SOLICITATION DOCUMENTS ARFQ DEP26-29 AML -Lick Run 5 Project FILE 2.pdf

Storm Water Pollution Prevention Plan

Storm Water Pollution Prevention Plan

(SWPPP)

Permit Number: WVR ____

Prepared For:

WVDEP -AML

Development Name & Location:

LICK RUN 5 PROJECT

PRESTON COUNTY, WEST VIRGINIA

Prepared by:

CIVIL TECH ENGINEERING, INC.

Date:

_______October 30, 2024________

This Storm Water Pollution Prevention Plan (SWPPP) is provided by the West Virginia Department of Environmental Protection (WVDEP). Providing this document does not certify that the information is complete or complies with all requirements. The WVDEP claims no responsibility for omissions or inaccuracies in values or information presented to the WVDEP by businesses seeking compliance with state environmental regulations.

112794

SWPPP Revision Documentation Form

This storm water pollution prevention plan (SWPPP) should be revised and updated to address changes in site conditions, new or revised government regulations, and additional on-site storm water pollution controls. The signature of this representative attests that the SWPPP revision information is true and accurate. Previous authors and facility representatives are not responsible for the revisions.

Number Date Company Representative’s Signature

CONTENTS

1.0 CONTACT INFORMATION

2.0 OBJECTIVE

3.0 NON-STORM WATER DISCHARGES

4.0 SWP3 REVIEW AND AMENDMENTS

4.1 Review

4.2 Amendments

5.0 SITE OR PROJECT DESCRIPTION

5.1 Description of Construction Activity & Environmental Impacts

5.2 Construction Activity with Potential Pollutant Sources

5.3 Major Activities Schedule

5.4 Property Acreage

5.5 Construction Activity Acreage

5.6 Soil Data

5.7 General Location Map and Site Map

5.8 Erosion and Sediment Control Site Map

5.9 Industrial Discharges

5.10 Receiving Waters

5.11 WVDEP Construction General Permit, WV0115924

5.12 Threatened and/or Endangered Species

5.13 Historical Determination

5.14 Total Maximum Daily Loading (TMDL)

6.0 EROSION AND SEDIMENT CONTROLS

6.1 Short & Long-Term Goals/Criteria

6.2 Best Practicable Technology (BPT)

6.3 Site-specific Erosion and Sediment Controls

7.0 STABILIZATION PRACTICES

7.1 Deadline to Initiate Stabilization Measures

7.2 Deadline to Complete Installation of Stabilization Measures

7.3 Other Deadlines

7.4 Stabilization Records

8.0 STRUCTURAL CONTROLS

8.1 Structural Control Requirements

8.2 Site Structural Controls

9.0 STORM WATER MANAGEMENT

10.0 OTHER CONTROLS

10.1 Other Control Requirements

10.2 Other Controls at the Site

11.0 APPROVED LOCAL PLAN

12.0 MAINTENANCE

13.0 INSPECTIONS OF CONTROLS

14.0 CONTRACTORS AND SUBCONTRACTORS RESPONSIBILITIES

15.0 UTILITY COMPANIES

16.0 EMERGENCY NOTIFICATION

17.0 EMPLOYEE TRAINING

FIGURE 1 – USGS SITE LOCATION

FIGURE 2 – TOPO WITH 1 MILE RADIUS

FIGURE 3 – SITE MAP WITH DRAINAGE AREA AND DISCHARGE POINT

APPENDIX A, ATTACHMENTS

APPENDIX B, DRAWINGS

APPENDIX C, CALCULATIONS/TABLES

APPENDIX D, TRAINING/INSPECTION LOGS

APPENDIX E, OTHER PERMITS

1.0. CONTACT INFORMATION

PERMITTEE PHONE/FAX/MOBILE ADDRESS

WVDEP – AML

Mr. Robert Rice, Deputy Cabinet Secretary – Director Division of Land Restoration

304-926-0499, ext.

41208

601 57th Street Charleston, WV 25304

PROJECT CONTRACTOR

NA – To Be Determined based on competitive bidding

QUALIFIED PERSON/ 24-

HOUR CONTACT

NA – To Be Determined

OTHER

2.0 OBJECTIVE

A storm water pollution prevention plan must be prepared for storm water discharges that will reach Waters of West Virginia, including discharges to the Municipal Separate Storm Sewer System (MS4), and to identify and address potential sources of pollution that are reasonably expected to affect the quality of discharges from the construction site, including off-site material storage areas, overburden and stockpiles of dirt, borrow areas, equipment staging areas, vehicle repair areas, fueling areas, etc., used by the permitted project. The SWPPP must describe and ensure the implementation of practices that will be used to reduce the pollutants in storm water discharges associated with construction activity at the construction site and assure compliance with the terms and conditions of the general permit.

3.0 Non-Storm Water Discharges

All discharges authorized by this permit shall be composed entirely of storm water.

4.0 SWPPP REVIEW AND AMMENDMENTS

4.1 Review

This SWPPP must be retained on-site at the construction site or, if the site is inactive or does not have an on-site location to store the plan, a notice must be posted describing the location of the SWPPP. This SWPPP must be made readily available at the time of an on-site inspection.

4.2 Amendments

This SWPPP will be revised or updated when the following occurs:

1. Change in design, construction, operation, or maintenance that has a significant effect on the discharge of pollutants and that has not been previously addressed in this SWPPP.

2. Results of inspections or investigations indicating this SWPPP is proving ineffective in eliminating or significantly minimizing pollutants in discharges authorized under the general permit.

