in custody if:

• it is in the investigator's actual possession

• it is view of the investigator

• it has been placed in a secure area

• a signed custody seal has been placed on the sample container such that the seal would be

destroyed if the container was opened. B. CUSTODY RECORD

1. Complete a Chain-of-Custody Form for each shipping container of samples as described in SOP 07-02-02. Place the white copy of the completed form in the shipping container with the samples, as discussed in SOP 07-01-03.

2. Affix a signed custody seal to secure all samples. Seals may be placed across the lids of individual sample bottles, or on each shipping container of samples. If seals are placed on shipping containers, at least two seals must be used, and they must be placed such that the container cannot be opened without breaking the seals.


A. It may be necessary to cover custody seals with clear postal tape to prevent them from falling off.

B. Deliver or fax a copy of the custody form to the Project Manager within 24 hours of shipping the samples so that any errors can be corrected before the laboratory begins processing the samples.

V. DOCUMENTATION

A. The pink copy of the Chain-of-Custody Form should be submitted to the Project Manager as soon as possible after the samples are shipped.

B. The Project Manager or a designee must review the form for completeness and correctness. Any errors should be flagged, and the laboratory should be contacted if errors could affect analysis. The reviewer should initial and date the form, then place it in the Project File.

SOP 07-01-01 Page 2

7/03

C. Compliance or problems with custody procedures should be documented in a field book.

VI. REFERENCES

EPA Region IV; 1991. Environmental Compliance Branch, Standard Operating Procedures and Quality Assurance Manual. Athens, Georgia.

SOP 07-01-02 Page 1

11/95

07-01-02 SAMPLE CONTAINERS AND HOLDING TIMES I. SCOPE AND APPLICABILITY: This section identifies the sample containers and laboratory holding

times for environmental samples. II. PROJECT-SPECIFIC REQUIREMENTS: Sample containers and coolers are to remain in CEC’s sight

and control at all times. III. METHODOLOGY: Bottles and holding times are summarized in Exhibit 07-01-02. Holding times begin

at the time of sampling. Preservatives should be added at the time of collection. Samples which must be kept cool must be placed in coolers with ice immediately after collection.


A. Samples with short holding times must be shipped on the day of collection.

B. Place samples on ice immediately after collection. Do not let the samples sit until the end of the day, especially in hot weather.

V. DOCUMENTATION: None. VI. REFERENCES

EPA Office of Solid Waste and Emergency Response; 1986. Test Methods for Evaluating Solid Waste: SW-846, 3rd ed. Washington, DC.

EXHIBIT 07-01-02 SAMPLE CONTAINERS, HOLDING TIMES, AND PRESERVATIVES Page 1

Exhibit 07-01-02 Sample Containers + Hold Times summary.xls

REQUIREDCONTAINER HOLDING SAMPLE

ANALYTE TYPE PRESERVATIVE TIME VOLUMELIQUID SAMPLES

METALSChromium VI Plastic or Glass Cool to 4°C 24 hours 250 mlMercury Plastic or Glass Nitric acid to pH <2 28 days 250 mlMetals, except above Plastic or Glass Nitric acid to pH <2 6 months 1L

ORGANIC ANALYSESPurgeable Halocarbon Compounds Glass w/ Teflon- Cool to 4°C 14 days 3 x 40 ml

lined septum 0.008% Sodium thiosulfate*Purgeable Aromatic Compounds Glass w/ Teflon- Cool to 4°C 14 days 3 x 40 ml

lined septum Hydrochloric acid to pH <20.008% Sodium thiosulfate*

Base/Neutral and Acid Extractable Glass w/ Teflon- Cool to 4°C 7 days until 1Llined cap 0.008% Sodium thiosulfate* extraction, 40 days

after extractionTCDD (Dioxin) Glass w/ Teflon- Cool to 4°C 7 days until 1L

lined cap 0.008% Sodium thiosulfate* extraction, 40 daysafter extraction

Polynuclear Aromatic Hydrocarbons Glass w/ Teflon- Cool to 4°C 7 days until 1Llined cap 0.008% Sodium thiosulfate* extraction, 40 days

store in dark after extractionPCBs Glass w/ Teflon- Cool to 4°C 7 days until 1L

lined cap extraction, 40 daysafter extraction

Pesticides Glass w/ Teflon- Cool to 4°C 7 days until 1Llined cap extraction, 40 days

after extractionGENERAL WATER-QUALITY PARAMETERS

Acidity Plastic or Glass Cool to 4°C 14 days 250 mlAlkalinity Plastic or Glass Cool to 4°C 14 days 250 mlBiochemical Oxygen Demand Plastic or Glass Cool to 4°C 48 hours 1LBOD, Carbonaceous Plastic or Glass Cool to 4°C 48 hours 1LBromide Plastic or Glass None Required 28 days 250 mlCarbon, Total Organic Glass only Cool to 4°C 28 days 2 x 40 ml

Sulfuric acid to pH <2Chemical Oxygen Demand Plastic or Glass Cool to 4°C 28 days 250 ml

Sulfuric acid to pH <2Chloride Plastic or Glass None Required 28 days 250 mlChlorine, Residual Plastic or Glass None Required Analyze Immediately 100 mlColiform, Fecal and Total Plastic or Glass Cool to 4°C 6 hours 250 ml

0.008% Sodium thiosulfate*Color Plastic or Glass Cool to 4°C 48 hours 500 mlConductivity Plastic or Glass Cool to 4°C 28 days 250 mlCyanide, Total and Ammenable Plastic or Glass Cool to 4°C 14 days 1L

Sodium hydroxide to pH >120.6g ascorbic acid5

Cyanide, Weak-Acid Dissociable Plastic NaOH 14 days 250 mlCyanide, Free (Microdiffusion) Plastic Cool to 4°C 48 hours 250 mlFluoride Plastic only None required 28 days 250 mlHalogens, Total Organic Plastic or Glass Cool to 4°C 28 days 250 ml

Sulfuric acid to pH <2Hardness Plastic or Glass Nitric acid to pH <2 6 months 150 mlNitrate Nitrogen Plastic or Glass Cool to 4°C 48 hours 250 mlNitrate/Nitrite Plastic or Glass Cool to 4°C 28 days 250 ml

Sulfuric acid to pH <2Nitrite Plastic or Glass Cool to 4°C 48 hours 250 mlNitrogen, Ammonia Plastic or Glass Cool to 4°C 28 days 500 ml

Sulfuric acid to pH <2Nitrogen, Kjeldahl Plastic or Glass Cool to 4°C 28 days 1L

Sulfuric acid to pH <2Nitrogen, Organic Plastic or Glass Cool to 4°C 28 days 1L

Sulfuric acid to pH <2

EXHIBIT 07-01-02 SAMPLE CONTAINERS, HOLDING TIMES, AND PRESERVATIVES Page 2

Exhibit 07-01-02 Sample Containers + Hold Times summary.xls

REQUIREDCONTAINER HOLDING SAMPLE

ANALYTE TYPE PRESERVATIVE TIME VOLUMEOil and Grease Glass only Cool to 4°C, HCl 28 days 1L

or sulfuric acid to pH <2Oxygen, Dissolved Glass, bottle Fix on site and 8 hours 300 ml Winkler and top store in dark Probe Glass, bottle None required Analyze Immediately 300 ml

and topPetroleum Hydrocarbons by IR Glass only Cool to 4°C 28 days 1L

Hydrochloric acid to pH <2pH (Hydrogen ion) Plastic or Glass None required Analyze immediately 100 mlPhenolics Glass only Cool to 4°C 28 days 1L

Sulfuric acid to pH <2Phosphorus, Elemental Glass only Cool to 4°C 48 hours 250 mlPhosphorus, Orthophosphate Plastic or Glass Filter immediately, 48 hours 1L

