WQ0033677_More Information (Received)_20191122

Case Farms Morganton Hatchery
Irrigation System Expansion
Burke County, North Carolin&CE'v"""m ozv;;
NOV 2 2 Nig
Irrigation System
Non -Discharge
Permitting Unit
Application Package for Case Farms
Project No.: A65502.00
Submittal Date: November 19, 2019
" SEAL
17069
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Prepared By:
MacConnell & Associates, P.C.
1101 Nowell Road, Suite 118 P.O. Box 129
Raleigh, NC 27607 Morrisville, NC 27560
Phone: [phone] Fax: [phone]

Case Farms Morganton Hatchery
Irrigation System Expansion
Burke County, North Carolina
Irrigation System
Application Package for Case Farms
Project No.: A65502.00
Submittal Date: November 19, 2019
SEAL
17069
MacG�
IIIItttt?,
Prepared By:
MacConnell & Associates, P.C.
1101 Nowell Road, Suite 118 P.O. Box 129
Raleigh, NC 27607 Morrisville, NC 27560
Phone: [phone] Fax: [phone]

P. O. Box 129
Morrisville, NC 27560
919-467-1239 Phone
MAcCONNELL
& AssocuTEs, P.c.
Date: 11/19/2019
Ms. Ashley Kabat, Environmental Specialist
NC DEQ/Division of Water Resources
Water Quality Regional Operations
512 N. Salisbury St
Raleigh, North Carolina 27604
Re: Case Farms — Irrigation System Expansion Response to Comments
MacConnell & Associates Project Number: A65502.00
Dear Ms.Kabat:
On behalf of Case Farms Morganton Hatchery, please find enclosed one (1) copy of the
following for the above referenced project:
➢ Responses to your comments dated October 21, 2019
➢ Plans and Specifications
➢ Soil Evaluation
➢ Previous Hydrogeologic Report
➢ Engineering Calculations
➢ Wastewater Irrigation Systems Instructions Form, WWIS 06-16
1101 Nowell Road
Suite 118
Raleigh, NC 27607
Fax [phone]
Thank you for your consideration. If you have any questions or require additional information,
please contact me at [phone].
Sincerely,
Gary S. MacConnell, PE
President
Enclosures
cc: William Pate — Project Contact
Paul Taylor — Case Farms Project Manager

P. O. Box 129
Morrisville, NC 27560
919-467-1239 Phone
MACCONNELL
& ASSOCIATES, P.C.
Response to Comments
1101 Nowell Road
Suite 118
Raleigh, NC 27607
Fax [phone]
To: Ashley Rabat Date: November 19, 2019
Client: Case Farms, LLC From: Gary S. MacConnell, P.E.
Project: Process Wastewater System Subject: Response to Comments
Project No.: A65502.00
1. Introduction
On October 21, 2019, MacConnell and Associates received technical comments from NCDEQ
state reviewer, Ashley Kabat. This technical memorandum discussed the comments and how
MacConnell and Associates working with Case Farms addressed them.
Comment A.1: The Technical Memorandum submitted to Mikal Willmer of the Asheville
Regional Office on October 1, 2019 indicated that irrigation area in Zone 1 and Zone 2 was being
removed due to a setback violation for an onsite place of public assembly. Please be aware that a
Non -Discharge Wastewater System Waiver can be filled out and recorded with the Burke County
Register of Deeds to waive this setback.
Response: A setback waiver will be recorded and registered with the Burke County Register of
deeds.
Comment C.1: The application must be signed in accordance with 15A NCAC 02T .0106(b), by
the president or vice-president of the company, or a signature authority delegation form shall be
filled out delegating Paul Taylor.
Response: The application is signed by Kevin L. Phillips, president of Case Farms in accordance
with 15A NCAC 02T .0106(b).
Comment G.1: A hydrogeologic report shall be prepared by a Licensed Geologist, Licensed Soil
Scientist, or Professional Engineer and shall be provided to the Division by the applicant for
systems treating industrial waste. This report shall include items listed in the WWIS 06-16
application, at a minimum. [15A NCAC 02T .0504(e)]
MacConnell & Associates, P.C.

Response: A historical geologic report from 2009 was found for the project and a pdf of this report
is included in this response to comments. Since the size of the drain field is increasing the
historical report should work for this area.
Comment G.2: Provide an analysis on the current monitoring well locations at this site in relation
to the proposed irrigation area. If the monitoring wells do not sufficiently capture the groundwater
up -gradient and downgradient of the wastewater application site, propose new well locations(s).
[15A NCAC 02T .0504(e)]
Response: A technical memorandum was written and included in this response to comments
analyzing the location of the existing monitoring wells and the gradient of the groundwater aquifer
beneath and around the spray irrigation field.
Comment L1: Show the existing monitoring well locations on sheet C-104. [15A NCAC 02T
.0504(d)]
Response: Existing monitoring well locations are shown on revised sheet C-102.
Comment L2: Show a clearing, grubbing, and fill plan/notes in the Engineering Plans. It is unclear
which areas will be cleared, grubbed, and/or filled. Show all major surface diversion ditches to be
filled. [15A NCAC 02T .0504(c)]
Response: Clearing and grubbing extents and notes are included on sheet C-103.
Comment 1.3: A revised Engineering plan was sent to Mikal Wilhner in the Asheville Regional
Office on October 1, 2019 showing reduced irrigation area in Zones 5 and 6. If Zones 5 and 6 are
being reduced in size, all applicable materials related to the irrigation area sizing shall be modified
(i.e. cover letter, application, water balance, engineering specifications, engineering calculations,
and site map). A signed, sealed and dated full-size and half-size plan set shall also be submitted
with the updated modifications.
Response: Updated and sealed engineering calcs, application, and site map are included with the
revised wetted field sizes based upon revised design.
Comment J.1: Provide further specifications on the earthwork that will occur in the irrigation area.
It is unclear if fill material will be provide inside the wetted area boundary or if it will only be used
to till ditches in the unsuitable areas. [15A NCAC 02T .0504(c)]
Response: Backfill specifications and areas have been added to figures and specifications packet.
Comment J.2: Specify if the woods will be thinned and lanes installed per the Soil Scientist's
recommendation. [15A NCACA 02T .0504(c)]
Response: Specifications updated to direct that lanes be thinned into the forest for the installation
of the required spray irrigation piping.
MacConnell & Associates, P.C. 2

Comment J.3: It is unclear if the existing pump controls the existing irrigation area and the
proposed pump controls the proposed irrigation area. Multiple pumps shall be provided wherever
pumps are used. Either provide calculations showing that one pump has the ability to irrigate all
zones, provide a third pump for back-up, or apply for Alternative Design Criteria for lack of pump
duality. [15A NCAC 02T .0505(k)]
Response: Calculations are provided showing that new installed pump can handle average daily
flow of 8,000 gallons. The new pump is being installed next to existing pump to satisfy two -pump
requirement from NCDEQ.
Comment L1: Show the existing monitoring well locations on sheet C-104. [15A NCAC 02T
.0504(d)]
Response: Existing monitoring well locations are shown on sheet C-102
MacConnell & Associates, P.C.

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 0211.0400 (if necessary),'
NCAC 02L .0100, 15A NCAC 02T .0100, 15A NCAC 02T .0700, Division Policies and £ood engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit website
General — When submitting an application to the Water Quality Permitting Section's Non -Discharge Permitting Unit, please use the
following instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions and checking
the provided boxes will help produce a quicker review time and reduce the amount of requested additional information.
Unless otherwise noted, the Applicant shall submit one original and two copies of the application and supporting documentation.
A. Cover Letter (All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
® Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environmental
Quality (NCDEQ). The appropriate fee amount for new and major modification applications may be found at: Standard Review
Project Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages):
® Submit the completed and appropriately executed Wastewater Irrigation Systems (FORM: WWIS 06-16) application. Any
unauthorized content changes to this form shall result in the application package being returned. If necessary for clarity or due
to space restrictions, attachments to the application may be made, as long as the attachments are numbered to correspond to the
section and item to which they refer.
® If the Applicant Type in Item I.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item L2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
® The facility name in Item IL 1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® The Applicant's Certification on Page 12 of the application shall be signed in accordance with 15A NCAC 02T .0106 b.. Per
15A NCAC 02T .0106�(c), an alternate person may be designated as the signing official if a delegation letter is provided from
a person who meets the criteria in 15A NCAC 02T 0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal [FORM: NDSR 1 application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504( , the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
® Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
❑ Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
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E. Soil Evaluation (All Application Packages that include new irrigation sites):
❑ Per 15A NCAC 02T .0504 b1 and the Soil Scientist Evaluation Policy, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
® The report shall identify all the sites/fields with project name, location, and include a statement that the sites/fields were
recommended for the proposed land application activity.
® Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Polic•, .
® Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Polio .
® Provide all soil boring logs performed at the site.
® Standard soil fertility analysis conducted no more than one year prior to permit application for each map unit in the soil
map legend for the following parameters:
® Acidity ® Exchangeable sodium percentage (by calculation) ® Phosphorus
® Base saturation (by calculation) ® Magnesium ® Potassium
® Calcium ® Manganese ® Sodium
® Cation exchange capacity ® Percent humic matter ® Zinc
® Copper ® pH
➢ Saturated hydraulic conductivity (KsAT) data that shall include at a minimum:
® A minimum of three KSAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
® All KSAT tests shall be conducted in areas representative of the site.
® All KsAT tests shall be run until steady-state equilibrium has been achieved.
® All collected KsAT data shall be submitted, including copies of field worksheets showing all collected readings.
® Submit a soil profile description for each KsAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
® A brief summary of each map unit and its composition and identification of minor contrasting soils.
® Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
® Seasonal irrigation restrictions, if appropriate.
® Identification of areas not suitable for wastewater irrigation.
® Recommended geometric mean KsAT rate to be used in the water balance for each soil/map unit based upon in -situ
measurement of the saturated hydraulic conductivity from the most restrictive horizon.
® Recommended drainage coefficient to be used in the water balance based upon comprehensive site evaluation, review
of collected onsite data, minor amounts of contrasting soils and the nature of the wastewater to be applied.
® Recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed irrigation areas based
upon in -situ KsAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement shall
be included indicating that the site has not changed since the original investigation.
Agronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
® Per 15A NCAC 02T .0504t il, submit an agronomist evaluation that has been signed, sealed and dated by a qualified professional
and includes at a minimum:
® Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
El Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.I. and proposed mineralization and volatilization rates.
® Historical site consideration, soil binding and plant uptake of phosphorus.
® Seasonal irrigation restrictions, if appropriate.
® A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
® Maintenance and management plan for all specified crops.
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Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
® Per 15A NCAC 02T .0504te1, the Hydrogeologic Investigation and Reporting Policy, the Groundwater Modelin Policy olicy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy, submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
® A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
® Representative borings within the irrigation areas and all proposed earthen impoundments.
® A description of the regional and local geology and hydrogeology.
® A description, based on field observations of the site, of the site topographic setting, streams, springs and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect the
movement of the contaminant plume and treated wastewater.
® Changes in lithology underlying the site.
® Depth to bedrock and occurrence of any rock outcrops.
® The hydraulic conductivity and transmissivity of the affected aquifer(s).
® Depth to the seasonal high water table (SHWT).
® A discussion of the relationship between the affected aquifers of the site to local and regional geologic and hydrogeologic
features.
® A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified irrigation sites, changes in flow or changes in storage):
® Per. 15A NCAC 02T .0504(k) and the Water Balance Calculation Policv, submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
❑ At least a two-year iteration of data computation that considers precipitation into and evaporation from all open atmosphere
storage impoundments, and uses a variable number of days per month.
® Precipitation based on the 80" percentile and a minimum of 30 years of observed data.
® Potential Evapotranspiration (PET) using the Thomthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
® Soil drainage based on the geometric mean of the in -situ KsAT tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
® Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
® Nutrient limitations and seasonal application times to ensure wastewater irrigation does not exceed agronomic rates.
® Crop management activities resulting in cessation of irrigation for crop removal.
NOTE — Wastewater Irrigation Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0504(c)11), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
® Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
® A hydraulic profile from the treatment plant headworks to the highest irrigation point.
® The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
® Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
® Locations within the irrigation system of air releases, drains, control valves, highest irrigation nozzle/emitter, etc.
❑ For automated irrigation systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
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J. Specifications (All Application Packages):
® Per 15A NCAC 02T .0504(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
® Table of contents with each section/page numbered.
® Detailed specifications for each treatmem/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
® Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0504(c)(3 , submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
❑ hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.I. were determined.
® Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
❑ Total and effective storage calculations for each storage unit.
® Friction/total dynamic head calculations and system curve analysis for each pump used.
® Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, irrigation system, etc.
❑ Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
® A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended rates.
❑ A demonstration that the specified auxiliary power source is capable of powering all essential treatment units-
L. Site Map (All Application Packages):
® Per 15A NCAC 02T .0504(d}, submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor, and shall include at a minimum:
® A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility -related structures and fences within the wastewater treatment, storage and irrigation areas.
® Soil mapping units shown on all irrigation sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and irrigation sites.
® Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108, and 15A NCAC 02T .0506Ucj
if applicable-
® Setbacks as required by 15A NCAC 02T .0506.
® Site property boundaries within 500 feet of all wastewater treatment, storage and irrigation sites.
® All habitable residences or places of public assembly within 500 feet of all treatment, storage and irrigation sites.
NOTE — For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
® Per 15A NCAC 02T .0505(1), submit documentation of power reliability that shall consist of at a minimum:
❑ An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
❑ Serves a private water distribution system that has automatic shut-off during power failures and has no elevated water
storage tanks,
❑ Has sufficient storage capacity that no potential for overflow exists, and
❑ Can tolerate septic wastewater due to prolonged detention.
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N. Operation and Maintenance Plan (All Application Packages):
® Per 15A NCAC 02T .0507, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment, storage
and irrigation systems that shall include at a minimum a description of:
® Operation of the wastewater treatment, storage and irrigation systems in sufficient detail to show what operations are
necessary for the system to function and by whom the functions are to be conducted.
® Anticipated maintenance of the wastewater treatment, storage and irrigation systems.
® Safety measures, including restriction of access to the site and equipment.
® Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
® Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .0116, however, a preliminary O&M Plan shall be submitted with each application package.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
❑ Per 15A NCAC 02T .0504(i 1 and .0508, submit a Residuals Management Plan that shall include at a minimum:
❑ A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .05051 oM, a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .0504(i 1, a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P, Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(aN 1 ) and .0504 , provide the Certificate of Public Convenience and Necessity from the North
Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area to be
served by the wastewater treatment and irrigation system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ Existing Permit (All Modification Packages):
® Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01C.0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)i4i, submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and irrigation system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation system is located within the 100-year floodplain):
❑ Per 15A NCAC 02T .0105(c)(81, provide written documentation from all local governing entities that the facility is in
compliance with all local ordinances regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain.
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P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreciaent (FORM: HOAR.
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEVI.
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
® Per 15A NCAC 02T .0105(c)(101, submit documentation from the Department's Natural Heritage Program demonstrating
the presence or absence of threatened or endangered aquatic species within the boundary of the wastewater treatment,
storage and irrigation facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit conditions
pursuant to 15A NCAC 02B .0110.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
❑ Per 15A NCAC 02T .0504(h), provide a complete Division certified laboratory chemical analysis of the effluent to be
irrigated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
® Ammonia Nitrogen (N]Fb-N) ® Nitrate Nitrogen (NOs-N) ® Total Organic Carbon
® Calcium ® pH ® Total Phosphorus
® Chemical Oxygen Demand (COD) ® Phenol ® Total Trihalomethanes
® Chloride ® Sodium ® Total Volatile Organic Compounds
El Fecal Coliform ® Sodium Adsorption Ratio (SAR) ® Toxicity Test Parameters
® 5-day Biochemical Oxygen Demand (BOD5) ® Total Dissolved Solids
® Magnesium ® Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/S eccal Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
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State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources FORM: WWIS 06-16
1. APPLICANT INFORMATION:
1. Applicant's name: Case Farms, LLC
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Kevin Phillips per 15A NCAC 02T .0106(b) Title: Hatchery Manager
4. Applicant's mailing address: 5067 Foreman Street
City: Morganton State: North Carolina Zip: 28655-
5. Applicant's contact information:
Phone number: 828) 438-6900 Email Address: [e-mail]
H. FACILITY INFORMATION:
1. Facility name: Case Farms Mor anton Hatchery
2. Facility status: Existing
3. Facility type: Minor f < 10,000 GPD or < 300 disposal acres
4. Facility's physical address: 5067 Foreman Street
City: Morganton State: North Carolina Zip: 28655- County: Burke
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 35.674167' Longitude:-81.77111 V
Datum: Unknown Level of accuracy: Nearest second Method of measurement: Map interpretation by extraction
6. USGS Map Name: N/A
III. CONSULTANT INFORMATION:
1. Professional Engineer: Gary S. MacConnell License Number: 17069 Firm: MacConnell &
Associates. P.C.
Mailing address: P.O. Box 129
City: Morrisville State: North Carolina Zip: 27560-
Phone number: [phone] Email Address: gsmmacassoc(r)_bellsouth.net
2. Soil Scientist: Donald Louis Wells License Number: 1099 Firm: Soil & Environmental Consultants, P.A.
Mailing address: 8412 Falls of Neuse Road
City: Raleigh State: North Carolina Zip: 27615-
Phone number: [phone] Email Address: dwells a[)sandee.com
3. Geologist: N/A License Number: N/A Firm: N/A
Mailing address: N/A
City: N/A State: N/A Zip: N/A -N/A
Phone number: (N/A) N/A -N/A Email Address: N/A
4. Agronomist: Richard A. Pontello Firm: Soil & Environmental Consultants, P.A.
Mailing address: 8412 Falls of Neuse Road
City: Ralei State: North Carolina Zip: 27615-
Phone number: (919 846-5900 Email Address: rU2 llo _sandec.com
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ❑ New ® Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ0033677 and most recent issuance date: September 22. 2016
2. Application fee: $345 -Standard - Major Facility -Major Mod
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC O1C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection Svstem (Q> 200.000 GPDi
N/A
N/A
Dam Safety
N/A
N/A
Erosion & Sedimentation Control Plan
N/A
N/A
Nationwide 12 / Section 404
N/A
N/A
Pretreatment
N/A
N/A
Sewer Svstem
N/A
N/A
Stormwater Management Plan
N/A
N/A
Wetlands 401
N/A
N/A
Other: N/A
N/A
N/A
5. What is the wastewater type? ❑ Domestic or M Industrial (See 15A NCAC 02T .0103(201)
Is there a Pretreatment Program in effect? ® Yes or ❑ No
Has a wastewater chemical analysis been submitted? ® Yes or ❑ No
6. Wastewater flow: 8,000 GPD
Limited by: ❑ Treatment, ❑ Storage, ❑ Field Hydraulics, ® Field Agronomics or ❑ Groundwater Mounding
Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or ® Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(fl? ❑ Yes or ® No
Establishment Type
Daily Design Flow a
No. of Units
Flow
Chicken Hatchery
8,000 gal/Facility
1
8,000 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
GPD
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2), for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A4).
FORM: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 1,091 feet mean sea level. Source: FEMA FIRM Maps
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or ® No
- _�, If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with �, 143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ® Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: N/A
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude a
Longitude °
Gradient
Location
Monitoring
Well #3
Active
35.6660040
-81.777571'
UU2 Gradient
Inside Field
Monitoring
Well #4
Active
35.6663420
-81.7798570
Down Gradient
Inside Field
Monitoring
Well #5
Active
35.6660870
-81.7796700
Down Gradient
Inside Field
N/A
Select
N/A°
- .N/A°
Select
Select
N/A
Select
N/A'
- .N/A°
Select
Select
N/A
Select
N/A°
- N/A"
Select
Select
N/A
Select
N/A°
- N/A'
Select
Select
N/A
Select
N/A°
- N/A"
Select
Select
N/A
Select
N/A°
- N/A°
Select
Select
N/A
Select
N/A°
- .N/A°
Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: UnknownLevel of accuracy: Nearest second Method of measurement:
Navigation quality GPS
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, [-]No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV} been submitted?
❑ Yes, ❑No or ®N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement tFORM: HOA} been
submitted? ❑ Yes, ❑No or ®N/A
14. Demonstration of historical consideration for permit approval —15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(et2 ? ❑ Yes or ® No
FORM: WWIS 06-16 Page 3 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505:
1. For the following parameters, provide the estimated influent concentrations and designed effluent concentrations as
determined in the Engineering Calculations, and utilized in the Agronomic Evaluation and Groundwater Modeling (if
applicable):
Parameter
Estimated Influent Concentration
Designed Effluent Concentration
(monthly aver! e
Ammonia Nitrogen (NH3-N)
18 mg/L
<1 mg/L
Biochemical Oxygen Demand (BOD5)
291 mg/L
30 mg/L
Fecal Coliforms
N/A per 100 mL
Nitrate Nitrogen (NO,-N)
1 mg/L
1 mg/L
1 mg/L
Nitrite Nitrogen (NOrN)
1 mg/L
Total Kjeldahl Nitrogen
<10 mg/L
Total Nitrogen
68 mg/L
<10 mg/L
Total Phosphorus
7 mg/L
2 mg/L
Total Suspended Solids (TSS)
287 mg/L
90 mg/l,
2. Is flow equalization of at least 25% of the average daily flow provided? ❑ Yes or ® No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or ® No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(k!?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0505(l
Automatically activated standby power supply onsite capable of powering all essential treatment units; or
❑ Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or ® N/A
7. In accordance with 15A NCAC 02T .0505Co1, how many days of residuals storage are provided? Greater than 1 vear.
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? All effluent
numns are located in an enclosed pump house. The existine lap-oon is fenced. The irrigation water isyathoaen free.
9. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCAC 02T .0305( h I? ❑ Yes, ❑ No, ❑ N/A — To be permitted
separately, or ® N/A — Gravity fed
10. If septic tanks are part of the wastewater treatment facility, do the septic tanks adhere to the standards in 15A NCAC 18A
.1900? ❑ Yes, ❑ No or ® N/A
FORM: WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft) /
Spacings (in)
Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
allons
Plan Sheet
Reference
Specification
Reference
Aeration Basin
1
Earthen
Approx_ 250' x 150'
2,864,074
C-101
Existing
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
allons
Reference
Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: N/A minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs: N/A
➢ if ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: N/A number of lamps per
bank: N/A and maximum disinfection capacity: N/A GPM.
d. RESIDUAL TREATMENT
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Select
Select
FORM: WWIS 06-16 Page 5 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued).
e. PUMPS
Location
No. of
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
I TDH
Lagoon
1
Irrigation
Crane Pumps &
Systems
160
190
D-104
511909
f BLOWERS
Location
No. of
Blowers
Units Served
Manufacturer /
Type
Capacity Plan Sheet Specification'
(CFM) Reference Reference
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer /
Type
Power
h
Plan Sheet
Reference
Specification
Reference
Aerated Lagoon
3
Aerated Lagoon
Existing (Unknown)
25
C-102
Existing
h. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
I CapacityReference
I Plan Sheet
Specification
Reference
Effluent Flow Measuring Device
1
Pump House
Master Meter
1,000 gpm
D-104
Existing
Select
Select
Select
EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or y x H)
N/A ft N/A ft
N/A ft
NIA
N/A
Total volume
N/A ft'
N/A gallons
N/A
N/A
Dosing volume
N/A ft'
N/A gallons
N/A
N/A
Audible & visual alarms
N/A
N/A
Equipment to prevent irrigation during rain
events
N/A
N/A
FORM: WWIS 06-16 Page 7 of 12