3. To identify any new contractor and/or subcontractor that will implement a measure of the SWPPP.

All other permittees implementing portions of the SWPPP that will be impacted by a change to the SWPPP will be notified of the change in a timely fashion.

The revisions to the SWPPP will be documented on the “SWPPP Revision Documentation Form” found in the front of this document.

The authorized representative with regulatory authority (corporate officer or proprietor) to approve the SWPPP shall sign the modified plan certifying that the SWPPP revision information is true and accurate.

5.0 SITE OR PROJECT DESCRIPTION

5.1 Description of Construction Activity & Environmental Impacts – See Appendix A: Attachment 9 - Project Description and Attachment 13 - ES Narrative. Also refer to Appendix B - Drawings

5.2 Construction Activity with Potential Pollutants and Sources

Potential pollutant sources at the Lick Run 5 Project are limited to sediment from excavation and fill placement, surfacing of the gravel access road, riprap placement, revegetation including fertilizer, seeding, and mulching, and diesel fuel and grease.

No herbicides or pesticides will be used onsite. No cement will be stored onsite and concrete will not be mixed onsite. No concrete is required for the project. A discussion of each potential pollution source follows:

• Excavation and Fill: Soils will be excavated as shown on the plans and will generally be handled using heavy construction equipment including; track mounted dozers and excavators, and off-road wheel mounted dump trucks. Soils will be excavated and placed immediately as fill onsite. Soils that are excavated and not immediately placed as compacted fill will be stockpiled onsite in a high area not subject to run-on. Erosion will be controlled by preventing run on to disturbed areas and sediment will be controlled by temporary sediment control measures shown on the plans.

• Surfacing of the access road, and riprap placement: Base stone aggregate for the access road and riprap will be hauled to the site from a commercial source in street legal dump trucks and placed at once in permanent position. These materials will not be stock piled onsite and will not be sediment producing.

• Revegetation: Disturbed areas will be hydroseeded at completion.

Fertilizer, seed, and mulch will be mixed in the hydro-seeder and sprayed into permanent position. Sediment from disturbed areas will be controlled by the temporary erosion and sediment control measures shown on the plans until the site is revegetated in accordance with the regulations. Permanent hydroseed mix will be applied during the spring and fall when conditions are optimal for germination and revegetation.

5.3 Major Activities Schedule – See Appendix A: Attachment 14 – Construction Sequence

The following schedule sheet is an intended schedule or sequence of major activities that will disturb the soil for major portions of the site.

Details are provided as an attachment in Appendix A and on the Plans included in Appendix B.

Schedule Sheet for Soil Disturbing Activities

Estimate Construction Start Date: _____TBA_________________

Estimate Construction End Date: _____Start + 6 months_______

Activity Estimated Time Actual Time

Install BMPs 2 weeks

Land clearing 2 weeks

Demolition 2 weeks

Excavation 4 weeks

Filling 4 weeks

Utilities

NA

Install foundations, retaining walls, etc

NA

Paving

NA

Revegetation 1 week

BMP Removal 2 weeks

5.4 Property Acreage

The total area of the property is _11.35_ acres. The total anticipated area of soils to be disturbed is 11.35_acres.

5.5 Construction Activity Acreage

The total number of acres of construction activities, material storage areas, stockpiles, and borrows areas are listed below:

Activity or Material Acres Construction Activities (resulting in land disturbance) 11.35 Off-site Material Storage Areas 0 Overburden and Stockpiles of Dirt 0 Borrow Areas 0

5.6 Soil Data – See Appendix A: Attachment 11 – Cut/Fill, Attachment 17 – Drainage, and Geotechnical Report with Boring Logs. Also refer to Appendix B: Drawings and Appendix C:

Drainage Calculations and Tables.

Soil Data Sheet

Pre-construction runoff coefficient: _________70__________

Post-construction runoff coefficient: ________70___________

Runoff Coefficient:

High: 70-100% impervious (example: asphalt, buildings, paved surfaces) Medium: 40-70% impervious (example: packed soils) Low: 0-40% impervious (example: grassy areas)

Description of soil: Soil Data – See Appendix A: Attachment 11 – Cut/Fill, Attachment 17 – Drainage, and Geotechnical Investigation with Boring Logs. Also refer to Appendix B: Drawings and Appendix C: Drainage Calculations and Tables.

5.7 General Location Map and Site Map

The general location map is included as Figure 1. A detailed site map is also attached in Appendix B: Drawings.

5.8 Erosion and Sediment Control Site Map – See Appendix A:

Attachment 13 – ES Narrative and Appendix B: Drawings.

5.9 Industrial Discharges

This project does/does not (circle one) involve discharges associated with industrial activities other than commercial construction activities.

For construction occurring on an industrial site, reference existing multi-sector SWPPP, if applicable.

There are/are not (circle one) dedicated concrete or asphalt plants associated with this project.

There will be no discharge of process wastewater from concrete or asphalt plants. Water from equipment and vehicle washing, wheel washing, concrete and bituminous washout, and washout from paints, oils, and other construction materials is production waste water and cannot be disposed of on site or discharged without an individual NPDES permit. It must be contained and removed for processing and proper disposal.

5.10 Receiving Waters

The first named water body that receives stormwater discharges from the site is _Lick Run_______________. (See Figures 1 thru 3, Site Location and Drainage Maps)

The Designated Uses for this water body are:

NA – Natural Stream

5.11 WVDEP Construction General Permit, WV0115924. Refer to

DEP Website for General Permit information.