Cool to 4°CPhosphorus, Total Plastic or Glass Cool to 4°C 28 days 250 ml

Sulfuric acid to pH <2Radiological Parameters (Alpha, Plastic or Glass Nitric acid to pH <2 6 months 1 Gal Beta and Radium)Silica Plastic only Cool to 4°C 28 days 250 mlSolids, Filterable (TDS) Plastic or Glass Cool to 4°C 7 days 250 mlSolids, Non-Filterable (TSS) Plastic or Glass Cool to 4°C 7 days 250 mlSolids, Total Plastic or Glass Cool to 4°C 7 days 250 mlSolids, Volatile (TVS) Plastic or Glass Cool to 4°C 7 days 250 mlSolids, Settleable Plastic or Glass Cool to 4°C 48 hours 1,000 mlSulfate Plastic or Glass Cool to 4°C 28 days 250 mlSulfide Plastic or Glass Cool to 4°C, add zinc acetate 7 days 250 ml

and sodium hydroxidepH >9

Sulfite Plastic or Glass Cool to 4°C Analyze Immediately 250 mlSurfactants (MBAS) Plastic or Glass Cool to 4°C 48 hours 1LTemperature Plastic or Glass None Required Analyze Immediately 100 mlTurbidity Plastic or Glass Cool to 4°C 48 hours 500 ml

SOLID SAMPLESMETALS

Mercury Glass Cool to 4°C 28 days 250 mlLead, Organic Glass Cool to 4°C 14 days 500 mlOther Metals Plastic or Glass Cool to 4°C 6 months 250 ml

ORGANIC ANALYSESVolatile Organic Compounds Encore Cool to 4°C 3 Encore via Encore Samplers Samplers

Volatile Organic Compounds Glass w/ Teflon- 3 x 40 ml via TerraCore lined septumBase/Neutral and Acid Extractable Glass Cool to 4°C 14 days until 250 ml

extraction, 40 daysafter extraction

Polynuclear Aromatic Hydrocarbons Glass Cool to 4°C 14 days until 500 mlextraction, 40 days

after extractionPesticides and PCBs Glass Cool to 4°C 14 days until 500 ml


GENERAL CHEMISTRYCyanide/Sulfide Glass Cool to 4°C As soon as possible 250 mlFluoride Glass Cool to 4°C 28 days 500 mlOil and Grease Glass Cool to 4°C 28 days 500 mlpH Glass Cool to 4°C Analyze immediately 500 mlPhenols Glass Cool to 4°C 7 days until 500 ml


* Only used in the presence of residual chlorine.

48 hours until extraction, 14 days

after extraction

14 daysCool to 4°C, sodium bisulfate in

two vials and methanol in one vial.

SOP 07-01-03 Page 1

11/95

07-01-03 SAMPLE PACKING AND SHIPPING I. SCOPE AND APPLICABILITY: This procedure is applicable to the packing and shipment of samples

for laboratory chemical analysis. II. PROJECT-SPECIFIC REQUIREMENTS A. SPECIAL SHIPPING CONSIDERATIONS: None. B. OTHER REQUIREMENTS: None. III. METHODOLOGY A. PACKING

1. Use an insulated shipping container. Cover any drains with tape.

2. Place a layer of packing material (vermiculite, bubble pack, or packing peanuts) in the bottom of the shipping container.

3. Place glass sample containers in sealed plastic bags and overwrap them with bubble pack.

4. Place the samples in the shipping container.

5. If samples are to be kept cool, add several sealed plastic bags full of ice or freezer packs.

6. Fill the remaining space with packing material.

7. Place the white copy of the Chain-of-Custody Form (SOP 07-01-01) in a sealed plastic bag and tape it to the inside of the container lid.

8. Secure the container lid with postal tape and Custody Seals (SOP 07-01-01).

B. SHIPPING

Unless otherwise indicated under Project-Specific Requirements, samples must be hand delivered or shipped via overnight carrier.

IV. PRECAUTIONS AND COMMON PROBLEMS: Final times for shipper pickups vary between

locations, and may be relatively early in remote locations. Check on pickup times before beginning sampling.

V. DOCUMENTATION: Retain the customer copy of the shipping bill until it is certain that the samples

have been received by the laboratory. VI. REFERENCES

Code of Federal Regulations: Title 49, Subtitle B, Parts 100-177.

SOP 07-02-02 Page 1

8/00

07-02-02 CHAIN-OF-CUSTODY FORM I. SCOPE AND APPLICABILITY: A Chain-of-Custody Form must be completed for each shipment of

samples for laboratory analysis. II. PROJECT-SPECIFIC REQUIREMENTS: None. III. METHODOLOGY: Complete a Chain-of-Custody Form (Exhibit 07-02-02) for each shipping container

of samples as follows: a. CEC project number b. Self-explanatory c. Signatures of all members of sampling team d. Self-explanatory e. Suites of analyses requested, in specific terms. Examples: TCL VOCs RCRA Metals BTEX/SW846-8020 Avoid vague descriptors like "VOCs" or "metals." f. See SOP 01-01-00. g. Date of sample collection h. Time of sample collection i. Sample number j. Check "aqueous" for watery liquids, "non-aqueous" for all others k. Total number of bottles or jars l. Check appropriate analyses.

m. Self-explanatory. For soil samples, include the note “Report results on a dry-weight basis” unless instructed to do otherwise.

n. Your signature o,p. Date and time samples were handed over to someone else or placed under custody seals

Signatures of every person who has control of the samples should appear on the Chain-of-Custody Form. If another person, even another CEC employee, takes responsibility for packing or shipping the samples after you have completed the form and before the samples have been sealed, that person should sign as receiving and subsequently relinquishing the samples.

IV. PRECAUTIONS AND COMMON PROBLEMS: None. V. DOCUMENTATION: Use of the Chain-of-Custody Form is discussed in SOP 07-01-01 and SOP 07-01-

03. VI. REFERENCES: None.

SOP 08-01-03 Page 1 2/2014

08-01-03 DECONTAMINATION PROCEDURES I. SCOPE AND APPLICABILITY: These procedures apply to decontamination of field sampling

equipment for re-use in the field. II. PROJECT-SPECIFIC REQUIREMENTS:

A. METHOD: See Section III. below.

B. DISPOSAL OF WATER: Containerize all rinse and wash waters.

C. OTHER CRITERIA: None III. METHODOLOGY:

A. The following procedures are to be used for all sampling equipment or components of equipment that come in contact with the sample.

1. Perform a general cleaning with tap water and a brush to remove heavy debris.

2. Clean with tap water and Luminox® detergent using a brush, if necessary, to remove remaining particulate matter and surface films. 3. Rinse thoroughly with tap water. 4. Rinse thoroughly with organic-free water and place on a clean plastic to air-dry. 5. All equipment must be wrapped with foil or covered with a plastic sheet if it is to be stored overnight.

IV. PRECAUTIONS AND COMMON PROBLEMS: None V. DOCUMENTATION: Any violations of decontamination procedures will be recorded in a field book.

Any transgressions will be corrected immediately. VI. REFERENCES: None

______________________________________________________________________________

APPENDIX B-4

CALCULATION TO DERIVE A SOIL SCREENING LEVEL (SSL) FOR CHLORIDE IN SOIL

______________________________________________________________________________

_________________________________________________________________

APPENDIX C

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E

PERC HOLE

910

910

+

903

BLDG SETBACK LINE

CABLE TV

CONTOURS (MAJOR)

CONTOURS (MINOR)

DATA LINE

EASEMENT

ELECTRIC LINE

GAS LINE

OVERHEAD WIRES

PROPERTY LINE

RIGHT-OF-WAY

ROAD CENTERLINE

SANITARY LINE

SANITARY LATERAL

SPOT ELEVATIONS

STORM SEWER

TELEPHONE LINE

WATER LINE

WATER LINE LATERAL

FENCE LINE

FORCE MAIN

ELEC-TEL-COM

TREE LINE

CTV

DAT

ELE

ETC

GAS

OHE

SAN

san

TEL

X

FM

WL

wl

DWG No. SHEET TITLE INCLUDED

C000 COVER SHEET

C130 EXISTING CONDITIONS PLAN

C150 OVERALL SITE RECLAMATION PLAN

C151 SITE RECLAMATION PLAN



C154 SITE RECLAMATION DETAILS

C155 SITE RECLAMATION DETAILS

SITE LOCATION MAP

AMITY QUAD

1" = 2000'

WELL SITE

IMPOUNDMENT SITE

IMPOUNDMENT CLOSURE PLAN

Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

C-17523-0023

-

EXISTING

CONDISTIONS PLAN

1"=50'

JAN 2014

C130

RME

WSR

WSR

1/2

8/2

01

4U

PD

AT

ED

L

AN

D O

WN

ER

S &

L

OC

AT

ED

G

RO

UN

D W

AT

ER

M

ON

IT

OR

IN

G W

EL

LS

A

FW

--

--

--

--

--

--

LEGEND:

TOP - TOP OF CASTING

TS - TOP OF SLOPE

BS - BOTTOM OF SLOPE

EM - ELECTRIC METER

ELEC - ELECTRIC

FL - FLOW LINE

CPP - CORRUAGTED PLASTIC PIPE

WPP - WEST POWER POWER CO.