VI. EARTHEN IMPOUNDMENT DESIGN CRITERIA —15A NCAC 02T .0505:
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Aerobic Lagoon
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 35.666273' Longitude:-81.780493'
Datum: Unknown Level of accuracy: Nearest second Method of measurement: Map interpretation by extraction
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ® Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ® No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ft2, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?: Lagoon is not large enough to be affected by
wave action.
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? N/A ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10-' cm/s? ❑ Yes, o or ® N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? N/A
10. If applicable, provide the specification page references for the liner installation and testing requirements: N/A
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
Ll Clay
®Synthetic
Top of embankment elevation:
1,244.5 ft
Other
I Lj Unlined
Liner hydraulic conductivity:
Existing x Lagoon - cm/s
Freeboard elevation:
1,242.5 ft
Hazard class:
Select
Toe of slope elevation:
1,230.5 It
Designed freeboard:
2 ft
Impoundment bottom elevation:
1,220.5 ft
Total volume:
382,872 ft3
2,864,074
gallons
Mean seasonal high water table depth:
Existing Lagoon ft
Effective volume:
311,024 ft3
2,326,615
gallons
Embankment slope:
2: 1
Effective storage time:
290 days
Top of dam water surface area:
37,500 ft2
Plan Sheet Reference:
C-101
Freeboard elevation water surface area:
37,500 ft2
Specification Section:
Existing Lagoon
Bottom of impoundment surface area:
9,375 ft2
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: VMS 06-16 Page 8 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: 12-inches
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2_ Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
irrigation area? ® Yes or ❑ No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified? No
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Fields within
Recommended
Recommended
Annual /Seasonal
If Seasonal, list
Soil Series
Soil Series
Loading Rate
Loading Rate
Loading
appropriate
(in/hr)
in/vr
months
Fairview
1 Field (4
0.30
29.18
Annual
N/A
Zones)
Fairview
1 Field ( 2
0.2-0.3
17.92
Annual
N/A
Zones)
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(nl?
5. How does the Applicant propose to prohibit public access to the irrigation system? The existing lagoon is fenced. The
irrigation water is pathogen free.
6. Has the irrigation system been equipped with a flow meter to accurately determine the volume of effluent applied to each
field as listed in VII.8.? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505[t)?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
lbs/ac• r
Phosphorus Uptake
Rate lbs/ac r
Tall Fescue
Fairview
3-8%
194
69
Mixed Pine &
Hardwood Trees
Fairview
10-12%
85
29
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: Soil & Environmental
Consultants, P.A. Agronomist Report
b. Proposed nitrogen mineralization rate: 0.2
c. Proposed nitrogen volatilization rate: 0.65
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: 147,233 ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 172,030 112
f. Minimum irrigation area from the water balance: 335,215 ft2
FORM: WWIS 06-16 Page 9 of 12

FORM: VMS 06-16 Page 10 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
8. Field Information (NOTE — This table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
(in/hr)
Designed
Loading
Rate
(in/ r)
Latitude a
Longitude a
Waterbody
Stream Index
No. b
Classification
1
1.433
Fairview
0.23
29.18
35.666670
-81.7797220
N/A
N/A
2
0.72
Fairview
0.27
29.18
35.66639"
-81.779444°
N/A
N/A
3
0.83
Fairview
0.24
29.18
35.66611'
-81.7791670
N/A
N/A
4
1.06
Fairview
0.20
29.18
35.665830
-81.778889°
N/A
N/A
5
1.107
Fairview
0.20
17.92
35.66656'
-81.7773440
N/A
N/A
6
1.615
Fairview
0.20
17.92
35.667590
-81.7784100
N/A
N/A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
O
0
0
0
0
0
0
0
0
0
0
0
O
Total
6.76
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest second Method of measurement:
Map interpretation by extraction
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: hn2://deg.nc.eov/about/divisions/water-resources/planning/classification-standards/classifications
FORM: WWIS 06-16 Page I I of 12

Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
99/90/88 It
Emitter wetted area:
N/A ftz
Nozzle wetted area:
7,698/6,504/6,079 ftz
Distance between laterals:
N/A ft
Nozzle capacity:
5.67/3.78/3.78 GPM
Distance between emitters:
N/A ft
Nozzle manufacturer/model:
Senninger / 4023-1 #11
(I1/64") / 3023-1 #9 (9/64") /
3123PC #9 (9/64")
Emitter capacity:
N/A GPH
Elevation of highest nozzle:
4 ft
Emitter manufacturer/model:
N/A / N/A
Specification Section:
S 11872
Elevation of highest emitter:
N/A ft
Specification Section:
N/A
VIII. SETBACKS —15A NCAC 02T .0506:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 0213.0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .506(a1 and .0506(b)? ❑ Yes or ® No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Irrigation
Svstem
Treatment /
Storage Unit
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
Approx. 400
ft.
N/A
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
50 ft.
Any private or public water supply source
N/A
N/A
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
Approx. 200
ft.
Approx. 258
ft.
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
N/A
Subsurface groundwater lowering drainage systems
N/A
Surface water diversions (ephemeral streams, waterways, ditches)
25 ft.
Any well with exception of monitoring wells
N/A
(Abandoned)
N/A
(Abandoned)
Any property line
150 ft.
229 ft.
Top of slope of embankments or cuts of two feet or more in vertical height
N/A
Any water line from a disposal system
Approx. 435
ft.
Any swimming pool
N/A
Public right of way
212 ft.
Nitrification field
369 ft.
Any building foundation or basement
169 ft.
Impounded public water supplies
N/A
Public shallow groundwater supply (less than 50 feet deep)
N/A
4. Does the Applicant intend on complying with 15A NCAC 02T .0506(c} in order to have reduced irrigation setbacks to
property lines? ❑ Yes or ® No
FORM: WWIS 06-16 Page 12 of 12

If yes, complete the following table by providing the required concentrations as determined in the Engineering Calculations:
Estimated Influent
Designed Effluent
Designed Effluent
Parameter
Concentration
Concentration
Concentration
(monthly average)
(daily maximum
Ammonia Nitrogen (NH3-N)
N/A mg/L
N/A mg/L
N/A mg/L
Biochemical Oxygen Demand
N/A mg/L
N/A mg/L
N/A mg/L
(BOD5)
Fecal Coliforms
N/A per 100 mL
N/A per 100 mL
Total Suspended Solids (TSS)
N/A mg/L
N/A mg/L
N/A mg/L
Turbidity
N/A NTU
FORM: WWIS 06-16 Page 13 of 12

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS —15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ® No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404[,,? ❑ Yes or ® No
NOTE — hitcrim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.I. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.17.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided'? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .0103(161, essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.e., irrigation fields) provided in duplicate (e.g., more than one field)? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the wetted area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the wetted area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 02H .0404(g1(7], how much green area is provided? ftz
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray irri ag tion wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N/A (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? ❑ Yes or ❑ No
FORM: WWIS 06-16 Page 14 of 12

Professional Engineer's Certification:
attest that this
(Professio Engineer's name from plication Item III.1.) application for
(Facility name fro.-siApplication Item II.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 1 3 215, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification7�=
nV 1.attestthat this application for
uthority's ame $title from Application item 13.)
(Facility name from Application item I1.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts ofthis application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty when all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 1 SA N Ct1C 42't U
NOTE — In accordance with General Statutes 1.43-215.6A and 143-215.0, any person who knowingly makes any false statement,
representation, or certification m any plication package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as ci ' i $25,000 per violation -
Signature: -- _ Date: 'I ?/ % /
FORM: WWIS 06-16 Page 15 of 12

P.O. Box 129
Morrisville, NC 27560
919-467-1239
MACCONNELL
& ASSOCIATES, P.0
1101 Nowell Road
Suite 118
Raleigh, NC 27607 Fax
919-319-6510
Technical Memorandum
To: NCDEQ Date: November 19, 2019
Client: Case Farms From: Gary S. MacConnell, P.E.
Subject: Monitoring Well Analysis Project no.: A65501.00
This technical memorandum is to analyze the installed monitoring wells in relation to the new
limits of the spray irrigation field and the associated piping and appurtenances. The gradient of
the groundwater beneath the new irrigation field is presented in Figure 1. Based upon Figure 1,
MW-3 is currently installed upgradient of the proposed spray irrigation field. The groundwater
flows west from this upward gradient across the spray irrigation field and is then captured by
monitoring wells MW-4 and MW-5. Based upon discussions with Mikal Willmer of NCDEQ
and the Asheville NCDEQ geologist during the site visit on 9/23/2019, it was verbally stated that
new wells did not need to be installed to capture the impacts of the expanded limits due to the
aquifer gradient under the new irrigation areas ultimately flowing towards the existing
monitoring wells MW-4 and MW-5.
We ask that you accept this analysis of the monitoring wells for the Case Farms spray irrigation
modification package.
1
Sincerely, \��%N CAR%V11111111OB,
SEAL
S 17069
��'• -�
Gary MacConne9,c:���tE�:' �tiv�
919-467-1239 �',Mft ;0���`�%//j/���
1

State of North Carolina
Department of Environmental Quality
Division of Water Resources
NON -DISCHARGE WASTEWATER SYSTEM WAIVER
AGREEMENT TO WAIVE SETBACKS AS REQUIRED BY
15A NCAC 02T .0506(a), .0506(b), .0606(a), .0706(a) AND .1006(a)
I, Paul• Taylor (printed name), certify that I am a deeded owner or an
authorized agent of the property located at:
Address: 5067 Foremipi7 St _ Parcel No.: 1770496061
City: Morganton State: NC Zip Code: 28655 County: Burke
Furthermore, I certify that I am authorized to make decisions regarding this property, and that I do hereby
agree that the setback distances cited below be granted to the Applicant/Permittee listed on the following
page.
I understand the setback requirements set forth in 15A NCAC 02T. For the parcel identified above,
I consent to the fallowing reduced setbacks:
❑ Wastewater Irri Fation/Infiltration Setback to ProlDerft Lines
The required setback of feet is reduced to feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than feet from my property line.
© Wastewater Irri ation/lnfiltration Setback to Places of Assembly
The required setback of 200 feet is reduced to 50 feet, thereby allowing wastewater effluent
irrigation or infiltration no closer than 50 feet from my residence(s) or place(s) of assembly.
❑ Wastewater Treatment and Storage Unit Setback to Pronerh• Lines
The required setback of feet is reduced to feet, thereby allowing the construction of
wastewater treatment and storage units no closer than feet from my property line.
❑ Wastewater Treatment and Storage Unit Setback to Places of Assembl►-
The required setback of feet is reduced to feet, thereby allowing the construction of
wastewater treatment and sto age units.no closer than feet from my residence or place of
assembly
Signature: ` Date: r?,,
FORM: NDWSW 02-19 Page I of

Applicant/Permittee: Case Farms, Inc. Permit No.: WQ0033677
Address: 5067 Foreman St Parcel No.: 1770496061
City: Morganton State: NC Zip Code: 28655 County: Burke
NORTH CAROLINA,
COUNTY
1, , a Notary Public for County, North Carolina,
do hereby certify that personally appeared before me this day
and acknowledged the due execution of the foregoing instrument.
Witness my hand and official seal, this the day of ,
SEAL
Signature of Notary Public
My commission expires_
Once notarized, this form shall be recorded at the Register of Deeds in the county or counties in
which the described properties are located. A copy of the recorded waiver shall be sent to the
following address:
Division of Water Resources
Non -Discharge Branch
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
FORM: NDWSW 03-17 Page 2 of 2

Case Farms Morganton Hatchery
Irrigation System Expansion
Design Calculations
MacConnell & Associates, P.C.
1101 Nowell, Road, Suite 118
Raleigh, North Carolina 27607
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