5.12 Threatened and/or Endangered Species

To be eligible for coverage under the construction stormwater permit, facilities must provide documentation on whether a listed endangered or threatened species, or critical habitat, are found with the proximity of the project. The facility used The Endangered Species Guidance provided in the Notice of Intent to help determine the status of the site. The species that must be considered in the Parish where this site is located are:

A visual inspection of the area indicated (Check One):

No endangered or threatened species and/or critical habitat located within the proximity of the facility.

The following species and/or critical habitat and findings were noted:

NOTE: Include documentation regarding authorization under the Endangered Species Act (ESA), comprehensive site assessments, and/or BMP’s that are protective of listed endangered and threatened species and/or critical habitat, where applicable.

5.13 Historical Determination

The adverse effects on historic properties must be considered before a facility can be covered by the construction general permit. The National Register of Historic Places web site was reviewed and revealed the following (Check One):

None of the listed sites are located in the vicinity of the facility, or listed sites will not be affected by the facility.

The following sites are located in the vicinity of the facility (West Virginia State Historic Preservation written agreement included in Appendix A.)

NOTE: Include written agreement with the West Virginia State Historic Preservation Officer (SHPO) that outlines all measures to be undertaken to mitigate or prevent adverse effects to the historic property, where applicable.

5.14 Total Maximum Daily Loading (TMDL)

The WVDEP (Check One)

Currently, there is no TMDL established for the receiving stream that would regulate potential pollutants from the construction site.

The enhanced BMP’s chosen for this site and discussed in this SWPPP are expected to ensure that storm water discharges are protective of water quality standards.

6.0 EROSION AND SEDIMENT CONTROLS

This section includes descriptions of control measures that will be implemented to control pollutants in the storm water discharges. The control measures shall, at a minimum, be designed to effectively minimize the discharge of pollutants by design, installation, and maintenance, in order to meet effluent limitations required by 40 CFR 450.21. These limitations were incorporated into the reissued WV0115924, effective February 10, 2019.

6.1 Short and Long-Term Goals/Criteria

• Retain sediment on-site to the extent practicable with consideration for local topography, soil type, and rainfall.

• Select, install, and maintain control measures according to the manufacturer or designer’s specifications.

• Remove sediment accumulations if sediment escapes the site at a frequency to minimize further negative effects and, whenever feasible, prior to the next storm event.

• Remove sediment from sediment traps and sedimentation ponds no later than the time that the wet storage design capacity has been reduced by 50%.

• Remove sediment from silt fences before reaching 50% of BMP height (above ground).

• Address off-site material storage areas in erosion and sediment control efforts (overburden and dirt stockpiles, borrow areas).

6.2 Best Practicable Technology (BPT)

The chosen controls shall include designs that are effective at minimizing pollutants, and should be installed and maintained to:

• Control storm water volume and velocity in ways that minimize soil erosion.

• Control storm water runoff during peak flow and total storm runoff volume to minimize channel and stream bank erosion and scour around discharge points.

• Minimize exposed soils generated during construction.

• Preserve topsoil where feasible.

• Minimize disturbance of steep slopes on site.

• Minimize sediment discharge with erosion and sediment controls that are designed and installed to address:

o Duration, amount, frequency and intensity of precipitation, o Nature of resulting runoff, o Soil characteristics: range of particle sizes present.

• Use natural buffers around waters of the state and direct runoff to these areas, where feasible.

o Discharges to Outstanding Natural Resource Waters and impaired streams must have a 100-foot buffer zone, o Explain alternative practices where site constraints limit buffer zones.

• Minimize soil compaction unless dictated by site development

• Utilize outlet structures that withdraw water from the surface of settling basins or impoundments.

6.3 Site-Specific Erosion and Sediment Controls – See

Appendix A: Attachment 13 – ES Narrative and Attachment B:

Drawings

7.0 STABILIZATION PRACTICES

The site stabilization practices described in this SWPPP include temporary and permanent stabilization measures that ensure that disturbed portions of the site are stabilized, and that existing vegetation is preserved when possible. Final stabilization measures may include but are not limited to permanent protection such as pavement, compacted gravel, permeable pavements/pavers, buildings, stable waterways (riprap, concrete, grass or pipe), a healthy, vigorous stand of grass or natural vegetation that uniformly covers at least 70 percent of the ground, stable outlet channels with velocity dissipation that directs site runoff to a natural watercourse, and any other approved structure or material.

7.1 Deadline to Initiate Stabilization Measures

The types of activities that constitute the initiation of stabilization include, but are not limited to:

• Prepping soil for vegetative or non-vegetative stabilization

• Applying mulch or other non-vegetative product

• Seeding or planting

• Starting stabilization practices on a porting of the area to be stabilized

• Finalizing arrangements to have stabilization product fully installed.

Except as noted below, stabilization measures shall be initiated as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 4 days after the construction activity in that portion of the site has permanently ceased.

• Where the initiation of stabilization measures by the 4th day, as applicable after construction activity temporarily or permanently ceases is precluded by natural causes, stabilization measures shall be initiated as soon as conditions allow.

• Where construction activity will resume on a portion of the site within 14 days from when activities ceased, (i.e., the total time period that construction activity is temporarily halted is less than 14 days) then stabilization measures do not have to be initiated on that portion of the site by the fourth day after construction activities have temporarily ceased.