--908-- - EXISTING CONTOURS

908 - EXISTING SPOT ELEVATION

0

GRAPHIC SCALE

( IN FEET )

1 inch = ft.

100

50

20025 5050

NORTH

SITE LOCATION MAP

USGS AMITY QUAD

NOT TO SCALE

IMPOUNDMENT

LOCATION

M

c

A

D

A

M

S

R

O

A

D

SITE

SUBSURFACE

UNDERDRAIN PIPE

SUMP

2" FORCE MAIN

MANHOLE

STOCKPILE

STOCKPILE

STOCKPILE

PLASTIC FENCE

W/ STEEL POSTS

PLASTIC FENCE

W/ STEEL POSTS

APPROXIMATE LOCATION

OF MID-SLOPE DRAINAGE KEY


OF ROCK BUTTRESS

REFER TO ORIGINAL KEYWAY AND BENCH

DETAIL ON SHEET C154 FOR APPROXIMATE

LOCATIONS OF BENCH/ KEYWAY DRAINS


OF ELECTRIC LINE

STORAGE TANKS AND

CONTAINMENT TO BE REMOVED BY

RANGE RESOURCES CORPORATION

STORAGE TANKS AND

CONTAINMENT TO BE REMOVED BY

RANGE RESOURCES CORPORATION

SEDIMENT TRAP 3

SEDIMENT TRAP 4

SEDIMENT TRAP 2

SEDIMENT TRAP 5

ICT-3

ICT-8

ICT-4

ICT-5

ICT-6

ICT-7

24" SUPER SILT FENCE

SUPER SILT FENCE

SILT FENCE



ICT-9

REFER TO ORIGINAL KEYWAY AND BENCH

DETAIL ON SHEET C154 FOR APPROXIMATE

LOCATIONS OF BENCH/ KEYWAY DRAINS


OF MARKWEST GAS LINE

NOTES:

1. THE UNDERGROUND UTILITIES SHOWN HEREON HAVE NOT BEEN PHYSICALLY LOCATED BY

THE SURVEYOR; HOWEVER, THE INFORMATION WAS OBTAINED FROM EXISTING PLANS

AND/OR SURFACE FACILITIES. THE GATEWAY ENGINEERS, INC. MAKES NO GUARANTEE

THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA,

EITHER IN SERVICE OR ABANDONED. THE GATEWAY ENGINEERS, INC. DOES NOT

WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION

INDICATED ALTHOUGH THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM THE

INFORMATION AVAILABLE.

2. THE BEARINGS AND COORDINATES ARE BASED ON NAD 83, PENN. SOUTH ZONE

PR

EP

AR

ED

F

OR

:

Bu

tle

r, P

A (7

24

) 2

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5

Consulting E

ngineers &

S

urveyors

RE

VIS

IO

N R

EC

OR

D

No

Phone (412) 921-4030 - F

ax (412) 921-9960

http://w

ww

.gatew

ayengineers.com

Da

te

Wa

sh

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gto

n, P

A (7

24

) 2

29

-3

36

2

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uite 300 P

ittsburgh, P

A 15220

01

02

03

04

05

06

07

08

Cop

yrig

ht 2

00

6 G

ate

way E

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Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa

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:2

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14.02

C150

WSR

WSR

RME

--

JAN 2014

1"=100'

17523-0023

OVERALL SITE

RECLAMATION

PLAN

CA

NO

NS

BU

RG

, P

A 15317

WA

SH

IN

GT

ON

C

OU

NT

Y, P

A

3000 T

OW

N C

EN

TE

R B

OU

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VA

RD

AM

WE

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, LLC

YE

AG

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UN

DM

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--

--

--

--

--

--

--

--

NORTH

0

GRAPHIC SCALE

( IN FEET )

1 inch = ft.

200

100

40050 100100

SITE RECLAMATION

LEGEND

SITE LOCATION MAP

AMITY QUAD

1" = 2000'

SITE

LOCATION

YEAGER IMPOUNDMENT

RECLAMATION EARTHWORK:

CUT: 130,100 CY

FILL: 129,500 CY

NET: 600 CY CUT

*APPROXIMATELY 575 CY OF MATERIAL

TO BE REMOVED AND PROPERLY

DISPOSED OF OFFSITE

SEED/ MULCH: 17.1 AC ±

8-1-1







POCS Serial No.

NOTES:









2. IN THE PREPARATION OF THIS PLAN, THE CUTS AND/OR FILLS WERE SET WITHOUT

KNOWLEDGE OF THE CAPABILITIES OF THE SOILS LOCATED ON THE SITE. THE GATEWAY

ENGINEERS, INC. MAKES NO REPRESENTATION BY THIS PLAN OF THE STABILITY OF THE

CUTS AND/OR FILLS SHOWN. ADJUSTMENTS TO PROPOSED CUT AND FILL SLOPES MAY BE

REQUIRED BASED ON SUBSURFACE CONDITIONS AND/OR MATERIAL ENCOUNTERED.

3. SEDIMENT TRAPS, INTERCEPTOR CHANNELS, SILT SOCK/ AND OR COMPOST FILTER SOCK

SHALL BE RE-ESTABLISHED AND REMAIN OPERATIONAL UNTIL THE SITE HAS BEEN

RESTORED TO ORIGINAL TOPOGRAPHY, AND THE SITE HAS ACHIEVED A UNIFORM 70%

PERENNIAL VEGETATIVE COVER.

4. ALL CROSS DRAINS AND ROCK FILTERS SHALL REMAIN IN AGGREGATE ACCESS ROAD.

5. ALL CONSTRUCTION WASTES INCLUDING, BUT NOT LIMITED TO TEMPORARY BMPS, EXCESS

SOIL MATERIALS, SANITARY WASTES, AND ANY MATERIALS THAT COULD ADVERSELY

IMPACT WATER QUALITY MUST BE DISPOSED OF IN ACCORDANCE WITH DEPARTMENT

LAWS, REGULATIONS, AND REQUIREMENTS AT A PERMITTED WASTE DISPOSAL FACILITY.

6. BIRD-NET POST AND CHAIN LINK FENCE SURROUNDING THE IMPOUNDMENT TO BE

REMOVED.

7. SUBSURFACE STRUCTURES INCLUDING, BUT NOT LIMITED TO ELECTRIC UTILITIES,

MISCELLANEOUS PIPING, UNDERDRAIN PIPE, AND KEYWAY/ BENCH DRAIN PIPING TO BE

REMOVED. PIPE BEDDING WILL BE INCORPORATED INTO THE FILL.

8. TRUCK TURNAROUND PAD TO BE REMOVED. AGGREGATE MAY BE TRUCKED OFFSITE FOR

REUSE.

SITE RECLAMATION SEQUENCE:

1. STAKE OUT LIMITS OF DISTURBANCE.

2. RE-ESTABLISH PERIMETER BMPS, INCLUDING SEDIMENT TRAPS, INTERCEPTOR CHANNELS,

SILT FENCE, AND ROCK FILTERS. REFER TO PLAN AND DETAIL SHEETS.

3. DECOMMISSION GROUNDWATER MONITORING WELLS AS DIRECTED BY RANGE RESOURCES

APPALACHIA, LLC.

4. DRAIN IMPOUNDMENT, REMOVE LINER UNDER THE DIRECTION OF RANGE RESOURCES

APPALACHIA, LLC. INSTALL COMPOST FILTER SOCK AROUND SUMP AREA FOR SEDIMENT

CONTROL DURING DEWATERING THROUGH LEAK DETECTION UNDERDRAIN.

5. REMOVE ABOVE GROUND STORAGE TANKS AND ASSOCIATED PIPING.

6. REMOVE BIRD-NET POST AND CHAIN LINK FENCE UNDER THE DIRECTION OF RANGE

RESOURCES APPALACHIA, LLC.