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10-14 NOZZLE
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5
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6
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7
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9
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10-14 NOZZLE
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10-14 NOZZLE
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11
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10-14 NOZZLE
SENNINGER
12
4012
10-14 NOZZLE
SENNINGER
13
4023
10-14 NOZZLE
SENNINGER
14
4023
10-14 NOZZLE
SENNINGER
15
4012
10-14 NOZZLE
SENNINGER
16
4012
10-14 NOZZLE
SENNINGER
17
4012
10-14 NOZZLE
SENNINGER
18
4012
10-14 NOZZLE
SENNINGER
19
4012
10-14 NOZZLE
SENNINGER
20
4012
10-14 NOZZLE
SENNINGER
21
4012
10-14 NOZZLE
SENNINGER
22
4012
10-14 NOZZLE
SENNINGER
23
4012
10-14 NOZZLE
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24
29JJ
5/32 NOZZLE
RAINBIRD
25
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10-14 NOZZLE
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26
4012
10-14 NOZZLE
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27
4012
10-14 NOZZLE
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28
4023
10-14 NOZZLE
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29
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10-14 NOZZLE
SENNINGER
30
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10-14 NOZZLE
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31
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10-14 NOZZLE
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32
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10-14 NOZZLE
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33
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34
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5/32 NOZZLE
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35
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36
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40
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53
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54
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55
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58
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64
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TDH Zone 1
Case Farms Morganton
Spray Irrigation Field
Burke County, North Carolina
Date: November 19, 2019
Designed by:
JPH
Checked by:
GSM
Total D.namic Head:
Determine Static Head
Forcemain Pressure
0.00
feet
High Pt. in FM =
1269.00
feet
Pump Off Elev =
1226.00
feet
43.00
feet
Total Static Head=
43.00
feet
Total D namic Head = Static + HI + Hf = 56.35 feet
Hazen Williams "C' Factor
C = 150
Pump Station Desicn Flow
Flow set by design.
Q = 68.04 GPM
Force Main Diameter
d= 4 inches
Actual Dimensions
2" SCH 80
1.939
0.0873
2" SCH 40
2.067
0.0873
4" SCH 40
3.550
0.3491
Pump Curve Data
Pump: Deming Model 3063; 3,500 RPM; 1-1/2 x 1 x ; 60 hz; Curve No. PC1046
Develop System Curve
Flow Rate Q
TDH f(
0
300
Use flow rates above and below for the design flow
rate. The flow rates
will
10
300
be used to calculate the
total dynamic head at each
flow rate. These
20
298
combinations of flow vs.
head will be used to plot a
curve against a
30
296
known pump curve.
40
294
50
292
60
290
System Curve Data
70
285
80
280
Pressure Head Static Head Velocity Sch.
Flow Rate (Q)
TDH. ffeet
(Feet)
(Feet)
HI + Hf IFeetl
40 PVC f
90
100
275
268
0 170.05 127.05 43.00 0.00 0.00
10
170.43
127.05
43.00
0.38
0.26
110
260
20
171 A4
127.05
43.00
1.39
0.51
120
251
30
172.98
127.05
43.00
2.93
0.77
130
240
40
175.05
127.05
43.D0
5.00
1.02
140
230
50
177.60
127.05
43.00
7.55
1.28
150
212
60
180.63
127.05
43.00
10.58
1.53
160
190
70
184.12
127.05
43.00
14.07
1.79
80
188.06
127.05
43.00
18.01
204
90
192.44
127.05
43.00
22.39
2.30
100
197.26
127.05
43.00
27.21
2.55
110
202.51
127.05
43.00
32.46
2.81
120
208.18
127.05
43.00
38.13
3.06
130
214.26
127.05
43.00
44.21
3.32
140
220.76
127.05
43.00
50.71
3,57
150
227.66
127.05
43.00
57.61
3.83
160
234.97
127.05
43.00
64.92
4.08

TDH Zone 2
Case Farms Morganton
Spray Irrigation Field
Burke County, North Carolina
Date: November 19, 2019
Total D.namic
Designed by: JPH
Checked bv: GSM
Head:
Determine Static Head
Forcemain Pressure 0.00 feel
High Pt. in FM = 1277.OD feel
Pump Off Elev = 1226.00 feet
51.00 feet
Total Static Head- 51.00 feet
Determine Losses in the Force Main (HI + HO
Determine Equivalent Length of Force Main
Size in) Len th Ft.
Number
Hazen Williams "C" Factor
C = 150
Pump Station Design Flow
Flow set by design.
Q = 56.70 GPM
Force Main Diameter
d = 4 inches
Size fin. Size in.
4" SCH 40 2" SCH 40
Eq. Length Sch. Eq. Length Sch.
Eq. Length 40 40
Discharge Sch. 80 4" SCH 40
1
0
0
0
Forcemain SCH 80 4" SCH 40 970
1
970
970
0
Check Valve 4" SCH 40
1
19
19
0
Gate/Ball Valve 4" SCH 40
D
1.3
0
0
Coupling 4" SCH 40
D
0
0
0
45 Deriree Elbow/Tee 4" SCH 40
0
6
0
0
90 De ree Elbow/Tee 4" SCH 40
1
10
10
0
Forcemain (BCH 40 2" SCH 40 140
1
140
0
140
Check Valve 2" SCH 40
1
19
0
19
Go teeail Valve 2"SCH 40
1
1.3
0
1
Cou Iln 2" SCH 40
0
0
0
0
Union op Strai hl Run of Tee 2" SCH 40
1
2
0
2
4" x 2" Reducer 2" SCH 40
1
3.5
0
3.5
45 Utgree £lbow?Tee 2" SCH 40
0
6
0
0
90 Degree 611awiTee 2' SCH 40
0
10
0
0
Note: Above includes existing County installed service connection.
Total Eq. Length (feet) =
HI + Hf = 0.2083' (100/c) 11.85 ` (QA1.85/dA4.87) " (Eq. Length/100) =
Total Head Loss HI + Hf =
99D
3.61
11.94
166
8.34
Feet
Actual Dimensions
2" SCH 80
1.939
0.0873
2' SCH 40
2.067
0.0873
4" SCH 40
3.550
0.3491
Total Dynamic Head = Static + HI + Hf = 62.94 feet Pumc Curve Data
Pump: Deming Model 3063; 3,500 RPM; 1-1/2 x 1 x ; 60 hz; Curve No. PC1046
Develop System Curve
Flow Rate tQ)
TDH ff
0
300
Use flow rates above and below for the design flow rate. The flow rates
will
10
300
be used to calculate the
total dynamic head at each flow rate. These
20
298
combinations of flow vs.
head will be used
to plot a curve against a
30
296
known pump curve.
40
294
50
292
60
290
System Curve Data
70
285
80
280
Pressure Head Static Head Velocity Sch.
Flow Rate Q�
TDH feet
(Feet
Feet
HI + Hf Feet)
40 PVC s
90
100
275
268
0 178.05 127.05 51.00 0.00 OW
10
178.53
127.05
51.00
0.48
0.26
110
26D
20
179.79
127.05
51.00
1.74
0.51
120
251
30
181.73
127.05
51.00
3.68
0.77
130
240
40
184.31
127.05
51.00
6.26
1.02
140
230
50
187.51
127.05
51.00
9.46
1.28
150
212
60
191.31
127.05
51.00
13.26
1.53
160
190
70 195.68 127-05 51.00 17.63 1.79
80
200.63
127.05
51.00
22.58
2.04
90
206.12
127.05
51.00
28.07
2.30
100
212.16
127.05
51.00
34.11
2.55
110
218.74
127.05
51.00
40.69
2.81
120
225.85
127.05
51.D0
47.80
3.06
130
233.48
127.05
51.00
55.43
3.32
140
241.62
127.05
51.00
63.57
3.57
150
250.28
127.05
51.00
72.23
3.83
160
259.43
127.05
51.00
81.38
4.08
1

TDH Zone 3
Case Farms Morganton
Spray Irrigation Field
Burke County, North Carolina
Date: November 19, 2019
Designed by:
JPH
Checked by:
GSM
Total Dynamic Head:
Determine Static Head
Forcemain Pressure
0.00
feet
High Pt. in FM =
1277.00
feet
Pump Off Elev =
1226.00
feet
51.00
feet
Total Static Head=
51.00
feet
Total Dynamic Head = Static + HI + Hf = 59.09 feet
Hazen Williams "C" Factor
C = 150
Pump Station Desian Flow
Flow set by design.
Q = 41.66 GPM
Force Main Diameter
d = 4 inches
Actual Dimensions
2" SCH 80
1.939
0,0873
2" SCH 40
2.067
0.0873
4" SCH 40
3.550
0.3491
Pumn Curve Data
Pump: Deming Model 3063; 3,500 RPM; 1-1/2x 1 x ; 60 hz: Curve No. PC1D46
Develop System Curve
Flow Rate (Q)
TDH fi
0
300
Use flow rates above and below for the design flow rate. The flow rates will
10
300
be used to calculate the total dynamic head at each flow rate. These
20
298
combinations of flow vs. head will be used to plot a curve against a
30
296
known pump curve.
40
294
50
292
60
290
System Curve Data
70
285
80
280
Pressure Head Static Head Velocity Sch.
Flow Rate QI TDH (feet) (Feet)
fFeetl
HI+Hf Feel
40PVC s
90
100
275
268
0 178.05 127.05 51.00 0.00 0.00
10 178.63 127.05
51.00
0.58
0.26
110
260
20 180.14 127.05
51.00
2.09
0.51
120
251
30 182.47 127.05
51.00
4.42
0.77
130
240
40 185.58 127.05
51.00
7.53
1.02
140
230
50 189.43 127.05
51.00
11.38
1.28
150
212
60 194.00 127.05
51.00
15.95
1.53
160
190
70 199.26 127.05
51.00
21.21
1.79
80 205.20 127.05
51.00
27.15
2.04
90 211.81 127.05
51.00
33.76
2.30
100 219.05 127.05
51.00
41.03
2.55
110 226.99 127.05
51.00
48.94
2.81
120 235.53 127.05
51.00
57.48
3.06
130 244.71 127.05
51.00
66.66
3.32
140 254.50 127.05
51.00
76.45
3.67
150 264.91 127.05
51.00
86.86
3.83
0

TDH Zone 4
Case Farms Morganton
Spray Irrigation Field
Burke County, North Carolina
Date: November 19, 2019 Designed by: JPH
Chneknd hve GSM
Total Dynamic
Head:
Determine Static Head
Forcemain Pressure 0.00 feet
High Pt. in FM = 1289.00 feet
Pump Off Elev = 1226.00 feet
63.00 feet
Total Static Head= 63.00 feet
Determine Losses in the Force Main (HI + Hf)
Determine Equivalent Length of Force Main
Hazen Williams "C" Factor
C = 150
Puma Station Desion Flow
Flow set by design.
Q = 45.36 GPM
Force Main Diameter
d = 4 inches
Size in. Size in.
4 SCH 40 2" SCH 40
Size in Length Ft.
Number
. Length
Eq. Length Sch.
40
Eq. Length Sch.
40
Discharge Sch. 80 4" SCH 40
1
0
0
0
Forcemain SCH 80 4" SCH 40 1112
1
1112
1112
0
Check Valve 4" SCH 40
2
19
38
0
Gate/Ball Valve 4" SCH 40
0
1.3
0
0
Coupling 4" SCH 40
0
0
0
0
45 Degree Elbow/Tee 4" SCH 40
D
6
0
0
90 Degree Elbow/Tee 4" SCH 40
1
10
10
0
Forcemain SCH 40, 2" SCH 40 210
1
210
0
210
Check Valve 2" SCH 40
1
19
0
19
GaleBall Valve 2" SCH 40
1
1.3
0
1
Coupling 2" SCH 40
0
0
0
0
Union or Straight Run of Tee 2" SCH 40
1
2
0
2
4" x 2" Reducer 2" SCH 40
1
3.5
0
3.5
45 De ree Elbow/Tee 2" SCH 40
1
6
0
6
90 2uree Elbe wlTee 2" SCH 40
2
10
0
20
Note: Above includes existing County installed service connection.
Total Eq. Length (feet) =
HI + Hf = 0.2083 " (100/c) ^ 1.85 " (Q^1.85idA4.87) • (Eq. Length/100) =
Total Head Loss i HI + Hf =
1,160
2.77
11.48
262
8.71
Feet
Actual Dimensions
2"SCH 80
1.939
0.0873
2" SCH 40
2.067
0.0873
4" SCH 40
3.550
0.3491
Total D namic Head = Static + HI + Hf = 74.48 feet Pump Curve Data
Pump: Deming Model 3063; 3,500 RPM; 1-1/2 x 1 x ; 60 hz; Curve No. PC1046
Develop System Curve
Flow Rate (Q
TDH (fE
0
300
i Use flow rates above and below for the
design flow rate. The flow rates
will
10
300
be used to calculate the
total dynamic head at each flow rate. These
20
298
combinations of flow vs.
head will be used to plot a curve against a
30
296
known pump curve.
40
294
50
292
60
290
System Curve Data
70
285
80
280
Pressure Head Static Head Velocity Sch.
Flow Rate Q
TDH (feet)
tFeetj
(Feel]HI
+ Hf Feet7
40 PVC s
90
100
275
268
0 190.05 127.05 63.00 0.00 0.00
10
190.75
127.05
63.00
0.70
0.26
110
260
20
192.57
127.05
63.00
2.52
0.51
120
251
30
195.39
127.05
63.00
5.34
0.77
130
240
40
199.15
127.05
63.00
9.10
1.02
140
230
50
203.80
127.05
63.00
13.75
1.28
150
212
60
209.31
127.05
63.00
19.26
1.53
160
190
70
215.67
127.05
63.00
25.62
1.79
80
222.85
12T05
63.00
32.80
2.04
90
230.83
127.05
63.00
40.78
2.30
100
239.61
127.05
63.00
49.56
2.55
110
249.17
127.05
63.00
59.12
2.81
120
259.49
127,05
63.00
69.44
3.06
130
270.57
127.05
63.00
80.52
3.32
140
282.41
127.05
63.D0
92.36
3.57
150
294.98
127.05
63.00
104.93
3.83

TDH Zone 5A
Case Farms Morganton
Spray Irrigation Field
Burke County, North Carolina
Date: November 19, 2019
Designed by:
JPH
Checked by:
GSM
Total Dynamic Head:
Determine Static Head
Forcemain Pressure
0.00
feet
High Pt. in FM =
1261.00
feet
Pump Off Elev =
1226.00
feet
35.00
feet
Total Static Head=
35.00
feet
Total Dynamic Head = Static + HI + Hf = 59.49 feet
Develop System Curve
Use Flow rates above and below for the design flow rate. The Flow rates will
be used to calculate the total dynamic head at each flow rate. These
combinations of flow vs. head will be used to plot a curve against a
known pump curve.
System Curve Data
Rate (Q7
TDH tfeet)
(Feet1
!Feet)
HI + Htj
0
162.05
127.05
35.00
0.00
10
163.80
127.05
35.00
1.75
20
168.37
127.05
35.00
6.32
30
175.44
127.05
35.00
13.39
40
184.84
127.05
35.00
22.79
50
196.49
127.05
35.00
34.44
60
210.31
127.05
35.00
48.26
70
226.23
127.05
35.00
64.18
80
244.21
127.05
35.00
82.16
90
264.22
127.05
35.00
102.17
100
286,21
127.05
35.00
124.16
110
310.15
127.05
35.00
148.10
120
336.01
127.05
35.00
173.96
130
363.78
127.05
35.00
201.73
140
393.42
127.05
35.00
231.37
150
424.92
127.05
35.00
262.87
C = 150
Flow set by design.
Q= 41.58 GPM
Actual Dimensions
2" SCH 80
1.939
0.0873
2" SCH 40
2.067
0.0873
4" SCH 40
3.550
0.3491
Pump Curve Data
Pump: Deming Model 3063; 3,500 RPM; 1-112 x 1 x ; 60 hz; Curve No. PC1046
0
300
10
300
20
298
30
296
40
294
50
292
60
290
70
285
80
280
city Sch.
VC s
90
100
275
268
0.00
0.26
110
260
0.51
120
251
0.77
130
240
1.02
140
230
1.28
150
212
1.53
160
190
1.79
2.04
2.30
2.55
2.81
3.06
3.32
3.57
3.83

TDH Zone 5B
Case Farms Morganton
Spray Irrigation Field
Burke County, North Carolina
Date: November 19, 2019
Designed by:
JPH
Checked by:
GSM
Total Dynamic Head:
Determine Static Head
Forcemain Pressure
0.00
feet
High Pt. in FM =
1260.00
feet
Pump Off Elev =
1226.00
feet
34.00
feet
Total Static Head=
34.00
feet
Total Dynamic Head = Static + HI + Hf = 94.48 feet
Hazen Williams "C" Factor
C = 150
Pump Station Desiun Flow
Flow set by design.
Q = 68.04 GPM
Force Main Diameter
d = 4 inches
Actual Dimensions
2"SCH 80
1.939
0.0873
2" SCH 40
2.067
0.0873
4" SCH 40
3.550
0.3491
Puma Curve Data
Pump: Deming Model 3063:3,500 RPM: 1-1/2 x 1 x:60 hz; Curve No. PC1046
Develop System Curve
Flow Rate 101
TDH ft
0
300
Use flow rates above and below for the design flow rate. The flow rates
will
10
300
be used to calculate the total dynamic head at each flow rate. These
20
298
combinations of flow vs. head will be used to plot a curve against a
30
296
known pump curve.
40
294
50
292
60
290
System Curve Data
70
285
80
280
Pressure Head Static Head Velocity Sch.
Flow Rate O TDH {feet) Feet
Feet
HI + Hf Feetl
40 PVC f s
90
100
275
268
0 161.05 127.05 34.00 0.00 0.00
10 162.79 127.05
34.00
1.74
0.26
110
260
20 167.33 127.05
34.00
6.28
OS1
120
251
30 174.34 127.05
34.00
13.29
0.77
130
240
40 183.69 127.05
34.00
22.64
1.02
140
230
50 195.25 127.05
34.00
34.20
1.28
150
212
60 208.98 127.05
34.00
47.93
1.53
160
190
70 224.79 127.05
34.00
63.74
1.79
80 242.65 127.05
34.00
81.60
2.04
90 262.52 127.05
34.00
101.47
2.30
100 284.36 127.05
34.00
123.31
2.55
110 308.13 127.05
34.00
147.08
2.81
120 333.82 127.05
34.00
172.77
3.06
130 361.40 127.05
34.00
200.35
3.32
140 390.84 127.05
34.00
229.79
3.57
150 422.12 127.05
34.00
261.07
3.83
160 455.23 127.05
34.00
294.18
4.08

P. O. Box 129
Morrisville, NC 27560
919-467-1239 Phone
1MMCCONNELL
& AssocIATEs, P.c.
Pump Memo
1101 Nowell Road
Suite 118
Raleigh, NC 27607
Fax [phone]
Please note that the spray fields will be operated two at a time even though individual
spray field irrigation zones are shown on this graph.
MacConnell & Associates, P.C.