• Areas where the seed has failed to germinate adequately (uniform perennial vegetative cover with a density of 70%) within 30 days after seeding and mulching must be reseeded immediately, or as soon as weather conditions allow.

7.2 Deadline to Complete Installation of Stabilization Measures

As soon as practicable, but no later than 4 days after initiation of soil stabilization measures, the site will have completed:

• Vegetative Stabilization – initial seeding or planting, and/or

• Non-Vegetative – installation or application of stabilization measures.

With extenuating circumstances like frozen conditions, stabilization measures will be completed as soon as practicable. Routine inspections will be continued until final stabilization requirements are met.

7.3 Other Deadlines

Where the site is affected by circumstances beyond the control of the Stormwater Permittee, and vegetative stabilization measures are proposed, the following deadlines apply:

• Immediately initiate, and within 4 days complete installation of temporary non-vegetative measures to prevent erosion.

• As soon as conditions allow, the activities required to plant and initially establish vegetation will proceed.

The circumstances that led to the inability to complete the deadlines outlined in sections 7.1 and 7.2 of this SWPPP will be documented, with the outline of a schedule for initiating and completing stabilization.

7.4 Stabilization Records

The stabilization practices implemented will be recorded on the “Stabilization Practice Schedule” found in Appendix D. If construction activities temporarily or permanently cease, then it will be noted in the Stabilization Practice Schedule.

STRUCTURAL CONTROLS

8.1 Structural Control Requirements

Sediment traps and sediment basins may be used to control solids in storm water runoff for drainage locations serving less than ten (10) acres.

Sediment basins must utilize outlet structures that release water from the surface, unless infeasible.

At a minimum, super silt fence, belted reinforced silt fence, standard silt fences, 18” silt socks, or equivalent sediment controls are required for all down slope boundaries (and for those side slope boundaries deemed appropriate as dictated by individual site conditions) of the construction.

8.2 Site Structural Controls – See Appendix A: Attachment 13 – ES Narrative and Appendix B – Drawings.

The structural controls required are shown on the attached Design Drawings. These controls described in attached Attachment 13 and are used to divert flows away from exposed soils, to limit the contact of runoff with disturbed areas, or to lessen the off-site transport of eroded soils.

9.0 STORM WATER MANAGEMENT – SEE APPENDIX A: ATTACHMENT

18 – FINAL MANAGEMENT AND APPENDIX B: DRAWINGS

If any permanent storm water controls (e.g. detention ponds, catch basin filter inserts, etc.) or velocity dissipation devices are installed during the construction process to control pollutants in storm water discharges and will remain in place after the completion of construction operations will be noted on the Structural Control Sheet found in the Site Information section of the Appendix D.

10.0 OTHER CONTROLS

10.1 Other Control Requirements

To minimize off-site tracking of sediments and generation of dust, typical controls may include stabilized construction entrances, shoveling and sweeping, watering for dust control, etc.

All construction and waste materials that pose a potential pollutant source to the storm water runoff from the construction site will be stored in such a manner so as to prevent or minimize storm water contact.

To demonstrate that all applicable state and local regulations governing waste disposal, sanitary sewer or septic systems are being obeyed, the following practices are in place:

• The site will have the typical waste lumber, insulation, sheetrock, roofing, used paint supplies, etc. commonly found on a construction site. Either a roll off dumpster or wire fence containment will be provided for storing trash and rubbish until it can be properly disposed of. The dumpster or fence containment will be covered when not in use to prevent storm water from coming into contact with the trash and rubbish.

• Any concrete or asphalt plants associated with the project will be permitted and operated under their appropriate stormwater pollution prevention control plans.

• Any controls required for endangered or threatened species or their habitat, and/or those required by the State Historic Preservation Officer (SHPO) will be installed properly and maintained accordingly.

10.2 Other Controls at the Site:

If any other controls will be used, it will be described on the Other Control Sheet shown below.

Other Controls Sheet

Controls Rationale

Dust - Water as needed

Off-site Tracking - Shoveling or sweeping as needed

Sewage - Port-a-toilets for workers; POTW for residence

Construction Litter and Trash - Covered dumpster to minimize waste materials contact with storm water

11.0 APPROVED LOCAL PLAN

The local requirements for an Erosion and Sediment Control Plan may or may not be met by the information contained in this SWPPP.

Additional information may be requested to fully comply with these local requirements.

12.0 MAINTENANCE

All erosion and sediment control measures and other protective measures identified in this SWPPP must be maintained in effective operating condition. If through inspections the permittee determines that BMPs are not operating effectively, maintenance must be performed within 24 hours for active construction sites and before the next anticipated storm event to maintain the continued effectiveness of storm water controls. If maintenance prior to the next anticipated storm event is impracticable, maintenance must be scheduled and accomplished as soon as practicable.

Erosion and sediment controls that have been intentionally disabled, run-over, removed, or otherwise rendered ineffective must be replaced or corrected immediately upon discovery.

13. 0 INSPECTIONS OF CONTROLS – SEE INSPECTION LOG APPENDIX D

The permittee shall ensure site inspections are conducted by a Qualified Person in accordance with this section. The purpose of the inspections is to ensure compliance with the approved plan, and when the approved plan is not effective at protecting water quality, the inspection is to document that plan improvements are needed.

The person(s) inspecting the site may be a staff person or a third party hired to conduct such inspections as long as they meet the definition of a Qualified Person.

The site must be inspected as listed below:

• At least once every four (4) calendar days and

• Within 24 hours of the occurrence of a precipitation event of 0.25 inches or greater, or the occurrence of runoff from snowmelt sufficient to cause a discharge.