7. REMOVE SUBSURFACE STRUCTURES, INCLUDING ELECTRIC UTILITIES, MISCELLANEOUS

PIPING, UNDERDRAIN PIPE (AKA LEAK DETECTION PIPING), AND MANHOLE.

8. BEGIN GRADING OPERATIONS, RETURNING SITE TO ORIGINAL TOPOGRAPHY. REMOVE

KEYWAY/BENCH DRAIN PIPING AND ROCK BUTTRESS, INCORPORATE AGGREGATE INTO

FILL. REPLACE TOPSOIL ON RECONSTRUCTED SLOPES, SEED AND MULCH ALL DISTURBED

AREAS, USING THE SPECIFIED SEEDING REQUIREMENTS FOUND ON THE DETAILED PLAN.

ALL DISTURBED AREAS MUST BE TEMPORARILY STABILIZED IF REMAINING IDLE, OR

ANTICIPATED TO REMAIN IDLE. IN THE ABSENCE OF A SOIL TEST, LIME SHOULD BE ADDED

AT A RATE OF 800 LBS / 1000 S.Y. LIKEWISE, THE FERTILIZER RATES SHOULD BE

INCREASED TO 140 LBS/ 1000 S.Y. OF 10-20-20.

9. REMOVE TRUCK TURNAROUND PAD. AGGREGATE MAY BE TRUCKED OFFSITE FOR REUSE.

10. RESEED ALL DISTURBED AREAS IF VEGETATION IS NOT ESTABLISHED AFTER 30 DAYS.

11. REMOVE TEMPORARY INTERCEPTOR CHANNELS ICT-3, ICT-4, ICT-5, ICT-6, ICT-7, ICT-8 AND

ICT-9; RE-GRADE AREAS TO CONDITIONS PRIOR TO CONSTRUCTION. SEED AND MULCH ALL

DISTURBED AREAS.

12. REMOVE EMBANKMENT SEDIMENT TRAPS 2, 3, 4 AND 5; RE-GRADE AREAS TO CONDITIONS

PRIOR TO CONSTRUCTION. SEED AND MULCH ALL DISTURBED AREAS.

13. REMOVE ALL FILTER FENCE AND ROCK FILTER FOLLOWING COMPLETION OF THE ABOVE

STEPS AND AFTER SITE HAS A UNIFORM 70% PERENNIAL VEGETATIVE COVER ON UNPAVED

AREAS.

- COMPOST FILTER SOCK

24 CFS

PR

EP

AR

ED

F

OR

:

Bu

tle

r, P

A (7

24

) 2

87

-1

05

5

Consulting E

ngineers &

S

urveyors

RE

VIS

IO

N R

EC

OR

D

No

Phone (412) 921-4030 - F

ax (412) 921-9960

http://w

ww

.gatew

ayengineers.com

Da

te

Wa

sh

in

gto

n, P

A (7

24

) 2

29

-3

36

2

400 H

oliday D

rive, S

uite 300 P

ittsburgh, P

A 15220

01

02

03

04

05

06

07

08

Cop

yrig

ht 2

00

6 G

ate

way E

ng

ine

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c. A

ll R

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Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa

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M

14.02

C151

WSR

WSR

RME

--

JAN 2014

1"= 50'

17523-0023

SITE

RECLAMATION

PLAN

CA

NO

NS

BU

RG

, P

A 15317

WA

SH

IN

GT

ON

C

OU

NT

Y, P

A

3000 T

OW

N C

EN

TE

R B

OU

LE

VA

RD

AM

WE

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OW

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ES

OU

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, LLC

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DM

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--

--

--

--

--

--

--

--

FO

R C

ON

TIN

UA

TIO

N S

EE

S

HE

ET

C

15

2

NORTH

0

GRAPHIC SCALE

( IN FEET )

1 inch = ft.

100

50

20025 5050

SITE LOCATION MAP

AMITY QUAD

1" = 2000'

SITE

LOCATION

SITE RECLAMATION

LEGEND

8-1-1







POCS Serial No.


24 CFS

YEAGER IMPOUNDMENT


CUT: 130,100 CY

FILL: 129,500 CY

NET: 600 CY CUT



DISPOSED OF OFFSITE


NOTES:
























REMOVED.





REUSE.






APPALACHIA, LLC.





















DISTURBED AREAS.





AREAS.

PR

EP

AR

ED

F

OR

:

Bu

tle

r, P

A (7

24

) 2

87

-1

05

5

Consulting E

ngineers &

S

urveyors

RE

VIS

IO

N R

EC

OR

D

No

Phone (412) 921-4030 - F

ax (412) 921-9960

http://w

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.gatew

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Da

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Wa

sh

in

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n, P

A (7

24

) 2

29

-3

36

2

400 H

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ittsburgh, P

A 15220

01

02

03

04

05

06

07

08

Cop

yrig

ht 2

00

6 G

ate

way E

ng

ine

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c. A

ll R

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c

Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa

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14.02

C152

WSR

WSR

RME

--

JAN 2014

1"= 50'

17523-0023

SITE

RECLAMATION

PLAN

CA

NO

NS

BU

RG

, P

A 15317

WA

SH

IN

GT

ON

C

OU

NT

Y, P

A

3000 T

OW

N C

EN

TE

R B

OU

LE

VA

RD

AM

WE

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OW

NS

HIP

RA

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ES

OU

RC

ES

- A

PP

ALA

CH

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, LLC

YE

AG

ER

IM

PO

UN

DM

EN

T

--

--

--

--

--

--

--

--

NORTH

0

GRAPHIC SCALE

( IN FEET )

1 inch = ft.

100

50

20025 5050

SITE LOCATION MAP

AMITY QUAD

1" = 2000'

SITE

LOCATION

SITE RECLAMATION

LEGEND

8-1-1







POCS Serial No.


24 CFS

YEAGER IMPOUNDMENT


CUT: 130,100 CY

FILL: 129,500 CY

NET: 600 CY CUT



DISPOSED OF OFFSITE


NOTES:
























REMOVED.





REUSE.






APPALACHIA, LLC.





















DISTURBED AREAS.





AREAS.

FO

R C

ON

TIN

UA

TIO

N S

EE

S

HE

ET

C

15

1

PR

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:

Bu

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) 2

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05

5

Consulting E

ngineers &

S

urveyors

RE

VIS

IO

N R

EC

OR

D

No

Phone (412) 921-4030 - F

ax (412) 921-9960

http://w

ww

.gatew

ayengineers.com

Da

te

Wa

sh

in

gto

n, P

A (7

24

) 2

29

-3

36

2

400 H

oliday D

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ittsburgh, P

A 15220

01

02

03

04

05

06

07

08

Cop

yrig

ht 2

00

6 G

ate

way E

ng

ine

ers In

c. A

ll R

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Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa

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14.02

C153

WSR

WSR

RME

--

JAN 2014

1"=100'

17523-0023

SITE

RECLAMATION

PLAN

CA

NO

NS

BU

RG

, P

A 15317

WA

SH

IN

GT

ON

C

OU

NT

Y, P

A

3000 T

OW

N C

EN

TE

R B

OU

LE

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RD

AM

WE

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OW

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ES

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PP

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, LLC

YE

AG

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IM

PO

UN

DM

EN

T

--

--

--

--

--

--

--

--

NORTH

0

GRAPHIC SCALE

( IN FEET )

1 inch = ft.

200

100

40050 100100

SITE LOCATION MAP

AMITY QUAD

1" = 2000'

- AREA TO BE SEEDED/ MULCHED

SITE

LOCATION

AREA TO BE SEEDED/ MULCHED

SITE RECLAMATION

LEGEND

8-1-1







POCS Serial No.


24 CFS

YEAGER IMPOUNDMENT


CUT: 130,100 CY

FILL: 129,500 CY

NET: 600 CY CUT



DISPOSED OF OFFSITE


NOTES:
























REMOVED.





REUSE.






APPALACHIA, LLC.





















DISTURBED AREAS.





AREAS.