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Flow Rate (Q) TDH (feet) Flow Rate (Q) TDH feet

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Flow Rate (Q)
TDH 1 +2 (feet)
TDH 3+4 (feet)
TDH 5+6 (feet) _
0
239
261
246
5
239
261
246
10
239
261
246
15
239
261
247
20
239
262
247
25
240
262
248
30
240
262
249
35
240
263
250
40
241
263
251
45
241
264
252
50
242
265
253
55
242
265
254
60
243
266
256
65
244
267
257
70
245
268
259
75
245
269
261
80
246
270
263
85
247
271
265
90
248
272
267
95
249
273
269
100
250
274
271
105
251
276
274
110
252
277
276
115
254
278
279
120
255
280
281
125
256
281
284
130
257
283
287

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Pipe Lengths
Zone
11/4-inch
2-inch
4-inch
1
465
0
940
2
394
0
940
3
450
0
1,113
4
569
0
1,125
SA+B
225
560
850
6A+B
743
789
850
Total
2,846
1,349
5,818
Plus 5%
2,988
1,416
6,109
LF of 2" SCH 40
LF of 1-1/4" SCH 40
LF
of 4" SCH 40
Zane
2-inch
4-inch
1
465
940
2
394
940
3
450
1,113
4
569
1,125
SA Only
566
850
6A Only
1025
850
Total
3,468
5,818
Plus 5%
3,642
6,109

Case Farms Morganton Hatchery
Irrigation System Expansion
Project Specifications
MacConnell & Associates, P.C.
1101 Nowell, Road, Suite 118
Raleigh, North Carolina 27607
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

SECTION 01000
SUMMARY OF WORK
PART 1- GENERAL
1.01 Description of Work
A. Work shall involve wastewater treatment and irrigation system described below.
B. The project work associated with the Wastewater Contract is to be completed in 90
calendar days (i.e., 60 calendar days for substantial completion plus 30 calendar days
for project close-out). This project will include the removal of all existing pipe
networks proceeding the pump house and the installation a new additional Deming
1 %2 x 1 x 8 Model 3062 Irrigation Pump in duplex with the existing pump in service
to provide emergency backup capabilities, approximately 1,640 linear feet of new 4-
inch SCH 40 PVC pipe, 1,350 linear feet of 3 'l2-inch SCH PVC pipe, 2,550 linear
feet of I %-inch SCH 40, and all necessary spray heads and appurtenances for the
replacement and expansion of the spray irrigation system at the Case Farms
Morganton Hatchery. It is anticipated that backfill activities will be required due to
the filling in gullies in the expansion area of the spray irrigation field. One gully
within the eastern portion of area 5 will be filled in. This area is shown on drawing
C-102. Backfilling shall be done in accordance with the specified backfill procedures
from NCDEQ attached to this package. Fill material will be mainly used to fill in the
existing gully and soften the grade of some areas within the spray irrigation fill area.
1.02 Principal Items of Work
A. Included, but not limited thereto, as principal items of work under the Wastewater
Contract, are:
Clearing and grubbing of areas where construction of the wastewater treatment
and irrigation system components is to take place (wooded area shall remain
intact). Clearing and grubbing will be conducted in lanes to allow for the required
system piping to be installed along the ground into the proposed spray irrigation
areas. Maintenance of forest within the cleared lanes will be required during the
life of the expanded spray irrigation system. Lanes where lines are installed shall
be cleared. Clearing and grubbing will only be done as necessary to install pipes
as once past the tree line, the density of the forest reduces. Fill activities are
anticipated within spray irrigation areas in gullies. Backfill operations will be
conducted in accordance with the attached backfill specifications from NCDEQ.
Any required fill will be conducted in accordance with the general fill
specification for irrigation zones within these specifications.
Case Farms
Irrigation System Expansion
MacConnell & Associates, P.C., Project No.: A65502.00
Summary of Work
01000-1

2. Installation of required erosion and sedimentation control facilities.
3. Removal of the existing spray irrigation system including all main piping from the
pump house, field pipes, spray irrigation heads (nozzles), and other appurtenances
and equipment.
4. Installation of the spray irrigation system including an additional pump, additional
concrete for pump placement, piping, spray irrigation heads (nozzles), and all the
necessary valves and appurtenances.
5. Fertilization, seeding, and mulching of all areas disturbed by this construction and
as shown on the contract drawings.
6. Completion of electrical work as outlined in "Division 16 - Electrical" of these
Contract Specifications.
7. Completion of instrumentation and control work as outlined in "Section 13300 -
Instrumentation and Controls" of these Contract Specifications.
8. All other items required for a complete and operating wastewater irrigation
system, as directed by the Contract Documents and the permits granted by the
North Carolina Department of Environmental Quality.
B. Technical specifications for the Wastewater Contract are contained herein in
Divisions 1 through 16. All work shown on the Contract Drawings is covered by the
Wastewater Contract.
1.03 Construction Sequence
A. Contractor's Schedule: Requirements for scheduling of work arc stated in the
Supplemental General Conditions.
PART2-PRODUCTS
This part is not used.
PART 3 - EXECUTION
This part is not used.
END OF SECTION 01000
Case Farms Summary of Work
Irrigation System Expansion
MacConnell & Associates, P.C., Project No.: A65502.00 01000-2

SECTION 02222
EXCAVATION AND BACKFILLING FOR SPRAY IRRIGATION FIELDS
PART 1 - GENERAL
1.01 Description of Work
A. Work described in this section shall consist of the backfilling and compaction and
necessary disposal of unsuitable material as required to install the fill areas for the
spray irrigation in zones 5 and 6.
PART 2 - MATERIALS
Backfill material will be approved by Don Wells, licensed soil scientist.
PART 3 - EXECUTION
3.01 Borrow or Fill Material
A. Backfill material shall consist of satisfactory material at a moisture content that will
facilitate compaction, free from stones larger than 3" in any dimension. The backfill
shall be brought up evenly throughout the zone.
B. Backfill material in the fill areas shall be placed in layers not exceeding 8" loose
thickness to a 95 percent maximum density. Backfill shall be deposited in the area
uniformly for the full width of the backfill zone area.
C. Each layer shall be thoroughly compacted by an approved mechanical tamping device.
D. Backfill material around structures and appurtenances shall be placed in such a manner
that the structure will not be damaged by the shock of falling earth. The backfill
material shall be deposited and compacted as specified in subparagraph
COMPACTION and shall be placed in such manner as to prevent eccentric loading
and excessive stress on the structure or appurtenances.
E. No backfilling will be allowed when in the opinion of the Owner, weather conditions
are such that an acceptable job cannot be obtained due to frozen material. Water
flooding or jetting methods of compaction will not be permitted. The operation of
heavy equipment shall be conducted so that no damage to the pipe may result.
Case Farms Excavation, Trenching and Backfilling for Utility Systems
Irrigation System Expansion
MacConnell & Associates, P.C. Project No.: A65502.00 02222-1

3.02 Compaction
A. Backfill shall be compacted in accordance with the following table as a percentage of
the maximum density at optimum moisture content as determined by the Standard
Proctor Test, ASTM D-698.
1.
Percent ASTM D-698
Area Maximurn Dry Density
Backfill Areas 95
Gully Backfill 95
B. Test for density of compaction may be made at the option of the Engineer, and
deficiencies shall be corrected by the Contractor without additional cost to the Owner.
C. The Engineer may elect to have compaction tests performed after the backfill is
complete. The Contractor shall be required to excavate to various elevations for
density tests to be performed, backfill and re -compact without additional costs to the
Owner.
END OF SECTION 02222
Case Farms Excavation, Trenching and Baekfilling for Utility Systems
hrigation System Expansion
MacConnell & Associates, P.C. Project No.: A65502.00 02222_2

Guidance Document for the Addition of Soil Fill Material for Wastewater
Irrigation Field
This document is intended to assist engineers and soil scientists in meeting the requirements of the 02T
Rules for a suitable disposal field. Per the 02T Rules, the seasonal high water table (SHWT) must be no
less than 12 inches from the surface. In order to meet this requirement, the addition of soil fill material
is an option. This is generally only suitable when there is naturally occurring mineral soil (i.e., suitable
clay mineralogy and soil structure) present in the top soil horizon(s), and the slopes are less than 15%.
Fill systems shall not be utilized on designated wetlands unless the proposed use is specifically approved
in writing by the designating agency. Also, drip irrigation is the preferential disposal method for fields
with fill addition. Spray irrigation is more likely to have erosion and ponding issues and would require
additional consideration in the permitting process.
Fields with fill material may require more maintenance and upkeep than a traditional irrigation field.
The permittee should be aware of the added costs involved in permitting and operating fields with fill
material. This document is to provide guidance, but is no way inclusive of all requirements that may be
associated with fields with fill material. Each site must be reviewed individually.
The following should be addressed in each part of the permit application:
Soils Report (in addition to the requirements listed in the Division's Soil Scientist Evaluation Policy)
• Minimum depth to the seasonal high water table
• Proposed fill material depth (including additional material to account for settling over the life of
the disposal field) (2 inches of additional fill or provide calculations if less than 2 inches)
• Type of fill material proposed (see 15A NCAC 18A .1957(b) for reference). Fill material should
have a finer texture (such as Sandy Loam, Loam, Sandy clay Loam, Silt Loam, Clay Loam, Silt Clay
Loam, or Silt) for the establishment of a vegetative cover. Fill shall have no more than ten
percent by volume of fibrous organics, building rubble, or other debris and shall not have
discreet layers containing greater than 35 percent of shell fragments.
• Identify areas of concern such as gullies, areas of ponding, unstable slopes, etc.
• Maximum hourly rate of infiltration for the fill material
• Maximum slope of the site
Specifications
• Specifications need to be site specific (trees vs. grass, topography, etc.)
• If spray irrigation is being proposed, irrigation will not occur until the vegetation (including
erosion control cover) has had time to properly establish
• Fill material has had fertility analysis and recommended amendments added as needed
• Erosion and sediment control plan (see below for more details)
• Clear and grub site by hand in such a manner as to minimize native soil loss and compaction
• The proposed irrigation area should be raked to remove all leaves, pine straw, and other debris,
etc.

• The existing ground surface should be lightly tilled to scarify the surface, and should extend at
least five feet beyond the proposed wetted area on all sides
• Remove vegetation less than 8 inches in diameter
• No site work shall occur when condition are wet to avoid excess compaction
• Minimize heavy equipment usage to avoid excess compaction
• Avoid placing fill material within X feet of trees to prevent tree death (an arborist can provide
more guidance on tree protection)
• Drip line emitters can only be located in areas with fill material if the native soil does not meet
the 12 inch separation to the SHWT
• Extend fill material at least 5 feet beyond the wetted area and blend into the natural contours
• Incorporate the fill material with the top 3 to 6 inches of native soil to prevent capping and
preferential lateral flow
• Lightly compact the fill material to achieve a bulk density similar to that of a naturally occurring
top soil of similar soil texture and indicate what the desired bulk density should be
• Final fill shall have uniform topography and be crowned to have uniform drainage
• Fill material should be tapered down to the surrounding ground surface with the side slope of
the fill not to exceed 1:4 rise to run ratio
Erosion and Sediment Control Plan (NCG 010000)
• All disturbed areas shall be provided temporary or permanent stabilization with ground cover as
soon as practicable but in any event within 14 calendar days from the last land -disturbing
activity
• Stockpiles shall be stabilized or covered if not used within 7 calendar days
• Temporary stabilization of disturbed areas shall be mulch, rolled erosion control products,
vegetation, or other material that renders the surface stable against accelerated erosion
• After construction, the field shall be seeded with a suitable grass (including fields in wooded
areas)
Operation and Maintenance
• All maintenance shall be done by hand
• Maintain vegetation
• Maintain integrity of the fill
• Maintain the fill crown to have proper drainage
• Maintain depth to the SHWT (may require additional fill over time)
• Maintain stormwater management controls
• Grade rills and gullies
• Fill any low areas that are ponding water
Engineering Plans
• Show all stormwater management controls. Stormwater diversions and subsurface interceptor
drains or swales may be needed upslope of the system to divert surface runoff or lateral flow
from passing over or into the disposal field.
• Include the fill specifications to ensure proper construction

Permits with proposed fill material will be issued for construction only. Once the site improvements are
completed, an additional soils report certifying the fill system will be required. After review of the
report by Division staff, the permit will be reissued for operation. The soils report shall address the
following:
• Soil compaction being adequate and stable for the proposed irrigation
• Saturated hydraulic conductivity of the least permeable layer
• Soil fertility report and amendments that were added
• Verification of fill suitability and depth of fill (and to the SHWT) across the field

Operation and Maintenance
Operation and maintenance is important to ensure the efficiency and longevity of any system.
This Operation and Maintenance Manual will provide a detailed and itemized guide to promote
proper operation and maintenance of the Case Farms - Morganton Facility Spray Irrigation
system.
I. General
Faulty components shall be replaced or repaired as needed. Although this document is
very detailed, there may be an opportunity for problems to arise not addressed in this
Operation and Maintenance Manual. Any item not mentioned in this document shall be
inspected monthly for deficiencies in its intended use. If any item not discussed in this
document is found to be faulty, the manufacturer or local representative of said faulty
item shall be contacted for instructions regarding its operation, maintenance, repair, or
replacement.
For safety measures, all wastewater treatment and disposal equipment shall be located in
secured areas to prevent unauthorized access. The lagoon area is fenced off and all
pumps are located in a pump house both of which shall remain locked to prevent
unauthorized access. The spray irrigation area disposes of water that is pathogen free and
shall
II. Pumps
A. All Pumps
All flow entry and exit points shall be inspected weekly for proper function.
Verify that all flow entry and exit points are free from blockage or obstruction.
All pumps are to be located in the pump house adjacent to the aerated storage
lagoon. The pump house shall remain locked at all times to prevent unauthorized
access.
1. Noisy Operation
Noisy operation and/or excessive vibration is generally caused by pump
starvation. This is commonly referred to as cavitation. The most common causes
of cavitation are as follows:
a. Suction line size is too small to handle the flow at the liquid
viscosity.

b. Suction valve is partially closed.
C. Suction strainer is clogged and requires cleaning or strainer will
not permit sufficient flow to pump.
d. Suction line is too long, creating excessive resistance which
restricts the flow to the pump.
2. Spare Parts
Spare Parts shall be kept on the premises. Spare part inventory is difficult to
predict due to system variations, and should thus be decided as system records
develop. One of each pump part shall be kept in reserve.
3. Pump Troubleshooting
Symptom
Likely Cause
Solution
Will not prime, slow to prime
Air leak in suction line
Tighten connections
Clack valve not seating
Replace clack valve
Discs worn or damaged
Replace discs
Suction strainer clogged
Clean strainer
Suction lift to hi h
Reduce suction lift
Liquid temp. to high
Reduce temp. or lift
Discs not seating due to solids
accumulation
Clean or replace discs
Low Pump capacity or discharge
pressure lower than planned
Discharge head too high
Reduce pump capacity
Excessive suction lift
Reduce suction lift
Pump obstructed
Remove obstruction
Pump worn
Disassemble and replace
worn parts
Pump speed too low
Increase speed (when
available)
Pump requires excessive
horsepower
Liquid viscosity or specific gravity
greater than planned
Review liquid and system
specifications
Total head higher than planned
Review liquid and system
specification
Closed or partially closed discharge
valve
Check discharge piping
system for closed valve
Piping obstructed by solids buildup
Clean piping system
Excessive vibration
Discharge head too high
Reduce pump capacity
Liquid viscosity too high
Reduce puTj seed
Cavitation caused by obstructed
suction piping system
Remove suction line
obstruction
Pump damaged
Disassemble and repair pump
Pipe line obstructed
Remove obstruction
Poor drive life
Misalignment between pump and
drive
Realign pump and drive

No flow
4.
5.
III. Lagoon
Suction pipe not emersed in liquid Lengthen suction pipe
Drive not operating Check circuit breaker
Flow being diverted in discharge Check valves in discharge
Obstruction in suction piping system Open valve or clear
obstruction
Preventative Maintenance
Be sure all nuts and cap screws are fully tightened.
2. Occasionally grease pedestal bearings, especially in corrosive or
dusty environments, as per lubrication schedule.
3. Check coupling wear and alignment periodically. Replace
coupling element before excessive backlash develops on direct
connected units. Belt tension should be checked and readjusted to
normal standards if a V-belt drive is used.
4 Always ensure drive cover is in place to protect personnel from
injury and eliminate foreign material entry into the area above
sealing trunnions.
5. Visually inspect trunnions after extensive usage for signs of
cracking or flex failure. If deterioration is evident, replace
trunnions immediately.
6. Check suction and discharge pressure gauges periodically (if
applicable). Higher pressure may indicate obstruction of pipes.
Lower pressure may indicate pump wear or damage.
7. Annual amperage readings shall be taken to ensure that the pump is
not being overloaded.
Lubrication Schedule
Per Manufacturers' requirements.
A. Storage Lagoon
Sludge levels shall be check periodically (see section V: Sludge Disposal for
details). All flow entry and exit points shall be inspected weekly for proper

function. Verify that all flow entry and exit points are free from blockage or
obstruction.
Effluent quality shall be monitored according to permit requirements from the
irrigation fields. Effluent readings shall determine whether or not the permitted
levels of toxins are being achieved. reviewing the treatment system may be
necessary if compliance with the permit cannot be met.
Sludge shall be measured and disposed of periodically. See section VI: Sludge
Disposal.
To prevent unauthorized access to the aerated storage lagoon, the access gate shall
remain locked at all times.
In any event of spillage from the aerated storage lagoon, the appropriate
authorities shall be contacted to remediate the situation. Human injuries shall be
attended to initially followed by eliminating the source of the spill from the
lagoon. Eliminating the source of the spill may include reinforcing the lagoon
impoundment structure, or lagoon liner as well as fixing any burst pipes the feed
from the lagoon. Should the cause of the spill result from overflowing of the
lagoon as a result of a failed initial and emergency power sources, an additional
emergency power generator shall be implanted to effectively operate and
treatment and disposal equipment so as to reduce the water levels in the lagoon.
Within twenty-four hours the appropriate authorities shall be contacted and
notified of the extent of the spill and note any obvious damages. Pumps shall be
used to recover any solids that have escaped the lagoon. Vegetation shall be
flushed with water and applied to cropland as per approved rate for the solids. A
damage assessment report shall then be submitted to the appropriate authorities as
required.
B. Floating Aerators
Air needs to be constantly introduced into the lagoon to give the microorganisms
enough oxygen to digest the wastes. Floating aerators were used to accomplish
this task. Floats suspend the aerator motor above the water, while part of the
drive shaft and propeller are below the surface. Typically, aerators are tied into
place so that they may move vertically with lagoon water levels, but not laterally.
Aerators will operate continuously, and when properly installed shall operate
mostly free of problems.
1. Aerator Troubleshooting
Symptom
Likely Cause
Solution
Motor Won't Start
Faulty Wiring
Check all wiring, motor
connections, control

connections, fuses, overload
trips
Defective Motor
Contact representative or
manufacturer
Motor runs but with little
discharge
Motor operation in wrong
direction
Switch polarity (i.e. Interchange
power leads)
Debris clogging propeller
Stop unit for 30 seconds, restart.
If improvement not evident,
check for and remove debris
Faulty Wiring
Check connections at motor
junction box
Overloading trips repeatedly
Faulty Wiring
Check wiring and connections
Incorrect fuse size / circuit
Verify overload ratings of fuses
breaker
and breakers against motor
nameplate rating
Debris clogging unit
Stop unit for 30 seconds, restart.
If improvement not evident,
check for and remove debris
Extreme temperature
Shield or ventilate controls to
affecting overloads
reduce temperature. Use
ambient compensating heaters
Motor overloading, overloads do
Debris affecting operation
Stop unit and clear of debris.
not trip
Replace overloads with correct
ratings. Operation of motor
while overloading may void
warranty.
2. Aerator Preventative Maintenance
Maintenance shall consist of lubrication, checking tie lines, and reading
amperage. The aerator shall be shut down before any inspections or
maintenance is performed. Some maintenance may be performed by boat
while aerator is still in position. If removing the aerator from the lagoon is
required to perform maintenance, only approved removal methods and
equipment as specified by the manufacturer shall be used.
Verify that no foreign material has accumulated on the propeller hub or
shaft, and that the unit is properly balanced. Make certain that no stringy
material has become entangled onto any part of the propeller shaft, hub, or
nut. If the contents of the lagoon are comprised of a significant amount of
stringy material, inspect the unit frequently to avoid long-term buildup of
such material.
Verify that the tie lines positioning the aerator are in proper tension and
that ties are securely fastened to both the aerator and tie down points
external to the aerator. Make sure all connections are secure.