• Repairs or maintenance to BMPs shall be performed within 24 hours unless unsafe conditions do not permit the inspection following a 0.25-inch rain event in a 24-hour period. Repairs shall be re-inspected no later than 48 hours following repair. If repairs cannot be completed within that period, that fact shall be explained on the inspection report and such explanation shall include an anticipated completion date.

Reductions in inspection frequency may occur in accordance with the following:

Stabilized areas:

The permittee may reduce the frequency of inspections to twice per month, no more than 14 calendar days apart, in any area of the site where final stabilization has been completed. If construction activity resumes in this portion of the site at a later date, the inspection frequency immediately increases to that required previous to the reduced frequency. The beginning and ending dates of this period must be recorded in the inspection report.

Exceptions:

For “linear projects”, where disturbed portions have undergone final stabilization at the same time active construction continues elsewhere, the permittee may reduce the frequency of inspections to twice per month no more than 14 calendar days apart, in any area of the site where the final stabilization has been completed. Inspect once more within 24 hours of the occurrence of a precipitation event of 0.25 inches or greater. If there are no issues or evidence of stabilization problems, further inspections may be suspended. If “wash-out” of stabilization materials and/or sediment is observed, following re-stabilization, the reduced inspection frequency is suspended. Inspections must continue until final stabilization is visually confirmed following a precipitation event of 0.25 inches or greater.

Frozen conditions:

If the permittee suspends construction activities due to frozen conditions, inspections on the site may be temporarily suspended until thawing conditions begin to occur if:

• Runoff is unlikely due to continuous frozen conditions that are likely to continue at the site for at least three (3) months based on historic seasonal averages. If unexpected weather conditions (such as above freezing temperatures or rain events) make discharges likely, the permittee must immediately resume the regular inspection frequency as applicable;

• Land disturbances have been suspended and all disturbed areas of the site have been stabilized.

If still conducting construction activities during frozen conditions, the permittee may reduce the inspection frequency to once per month if:

• Runoff is unlikely due to continuous frozen conditions that are likely to continue at the site for at least three (3) months based on historic seasonal averages. If unexpected weather conditions (such as above freezing temperatures or rain events) make discharges likely, the permittee must immediately resume the regular inspection frequency; and

• Except for areas undergoing construction activities, disturbed areas of the site have been stabilized, the beginning and ending dates of this period must be documented in the inspection report.

14.0 CONTRACTORS AND SUBCONTRACTORS’ RESPONSIBILITY

Each control measure implemented on site is identified on the attached Design Drawings. The contractor is responsible for implementing that measure in the approved Erosion and Sediment Control Plan.

The contractor is unknown at this time, therefore a list of contractors and subcontractors and the control measures their operations impact requirement is not available at this time.

All contractors and subcontractors working at the site are informed of the terms and conditions of the SWPPP and their obligation to follow the plan. In doing so, they agree not to perform their operations counter to the plan without first contacting the Permittee in order that the necessary adjustments to the SWPPP plan can be made to assure that pollutants are not discharged from the site in the storm water runoff.

15.0 UTILITY COMPANIES

No control measures relating to the installation of utility service are required at this time.

16.0 EMERGENCY NOTIFICATION

In the event of an unauthorized discharge that causes an emergency condition, the operator shall notify the hotline (WVDEP24-hour Elkview Emergency Response Unit) by telephone at 1-(304) 558-5938 or 1-(800) 642-3074 and the National Response Center at 1-(800)-424-8802 no later than one hour after learning of the discharge. Notification will be made regardless of the amount of the discharge. A written notification shall be provided within five (5) calendar days after the telephone notification, in accordance with the general permit requirements. The written submission shall contain a description of the noncompliance and its cause; the period of noncompliance, including exact dates and time, and if, the noncompliance has not been corrected, the anticipated time it is expected to continue; and steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance.

17. EMPLOYEE TRAINING – See Attached Training Log Appendix D

Describe an employee training program for all on-site personnel directly involved with construction activities at all levels of responsibility that reiterates the components and goal of the SWPPP.

• Training should address topics such as spill and leak response and internal reporting, good housekeeping, and routine inspection and maintenance.

• Training shall be on a quarterly basis while construction activities are occurring.

• A list of attendees and topics covered at each training session shall be documented and maintained in the SWPPP.

FIGURES

079° 44' 60.0000" W

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FIGURE 1 - TOPO MAP

LICK RUN 5 PROJECT

PRESTON COUNTY, WV

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PRESTON COUNTY, WV

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FIGURE 3 - SITE MAP WITH

DRAINAGE AREA AND

DISCHARGE POINT

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APPENDIX A

ATTACHMENTS

ATTACHMENT NO. 9 - TO SWPPP

PRESTON COUNTY, WEST VIRGINIA

CIVIL TECH PROJECT NO. 22140

Attachment No. 9: PROJECT DESCRIPTION

The Lick Run 5 Project is located in Preston County, WV. Refer to Drawing No. 00 for the site location. A description of the site and past mining is summarized below. The reader is referred to the attached Drawing 01 - Existing Site Conditions map for feature locations.

Site Description:

The site has been both deep mined and strip mined in the Upper Freeport Coal Seam.