PR

EP

AR

ED

F

OR

:

Bu

tle

r, P

A (7

24

) 2

87

-1

05

5

Consulting E

ngineers &

S

urveyors

RE

VIS

IO

N R

EC

OR

D

No

Phone (412) 921-4030 - F

ax (412) 921-9960

http://w

ww

.gatew

ayengineers.com

Da

te

Wa

sh

in

gto

n, P

A (7

24

) 2

29

-3

36

2

400 H

oliday D

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uite 300 P

ittsburgh, P

A 15220

01

02

03

04

05

06

07

08

Cop

yrig

ht 2

00

6 G

ate

way E

ng

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c. A

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Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa

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F

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14.02

C154

WSR

WSR

RME

--

JAN 2014

AS NOTED

17523-0023

SITE

RECLAMATION

DETAILS

CA

NO

NS

BU

RG

, P

A 15317

WA

SH

IN

GT

ON

C

OU

NT

Y, P

A

3000 T

OW

N C

EN

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--

--

--

--

--

--

--

--

Z2

1

LINING*

D

B

Z1

1

LINING

LENGTH

NOTE:

1. SEE MANUFACTURER'S LINING INSTALLATION DETAIL FOR STAPLE

PATTERNS, AND VEGETATIVE STABILIZATION SPECIFICATIONS FOR SOIL

AMENDMENTS, SEED MIXTURES, AND MULCHING INFORMATION

2. ALL LINING SPECIFIED SHALL BE NORTH AMERICAN GREEN OR APPROVED EQUAL

CHANNEL

NO.

BOTTOM

WIDTH

B

(FT)

DEPTH

D

(FT)

Z1

(FT)

Z2

(FT)

CHANNEL CROSS - SECTION

LINING INSTALLATION

STANDARD CONSTRUCTION DETAIL #1

VEGETATED CHANNELS

(FT)

* EMBANKMENT OUTLET

COMPOSED ENTIRELY OF

ROCK; MAIN BODY R-3 OR

LARGER, INSIDE FACE AASHTO

#57 STONE OR SMALLER

CLEAN OUT STAKE SHALL BE

PLACED NEAR CENTER OF

EACH TRAP. ACCUMULATED

SEDIMENT SHALL BE

REMOVED WHEN IT REACHES

THE CLEAN OUT ELEVATION

MARKED ON THE STAKE

OCE

ETE

COE

BE

2

3

H

H

OW

h

h

1' MIN

GEOTEXTILE

6" M

IN

IM

UM

5' MIN

1

R-3*

1'

1

1

1'1'

1

FILTER FABRIC

AASHTO #57

STAKES

1

1'

1

6" THICK AASHTO #57*

FILTER FABRIC

5' MIN

ROCK ENERGY

DISSIPATER - R-3

TRAP

NO.

H

(FT)

h

(FT)

EMBANK.

TOP ELEV.

ETE (FT)

OUTLET

CREST

ELEV.

OCE (FT)

CLEAN OUT

ELEV. COE

(FT)

BOTTOM

ELEV.

BE (FT)

OUTLET

WIDTH

OW (FT)

INSIDE FACE

SECTION THROUGH SPILLWAY*

NOT TO SCALE

STANDARD DETAIL #11

EMBANKMENT SEDIMENT TRAP

1 5 4 1269.0 1268.0 1265.6 1264.0 8

ICT-1 260 3.0 2.0 2 2NA GREEN C350

ICT-2 160 2.0 1.0 2 2

NA GREEN SC150

2 5 4 1246.0 1245.0 1242.7 1241.0 8

3 5 4 1188.0 1187.0 1184.8 1183.0 10

4 5 4 1184.0 1183.0 1180.6 1179.0 8

ICT-3 250 2.0 1.0 2 2NA GREEN C125

ICT-4 290 2.0 1.0 2 2

NA GREEN SC150

ICT-5 685 2.0 1.5 2 2

NA GREEN C350

ICT-6 100 2.0 1.0 2 2

NA GREEN SC150

ICT-7 480 2.0 1.5 2 2

NA GREEN C350

ICT-8 180 2.0 1.0 2 2

NA GREEN C125

ICT-9 70 2.0 1.5 2 2

NA GREEN SC150

5 5 4 1260.0 1259.0 1256.6 1255.0 8

SCALE: 1"=100'

APPROXIMATE KEYWAY/BENCH LOCATIONS

NOTE:

BENCH/KEYWAY DRAIN PIPING TO BE REMOVED

APPROXIMATE KEYWAY/

BENCH LOCATIONS,

TO BE REMOVED TYP.

APPROXIMATE OUTFALL

LOCATION,

TO BE REMOVED TYP.

NORTH

1

0

2

1

0

1

1

0

0

F

L

O

W

F

L

O

W

2"x2" WOODEN STAKES

PLACED @ 10' O.C.

COMPOST FILTER

SOCK

EXISTING

CONTOURS

UNDISTURBED AREA

PLAN VIEW

COMPOST FILTER

SOCK

2" x 2" WOODEN STAKES

PLACED @ 10' O.C.

BLOWN / PLACED

FILTER MEDIA

UNDISTURBED AREADISTURBED AREA

SECTION VIEW

NOTES:

1. COMPOST FILTER SOCK SHALL BE PLACED AT EXISTING LEVEL GRADE. BOTH ENDS OF THE SOCK

SHALL BE EXTENDED AT LEAST 8' UP SLOPE AT 45° TO THE MAIN SOCK ALIGNMENT. MAXIMUM SLOPE

LENGTH ABOVE ANY SOCK SHALL NOT EXCEED THAT SHOWN ON FIGURE 4.2. SEE TABLE BELOW.

2. TRAFFIC SHALL NOT BE PERMITTED TO CROSS FILTER SOCKS.

3. ACCUMULATED SEDIMENT SHALL BE REMOVED WHEN IT REACHES 1/2 THE ABOVE GROUND HEIGHT

OF THE SOCK AND DISPOSED IN THE MANNER DESCRIBED ELSEWHERE IN THE PLAN.

4. SOCKS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT. DAMAGED SOCKS SHALL

BE REPAIRED ACCORDING TO MANUFACTURER'S SPECIFICATIONS OR REPLACED WITHIN 24 HOURS

OF INSPECTION.

5. BIODEGRADABLE FILTER SOCK SHALL BE REPLACED AFTER 6 MONTHS; PHOTODEGRADABLE SOCKS

AFTER 1 YEAR. POLYPROPYLENE SOCKS SHALL BE REPLACED ACCORDING TO MANUFACTURER'S

RECOMMENDATIONS.

6. UPON STABILIZATION OF THE AREA TRIBUTARY TO THE SOCK, STAKES SHALL BE REMOVED. THE

SOCK MAY BE LEFT IN PLACE AND VEGETATED OR REMOVED. IN THE LATTER CASE, THE MESH

SHALL BE CUT OPEN AND THE MULCH SPREAD AS A SOIL SUPPLEMENT.

7. COMPOST SHALL MEET THE FOLLOWING STANDARDS OR APPROVED MANUFACTURER'S

RECOMMENDATIONS.

8. SLOPE LENGTH TABLE FROM FIGURE 4.2. PADEP BMP MANUAL:

ORGANIC MATTER CONTENT

ORGANIC PORTION

Ph

MOISTURE CONTENT

PARTICLE SIZE

SOLUBLE SALT CONCENTRATION

80% - 100% (DRY WEIGHT BASIS)

FIBROUS AND ELONGATED

5.5 - 8.0

35% - 55%

98% PASS THROUGH 1" SCREEN

5.0 dS MAXIMUM

FILTER SOCK DIA.

12"

18"

24"

32"

3:1 SLOPE

40'

70'

90'

110'

2:1 SLOPE

25'

35'

50'

65'

12" MIN.

DISTURBED AREA

NOT TO SCALE

COMPOST FILTER SOCK

0

GRAPHIC SCALE

( IN FEET )

1 inch = ft.

200

100

40050 100100

4" PERFORATED

PVC RISER PIPE

CAPPED AT TOP

24" COMPOST

FILTER SOCK

24" DIAMETER COMPOST FILTER

SOCK. 4" MIN. OVERLAP ON

UPSLOPE SIDE OF FILTER RING.

2" X 2" X 36" WOODEN STAKES

PLACED 5' O.C.

12" MIN.