Periodically hose down surfaces on the unit experiencing sludge buildup.
Buildup of sludge may cause flow restriction. When hosing down the unit,
temporarily shut down the aerator.
3. Lubrication
Per Manufacturers' requirements.
IV. Irrigation System
Spare heads and nozzles shall be kept on -hand. Twenty percent of the total number of
heads and nozzles is recommended to keep in inventory, thus two heads and nozzles for
zone two, five heads and nozzles for zones three and four combined, and ten heads and
nozzles for zones one, five and six combined shall be required.
Heads, nozzles, and visible piping shall be inspected daily for leakage. The irrigation
system shall also be inspected after grounds maintenance for plant material obstructions
and blockages. Repair any damaged heads, nozzles and piping. Replace any component
that cannot be repaired.
The irrigation fields shall be inspected daily for evidence of pooling or ponding prior to
and after irrigation dosing occurs. If such evidence exists, the system must be inspected
for possible leakage, controller or program failure, or unplanned soil conditions.
Reviewing the system specifications may be necessary if problem persists or becomes
overwhelming.
V. Residuals Management Plan
Lagoon sludge level readings shall be taken monthly, and sludge shall be pumped out as
needed. It is estimated that settled inorganic material may accumulate to unacceptable
levels at a frequency of every ten to twenty years. As needed, settled material shall be
pumped and hauled from the system.

VI. Emergency Contacts
Facili Mana er:
Paul Taylor
Case Farms, LLC Morganton Hatchery
5067 Foreman St.
Morganton, North Carolina 28655
Phone: [phone]
Cell: [phone]
Local Emergency Services:
Brendletown Fire Station 75-2
3646 Bennett Rd.
Morganton, North Carolina 28655
Phone: [phone]
North Carolina DE — Division of Water Resources:
Asheville Regional Office
2090 U.S. 70 Highway
Swannanoa, North Carolina 28778
Phone: [phone]
Engineer:
Mr. Gary S. MacConnell
MacConnell & Associates, P.C.
P.O. Box 129
Morrisville, North Carolina 27560
Phone: [phone]

co10P,
� 22
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HYDROGEOLOGIC REPORT
CASE FARMS — SPRAY IRRIGATION
CASE FARMS MORGANTON HATCHERY
BURKE COUNTY, NORTH CAROLV-,�A
S&ME Project No. 1584-09-008
Prepared For.
Case Farms
Post Office Box 308
Morganton, North Carolina 28680
Prepared By:
S&ME, Inc.
3718 Old Battleground Road
Greensboro, NC 27410
April 20, 2009
Edmund Q. B. He7Mffff, C.G. 1
Environmental Department Manager
aeCF QUIFFR�p�D7F�nnNDw SON
A
APR 2 0 2009
Lisa Ennis
Staff Professional

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HYDROGEOLOGIC REPORT
CASE FARMS - SPRAY IRRIGATION
CASE FARMS MORGANTON HATCHERY
BURKE COUNTY, NORTH CAROLINA -
S&W Project No. 1584-09-008
Prepared For:
Case Farms
Post Office Box 308
Morganton, North Carolina 28680
Prepared By:
S&ME, Inc.
3718 Old Battleground Road
Greensboro, NC 27410
CA S, April20, 2009
I-[ Rsr§
SEAL
1246 a `y-
Edmund Q. B. He-Mitff, C.G. I
Environmental Department Manager
A0U �pp�Pn �r ON 4;F ' 10%
APR 2 0 2009
d'� e
Lisa Ennis
Staff Professional

:::{°."_.`', v �i-'.'a3 �3R2 1',t Ya�E< <'.x,. • YLL't �r J 1 . ' %C '^ F"He'd A° 5 r"'� 4
:.4 .,..,.. _ �i�, �., ��.r �,3-1u. I�x,.f7w'3�4 zt:t .�.� ✓. s;5 �v�.! ...r... ... .7-ti.:
P *S&ME
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April 20, 2009
I DENnN nWQ
RECEIVED SON
Case Farms pQUI��R PR�7F
Post Office Box 308
Morganton, North Carolina 28680
n
Attention: Mr. Earl Kilcrease
n
Reference: HYDROGEOLOGIC REPORT - SPRAY IRRIGATION
(1
Case Farms — Morganton Hatchery
Burke County, North Carolina
(�
J
S&ME Project No. 1584-09-008
Dear Mr. Kilcrease:
S&ME, Inc.
(S&ME) has completed the authorized Hydrogeologic Report dated April 20,
2009 to provide information for a new Wastewater Irrigation Systems (WIS) non -
discharge permit application to the North Carolina Department of Environment and
jam.
Natural Resources (NCDENR) — Division of Water Quality (DWQ). The hydrogeologic
investigation was conducted to evaluate subsurface conditions beneath the spray irrigation
>
area to determine suitability of the spray irrigation area for inclusion in the referenced
L�
permit application. The attached report summarized our understanding of the project,
evaluation, findings, analytical results, and recommendations. Your design wastewater design
Engineer will need to review and incorporate our findings as necessary into the final system
design. Should you have any questions or comments about this report please feel free to
contact S&ME at 800-849-2985.
I
Sincerely,
S&ME, Inc.
Edmund Q. B. Henriques, L.G. Lisa Ennis
Environmental Department Manager Staff Professional
EQI eqh
;l
r'
W. SWE, INC. / 3718 Old Battleground Road / Greensboro, NC 27410 / p 336.288.71So f 336.28B.8880 1 www.amainc.com

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TABLE OF CONTENTS
t
Pape No.
1.0 INTRODUCTION................................................................................ 1
1.1 PURPOSE AND SCOPE...........................................................................................1
1.2 LIMITATION AND SOLE USE STATEMENT................................................................... 2
l
l
1.2.1 Limitations .....................2
.............................................................................................
(]
1.2.2 Sole Use Statement................................................................ . 3
.................. . .... ..........
2.0 GEOLOGIC INVESTIGATIONS........................................................... 3
I
2.1 SITE GEOLOGY ................................ ..... 3
................................................................
2.1.1 Research and Review of Available Literature......................................................... 3
2.1.2 Hand -auger Soil Borings........................................................................................... 4
2.1.3 Outcrop Mapping....................................................................................................... 4
2.1.4 Hollow Stem Auger, Direct Push and Air -Hammer Drilling .................................... 5
3.0 SITE HYDROGEOLOGY..........................................................Doug....... 6
3.1 CONCEPTUAL HYDROGEOLOGY..............................................................................6
f
3.2 AQUIFER PARAMETERS.......................................................................................... 7
3.3 GROUNDWATER FLOW.......................................................................................... 8
3.4 POTENTIAL FOR GROUNDWATER MOUNDING............................................................ 8
3.5 GROUNDWATER QUALITY...................................................................................... 9
4.0 POTENTIAL IMPACTS OF THE DISPOSAL SYSTEM ........................10
5.0 PROPOSED MONITORING WELL NETWORK........................a..........11
6.0 CONCLUSIONS .......... :............... .............. .................................. ......12
7.0 REFERENCES..................................................................................12
i
TABLES
Table 1:
Groundwater Analytical Summary
FIGURES
Figure 1:
Vicinity Map
Figure 2:
USGS Topography Map
Figure 3:
Current Irrigation Area Available
Figure 4:
Soil Boring & Monitor Well Map
1
APPENDICES
Appendix I:
Boring Logs and Monitor Well Logs
Appendix II:
Hydraulic Conductivity Analysis
I
Appendix III:
Groundwater Analytical
I

F',
PCase
Hydrogeologic Report SWE Project No. 1584-09-008
Farms. Burke Count.: NC _ Aril 20 2009
1.0 INTRODUCTION
J
S&ME, Inc. (S&ME) was authorized by Case Farms to evaluate approximately 5 to 6 acres
of potential spray irrigation areas to determine suitability for inclusion in a new
Wastewater Irrigation Systems (WWIS) non -discharge permit application. The site
evaluated is located north of the intersection of Conley Road and Foreman Street in
'
Burke County, North Carolina (Figure 1). Case Farms authorized S&ME to complete the
I
serviced outline herein in accordance with S&ME proposal No. 1588-08-P030 dated
February 19, 2008, and subsequent Letter Authorization No.
of 1-09 dated February 24,
2009.
l f
Field work for the hydrogeologic evaluation activities were conducted on between March
9, 2009 and March 25, 2008. The information provided is for incorporation into a permit
application for a new WWIS non -discharge permit through the NCDENR-DWQ Aquifer
Protection Section NCAC
(APS) (15A Subchapter 2T, Section .0500). The design flow
was established by the design ei4naer acConnell & Associates) at 8,000 gallons per
day (gpd). Wastewater will b filtere rior to surface application.
Under separate authorization, S&ME soil scientists conducted an evaluation of the soils
j
in the proposed disposal areas. The complete findings for the soils and agronomic
evaluations are provided under separate cover. Total buffered irrigation acres for the
study area at the time this report was prepared were reported to be approximately 4.3
i�
acres.
1.1 Purpose and Scope
S&ME completed the authorized Hydrogeologic Report to provide information for submitting
a Wastewater Irrigation Systems non -discharge permit to the NCDENR — Division of Water
Quality (DWQ). The scope of work was developed in general accordance with the NCDENR
requirements for a "Hydrogeologic Report" for as outlined in 15A NCAC 2T .0500 for
"Wastewater Irrigation Systems".
The following is a summary of the scope of work completed at the site:
fi�
✓ Conducted limited mapping of surface outcrops in or adjacent to the proposed
irrigation areas.
✓ Conducted a search for off -site water supply wells located within 1,000 feet of the
proposed irrigation areas.
✓ Completed five direct push and/or hollow stem auger (HSA) soil borings in and
{
near the spray irrigation areas to characterize changes in lithology to the top of
.j
bedrock (e.g. refusal). A Geologist and Soil Scientist described the material
encountered at each bore hole.
�J
✓ Installed 3 shallow monitor wells to assess the potential depth to groundwater and
to collect select aquifer parameters. Attempted the installation of two additional
fl
monitor wells within the existing spray fields to directly examine groundwater
{..
mounding condition due to historic spray irrigation activities; however, refusal was
encountered prior to groundwater.
1

Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County. NC April 20 2009
✓ Completed three slug tests, one at each of the permanent monitor wells for the
p g
�! purpose of estimating the hydraulic conductivity of water table aquifer.
' f ✓ Transmissivity and specific yield for the saturated zone were estimated using
published data and collected field data.
} ✓ Collected depth to groundwater data and estimated local groundwater flow
directions.
✓ Integrated geologic information obtained through literature research with the site
specific information to develop a conceptual model for the hydrogeology of the
study area.
✓
The potential for groundwater mounding beneath the disposal areas was assessed
using visual soil indicators for evidence of a seasonal high water table as well as
n
actual groundwater elevations observed beneath these current and historically active
J
spray irrigation fields.
✓ Summarized the findings in a Hydrogeologic Investigation Report. The
IJ
hydrogeologic report evaluations, testing and calculations can be used for inclusion
into a non -discharge permit application for Wastewater Irrigation Systems.
Prior to this hydrogeologic study, S&ME staff preformed site mapping to locate existing
features which affect the potential suitability for WWIS. Surface features which are
F�
required to be identified, if present, include: residences, private or public water supply
sources, streams or surface waters, property lines, drainage ditches, public right-of-ways,
and other features which may require setbacks. Surface features were identified based on
a site reconnaissance. Maps were prepared using Arcview 9.2 a Geographic Information
U
U
System (GIS). Field data was collected using a non -survey quality sub -meter Global
Positioning System (GPS). Base maps were generated using information from the
following sources: North Carolina Department of Transportation, United States
Geological Survey (USGS) topography, DeLorme North Carolina Atlas and Gazetteer,
iJ
and a site map provided by MacConnell and Associates (Figures 1-3).
1.2 Limitation and Sole Use Statement
r j
1.2.1 Limitations
L
The findings of this report are applicable and representative of conditions encountered at the
!�
subject site on the dates of this evaluation at the locations evaluated. This report is based upon
data collected at the selected locations and includes the subjective extrapolation of geologic
conditions; therefore, these findings may not be representative of all conditions in the study
I J
area.
The provided scope of work relied upon site layout information and wastewater system design
FJ
data provided by others. If the proposed irrigation areas substantially change, or site features
are modified, additional investigations may be required to adequately address areas or future
site conditions not investigated as part of this report.
11
d

li
Hydrogeologic Report SWE Project No. 1684-09-008
Case Farms -Burke Count NC April 20, 2009
1.2.2 Sole Use Statement
(�
All materials and information used for this project were obtained by S&ME. The resulting
I I
report is provided for the sole use of Case Farms which it was prepared. Use of this report by
any third parties will be at such party's sole risk, and S&ME disclaims liability for any use or
t '
reliance by third parties.
2.0 GEOLOGIC INVESTIGATIONS
The subject site is located off Foreman Street in Burke County, North Carolina, just south of
the City of Morganton (see Figure 1). A portion of the Glen Alpine, N.C. Quadrangle USGS
n
Topographic Map (1962) is included as Figure 2. As depicted in Figure 2, surface elevations
(J
at the subject property range from approximately less than 1,280 feet to 1,240 feet mean sea
level (msl). As depicted in Figure 2, the topography of the study area is moderately sloping
and located in upland area. The USGS map depicts no creeks within 500 feet of the spray
i
i
irrigation area. An unnamed tributary to Silver Creek is located approximately 700 feet of the
western edge of the disposal areas. This unnamed tributary to Silver Creek flows generally
from southwest to southeast in the vicinity of the site.
Figure 3 depicts the existing spray irrigation area which is bound by areas of higher elevation
to the north, east, and south. The Facility's lined storage lagoon is visible in Figure 3, located
immediately west of the spray irrigation fields. Two ditches west of the spray fields divert
r,
stormwater around the lagoon. and are expected to capture surface water run-off in the study
area. On the dates of our site work these ditches were not observed to be flowing in the
vicinity of the lagoon or spray fields. During rain events stormwater run-off reaching these
ditches would flow further west and discharge into an unnamed tributary to Silver Creek
located 700 feet to the west.
r }
This hydrogeologic investigation included a review of published information and the
Ucollection
of site specific data.
2.1 Site Geology
The study area was a pre-existing spray irrigation area depicted in Figure 3. S&ME
performed activities to characterize the site geology, including review of available literature
U
describing the local geology, mapping of observed rock outcrops, and subsurface explorations
using direct push, hollow -stem auger and air -hammer drilling techniques.
2.1.1 Research and Review of Available Literature
Review of the 1985 North Carolina Geologic Map and the Preliminary Explanatory Text for
the 1985 Geologic Map of North Carolina (North Carolina Geological Survey, 1988) suggests
J
that the site is located in the Inner Piedmont Physiographic Province ofNorth Carolina, and
that the site and vicinity are underlain by a migmatic granitic gneissic, and described as"
�)
foliated to massive, granitic to quartz dioritic; biotite gneiss and amphibolite common. "
When partially weathered, these subsurface materials are generally referred to as saprolite.
Saprolite is a residual soil which retains some of the original structural features of the parent
n
rock. The demarcation between the soil and rock materials is transitional, as the difference is
�+1
one of consistency and degree of weathering between very stiff soil and relatively soft rock
3