Past mining activity has left four draining portals, a 300 ft. long x 30 ft. tall highwall, mine spoil, and coal refuse onsite. The project will include; highwall reclamation using onsite mine spoil and refuse, installation of four (4) wet mine seals to permanently dewater the mine pool, and drainage channels to convey AMD downslope to natural drainage. A portal survey was performed by a certified bat biologist and the results indicated the portals were not suitable habitat. Therefore, the portals will be fitted with wet mine seals and no bat gates are needed. A bat roost tree study was also performed by a certified bat biologist. The roost tree study identified one potential roost tree (PRT) located as shown on Figures 1 and 2. This tree will not be disturbed by the construction. The survey report is attached as Appendix B. The portals are partially collapsed and are producing low to moderate AMD. The AMD exhibits a low pH and iron content. As discussed in the Geotechnical Report attached to the SWPPP, the NRCS web soil survey suggests there is a band of clayey soil located downslope and to the west of the refuse and Portals P1 – P3 that will be used as a source of soil cover. This was verified by the test pit investigation as presented in the Geotechnical Report.

The site is located on property owned by Kingdom Ministries International – Shepard’s Tent and is currently used as a youth camp. The previous owner, Ron Thorn, donated the property to the church. Mr. Thorn is concerned about the safety of the church members since the highwall is located within 50 ft. of cabins and a rock-climbing wall.

Also, one of the portals is somewhat open at the face and is a safety concern due to collapsing roof rock.

Project Scope:

1. Mobilization/Demobilization of necessary and sufficient sized equipment to the project areas to complete the work within the stated time frame.

2. Temporary erosion and sediment control measures will be implemented including; temporary ditching, temporary piping, rock check dams with sumps, woven belted silt fence, rolled erosion control product, and a stabilized

ATTACHMENT NO. 9 - TO SWPPP

PRESTON COUNTY, WEST VIRGINIA

CIVIL TECH PROJECT NO. 22140

construction entrance as shown on the Plans. The construction sequence has been planned to utilize proposed permanent and temporary channels to prevent run-on into disturbed areas during construction and promote maintenance of vegetative buffers.

3. Clearing and grubbing.

4. Construction of temporary to be made permanent access roads with vegetated

“vee” road ditches.

5. Excavation including mine spoil and coal refuse removal, ditch excavation, and soil borrow.

6. Stripping and removal/stockpile of surface soil suitable for use as soil cover.

7. Construction of riprap “vee” drainage channels, riprap splash pads, and a riprap channel road crossing.

8. Placement of random fill to remediate the dangerous highwall.

9. Obtain soil borrow for use as soil cover.

10. Install four (4) wet mine seals in Portals 1 thru 4.

11. Disturbed areas where natural soil is not exposed, and the highwall fill, will be revegetated and a minimum of 12 inches of soil cover will be placed prior to revegetation (Best Clayey Soil Available).

The design is based on the results of our site visits and direction provided by the WVDEP. Refer to Drawing 01 – Existing Site Conditions with Tax Map Overlay and Baseline Layout Info, and Drawings 02 and 03 – Proposed Site Plan.

Please refer to Attachment 17- Drainage for a more detailed description of drainage analysis and associated calculations.

Access to the site will be maintained to the original or better condition. Existing roads to the site will be utilized to the extent possible for ease of access and to minimize disturbance for construction storm water permitting purposes. Erosion and sediment control measures will be installed and maintained in accordance with the construction sequence shown on the Plans and as described herein. Refer to Attachment 13 - Erosion and Sediment Control Narrative.

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T west virginia department of environmental protection

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ATTACHMENT NO 11 - TO SWPPP

PRESTON COUNTY, WEST VIRGINIA

CIVIL TECH PROJECT NO. 22140

Attachment No. 11: CUT/FILL VOLUME & WASTE/BORROW

Excavation and fill required for the project will include; unclassified excavation of refuse and mine spoil for use in filling the highwall face, road and drainage ditch construction, and borrow excavation to obtain soil cover. The material volumes have been developed using the cross sections shown on the plans and the average end area method. The refuse will be removed to natural ground and hauled to the highwall reclamation area.

The highwall will be reclaimed with fill slopes ranging from 6.5:1(H:V) to 2:1(H:V). Field adjustment of the fill slope may be needed to balance cut and fill depending on the actual volume of refuse, mine spoil, and shrink/swell that may occur. For purposes of this analysis, we have considered the excavated material will shrink by 10%. Also, as a conservative evaluation, we have not considered any of the mine spoil will be suitable for use as soil cover. Should material suitable for use as soil cover be encountered in the mine spoil excavation, the amount of soil borrow will be reduced by that amount.

Material balance information is provided below:

Work Item

Project Component

Gross Total

(CY)

Mine Spoil Removal and Highwall Reclamation

(CY)

Refuse Area Reclaim

(CY)

Soil Cover

Borrow (CY) Excavation +8994 +4519 13513 Random Fill -8411 -971 9382 Soil Cover Borrow -2297 -653 +2950 0

Excavation Available for Fill = 13,513 CY – 10% Shrinkage = 12,162 CY Random Fill Needed = 9382 CY Balance = +2778 CY (+ indicates excess material available for use as fill)

NOTES

1. Total excess material is approximately 2778 CY.

2. Should excess material be available for use as random fill. The highwall fill slope will be adjusted and/or material will be wasted in the borrow site to balance cut and fill.