PLAN VIEW

NOT TO SCALE

6' DIAMETER

2

1

EXCAVATE AT LOW SPOT IN THE IMPOUNDMENT

DOWN TO THE DEPTH OF THE EXISTING 4" DRAIN

PIPE. REMOVE ALL EXISTING 4" DRAIN WITHIN THE

AREA OF THE PROPOSED COMPOST FILTER SOCK

INSTALLATION AND REPLACE WITH NEW 4"

PERFORATED PVC.

INSTALL 4" x 4" PVC TEE

AND 4" PERFORATED RISER PIPE.

4" RISER PIPE TO BE

WRAPPED IN FILTER FABRIC

AASHTO NO. 3 STONE

TO REPLACE EXCAVATED

SOIL ALONG PIPE LENGTH

EXISTING 4" DRAIN PIPE

CLASS 1

GEOTEXTILE

UNDISTURBED GROUND

IMPOUNDMENT

EMBANKMENTAASHTO #57 STONE

PACKED AROUND

EXPOSED 4" PIPE.

6" MIN.

DEPTH TO

BE FIELD

VERIFIED

IMPOUNDMENT

BOTTOM

PROFILE VIEW

NOT TO SCALE

TIE INTO EXISTING

4" DRAIN PIPE

SCALE: 1"= 30'

RISER DETAIL

PR

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F

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Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

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14.02

C155

WSR

WSR

RME

--

JAN 2014

N.T.S.

17523-0023

SITE

RECLAMATION

DETAILS

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90%98%15%ANNUAL RYEGRASS*

FERTILIZER AND AGRICULTURAL LIMESTONE SHALL BE THOROUGHLY INCORPORATED INTO THE SOIL BY

ROTOTILLING OR OTHER METHOD TO A MINIMUM DEPTH OF FOUR (4) INCHES. THE ENTIRE SURFACE

SHALL THEN BE REGRADED AND ROLLED. AREAS TO BE SEEDED SHALL THEN BE LOOSENED TO A

DEPTH OF TWO (2) INCHES. SEEDING SHALL BE DONE IN TWO SEPARATE OPERATIONS. THE

SECOND SEEDING SHALL BE DONE IMMEDIATELY AFTER THE FIRST AND AT RIGHT ANGLES TO THE

FIRST SEEDING AND LIGHTLY RAKED INTO THE SOIL. MULCH SEEDED AREAS IMMEDIATELY AFTER

SEEDING.

4" (MINIMUM) TOPSOIL SHALL BE REQUIRED ON ALL DISTURBED AREAS AFTER SITE HAS BEEN

RECLAIMED/RESTORED.

RAW, GROUND AGRICULTURAL LIMESTONE CONTAINING MORE THAN 90 PERCENT CALCIUM CARBONATES

(ADJUST pH LEVELS TO 6.5 TO 7.0). APPLY AT A RATE OF 800 LBS/1,000 SY, UNLESS

OTHERWISE INDICATED BY SOIL TESTS.

IN THE ABSENCE OF A SOIL TEST, USE 10-20-20 COMMERCIAL FERTILIZER AT 140 LB/1000 SY MIXED

INTO SEEDBED PRIOR TO SEEDING, OR IN A TANK WITH SEED WHEN HYDROSEEDING.

CLEAN OAT OR WHEAT STRAW SHALL BE FREE FROM MATURE SEED-BEARING STALKS OR ROOTS OF

PROHIBITED OR NOXIOUS WEEDS AS DEFINED BY THE PENNSYLVANIA SEED ACT 1947. APPLY AT A

RATE OF 1,200 LBS PER 1,000 SY. PRECAUTIONS SHALL BE TAKEN TO STABILIZE MULCH UNTIL THE

VEGETATIVE COVER IS ESTABLISHED.

SEED MIXTURE SHALL BEAR A GUARANTEED STATEMENT OF ANALYSIS AND SHALL BE COMPOSED OF

THE FOLLOWING VARIETIES AND MIXED IN PROPORTIONS SPECIFIED.

PERMANENT SEEDING MIXTURE PROPORTION

BY WEIGHT

MINIMUM

PURITY

MINIMUM

GERMINATION

PERMANENT SEEDING SHALL BE APPLIED AT A RATE OF 7 POUNDS PER 1,000 SQUARE YARDS

GRADE AS NECESSARY TO BRING SUBGRADE TO A TRUE, SMOOTH SLOPE PARALLEL TO AND SIX

INCHES BELOW FINISHED GRADE. PLACE TOPSOIL OVER SPECIFIED AREAS TO A DEPTH

SUFFICIENTLY GREATER THAN SIX (6) OR EIGHT (8) INCHES SO THAT AFTER SETTLEMENT AND LIGHT

ROLLING, THE COMPLETE WORK WILL CONFORM TO LINES, GRADES AND ELEVATIONS SHOWN.

INOCULANT FOR TREATING LEGUMINOUS SEEDS SHALL BE A STANDARD COMMERCIAL PRODUCT

CONSISTING OF A SUITABLE CARRIER CONTAINING A CULTURE OF NITROGEN FIXING BACTERIA

SPECIFIC FOR SEEDS TO BE INOCULATED. INOCULANT SHALL NOT BE USED LATER THAN DATE

INDICATED ON THE CONTAINER.

90%98%30%FAWN TALL FESCUE

90%98%10%MEDIUM RED CLOVER*

90%98%20%WHITE CLOVER*

90%98%5%CLIMAX TIMOTHY

PREPARATION OF SEEDING

SEEDING RATE

SEED MIXTURE

MULCH

INOCULANT

COMMERCIAL FERTILIZER

LIMESTONE

TOPSOIL

MATERIALS:

SEEDING SPECIFICATIONS:

90%98%20%RAGNAR II PERENNIAL RYEGRASS

* VARIETY NOT STATED

MD 2 REC MIXTURE

HEIGHT OF ROCK

FILTER=5/6 HEIGHT

OF STRAW BALES OR

FILTER FABRIC FENCE

STRAW BALES

OR FILTER FABRIC

OUTLET CROSS-SECTION

UP-SLOPE FACE

NOTES:

A ROCK FILTER OUTLET SHALL BE INSTALLED WHERE FAILURE OF A SILT FENCE OR STRAW BALE BARRIER HAS

OCCURRED DUE TO CONCENTRATED FLOW. ANCHORED COMPOST LAYER SHALL BE USED ON UPSLOPE FACE IN HQ

AND EV WATERSHEDS.

SEDIMENT SHALL BE REMOVED WHEN ACCUMULATIONS REACH 1/3 THE HEIGHT OF THE OUTLET.

NOTES:

1. SEDIMENT MUST BE REMOVED WHEN ACCUMULATIONS REACH 1/2

THE HEIGHT OF THE FILTERS.

2. IMMEDIATELY UPON STABILIZATION OF EACH CHANNEL, REMOVE

ACCUMULATED SEDIMENT, REMOVE ROCK FILER, AND STABILIZE

DISTURBED AREAS.

RIPRAP SIZED (FT.)LOCATION

1/2D

1/2D

D

1'1'

TOP OF BANK

FLOW

1' MIN.

6"

AA

B

B

SECTION B-B

*FOR 3'<D USE R-4

FOR 2'<D<3' USE R-3

FOR 1'<D<2' USE R-2

SECTION A-A

ROCK

FILTER NO.

AASHTO #57 ROCK

ROCK SIZE*

2 R-4

BELOW

OUTFALLS

ALL

ROCK FILTER DETAIL

NOT TO SCALE

ROCK FILTER OUTLET DETAIL

NOT TO SCALE

3

1

CUTAWAY VIEW

FABRIC

STAKE

STAPLES

MIN 13.5 GA WIRE

COMPACTED

BACKFILL

TOE ANCHOR

TRENCH

SUPPORT STAKE

REINFORCING MESH EITHER

INDUSTRIAL POLYPROPYLENE

OR STEEL MESH WITH 6" MAX.

OPENING STEEL MESH SHALL

BE 14 GA. MIN.

18" M

IN

30"

6"

1"x2"x18" STAKES

8' MIN

JOINING FENCE SECTIONS

UNDISTURBED

GROUND

FILL

SLOPES

NOTES:

1.STAKES SPACED @ 8' MAX. USE 2"x2"x48" (±3/8") WOOD OR EQUIVALENT STEEL (U OR T) STAKES.