!I
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms. Burke County. NC _ ALA 20, 2009
}
Hand -auger soil borings, geoprobe borings, auger borings, and rock drilling were used to
collect data to characterize the subsurface geology. The following provides a summary of
each of the methods utilized during this investigation.
2.1.2 Hand -auger Soil Borings
S&ME soil science staff conducted 12 hand -auger borings at locations shown on Figure x, to
r
characterize the soils within the existing W WIS area as summarized in the "Soil
Scientist/Agronomist Report" report dated October 30, 2009, prepared by S&ME. Detailed
soil profile descriptions were made to a depth of seven feet below land surface or to the
rj
"Cr" or "R" horizons at select locations to characterize the soils potential suitability for
(J
WWIS. The soil scientist evaluation includes field descriptions describing the following
parameters by individual diagnostic horizons: thickness of the horizon; texture; color and
()
other diagnostic features; structure; internal drainage; depth, thickness and type of
l
J
restrictive horizon(s); and presence or absence and depth of evidence of any seasonal high
water table (SHWT). The SHWT (if applicable) was identified based on soil
(�
characteristics through identification of low chroma mottles. The soils on the proposed
l J
acreage were described to the series level using current United States Department of
Agriculture (USDA) and Natural Resource Conservation Service (NRCS)-Soil
Taxonomy. The soil profile descriptions represent the soil characteristics that were
dominant across the site.
As previously reported, useable soil within the proposed spray irrigation area consisted
predominantly of soils similar to the Fairview soil series. The Fairview soil series (Fine,
kaolinitic, mesic Typic Kanhapludults) is commonly found on ridges and side slopes of
the Piedmont. The Fairview series is classified as being very deep and well drained. The
Fairview series is formed in material weathered from felsic metamorphic or igneous rock.
Soil profiles within the proposed spray area contained similarities to the following
typical profile: Surface horizon (Ap) with a sandy clay loam (0 to 8"), underlain by a
subsoil horizon (Bt) with a clay loam texture (8 to 24"), followed by a horizon of
transition (BC) with a clay loam texture (24 to 32") and a horizon of underlying material
(C) multicolored sandy loam that weathered form saprolite (32 to 72"). The soil structure
ranges from weak medium granular structure within the surface horizon; to moderate,
medium sub -angular blocky structure within the subsoil horizons. The surface horizon is
brown, the subsoil is red. Below the subsoil is a layer of multicolored sandy loam
weathered saprolite.
S&ME soil science staff reported that identified soil series is suited for wastewater irrigation
systems. Please refer to the "Soil Scientist/Agronomist Report" prepared by S&ME for the
complete discussion of the findings and recommendations for the soil science and agronomy
services.
2.9.3 Outcrop Mapping
The original proposed spray irrigation area is an open grass field. During the completion of the
hand -auger soil borings and drilling, no surface rock outcrop were mapped when observed in
the disposal area; however, a few small rocky exposures were noted outside of the disposal
area as mapped in Figure 3. Based on the depth to rock encountered in the soil borings and
4

n
Hydrogeologic Report S&ME Project No. 1584-09-008
Case Farm& Burke County, NC _ _ April 20. 2009
monitor wells drilled as of this assessmen the small roc areas observed outside o
1� � rocky f the
n
disposal area are likely un-rooted partially boulders and/or cobbles contained with the highly
`
weather saprolite matrix. Small boulders and/or cobbles are not expected to significantly
influence the overall vertical percolation of waters (both net rain and irrigation inputs) through
the vadose zone within the disposal area.
'
2.1.4 Hollow Stem Auger, Direct Push and Air -Hammer Drilling
The hydrogeologic evaluation included five direct push continuous soil sampling borings
labeled MW-1, MW-2, MW-3, MW4, and MW-5, completed to depths ranging from 31.5
feet to 39.8 feet below grade. The boring locations were chosen to represent various
Fit
landscape positions in the study area with one boring up -gradient of the disposal area, two
boring were completed within the central portion of the disposal area, and two borings were
completed just below the disposal area (see Figure 4).
(�
Continuous
(1
sampling using direct push drilling methods encountered refusal at all five boring
locations at depths at or above groundwater. Hollow -stem auger drilling was not successful in
FJI
drilling substantially deeper. To further assess subsurface conditions and groundwater
occurrence underlying the refusal depths, boring locations MW-3, MW4, and MW-5 were
extended to depths ranging from 45 feet to 85 feet below grade using air -hammer drilling
methods. At borings MW-4 and MW-5, logging of the air -hammer drilling suggested that
solid bedrock was not encountered and the material was described as partially weather rock.
At well MW-3, direct push refusal occurred at 23 feet below grade, partially weather rock
{�
extended to the depth of 55 feef below grade where air -drilling encountered solid bedrock.
�J
Each boring was logged in the field by a staff professional and the direct push cores were also
logged a licensed soil scientist. Boring logs are contained in Appendix 1. Figure 4 depicts the
approximate location of the completed borings.
Within the study area the vadose zone was observed to be composed of soils and saprolite
dominantly characterized as a sandy silt, with relic bedrock fabric observed at greater depths.
Several borings did contain intervals with relatively finer grained textures; however, the
absence of redoximorphic features such as low chroma colors suggest that the finer grained
materials did not produce perched water for sufficient periods of time; therefore, these features
are not consider significant to this study, with one exception.
Outside of the proposed disposal area at boring MW-5, the upper eleven feet of the boring
encountered a material described as a fill material composed of silty clay. This fill material
may have been derived during the historic construction of the adjacent storage lagoon. The
U
material underlying the fill material was described as a residual clayey silt. A shallow open
borehole completed to 10 feet in depth next to MW-5, encountered perched water. Well MW-
5 was constructed with an outer surface casing to seal off this perch water, and encountered
U
groundwater at approximately 32 feet below the ground surface. This field work was
completed two days after several days of steady rain. Case Farms personnel indicate that
water does stand in the area of MW-5 shortly after rain events; however, it typically dry
shortly thereafter. S&ME soil scientist boring #3 and #4 did not encounter perched water
conditions or low chroma colors, suggesting that the perched the conditions observed at MW-
5 are isolated to a small area outside of and down -slope of the proposed spray fields. Based
on these observations, the perched conditions should not impact the proposed spray irrigation
activities.
5

ri
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms, Burke Coumv, NC� _ A riI 20 2009
Boring locations MW-3, MW-4, and MW-5 were completed as permanent monitoring wells
in order to obtain static depth to water measurements, to perform aquifer slug tests, and to
obtain groundwater quality samples. These wells were installed at locations that should serve
to meet the requirements for the WWIS Permit compliance monitoring well network, with
well MW-3 serving as the background well and with wells MW-4 and MW-5 located down -
gradient of the disposal area, at locations near the future Review Boundary
3.0 SITE HYDROGEOLOGY
3.1 Conceptual Hydrogeology
As previously stated, the subject site is located in the Inner Piedmont Physiographic Province
of North Carolina. In general, the hydrogeologic system for Piedmont can occur as follows.
Precipitation occurs in the form of rainfall and snow melt. Depending on factors such as
ground saturation, ground cover, and slope, a portion of the precipitation forms runoff. This
runoff flows to areas of lower elevation where some of the runoff water infiltrates in the
unconsolidated material (i.e. soil) and some flows into local surface waters. The precipitation
n that does not form runoff infiltrates through the unsaturated zone where it can merge with an
J underlying aquifer.
As discussed by Heath (1980) groundwater in the Piedmont and Blue Ridge Provinces can be
jconceptually
simplified and viewed to "consist of an interconnected but distinct two -
component system groundwater system, with the regolith providing storage to the underlying
fractures in the bedrock " According to Harried and Daniels, "a third component, the
transition zone, commonly occurs between the regolith and bedrock " The transition zone is
often found to be a more transmissive than the overlying and underlying units.
j
LJ
Flow in the shallow aquifer is primarily by the porous media flow mechanisms. Relict
structures in the soil, saprolite, and partially weathered rock are also expected to provide
secondary porosity and affect groundwater movement. Groundwater within this aquifer
typically flows down gradient and discharges into surface waters with a portion migrating
vertically into fractures within the fractured bedrock aquifer.
1JFor
this study the regolith consists of the uppermost soil layer, and underlain by a highly
weather bedrock unit referred to as "saprolite." The saprolite is underlain by partially weather
rock defined herein, as material producing refusal to direct push or hollow stem auger
sampling tools. The lower most unit explored was the upper most portion of the consolidated
f�
bedrock.
Based on the landscape position occupied by the disposal areas, it is a natural recharge area for
f E
the local shallow aquifer. Given the disposal area's position near the top of a local ridge, the
disposal area is located in the upper most portion of the local recharge area. The shallow
aquifer is anticipated to discharge to the unnamed tributary to Silver Creek approximately 700
feet to the west of the disposal area.
Beneath the subject site an unconfined � aquifer was encountered in the saprolite to partially
n
weathered rock transition zone above bedrock at wells MW-4 and MW-5. Beneath the central
portion of the disposal area unsaturated conditions occurred to the approximate depth of direct
push drilling refusal at locations MW-1 and MW-2. Although not explored, the shallow
6

P
Hydrogeologic Report S&ME Project No. 1584-09-008
Case Farms. Burke County_,,. NC _ A ril20 2009
aquifer beneath MW-1 and MW-2 is expected to be in partially weather rock based on moist
to wet conditions observed at refusal. Up -gradient to the disposal area, groundwater at well
MW-5 occurred only in the bedrock unit. Based on the locations explored, groundwater
occurrence in the study area is dominantly within either partially weather rock or bedrock,
The
l i
use of spray irrigation in the proposed disposal areas will likely increase recharge of
the shallow aquifer and underlying bedrock aquifer. When compared with pre -irrigation
(�
conditions at the site, a portion of the irrigation water will reach the shallow water table
I J
aquifer and produce changes in the hydraulic gradients beneath the water disposal areas.
As the gradient increases the vertical and horizontal groundwater flow rate should
(�
increase, resulting in a net increase in the shallow aquifer discharge to local creeks and
(}
the recharge of the underlying bedrock aquifer. As discussed below, mounding of the
water table to within one foot of the ground surface is not predicted.
3.2 Aquifer Parameters
Depth to Groundwater
Groundwater was observed in monitor wells MW-3, MW-4, and MW-5 at a depths ranging
from 33 feet below grade immediately down -gradient to the spray fields, to approximately 72
feet below grade at the background well (e.g. MW-5) located topographically up -gradient of
the spray fields (see Table 1).
Within 24 hours of completion, groundwater was not observed in the open bore holes at
locations MW-1 and MW-2 within the existing spray field. A Geologist and Soil Scientist
r' logged these borings and observed moist to saturated conditions near the refusal depths.
Redoximorphic features such as low chroma mottles did not indicate a seasonal high water
table (SHWT) at similar depths in these borings. Based on these observations, the depth to the
SHWT beneath these portions of the existing spray fields is indicated to be at depths of greater
than 30 feet. This depth is also consistent with the predicted depth to groundwater based on
the observed groundwater gradient between well MW-5 and wells MW-3 and MW-4.
Wdraulic Conductiyii�
As previously stated, monitoring wells MW-3, MW4, and MW-5 were installed to obtain
static depth to water measurements, to perform slug tests, and to obtain groundwater quality
samples. Rising head slug testing were used to calculate hydraulic conductivity values at these
locations. The collected data was analyzed using the Bouwer and Rice method.
In
estimating the thickness of the surficial unconfined aquifer, S&ME assumed an aquifer
thickness of 20 feet; the actual thickness may be greater. Since groundwater was observed in
both partially weather rock and in bedrock in the study area, the aquifer thickness used
l
{
accounts for unconfined conditions in both units, with no confining unit separating the two
units. The calculated hydraulic conductivities from the slug tests are summarized in Table 2.
Sample calculations, plots, and portions of the field data are included in Appendix H.
u
In general, the calculated hydraulic conductivity values for the partially weather rock are
relatively consistent and within the expected range of values aquifer materials described as a
sandy silt. In comparison, the bedrock well produced a higher calculated conductivity value.
7

F
Hydrogeologic Report SWE Project No. 1584-09-008
FJ
Case Farms Burke County, NC April 20, 2009
Transmissivity
Using a mean hydraulic conductivity value of 1.84 feet/day and an estimated unconfined
F
aquifer thickness of 20 feet, a transmissivity value of 36.8 fly/day is calculated for the
unconfined aquifer. Transmissivity values are expected to vary in a complex metamorphosed
Fcrystalline
bedrock terrain.
Specific Yield
rill
Given the limited acreage, hydraulic loading, and nutrient loading associated with disposal
system, S&ME considers published values for average specific yields adequate too
characterize the specific yield for unconfined aquifers. Therefore, geologic descriptions of the
aquifer materials encountered during this investigation were used to estimate the specific yield
of shallow aquifer material. Based upon the above discussions, the unconsolidated water table
aquifer that underlies the study area was dominated by materials described as sandy silt.
Based on published data provided by Walton, 1970, specific yield values of 0.10 to 0.30
LJ
LJ
would be representative for the soil types encountered in the saturated zone.
Actual specific yield values will vary with the natural local variations in mineralogy, texture,
grain size, and structure in the material hosting the shallow water table aquifer. Given the
acreage covered by the proposed waste disposal area and the proposed disposal volume, site
specific values are not needed for this study.
3.3 Groundwater Flow
In the Inner Piedmont, the shallow unconfined groundwater table typically mimics surface
topography with depth to water from ground surface being deeper on hills and slopes than in
low lying areas. Groundwater flow is typically from inter -stream recharge areas toward
streams as groundwater discharge areas.
{ Based on the measured depths to groundwater and the calculated groundwater elevations for
well MW-3, MW-4 and MW-5, groundwater flow beneath the subject site is toward the west.
This direction is consistent with the overall topography within the study area, as groundwater
3 was anticipated to flow to the west toward the unnamed tributary to Silver Creek located
Japproximately 700 feet to the west
r
3.4 Potential for Groundwater Mounding
The irrigation system will apply wastewater to grasses in the disposal area. The proposed drip -
irrigation area contains approximately 4.3 net acres. An annual loading rate of approximately
1�
29 inches of water per year has been proposed for the project.
As with most irrigation systems, the application of irrigated water can cause the water table
(I
elevation to increase. In accordance with 15A NCAC 2T .05049(e) if the seasonal high water
J
table (SHWT) is within six feet of the surface, a mounding analysis is needed to predict the
level of the SHWT after wastewater application. As discussed in Section 3.2 the separation
f
between the waste and the observed water table beneath the study area ranged from
.�
approximately 70 feet below grade to 32 feet below grade.
_
Based on the observed depths to groundwater a SHWT mounding analysis should not be
required for this site in order to comply with 15A NCAC 2T .05049(e). Although not
8

r
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms, Burke Coup, NC Anri120.2009
required, there are a number of observations that have been made that address the question
Fgroundwater mounding.
The subject site is unique in that spray irrigation for wastewater disposal has occurred in the
study area for approximately 20 years, and continues to date, so mounding associated with the
irrigation can be measured and/or observed rather than predicted through calculations as is
often required for site where no real time data exists. The following lines of evidence were
examined for the groundwater mounding analysis.
rill
• A 70 foot depth to groundwater was observed immediately up -gradient of the spray
(�
l
fields while a depth 32 foot depth to groundwater was observed immediately down-
'
gradient of the spray fields.
• Groundwater was not encountered beneath the spray field at borings MW-1 and MW-
2 at depths of over 30 feet below grade. A depth to groundwater of greater than 30 feet
L 1
L 1
below grade at MW-1 and MW-2 is also projected using the groundwater elevations
and the groundwater gradient between well MW-5 and wells MW-3 and MW-4.
• Soil scientist examination of the soil samples obtained from borings MW-1 and MW-
2, located near the center of the disposal area did not revealed the presence of
sufficient low chroma mottles in the soil samples to indicate the potential presence of
a SHWT at depths of less than 30 feet.
It is important to note that it is our understanding that Case Farms as made a number of
U wastewater reduction improvements at the facility that have reduced the overall hydraulic
loading of the spray irrigation fields relative to the historic operations. Therefore it is
reasonable predict that future wastewater irrigation operations would produce even less
LJ groundwater mounding than historic operations, thus a separation.
t� Based on the depths to groundwater observed beneath the study area, the calculated hydraulic
gradient in the study area, and the proposed 29 inch per year hydraulic loading (e.g. equates to
approximately 0.58 inches per week), a groundwater mound with six feet or less separation
between the height of the mound and the ground surface is not predicted for the proposed
spray irrigation operations.
3.6 Groundwater Quality
To evaluate groundwater quality in the study area wells MW-3, MW-4, and MW-5 were
sampled on March 24, 2009. Prior to sample collection, the monitor wells were purged of
three times the initial well volume with a non -dedicated sampling pump. Each sample was
handled with a new pair of nitrile gloves and was placed into the laboratory provided sampling
containers. The samples were analyzed for Total Dissolved Solids (TDS), Nitrate. -Nitrogen,
Chloride, and total organic carbon (TOC). The collected samples were submitted to Research
& Analytical Laboratories, Inc. (North Carolina Wastewater Certification #34) in Kemersville,
North Carolina, for laboratory analysis.
A summary of the laboratory analysis can be found in Table 3. All of the tested parameters
were detected at levels below the corresponding NCAC 2L groundwater quality standards.
For the select parameters analyzed, the detected concentrations do not suggest any pre-existing
groundwater quality conditions stemming from the historic wastewater disposal activities.

Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke Count NC _ Aril 20, 2009
With the past as an indicator of the future, 20 years of historic operations have not impacted
(�1 shallow groundwater quality beneath the study area. A copy of the laboratory report is
included in Appendix III.
�1 4.0 POTENTIAL IMPACTS OF THE DISPOSAL SYSTEM
t;
S&ME performed calculations comparing the nitrogen loading rate from irrigation to the
predicted nitrogen utilization by trees in the irrigation areas. These calculations were
F-i performed to predict the potential nitrogen and phosphorus loading to the groundwater
beneath the irrigation areas. These predictive calculations examine the potential for the
nutrient loading rates to exceed the theoretical plant uptake. The table below summarizes the
results.
(� Disposal area requirements based on a nutrient loading assessment have been determined
J using wastewater flows that have been allocated to the proposed spray irrigation area as
proportioned in the DWQ Water Balance (Version 5) provide by S&ME in the
�j Scientist/Agronorriist Report" report dated October 30, 2009.
Surface Spray Irrigation Area (Tall Fescue) — Recommended PAN rate of 158 lbs
aNitrogen/Year
Parameter mg/L* Pounds/
Acre -In
10.000M
gen 9,000e
N 1.000
a
7.050
2.000
*Provided by A&L Eastern Laboratories, Inc.
Nitrogen (N):
j
Min. Rate * (TKN - NIJ) + 0.65 (NH3) + (NO' / NO2)
0.2 * (10 mg/l - 9 mg/l) + 0.65 (9 mg/1) + 1.0 mg/1 = 7.05 mg/l
r
7.05 mg/1 * (1 L /1,000,000 mg) * 2.20461bs/1000 grams * 1 gallon/3.7854 liters
27,154 gal/acre/inch = 1.5961bs/acre/inch PAN
• Design Irrigation rate of 29.18 inches/acre/year
* Recommended PAN rate of 158 lbs PAN/acre/year
29.18 inches/acre/year * 1.5961bs PAN/acre/inch = 46.57 lbs PAN/acre/year
Spray irrigation will provide 29% of annual nitrogen needs for the Tall Fescue hay crop.
1 10

Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke Coun1y. NC And 20 2009
Phosphorus (P):
�j 2 mg/l * (1 L 11,000,000 mg) * 2.2046 lbs/1000 grams * 1 gallon/3.7854 liters * 27,154
[ gal/acre/inch = 0.453 lbs/acre/inch P
• Design Irrigation rate of 29.18 inches/acre/year
t ; • Recommended P rate of 57 lbs P/acre/year
29.18 inches/year/acre * 0.453 lbs P/acre/inch = 13.21 lbs P/acre/year
With a Phosphorus uptake rate of 571bs/acre/year, the effluent will only provide
(-j approximately 23% of the annual phosphorus needs for the Tall Fescue hay crop.
l�
The calculations indicate that the expected annual plant demand for nitrogen and phosphorus
is greater than the proposed annual nitrogen and phosphorus loading from the spray irrigation
system. This suggests that the grasses theoretically have the capacity to utilize the applied
nitrogen and phosphorus provided by the wastewater water. If the grasses utilize these
nutrients, and they do not pass beyond the root system, then they are not available as potential
constituents of concern to the underlying shallow groundwater.
As an additional means of assessing the potential impact of the proposed system, the
following test was also applied. If one makes an improbable and overly conservative
assumption that 50% of the 10 mg/L nitrogen available (e.g. ammonia + nitrate + nitrite) from
the wastewater does migrate beneath the root zone and reaches the shallow groundwater, and
assuming 1001/6 of the nitrogen in the treated effluent is converted to nitrate -nitrogen, an input
of 5 mg/L nitrate -nitrogen would reach the shallow aquifer. An input of 5 mg(L nitrate -
nitrogen to the shallow aquifer is not predicted to result in an exceedance of the corresponding
10 mg/L NCAC 2L groundwater quality standard.
These predictive calculations should provide a conservative estimate since they assume 100%
nitrification of ammonia converting it to nitrate -nitrogen and they do not account for 1) any
volatilization of the ammonia component during spray irrigation, 2) any denitrification, and 3)
any dilution of the underlying groundwater due to annual recharge from precipitation.
I
Using the past as an indicator of the future (see Section 3.5), groundwater quality data suggest
that approximately 20 years of historic spray irrigation operations have not produced nitrate
impacted shallow groundwater beneath the study area.
Based on the above predictive calculations and assumptions, the nitrogen discharged from the
proposed irrigation activities is not predicted to result in an exceedance of the corresponding
10 milligram per liter (mg/L) groundwater water quality standard in the shallow aquifer
-
beneath the study area.
F 5.0 PROPOSED MONITORING WELL NETWORK
w
According to 15A NCAC 2T the Compliance Boundary for groundwater shall be 250 feet
,yl from the waste boundary, or 50 feet within the property boundary, which ever is closer to the
source. The Review Boundary should be one half the distance between the waste boundary
and the Compliance Boundary. Based upon the results of this investigation and the location of
11

IJ
n
Hydrogeologic Report S&ME Project No. 1684-09-008
Case Farms, Burke County, NC Apt 20, 2009
the proposed irrigation area, the compliance monitoring well network depicted in Figure 4 is
Frecommended.
These wells were installed as part of this hydrogeologic investigation.
6.0 CONCLUSIONS
1 `
Considering the project scope of work and associated inherent budgetary constraints, an
understanding of general subsurface features has been developed. Although not required by
15A NCAC 2T .0500 for a Hydrogeologic Report, the upper portion of the bedrock was
Pi
explored since bedrock is the host of the water table aquifer immediately up -gradient of the
spray irrigation disposal system while regolith (e.g. saprolite/partiallytyeather rock) hosts the
aquifer immediately down -gradient of the spray irrigation area.
Based upon our understanding of the project and subsurface conditions as described in this
n
report, the study area appears to be suitable for the proposed wastewater irrigation system.
(J
The subsurface conditions encountered suggest both a porous regolith and bedrock water table
aquifer beneath the study area, with depths to groundwater ranging from approximately 32 feet
j
to 70 feet below grade. The assessment did not suggest the presence of laterally continuous
confining layers in the regolith; however, the crystalline bedrock that underlies the
unconsolidated regolith has limited primary porosity. Faults and fractures are expected to
�j
provide secondary porosity in the bedrock, porosity that is predicted to be non -homogenous in
�J
nature and distribution. Areas of non -fractured bedrock are expected to restrict vertical
groundwater flow. Under natural conditions, infiltrating groundwater is expected to migrate
t�
downward through the soil profile, and then move laterally in the weathered and unweathered
�J
rock interface, with a portion of the groundwater migrating into the underlying fractured
bedrock, where more permeable fracture zones are encountered. Water provided by the
j
proposed drip irrigation system is predicted to move though the subsurface under the same
LJ
processes as waters provide by precipitation.
l
Based on the observed subsurface profile, depths to groundwater, hydraulic gradients, and
proposed loading rates discussed herein, a groundwater mound with one foot or less separation
between the height of the mound and the ground surface is not predicted.
Ll
Based upon the groundwater parameters measured, no pre-existing groundwater quality
conditions were detected. The proposed wastewater disposal activities are not predicted to
result in exceedances of groundwater quality standards at the compliance boundary,
7.0 REFERENCES
Fetter, C.W.
f I
Applied Hydrogeology
J
Columbus: Merrill
1988, Second Edition
1
Pp.196-199
Geologic Map of North Carolina, 1985
I
Scale 1:500,000
'
12

F
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County, NC
Anril M 3009
�?
North Carolina Geologic Survey
Preliminary Explanatory Text for the 1985 Geologic Map of North Carolina
Contractual Report 88-1 (in draft) p. 62
l ;
Walton, W.C., 1970
Groundwater Resource Evaluation
McGraw-Hill Book Company, New York, NY, 664p.
S&ME, Inc.
Soil Scientist/Agronomist Report
('
('
Case Farms
Wastewater Irrigation Systems
Burke County, North Carolina
1 1
October 30, 2009
U
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1]
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13

TABLES

E So
d o
u v a
o R c
t r
.Q do Zc
az
ttl W £ Q
IL
L
v W
C f
m H
Z
a)
,Q
O
0
z
d m
a
c U'Lu
a 3
C7
II m
0 m

Table 2
Summary of Hydraulic Conductivity Values
Case Farms - Hatchery
Burke County, North Carolina
S&ME Project No. 1584-09-008

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OG
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J O
v
Z W
ad
az
Z O
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WIL
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LL
V)
m
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m
H

FIGURES

1:
I� N
4
�4
Pp
w r
iRk USE
RD k
a
r
OWHILLCHURCH RD MF.
AA
HOMEST DR
c
-� w
i I DpVID aRYAN & Yt�' i
LIVER TRL
7 YT
tl
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I CL �pL�,AV �q BIRD LN o SITE
m
pgTro . �BPVEINNETT RD
RD
Z
m .
°<1
OR Rp o 0
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o a
o
Source: Roads Provldetl by" NCDOT GIS Department webaile
I J SCALE: mile
°AT' . October, 2�8
. .. . .. *S&MEJBP
PROJECT NO. WINW.SMEINC.COM
.1584-09-008
S'T
m
L !F-
NORMAN D .
N
t
NC
DR U
G�p��g,0
�100'0
CASE FARMS FIGURE
N0:
MORGANTGW HATCHERY
VICINITY -MAP
BURKE COUNTY; NC

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CASE
FARMS
MORGANTON HATCHERY
S&ME
U SGS TOPOGRAPHY MAP
�� ►t:BURKE COUNTY,

p
r
F
APPENDIX I
' Boring Logs and Monitor Well Logs
g
r

4
c
c
u
U
c
COMPLETION REPORT OF WELL No. MW-1 Sheet 1 of 2
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3/10109
NOTES:
WATER LEVEL: Approximate SHWT @ 255
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
LOGGED BY: E. HenriaueS
STRATA
WELL
❑
o
m
DETAILS
w
WELL CONSTRUCTION DETAILS
DESCRIPTION
a
❑
ui
w
r
c
U1 .
J
J
W
PROTECTIVE CASING
0
0.00.
GS
Diameter:
Type:
Organic Laden Topsoil
4"
Interval:
Possible Residuum:
Red Brown Slightly
Sandy Clayey SILT
RISER CASING
with Trace Roots
Is
5
Diameter:
Type:
Residuum: Red
Brown Clayey Fine to
Interval:
Medium Sandy SILT
with Trace Roots
Moist -Wet)
777
GROUT
Type:
Residuum: Orange
Brown Fine to Coarse
.
10
Interval:
Very Sandy SILT with
race Roots (Moist)
SEAL
Residuum: Pink
Brown Fine to
Type:
Medium Sandy SILT
_
Interval:
,rith Trace Roots
15
(Moist)
-
FILTERPACK
Residuum: Pink
Brown White Silty
Fine to Coarse SAND
Type:
ith Trace RoolsWith
Interval:
Quartz Fragments
(Moist)
20
SCREEN
Residuum: Pink
Brown Fine to
Medium Sandy SILT
Diameter -
with Black Manganese
Type:
Staining With Trace
Interval:
Mica (Moist)
Residuum: Pink
25
Brown White Fine to
Coarse Sandy SILT
LEGEND
ith Trace Mica
(Moist)
El FILTER PACK
BENTONITE TOC TOP OF CASING
Residuum: Pink
Brown Fine to
Medium Sandy SILT
30
GS GROUND SURFACE
ith Black Manganese
®CEMENT GROUT BS BENTONITE SEAL
taining With Trace
® CUTTINGS / BACKFILL FP FILTER PACK
Mica (Moist)
TSC TOP OF SCREEN
STATIC WATER LEVEL BSC BOTTOM OF SCREEN
Residuum: Pink
Brown White Fine to
TD TOTAL DEPTH
Coarse Sandy SILT
J CG CEMENT GROUT
COMPLETION REPORT OF
#"
S&ME WELL No. MWA
ENGINEERING -TESTING Sheet 1 of 2
ENVIRONMENTAL SERVICES

PROJECT: Case Farms
PROJECT NO: 1584-09-008
PROJECT LOCATION: Burke County, NC
STRATA
J - WELL = 0 0
O = DETAILS a alDESCRIPTION a w 0 >
to LU w w
With PWR
Its with Trace
ica
vn Fine to
ium Sandy SILT
Black Manganese
ling With Trace
(Moist)
Brown Fine to
se Very Sandy
with Black
Lanese Staining
SAND with
Fragments
to Coarse SAND
PWR Fragments
J
, J
OE
p ENGINEERING - TESTING
2 ENVIRONMENTAL SERVICES
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
WELL CONSTRUCTION DETAILS
1 LEGEND
FILTER PACK
J BENTONITE
i
® CEMENT GROUT
® CUTTINGS / BACKFILL
STATIC WATER LEVEL
(See Page 1)
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CIS CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-1
Sheet 2 of 2

COMPLETION REPORT OF WELL No. MW-2 Sheet Iof2
PROJECT: Case Farms
PROJECT NO: 1584-09-008
WATER LEVEL: Dry No SWHT encountered
PROJECT LOCATION: Burke County, NC
DRILLING CONTRACTOR: S&ME
LATITUDE:
DRILLING METHOD: Geo-Probe
LONGITUDE:
DATE DRILLED: 3/10109
TOP OF CASING ELEVATION:
NOTES:
DATUM: MSL
LOGGED BY: E. Henriques
STRATA
WELL =
o
o J
m
-
DETAILS
0
;
WELL CONSTRUCTION DETAILS
DESCRIPTION
}
W v
W
o
J
W
<n
o
W II
Brown Fine to
Medium Sandy
clayey SILT with
,own Slightly Sandy
ayey SILT with
ack Manganese
wining With Trace
)ots (Moist)
Issible Resid]Yk
own Slightly
ty CLAY with
Inganese St
oist-Wet)
!siduum: Red
awn Fine to
:dium Sandy
Iyey SILT wit
Ice Roots (M
siduum: Red
Iwn Slightly e to Medium
ndy SILT with
ice Mica (Mosiduum: Oran
wn Fine to
dium Very Sandy
T with Trace Mica
list)
siduum: White Tan '•
y Silty Fine 10
arse SAND with
,e Mica (Moist)
iduum: Tan
Nn Fine to Coarse
1
15
20
25
Sandy SILT with 30
:e Mica (Moist)
iduum: Gray
to Silty Fine to
rse SAND
iduum: Tan White
vn Fine to Coarse
*S&ME
ENGINEERINGC{{ TESTING
ENVIRONA&V LSERVICES
PROTECTIVE CASING
0 ODD GS Diameter:
Type:
Interval:
IRISER CASING
5 ' Diameter:
Type:
Interval:
GROUT
0 Type:
Interval:
i
SEAL
Type:
Interval:
i
i
i FILTERPACK
Type:
I Interval:
SCREEN
Diameter:
Type:
Interval:
LEGEND
El FILTER PACK
BENTONITE
TOC
TOP OF CASING
CEMENT GROUT
GS
GROUND SURFACE
BS
BENTONITE SEAL
CUTTINGS / BACKFILL
FP
FILTER PACK
TSC
TOP OF SCREEN
-Y STATIC WATER LEVEL
BSC
BOTTOM OF SCREEN
TO
TOTAL DEPTH
CG
CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-2
` Sheet 1 of 2

PROJECT: Case Farms
PROJECT NO: 1584-09-008
PROJECT LOCATION: Burke County, NC
STRATA
i
WELL ' o o 1
z j
DESCRIPTION m H .. DETAILS w s
>. ❑ v� J J
W I
Mica
*S&ME
ENGINEERING : TESTING
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
WELL CONSTRUCTION DETAILS
LEGEND
I FILTER PACK
BENTONITE
(I CEMENT GROUT
CUTTINGS 1 BACKFILL
j STATIC WATER LEVEL
(See Page 1)
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TO TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-2
Sheet 2 of 2

COMPLETION REPORT OF WELL No. MW-3 (Soil Boring) Sheet 1 of 1
PROJECT: Case Farms
PROJECT NO: 1584-09-008
PROJECT LOCATION: Burke County, NC
WATER LEVEL: Dry No SWHT encountered
to 23.1'
DRILLING CONTRACTOR: S&ME
LATITUDE:
DRILLING METHOD: Geo-Probe
LONGITUDE:
DATE DRILLED: 3/10/09
TOP OF CASING ELEVATION:
NOTES:
DATUM: MSL
STRATA f
LOGGED BY: E. Henriques
WELL = o g
J
DESCRIPTION m - DETAILS W v
WELL CONSTRUCTION DETAILS
0 uj
J
W
Partially Weathered 0
Rock: sampled as
Red Brown Fine
Sandy Clayey SILT
(Moist)
Residuum: Red 5
Brown Slightly Clayey
Fine to Medium
Sandy SILT with
Black Manganese
Staining With Trace
oots (Moist)
Residuum: Red 10
Brown Fine to
Medium Sandy SILT
with Black Manganese .
Staining With Trace
Mica (Moist)
Residuum: Gray 15
Brown Silty Fine to
Coarse SAND
Residuum: Gray
Brown Fine to
Medium Sandy SILT 20
(Moist)
Residuum: Tan
Brown Fine to
Medium Sandy SILT
(Moist)
Residuum: Gray
3rown Silty Fine to
'oarse SAND
I
*S&ME
ENV BONMENTAL SEIV,,:.
[RISER
CTIVE CASING
:
:
:
CASING
Interval:
i
GROUT
Type:
Interval:
SEAL
Type:
Interval:
FILTERPACK
Type:
Interval:
SCREEN
Diameter:
Type:
Interval:
LEGEND
FILTER PACK
BENTONITE
TOC TOP OF CASING
CEMENT GROUT
GS GROUND SURFACE
BS BENTONITE SEAL
CUTTINGS I BACKFILL FP FILTER PACK
STATIC WATER LEVEL TSC TOP OF SCREENBSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-3 (Soil Boring)
�_
_ Sheet 1 of 1

COMPLETION REPORT OF WELL No. MW-3 (MW) Sheet 1 of 3
PROJECT: Case Farms
PROJECT NO:
1584.09-008
WATER LEVEL:
Dry No SWHT encountered
PROJECT LOCATION:
Burke County, NC
to 23.1'
DRILLING CONTRACTOR:
S&ME
LATITUDE:
DRILLING METHOD:
Geo-Probe
LONGITUDE:
DATE DRILLED:
3/10/09
TOP OF CASING ELEVATION:
NOTES:
Lithology taken from MW-3 (Soil Boring)
DATUM:
MSL
LOGGED BY:
E. Henriques
STRATA
WELL =
o
0
DESCRIPTION
DETAILS Lu v
a
WELL CONSTRUCTION
DETAILS
�
v
J
V7
O
W
Rock: sampled as
Red Brown Fine
Sandy Clayey SILT
(Moist)
Residuum: Red
Brown Slightly Clayey
Fine to Medium
Sandy SILT with
Black Manganese
Staining With Trace
S
Residuum: rted 10
Brown Fine to
Medium Sandy SILT
with Black Manganese .
Staining With Trace
Mica (Moist)
Residuum: Gray 15
Brown Silty Fine to
Coarse SAND
Residuum: Gray
Brown Fine to
Medium Sandy SILT 20
Brown Fine to
Medium Sandy SILT
Brown Silty Fine to
IGoarse SAND
Partially Weathered
Rock: Brown and Tan
Fine Sandy Silt
S&ME
ENGINEERING
YIIEMSEVICSNONWAL RE
J RISER CASING
fDiameter:
2"
Type:
PVC
Interval:
0 - 65'
GROUT
Type:
Cement
Interval:
0 - 61'
SEAL
Type:
Bentonite
Interval:
61 - 63'
FILTERPACK
Type:
Clean Sand
Interval:
63 - 85
SCREEN
Diameter: 2"
Type: PVC -Slotted
Interval: 65 - 85'
,LEGEND
EIFILTER PACK
. 13ENTONITE
CEMENT GROUT
® CUTTINGS ! BACKFILL
1 STATIC WATER LEVEL
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-3 (MW)
Sheet 1 of 3

PROJECT: Case Farms GROUND SURFACE ELEVATION:
PROJECT NO: 1584-09-008 LOGGED BY.

PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County,
NC
STRATA
WELL
=
0
0
DESCRIPTION mTTAILS
W V
0
J
J v
co
0W
Logged as Rock: Gra
and White Rock Dust
Boring Terminated at
85 feet (continued)
*s8ME
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henri
WELL CONSTRUCTION DETAILS
LEGEND
Q FILTER PACK
■ BENTONITE
® CEMENT GROUT
® CUTTINGS / BACKFILL
1 STATIC WATER LEVEL
(See Page 1)
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-3 (MW)
Sheet 3 of 3

COMPLETION REPORT OF WELL No. MW4 (Soil Boring)
PROJECT: Case Farms
Sheet 1 of 2
PROJECT NO: 1584-09-008
WATER LEVEL:
SHWT Approximate 33'
PROJECT LOCATION: Burke County, SIC
DRILLING CONTRACTOR: S&ME
LATITUDE:
DRILLING METHOD: Goo -Probe
LONGITUDE:
DATE DRILLED: 3123109
TOP OF CASING ELEVATION:
NOTES:
DATUM:
MSL
LOGGED BY:
E. Henriques
STRATA
WELL
❑
o
m
DETAILS W -
W -
WELL CONSTRUCTION
DETAILS
DESCRIPTION g v
❑
W
w
m Ll I -
W
0
Red Slightly Sandy
Clayey SILT with
r"race Mica (Moist)
Residuum: Orange 5
Red Slightly Clayey
Fine to Medium
Sandy SILT with
race Mica (Moist)
Residuum: Orange
Brown Fine to Coarse
Sandy SILT with 10
Trace Mica (Moist)
Kesiouum: l an 15
Brown Fine to
Medium Sandy SILT
with Trace Mica
(Moist)
Residuum: Tan
Brown Fine to Coarse j.
Sandy SILT 20
['race Mica (Moist)
Residuum: White
Brown Fine to
Medium Sandy SILT
with Black Manganese
Staining With Trace
Mica (Moist) 25
Fine to Coarse Sandy '•
SILT with Trace Mica
(Moist)
30
Residuum: White Tan
Silty Fine to Coarse
SAND with Quartz
Fragments
PROTECTIVE CASING
Diameter:
Type:
Interval:
RISER CASING
Diameter:
Type:
Interval:
GROUT
j Type:
Interval:
SEAL
Type:
Interval:
FILTERPACK
Type:
Interval:
SCREEN
Diameter:
Type:
I Interval:
LEGEND
El FILTER PACK
■ BENTONITE
® CEMENT GROUT
® CUTTINGS) BACKFILL
Z STATIC WATER LEVEL
1
TOO TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-4 {Soil BorinE
Sheet 1 of 2

PROJECT: Case Farms GROUND SURFACE ELEVATION:
PROJECT NO: 1584-09-008 LOGGED BY:
L
J
I]
u,

COMPLETION REPORT OF WELL No. MW-4 (MW) Sheet 1of2
PROJECT: Case Farms
PROJECT NO; 1564-09-008 WATER LEVEL: SHWT Approximate 33'
PROJECT LOCATION: Burke County, NC
DRILLING CONTRACTOR: S&ME LATITUDE:
DRILLING METHOD: Air Rotary LONGITUDE:
DATE DRILLED: 3/10/09 TOP OF CASING ELEVATION:
NOTES: Llthology taken from MW4 (Soil Boring) DATUM: MSL
LOGGED BY: E. Henriques
STRATA
WELL
°z
o
J
m
DETAILS
= .
uj
DESCRIPTION
I.--
Lu v
Q
J
J
ro
Q
Lu
0
Red Slightly Sandy
Clayey SILT with
Trace Mica (Moist)
Residuum: Orange 5
Red Slightly Clayey
Fine to Medium
Sandy SILT with
Trace Mica (Moist)
Residuum: Orange
Brown Fine to Coarse '
Sandy SILT with 10
Trace Mica (Moist)
ian
to 15
BrowMLISIFin
Brown Fine
Medium Sandy SILT
with Trace Mica
Brown Fine to Coarse
Sandy SILT with 20
Trace Mica (Moist)
Residuum: White
Brown Fine to
Medium Sandy SILT
with Black Manganese
Staining With Trace
Mica (Moist) 25
Residuum: White Tan
Fine to Coarse Sandy
SILT with Trace Mica
(Moist)
30
Residuum: White Tan ,-
Silty Fine to Coarse
SAND with Quartz
Fragments
S&ME
ENVINOTESTING
ICERNMEMAL ES
21.00
23.00
WELL CONSTRUCTION DETAILS
PROTECTIVE CASING
Diameter:
Type:
Interval:
RISER CASING
Diameter: 2"
Type: PVC
Interval: 0 - 25'
GROUT
Type: Cement
Interval: 0 - 21'
SEAL
Type: Bentonite
interval: 21 - 23'
=ILTERPACK
Type: Clean Sand
Interval: 23 - 45'
SCREEN
Diameter: 2"
Type: PVC -Slotted
Interval: 25 - 45'
LEGEND
El FILTER PACK
■ BENTONITE
® CEMENT GROUT
CUTTINGS IBACKFIILL
mis
Y STATIC WATER LEVEL
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-4 (MW)
Sheet 1 of 2

PROJECT:
Case FannS
PROJECT NO:
1584.09-008
PROJECT LOCATION:
Burke Count/,
NC
STRATA
J
WELL
=
o
0
DESCRIPTION 2
= DETAILS
a
m x
w �-
w
O
Q .
Lu
Residuum: White
Brown Fine to Coarse
Sandy SILT with
Trace Mica
(Moist -Wet)
Partially Weathered
Rock: Brown and Tan
Fine Sandy Silt
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Hen
WELL CONSTRUCTION DETAILS
LEGEND
El FILTER PACK
■ BENTONITE
® CEMENT GROUT
® CUTTINGS / BACKFILL
1 STATIC WATER LEVEL
(See Page 1)
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-4 (MW)
Sheet 2 of 2

P COMPLETION REPORT OF WELL No. MW-5 (Soil Boring) Sheet 1 of
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3124109
NOTES:
IJ
STRATA
WELL
❑
o
x
O
=
DETAILS d
"'
Q
i DESCRIPTION
W v
Lu`
O
J
W v
J
`
rn
p
W
Organic Laden Topsoil 0
Possible Fill: Red
Brown Silty CLAY with
Black Manganese
Staining (Moist -Wet)
Possible Fih: Brown 5
Fine to Coarse Sandy
Silty CLAY (Moist to
Pat)
Possible Fill: Red
Brown Silty Fine to
Coarse Sandy CLAY
with Black Manganese 10
Staining (Moist)
' Possible Fill: Red
Brown Slightly Sandy
Silty CLAY (Moist)
Residuum: Red
Slightly Sandy Clayey 15
SILT with Trace Mica
Moist)
Residuum: Red Fine
to Medium Sandy
Clayey SILT with
Trace Mica (Moist)
' Residuum: Red 2p
k I Brown Slightly Clayey ••
Fine to Medium
Sandy SILT with
Trace Mica (Moist)
Residuum: Tan
Ij JJ a Brown Fine to Cohrite
a Sandy SILT with 25
,- Trace Mica (Moist
q Residuum: Tan W
g Silty Fine to Coarse
m SAND with Quartz
a ragments (Moist)
y Residuum: Tan White 30
(I 2 Brown Slightly Sandy
SILT with Trace Mica
(Moist -Wet)
u
LJ d
J
J
3
S&ME
Z
0
O ENGINEERING - TESTING
ENVIRONMEWfAL SERVICES
WATER LEVEL: Approximate SHWT @ 3.5'
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
LOGGED BY: E. Henriques
WELL CONSTRUCTION DETAILS
PROTECTIVE CASING
GS Diameter:
Type:
Interval:
RISER CASING
Diameter:
Type:
Interval:
GROUT
Type:
Interval:
SEAL
Type:
Interval.
FILTERPACK
Type:
Interval:
SCREEN
Diameter:
Type:
Interval:
LEGEND
FILTER PACK
BENTONITE
® CEMENT GROUT
® CUTTINGS / BACKFILL
= STATIC WATER LEVEL
TOG TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-5 (Soil Boring
Sheet 1 of 2

PROJECT: Case Farms
PROJECT NO: 1554-09-008
PROJECT LOCATION: Burke County, NC
78TRATAJ WELLz o°m = DETAILS a w QDESCRIa~ w C7 >n W J w
Residuum: Tan White 35
Brown Fine to
Medium Sandy SILT
with Trace Mica
(Moist -Wet)
(continued)
Residuum: Tan White
Slightly Sandy SILT
vkh Mica (Moist -Wet)
2esiduum; Tan White
:ine to Medium
Tandy SILT with
'race Mica
*S&ME
ENGINEERING TESTINr.
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E.
WELL CONSTRUCTION DETAILS
LEGEND
El FILTER PACK
BENTONITE
® CEMENT GROUT
® CUTTINGS / BACKFILL
1 STATIC WATER LEVEL
(See Page 1)
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-5 (Soil Borinc
Sheet 2 of 2
ues

COMPLETION REPORT OF WELL No. MW-5 (MW) Sheet 1 of 2
PROJECT: Case Farms
PROJECT NO:
1584-09-008
WATER LEVEL:
Approximate SHWT @ 3.5'
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
LATITUDE:
DRILLING METHOD:
Air Rotary
LONGITUDE:
DATE DRILLED:
3/10/09
TOP OF CASING ELEVATION:
NOTES:
Lithology taken from MW-5 (Soil Boring)
DATUM:
MSL
LOGGED BY:
E. Henriques
STRATA
WELL
s
o
o
m
�..
DETAILS
w�
W,
WELL CONSTRUCTION
DETAILS
DESCRIPTION
o
p
w
w
co
o v
w
PROTECTIVE CASING
Organic Laden Topsoil 0
0.00 GS
Diameter: 6"
Type: PVC
R Possible Fill: ed
Interval: 0 - 10'
Brown Silty CLAY with
Black Manganese
Staining (Moist -Wet)
RISER CASING
Possible Fill: Brown 5
Diameter: 2"
Fine to Coarse Sandy
6.00
Type: PVC
Silty CLAY (Moist to
interval: 0 - 30'
Po
Possible Fill: Red
Brown Silty Fine. to
GROUT
Coarse Sandy CLAY
Type: Cement
pith Black Manganese 10
Interval: 0 - 26'
"taining (Moist)
Possible Fill: Red
Brown Slightly Sandy
SEAL
Silty CLAY (Moist)
Type: Bentonite
Residuum: Red
Slightly Sandy Clayey
interval: 26 - 28'15
SILT with Trace Mica
(Moist)
Residuum: Red Fine
FILTERPACK
to Medium Sandy
Type: Clean Sand
Clayey SILT with
interval: 28 - 45'
race Mica (Moist)
Residuum: Red 20
Brown Slightly Clayey .•
ine to Medium
SCREEN
andy SILT With
Diameter: 2"
race Mica (Moist)
Type: PVC -Slotted
Residuum: Tan
interval: 30 - 45'
Brown Fine to Coarse '
Sandy SILT with 25
-race
I Mica (Moist)
26.00
Residuum: Tan White
LEGEND
Silty Fine to Coarse
28.00
'SAND with Quartz
FILTER PACK
Fragments (Moist)
Residuum: Tan White •:
■ BENTONITE
Brown Slightly Sandy 30
®CEMENT GROUT
SILT with Trace Mica
(Moist -Wet)
CUTTINGS / BACKFILL
1 STATIC WATER LEVEL
TOC TOP OF CASING
GS GROUND SURFACE
BS BENTONITE SEAL
FP FILTER PACK
TSC TOP OF SCREEN
BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-5 (MW)
Sheet 1 of 2

PROJECT: Case Farms GROUND SURFACE ELEVATION:
PROJECT NO: 1584-09-008 LOGGED BY:

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1.
APPENDIX 11
I Hydraulic Conductivity Analysis
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RISING HEAD ANALYSIS
FI.
Data Collection
F
I;
A.
Pumped an unknown volume of water from each well.
B.
Recorded water column thickness during recovery on 3 second intervals using
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a data logger and a pressure transducer.
C.
Completed two rising head tests each well.
Li
II. Data Analysis (Bouwer and Rice Method)
A.
Converted water column thickness to depth to groundwater by subtracting the
water column thickness from the total well depth relative to top of casing
(TOC).
B.
Inputted and plotted depth to water relative to TOC versus time for each test.
C.
Computed the slope (using line regression methods) of the observed middle
straight-line portion of each depth to water versus time.
is
D.
Inputted
the following well characteristics:
i
a. Depth to the aquifer base relative to the top of ground surface
j
b. Depth to water, which was measured from TOC at each monitor well
J
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was corrected for and input as depth below the ground surface.
c. Depth to top of screen relative to. TOC from the well construction
records and was corrected for and input as depth below the ground
surface.
J
d. Casing diameter from well construction records.
e. Sand pack porosity that is assumed.
E.
Used the well construction data, calculated slope, and projected y-intercept
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from the straight line to calculate the hydraulic conductivity.

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r,
0 0.01
I,
0.001
L1 .
1.0E-4
0. 18:
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Data Set: S:115�841OJECTS MAS1
Date: 04/20/09
iJ
{) Company: S&ME, Inc
iJ Client: Case Farms
Project: 1584-09-008
Location:.. Mor anton North Carolina
Test Date: 3/24/09
L Saturated. Thickness: 20. ft
Initial Displacement: 2.735 fE
Total Well Penetration Depth: 1.0.31 ft
Casing Radius: 0.0833 ft
Aquifer Model: Unconfined
K 0.005926 cm/sec
36. 54. 72. 90.
Time (sec)
WELL TEST ANALYSIS
Z1Pr jects 2009/008 Case FarmslSlugsIA 3A2(a
Time: 12:01:34:
PROJECT INFORMATION
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA MW-3A2
Static Water Column Height: 10.3.1 ft
Screen Length: 10.31 ft
Well Radius: 0.2083 ft
Gravel Pack Porosity: 0_3
SOLUTION
Solution Method: Bouwer-Rice
0 = 0.971.3 ft

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1
0.1
0.01
160. 320. 480. 640. 800.
Time (sec)
WELL TEST ANALYSIS
Data Set: S:115841PROJECTS MASTER\Pro'ects 2009/008 Case Farm ,1SI sXMW-4 a uifer20 .a t
Date: 04/20/09 . Time: 12:01:40
PROJECT INFORMATION
Company: S&ME, Inc
Client:. Case Farms.
Project: 1584-09-0 t3
t Location:. Morganton, North Carolina
Test Date: 3/24MQ
Saturated Thickness: 20 ft.
Initial Displacement: 5.287 ft
Total Well Penetration Depth: 7.231 ft.
Casing Radius: 0.0833 ft
J
Aquifer Model: Unconfined
K .. = 0.0009543 cm/sec
AQUIFER DATA
Anisotropy Ratio (KzlKr): 1.
WELL DATA [MW-4)
Static Water Column Height: 7.231 ft
Screen Length: 7.231 ft
Well Radius: 0.2083 ft
Gravel Pack Porosity: 0.3
SOLUTION
Solution Method: Bouwer Rice
y0 4.242 ft

E
10
w
8.0. 160. 240.
Time (sec)
WELL TEST ANALYSIS
320: 400.
Data Set: 8:115841PROJECTS MASTERTrdects 2009/006 Case FarmslSI s1MW-5 a uifer20 .
Date: 04/20/09 Time. ' 12:01:45
PROJECT INFORMATION
Company: S&ME, Inc
-Client: Case Farms
.Project:. 1584-09-008
Location: Morganton; North Carolina
Test Date: 3/24/09 -
Saturated Thickness: 20. ft
Initial Displacement: 9.136 ft
Total Well Penetration Depth: 10.68 ft
Casing.Radius: .0.0833 ft
Aquifer Model: Unconfined
K .. = 6.06041.00 crri)sec
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (MW-5)
Static Water Column Height: 10.88 ft
Screen Length: 10.68 ft
Well Radius;..0.2083 ft .
Gravel Pack Porosity: 0_3
SOLUTION
Solution Method: Bouwer=Rice
yQ = 5.825 tt

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I
APPENDIX III
Groundwater Analytical

RESEARck & A,NA1yTiCAI ';""'"�•,
LAboMTORlES, INC, �
0 0 Analyacai/Process Consultaflons NO
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r April 8, 2009.
! S & ME, Inc.
3718 Old Battleground Avenue
Cmensboro, NC 27410
Attention: Lisa Ennis
" _Project Name: Case Farms - #1584-09.008
RAL Dissolved Nitrate -Nitrogen
Sample Sample Solids TOC Chloride NO-3-N
Mentiflcation Number Pete Time (MO 1L imzm) (me/L) (mr/l.)
MW-3 641749 03/24/09 1145 122 2.23 &0 1.53
MWA 641750 03/24/09 1240 64.0 0.92 11 0.524
F
MW-5 641751 03/24/09 1300 66.0 0.52 11 0.787
Fl
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mg/L milligrams per liter = parts per million (ppm)
< = Less than or below detection limit
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TRIEST
Laboratory Report
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Lob Loxtkn'R'
Lob Loco/ion'C �~ lab Locofion'W
NC/VVW Cart.#: 067 NC/DW CerL#: 37731
6701 Conference Dr, Raleigh, NC 27607
NCNVW Certd: 103 NC/DW Cent.#: 37733 NC/WW CerL#: 075 NWDW Cert.#: 37721
6300 Ramada Dr, Suite C2, Clemmons, NC 27012 6624 Gordon Rd, Unit G. Wilmington, NC 28411
Ph: (919) 8344984 Fax: [phone]
Ph: 766-780 Fax: [phone] Ph; [phone] FaX [phone]
—(336)
Project No.: *01
Report Date. 4/2/2009
rProject
ID: 641749150151
Date Received: 3/27/2009
for —
--Sid
Sid Champion
Research & Analytical Labs
Worn Order#: 0903-02132
106 Short Street
Kernersvilie, NC 27284
Cost. Code: RE2841
Cust. P.O.#:
FNo. Sample ID Date Sampted Time Sampled Matrix
001 641749 3/24/2009 11:46 OW
Sample Type Condition
Grab 4+1- 2 deg C
Test Performed
Method
Results
Lab Loc '&aJ�zedfr Qualifier
Total Organic Carbon
S 10
3 nilL8s2
No. Sample ID
Date Sampled
Time Sampled Matrix
Sample Type Condition
002 841750
3/24/2009
12:40 GW
Grab 4 +1- 2 deg C
Test Performed
Method
Results
Lab Loc Dale ---Tune Qualifier
Total Organic argon
5
0.92 mg/L
R 31311099:27
No. Sample ID
Date Sampled
Time Sampled Matrix
Sample Type Condition
003 641751
3124/2009
13:20 GW
Grab 4 +1- 2 deg C
Test Performed
Method
Results
Lab Loc Oa1VedTime Qualifier
Total Organic carbon
S 5310C
0.52 mqIL
R 3/3 l09 9:27
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i1 Reviewed by:
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I for Tritest, 1110
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ZONE 1
IV, 43,168 Sq. Ft.
A,
I'v
Legend #6
* 29-JH Irrigation Head
* 4012 Irrigation Head
4023 Irrigation Head
■ Ksat Location
Rock Outcrop
A Structure
■ Dwelling
well
valve Box
Cut ON Irrigation Head (not to be used)
Hand Auger Boring
Irrigated Zones
Standing Water
Swale
Dilch/Drain
Terrace
Complex Topography
Existing Septic System
Case Farms Hatchery
Lagoon
ZONE 2
62,217 Sq. Ft.
ZONE 3
50,867 Sq. Ft.
lih.�ILT64 e"Abando'ed
zo
41,73(

,,
I
5
~
\
Legend
Soil Boring
E{E{`
Monitoring
_
`
N "
Streets
l
Groundwater
Contour
Contours
'
1225
4012 Irrigation•
,
f' f
J /'
220
f �• �'
4023 Irrigation
Head
Rock Outcrop
A Structure
Dwelling