3. Soil cover will be obtained from the soil borrow site as required.

ATTACHMENT NO 11 - TO SWPPP

PRESTON COUNTY, WEST VIRGINIA

CIVIL TECH PROJECT NO. 22140

Please see the attached Drawings:

Drawings 02 and 03, Proposed Site Plan Drawing S8, Borrow Area Sections B1 thru B3 Drawings D1 thru D3, Miscellaneous Details

Please note all disturbed areas have been included in the LOD area provided in this application and as shown on attached Drawings.

Discussion of Lick run 5 Project Slip Potential: No soil slippage potential information was provided on the NRCS Web Soil Survey for the Lick Run project location.

However, based on the results of our site visits to date, there is no indication of existing active or past landslide activity onsite. In addition, a test pit investigation, and laboratory testing on samples obtained was performed to evaluate the availability of soil cover. The results of the investigation indicate the natural material present onsite consist of low to medium plasticity sandy silty clay. The test pits were all dry except TP-

6. We believe this area of the site is being saturated due to drainage from Portal P-1.

This will be eliminated as part of the project remediation. See the attached Geotechnical Investigation report. The project does not include significant sidehill cut or fill or other grading that is likely to result in slope instability. Clearing and grubbing will be minimized and in general, land disturbance will be minor and limited to that necessary to access the site and construct the project complete. Therefore, there should be no greater potential for slope instability during or after the planned construction than that which exists at present within this area. In fact, the installation of ditches to improve drainage and collect portal flow will serve to control runoff and minimize future instability.

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WET MINE SEAL

WET MINE SEAL OUTLET PIPES

CROSS SECTION, TYP.

WET MINE SEAL CROSS-OVER PIPE

CROSS SECTION, TYP.

WET MINE SEAL CROSS-OVER PIPE

LONGITUDINAL VIEW, TYP.

WET MINE SEAL PIPE DETAILS, TYP.

WET MINE SEAL OUTLET PIPES

LONGITUDINAL VIEW, TYP.

DETAIL (1) - ENTIRE SHEET

12" Ï PVC PIPE ANIMAL GUARD

CROSS SECTION, TYP.

ANIMAL GUARD DETAIL

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DETAIL (2)

RIPRAP 2H:1V "VEE" CHANNEL x 3 FEET DEEP (MINIMUM)

DETAIL (1)

RIPRAP 2H:1V "VEE" CHANNEL x 2 FEET DEEP (MINIMUM)

DETAIL (3)

TRACKING CONSTRUCTED SLOPE

DETAIL (4)

TEMPORARY ACCESS ROAD CONSTRUCTION DETAIL

DETAIL (5)

TEMPORARY TRAFFIC CONTROL DETAIL

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PIPE GATE ELEVATION VIEW,

TYP.

LOCK BOX ELEVATION VIEW

(TOWARD PROJECT)

LOCK BOX SECTION VIEW

DETAIL (1)

BENCH CONSTRUCTION

DETAIL (3)

PIPE GATE

PLAN VIEW

A.

CROSS SECTION A. - A.

A.

DETAIL (4)

RIPRAP "VEE" CHANNEL ROAD CROSSING

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CIVIL TECH ENGINEERING, INC.

300A Prestige Drive

Hurricane, West Virginia 25526 Phone: 304-757-8094 Fax: 304-757-8095 civiltech1@frontier.com

January 2, 2024

Mr. Joseph Lake

WVDEP-AML

101 Cambridge Place Bridgeport, West Virginia 26330

Subject: Geotechnical Report

2022 AML Contract 6 Projects – North DEP23*22 – Lick Run 5 Project Preston County, West Virginia

Civil Tech Project No. 22140

Dear Mr. Lake:

We are pleased to present the Geotechnical Report for the subject project. This report has been submitted in color pdf format and includes the results of the NRCS Web Soil Survey evaluation, and test pit investigation performed at the Lick Run 5 project site. This report is also attached to the Preliminary Design Documents submitted under separate cover.

We trust this report is acceptable. Please feel free to call if you have questions or require additional information.

Very truly yours, CIVIL TECH ENGINEERING INC.

Mark E. Pennington MS, PE

Principal Engineer

cc. Mr. Troy Schell, WVDEP-AML

GEOTECHNICAL REPORT

LICK RUN 5 PROJECT

2022 AML CONTRACT 6 PROJECTS – NORTH

PRESTON COUNTY, WEST VIRGINIA

SUBMITTED TO:

MR. JOSEPH LAKE

WVDEP-AML

BRIDGEPORT, WEST VIRGINIA

SUBMITTED BY:

CIVIL TECH ENGINEERING INC.

HURRICANE, WEST VIRGINIA

SUBMITTED: January 2, 2024

TABLE OF CONTENTS

Page No.

A. SITE DESCRIPTION 1

B. SUBSURFACE INVESTIGATION 2

C. MATERIAL BALANCE 8

ILLUSTRATIONS

Figure 1 – Existing Site Conditions and Test Pit Location Plan Figures 2 through 7 – Test Pit Logs

APPENDIX A

Laboratory Test Results

APPENDIX B

Web Soil Survey Printouts

Geotechnical Report 2022 AML Contract 6 Projects – North Lick Run 5 Project Preston County, West Virginia

A. SITE DESCRIPTION

A.1 General: The initial site visit was conducted on November 3, 2022. Our personnel also visited the site on later dates to perform; additional site reconnaissance, surveying to verify topographic mapping provided, stake the borrow area test pits, and inspect the test pit excavation. The reader is referred to the attached Figure 1 - Existing Site Conditions and Test Pit Locations drawing.

The site has been both deep mined and strip mined in the Upper Freeport Coal Seam.