2.FABRIC SHALL BE 42" MINIMUM.

3.SILT FENCE MUST BE INSTALLED AT EXISTING LEVEL GRADE. BOTH ENDS OF EACH FENCE SECTION MUST BE EXTENDED AT

LEAST 8' UPSLOPE AT 45° TO THE MAIN FENCE ALIGNMENT.

4.SEDIMENT MUST BE REMOVED WHERE ACCUMULATIONS REACH 1/2 THE ABOVE GROUND HEIGHT OF THE FENCE.

5.ANY SECTION OF SILT FENCE WHICH HAS BEEN UNDERMINED OR TOPPED MUST BE IMMEDIATELY REPLACED WITH A ROCK

FILTER OUTLET. SEE STANDARD CONSTRUCTION DETAIL #4-6.

6.FENCE SHALL BE REMOVED AND PROPERLY DISPOSED OF WHEN TRIBUTARY AREA IS PERMANENTLY STABILIZED.

7.AT A MINIMUM, THE FABRIC SHALL HAVE THE FOLLOWING PROPERTIES:

FABRIC PROPERTY

GRAB TENSILE STRENGTH (lb)

ELONGATION AT FAILURE (%)

MULLEN BURST STRENGTH (psi)

TRAPEZOIDAL TEAR STRENGTH (lb)

PUNCTURE STRENGTH (lb)

SLURRY FLOW RATE (gal/min/sf)

EQUIVALENT OPENING SIZE

ULTRAVIOLET RADIATION STABILITY (%)

MINIMUM ACCEPTABLE VALUE

120

20% MAX

200

50

40

0.3

30

80

TEST METHOD

ASTM D1682

ASTM D1682

ASTM D 3786

ASTM D 751 (modified)

US Std. SIEVE CW-02215

ASTM G-26

6"

E

X

IS

T

IN

G

G

R

O

U

N

D

JOINING FENCE SECTIONS

6" MIN

8" MIN

36" MIN

33"

SUPPORT POSTS

FASTENERS

COMPACTED

BACKFILL

CHAIN LINK FENCE

(2" WOVEN MESH FABRIC)

FABRIC FENCE

NO. 7 GA. TENSION WIRE

FASTENERS

FABRIC FENCE

POST

FILL

SLOPE

NOTES:

1.POSTS SPACED @ 10' MAX. USE 2 1/2" DIA. HEAVY DUTY GALVANIZED OR ALUMINUM POSTS.

2.CHAIN LINK TO POST FASTENERS SPACED @ 14" MAX. USE NO.9 GA ALUMINUM WIRE OR NO.9 GALVANIZED STEEL

PRE-FORMED CLIPS. CHAIN LINK TO TENSION WIRE FASTENERS SPACED @ 60" MAX. USE NO.13.5 GA. GALVANIZED STEEL

WIRE. FABRIC TO CHAIN FASTENERS SPACED @ 24" MAX. C. TO C.

3.FILTER FABRIC WIDTH SHALL BE 42" MINIMUM.

4.POSTS SHALL BE INSTALLED USING A POSTHOLE DRILL.

5.CHAIN LINK SHALL BE GALVANIZED NO.11.5 GA. STEEL WIRE WITH 2 1/4" OPENING, NO.11 GA. ALUMINUM COATED STEEL WIRE

IN ACCORDANCE WITH ASTM-A-491, OR GALVANIZED BI, 9 GA. STEEL WIRE TOP AND BOTTOM WITH GALVANIZED NO.11 GA.

STEEL INTERMEDIATE WIRES. NO.7 GA. TENSION WIRE INSTALLED HORIZONTALLY THROUGH HOLES AT TOP AND BOTTOM OF

CHAIN-LINK FENCE OR ATTACHED WITH HOG RINGS AT 5' (MAX) CENTERS.

6.FILTER FABRIC MUST BE PLACED AT EXISTING LEVEL GRADE. BOTH END OF THE BARRIER MUST BE EXTENDED AT LEAST 8'

UPSLOPE AT 45° TO MAIN BARRIER ALIGNMENT.

7.SEDIMENT MUST BE REMOVED WHEN ACCUMULATIONS REACH 1/2 THE ABOVE GROUND HEIGHT OF THE FENCE.

8.FENCE SHALL BE REMOVED AND PROPERLY DISPOSED OF WHEN TRIBUTARY AREA IS PERMANENTLY STABILIZED.

9.AT A MINIMUM, THE FABRIC SHALL HAVE THE FOLLOWING PROPERTIES:

FABRIC PROPERTY

GRAB TENSILE STRENGTH (lb)

ELONGATION AT FAILURE (%)

MULLEN BURST STRENGTH (psi)

TRAPEZOIDAL TEAR STRENGTH (lb)

PUNCTURE STRENGTH (lb)

SLURRY FLOW RATE (gal/min/sf)

EQUIVALENT OPENING SIZE

ULTRAVIOLET RADIATION STABILITY (%)

MINIMUM ACCEPTABLE VALUE

120

20% MAX

200

50

40

0.3

30

80

TEST METHOD

ASTM D1682

ASTM D1682

ASTM D 3786

ASTM D 751 (modified)

US Std. SIEVE CW-02215

ASTM G-26

8' MIN

NOT TO SCALE

NOT TO SCALE

NOTES:

1. LOW VOLUME FILTER BAGS SHALL BE MADE FROM NON-WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH,

DOUBLE STITCHED "J" TYPE SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS.

HIGH VOLUME FILTER BAGS MAY BE MADE FROM WOVEN GEOTEXTILES THAT MEET THE FOLLOWING STANDARDS:

2. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST BE

PROVIDED. FILTER BAGS SHALL BE REPLACED WHEN THEY HAVE BECOME 1/2 FULL. SPARE BAGS SHALL BE KEPT

AVAILABLE FOR REPLACEMENT OF THOSE THAT HAVE FAILED OR ARE FILLED. IT IS RECOMMENDED THAT BAGS BE

PLACED ON STRAPS TO FACILITATE REMOVAL.

3. BAGS SHALL BE LOCATED IN WELL-VEGETATED (GRASSY) AREA, AND DISCHARGE ONTO STABLE, EROSION RESISTANT

AREAS. WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE UNDERLAYMENT AND FLOW PATH SHALL BE PROVIDED. BAGS

MAY BE PLACED ON FILTER STONE TO INCREASE DISCHARGE CAPACITY. BAGS SHALL NOT BE PLACED ON SLOPES

GREATER THAN 5%. FOR SLOPES EXCEEDING 5%, CLEAN ROCK OR OTHER NON-ERODIBLE AND NON-POLLUTING

MATERIAL MAY BE PLACED UNDER THE BAG TO REDUCE SLOPE STEEPNESS.

4. NO DOWN SLOPE SEDIMENT BARRIER IS REQUIRED FOR MOST INSTALLATIONS. COMPOST BERM OR COMPOST FILTER

SOCK SHOULD BE INSTALLED BELOW BAGS LOCATED WITHIN 50' OF RECEIVING STREAM OR WHERE GRASSY AREA IS

NOT AVAILABLE. A COMPOST BERM OR COMPOST FILTER SOCK SHALL BE PLACED BELOW ANY BAG DISCHARGING TO

A SPECIAL PROTECTION SURFACE WATER.

5. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE

MANUFACTURER AND SECURELY CLAMPED. A PIECE OF PVC PIPE IS RECOMMENDED FOR THIS PURPOSE.

6. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER,

WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.

7. FILTER BAGS SHALL BE INSPECTED DAILY. IF ANY PROBLEM IS DETECTED, PUMPING SHALL CEASE IMMEDIATELY AND

NOT RESUME UNTIL THE PROBLEM IS CORRECTED.

FILTER BAG

FILTER BAG

WELL VEGETATED, GRASSY AREA

PLAN VIEW

ELEVATION VIEW

HEAVY DUTY

LIFTING STRAPS

(RECOMMENDED)

DISCHARGE HOSE

CLAMPS

PUMP

INTAKE HOSE

WELL VEGETATED, GRASSY AREA

DISCHARGE

HOSE

CLAMPS

PROPERTY

AVG. WIDE WIDTH STRENGTH

GRAB TENSILE

PUNCTURE

MULLEN BURST

UV RESISTANCE

AOS % RETAINED

TEST METHOD

ASTM D-4884

ASTM D-4632

ASTM D-4833

ASTM D-3786

ASTM D-4355

ASTM D-4751

MINIMUM STANDARD

60 lb/in

205 lb

110 lb

350 psi

70%

80 Sieve

PUMP

INTAKE HOSE

REINFORCED SILT FENCE (30" HIGH)

SUPER FILTER FABRIC FENCE (SUPER SILT FENCE)

NOT TO SCALE

PUMPED WATER FILTER BAG

* ALL REPAIRS TO BE COMPLETED WITHIN 72 HOURS OF DISCOVERY

# REMOVED SEDIMENTS TO BE SPREAD OVER TOPSOIL STOCKPILE(S).

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF ALL TEMPORARY CONTROL MEASURES DURING

CONSTRUCTION. ALL DEVICES SHOULD BE INSPECTED WEEKLY AND AFTER EVERY RUNOFF EVENT. IF DURING

THESE INSPECTIONS, ANY DEVICE IS FOUND TO BE CLOGGED, DAMAGED, HALF-FULL OF SILT OR NOT FULLY

OPERATIONAL, THE DEVICE(S) SHALL BE CLEANED OF ALL DEBRIS. ALL REPAIRS MUST BE COMPLETED WITHIN 72

HOURS OF DISCOVERY.

UPON COMPLETION OF THE PROJECT, RECYCLING OR DISPOSAL OF ALL TEMPORARY EROSION CONTROL MATERIALS

SHALL BE THE RESPONSIBILITY OF THE EARTHMOVING CONTRACTOR. CONSTRUCTION WASTE INCLUDES, BUT IS

NOT LIMITED TO, EXCESS SOIL MATERIALS, SILT REMOVED FROM EROSION CONTROL FACILITIES, EXCESS BUILDING

MATERIALS, CONCRETE WASH WATER, SANITARY WASTES, AND OBSOLETE EROSION CONTROL MATERIALS (SILT

FENCE, SILT SACKS, ETC.).

SILT REMOVED FROM SEDIMENT CONTROL FACILITIES SHALL BE SPREAD ON THE TOPSOIL STOCKPILE, OR IN LAWN

OR LANDSCAPE AREAS. OBSOLETE EROSION CONTROL MATERIALS AND EXCESS BUILDING MATERIALS MUST BE

DISPOSED OF AT A DEP APPROVED SITE.

# SILT SOXX OR COMPOST SOCKS MAY BE USED IN PLACE OF SILT FENCE WHEN APPROVED BY THE

COUNTY CONSERVATION DISTRICTS.

RESHAPE CHANNEL TO DESIGN

SPECIFICATIONS AS PER DETAILS

AND REPLACE PROTECTIVE LINER

WITH MORE DURABLE MATERIAL

(I.E. LARGER RIP-RAP)

CLEAN AND/OR REPLACE BAG

SEDIMENT ACCUMULATED IN

INLET FILTER BAG TO 1/2 FULL

MAINTENANCE SCHEDULE

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

WEEKLY AND AFTER

EVERY RUNOFF

EVENT

DIVERSION OR

INTERCEPTOR

CHANNELS &

BENCHES

VEGETATION

CONTROL

MEASURE

INSPECT

PROBLEMS TO LOOK FORPOSSIBLE REMEDIES

CHECK FOR TOP-OF-SLOPE

DIVERSION AND INSTALL IF

NEEDED.

FILL RILLS AND REGRADE

GULLIED SLOPES.

RESEED, FERTILIZE, AND MULCH

BARE AREAS.

BARE SOIL PATCHES

RILLS AND GULLIES FORMING

GULLY ON SLOPE

BELOW CHANNEL

WHEEL TRACK; LOW POINT (WATER

PONDED IN CHANNEL)

SEDIMENT OR DEBRIS IN

CHANNEL

EROSION OF UNLINED

CHANNEL SURFACE

REPAIR BREACHES.

BUILD UP LOW POINTS WITH

COMPACTED SOIL OR

SANDBAGS OR REBUILD

CHANNEL WITH POSITIVE

DRAINAGE.

REMOVE OBSTRUCTION.

SEED AND MULCH CHANNEL AND

ANCHOR WITH NETTING; OR LINE

CHANNEL WITH CRUSHED ROCK;

OR INSTALL CHECK DAMS; OR

REALIGN CHANNEL ON GENTLER

GRADIENT; OR DIVERT SOME OR

ALL OF CHANNEL DRAINAGE TO

A MORE STABLE FACILITY.

EROSION OF VEGETATED

CHANNEL LINING

LOSS OF PROTECTIVE LINING

RESEED, MULCH, AND ANCHOR

WITH NETTING; OR INSTALL

CHECK DAMS.

REBUILD/RAISE EMBANKMENTRUNOFF ESCAPING THROUGH

EMBANKMENT SIDES

ROCK

CONSTRUCTION

ENTRANCES

DAILY AND AFTER

EVERY RUNOFF

EVENT

SEDIMENT ON PUBLIC

ROADWAY

SINK HOLES OR RUTS ADD ROCK TO BRING TO

SPECIFIED DIMENSIONS.

SWEEP MATERIAL BACK TO

PROJECT SITE. DO NOT WASH

ROADWAY WITH WATER.

FILTER FABRIC

FENCE

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

FENCE COLLAPSING

UNDERCUTTING OF FENCE REPLACE FAILED SECTION

WITH ROCK FILTER OUTLET

CHECK FENCE POST SIZE AND

SPACING, GAUGE OF WIRE MESH,

AND FABRIC STRENGTH. CHECK

DRAINAGE AREA, SLOPE LENGTH,

AND GRADIENT BEHIND BARRIER.

CORRECT ANY SUBSTANDARD

CONDITION.

TORN FABRICREPLACE WITH CONTINUOUS

PIECE OF FABRIC FROM POST

TO POST. SECURELY ANCHOR

WITH PROPER STAPLES.

EXTEND FENCE.

REMOVE SEDIMENT WHEN

LEVEL REACHES HALF OF

FENCE HEIGHT.

SEDIMENT LEVEL NEAR TOP OF

FENCE

RUNOFF ESCAPING AROUND

BARRIER

INLET

PROTECTION

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

RUNOFF ESCAPING AROUND

BARRIER

SEDIMENT ACCUMULATION REMOVE SEDIMENT AND

DISPOSE ON SITE.

REBUILD BARRIER

REPLACE BAG

SEDIMENT TRAPS

AND ROCK SUMPS

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

SEDIMENT ACCUMULATION

ABOVE DESIGNATED

CLEANOUT LEVEL

APPROXIMATELY 1' DEEP

REMOVE SEDIMENT AND

DISPOSE ON SITE.

RIP-RAP

APRONS/

OUTFALLS

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

APRON WASHED AWAY RESHAPE AS NECESSARY AND

REPLACE RIPRAP WITH LARGER

SIZE RIPRAP.

SLOPE

BLANKET

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

TORN/PUNCHED FABRIC

LOSS OF PROTECTIVE

LINING

RESHAPE AS NECESSARY

AND REPLACE FABRIC

OVERLAP WITH CONTINUOUS

PIECE OF MATTING. SECURELY

ANCHOR WITH PROPER STAPLES.

ROCK FILTERWEEKLY AND AFTER

EVERY RUNOFF

EVENT

SEDIMENT ACCUMULATION

CLOGGED FILTER STONE

REMOVE SEDIMENT WHEN


FILTER HEIGHT.

REPLACE

SEDIMENT AT TOE OF SLOPE


REMOVE SEDIMENT WHENSEDIMENT ACCUMULATION

WEEKLY AND

AFTER EVERY

RUNOFF EVENT

COMPOST FILTER SOCK

ON UPSTREAM SIDE

PONDING WATER

THE EFFECTIVE HEIGHT

REMOVE SEDIMENT OR ADD

ADDITIONAL COMPOST FILTER SOCK TO

REDUCE SLOPE LENGTH

REMOVE SEDIMENT, REPLACE

FENCE, INCREASE FREQUENCY

OF FENCE INSPECTIONS.

OVERTOPPING OF FENCE

TEARING OR RIPPING OF FABRIC REPLACE RIPPED SECTION WITH

NEW COMPOST FILTER SOCK

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