Past mining activity has left four draining portals, a 300 ft. long x 30 ft. tall highwall, mine spoil, and coal refuse onsite. The project will include; highwall reclamation using onsite mine spoil and refuse, installation of four (4) wet mine seals to permanently dewater the mine pool, and drainage channels to convey AMD downslope to natural drainage.

A portal survey was performed by a certified bat biologist and the results indicated the portals were not suitable habitat. Therefore, the portals will be fitted with wet mine seals and no bat gates are needed. A bat roost tree study was also performed by a certified bat biologist. The roost tree study identified one potential roost tree (PRT) located as shown on Figure 1. This tree will not be disturbed by the construction. The portal survey and roost tree study report are attached as Appendix B to the Preliminary Design Documents submitted under separate cover.

The portals are partially collapsed and are producing low to moderate AMD. The AMD exhibits a low pH and iron content. As discussed herein, the NRCS web soil survey suggests there is a band of clayey soil located downslope and to the west of the refuse and Portals P2 – P4 that will be used as a source of soil cover. This was verified by the test pit investigation as presented herein.

The site is located on property owned by Kingdom Ministries International – Shepard’s Tent and is currently used as a youth camp. The previous owner, Ron Thorn, donated the property to the church. Mr. Thorn is concerned about the safety of the church members since the highwall is located within 50 ft. of cabins and a rock-climbing wall.

Also, one of the portals is somewhat open at the face and is a safety concern due to collapsing roof rock.

Lick Run 5 Project

A.2 NRCS Web Soil Survey Results: Prior to performing the test pit investigation, the NRCS Web Soil Survey website was utilized to evaluate the potential source of soil cover material onsite. The following was evaluated:

• Hydrologic Soil Group

• AASHTO Group Index

• Topsoil Source

• Depth to Bedrock

Printouts from this evaluation are included as Appendix B. As shown on the printouts, and mentioned herein, there is a band of clayey material labeled as “EsC” located downslope and to the west of Portals P-2 thru P-4. This is the area outlined as “Soil Borrow Limits” (SBL) on Figure 1. The web soil survey results indicate the material within the proposed borrow area is Hydrologic Soil Group “D” described as clay soils.

The soil was rated as a “fair” source of topsoil. The depth to bedrock was shown to be greater than 6.5 ft. As discussed below, the information provided on the WSS is corroborated by the results of the test pit investigation.

B. SUBSURFACE INVESTIGATION

B.1 General: A test pit investigation was performed at the site by our personnel using a track mounted excavator provided by Carpenter Trucking on December 14 and 15, 2023. Test Pits were advanced at six (6) locations (Test Pits TP-1 thru TP-4, TP-6, and TP-7) as shown on the existing site conditions map included herein as Figure 1. Test Pit TP-5 was eliminated due to proximity to the Potential Roost Tree (PRT), and associated concerns about damaging or disturbing the tree in order to access the test pit. The test pits were advanced to investigate the proposed soil cover borrow site using an excavator under the supervision of our onsite technician. Bag samples were obtained from the test pits and returned to our office for further examination by our engineer, and for laboratory testing. All test pits were advanced to bedrock with the exception of TP-7. This test pit was advanced within the coal refuse limits to determine the depth to natural material. However, at 9 ft. (equipment limit), natural material had not been encountered and the test pit was terminated in refuse.

B.2 Coal Refuse: Coal refuse was encountered at the ground surface in Test Pit TP-7.

The refuse extended to the test pit termination depth of 9 ft. below the ground surface.

This material will be excavated to natural soil and hauled to the highwall reclamation area for disposal. Refer to Figure 1 for the approximate limits of the refuse area.

Lick Run 5 Project

B.3 Natural Soil: Test pits TP-1 thru TP-4, and TP-6 encountered approximately 1 to 2

ft. of topsoil that contained some coal and rock fragments. This material is currently supporting vegetation and should be suitable for use as soil cover provided; it is blended with natural clayey soils available, over size rocks are removed, and the root mass can also be removed.

Natural sandy silty clay was encountered below the topsoil in test pits TP-1 thru TP-4, and TP-6. The silty clay contained some rock fragments however, no large boulders or rocks were encountered that would render this material unsuitable for use as soil cover.

The silty clay extended to bedrock at depths ranging from 5 to 7 ft. below the ground surface. The results of laboratory testing performed on samples of the clay obtained from Test Pits TP-3 and TP-6 indicate the material is of low to medium plasticity.

Natural moisture contents of 26.8% and 18.3% were obtained in the samples from TP-3 and TP-6, respectively.

B.4 Groundwater: All test pits were dry at completion with the except of Test Pit TP-6.

As noted on the test pit log, water was flowing into the bottom of the test pit at the bedrock surface. We believe the source of this water may be Portal P-1 located uphill of the test pit as shown on Figure 1.

Please see below for pictures of the test pits:

Lick Run 5 Project

Test Pit TP-1

Test Pit TP-2

Lick Run 5 Project

Test Pit TP-3

Lick Run 5 Project

Test Pit TP-4

Lick Run 5 Project

Test Pit TP-6

Test Pit TP-7

Lick Run 5 Project

C. MATERIAL BALANCE

Based on the results of the test pit investigation, we estimate an average of 5 ft. of suitable clayey material or more will be available within the proposed soil borrow area.

Considering a soil borrow limit of approximately 31,791 square feet, and a 5 ft.

estimated thickness of soil cover material, this results in approximately 5900 CY of available soil cover within the proposed SBL.