WQ0044258_Application_20230324

Initial Review
Reviewer Nathaniel.Thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
Permit Number (IR) * WQ0044258
Applicant/Permittee Micro Land Group, LLC
Applicant/Permittee Address 1015 Ashes Drive, Suite 102, Wilmington, NC 28405
Is the owner in BIMS? Yes ) NO Is the facility in BIMS?
Owner Type
Facility Name
County
Fee Category Major
Is this a complete application?*
Yes No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Organization
Micro Land Group WWIS
Duplin
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount
Complete App Date
03/24/2023
Yes No
$1,310
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notfication
Comments for Admin
Comments for RO

Comments for Reviewer
Comments for Applicant

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
Name* William Simmons
Email Address*
[e-mail]
Project Information
.........................
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
9106190072
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:* Wastewater Irrigation High -Rate Infiltration
Other Wastewater Reclaimed Water
Closed -Loop Recycle Residuals
Single -Family Residence Wastewater Other
Irrigation
Applicant/Permittee* Micro Land Group, LLC
Applicant/Permittee Address* 1015 Ashes Drive, Suite 102, Wilmington, NC 28405
Facility Name* Micro Land Group WWIS
Please provide comments/notes on your current submittal below.
Thank you, in advance, for your review and efforts. Please contact me via phone or email with any questions or if there appears to be an issue with
the document that has been uploaded. We look forward to your review and comments.
This is a new application for a wastewater irrigation system via center pivot irrigation. The applicant will receive pre-treated wastewater from an
adjacent meat processing facility, store the effluent in any or all of three storage lagoons, and irrigate the effluent at hydraulic or agronomic rates.
Gus Simmons, P.E.
910.619.0072
[e-mail]
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
Micro Land Group WWIS Permit Application Pkg with
137.42MB
11x17s 3-20-2023.pdf
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617

Signature
lwlaw �. 514woNs, Jr., ? e.
Submission Date 3/20/2023

CAVANAU G H
February 20, 2023 Stewardship Through Innovation
Nathaniel Thornburg
Environmental Program Supervisor II
Division of Water Resources
Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Subject: Permit Application Package Submittal:
Micro Land Group Wastewater Irrigation System
Dear Mr. Thornburg,
Cavanaugh & Associates, P.A., on behalf of Micro Land Group, Inc., hereby submits this
application to the Non -Discharge Branch seeking a Wastewater Irrigation Systems permit for
the Micro Land Group Wastewater Irrigation system located at 135 Carter Best Road, Warsaw,
NC 28398 in Duplin County. Micro Land Group, Inc. receives process wastewater from a meat
processing facility (The Pork Company) located at 135 Carter Best Road in Warsaw, NC for the
purpose of using the process wastewater to irrigate land under their control. The Applicant
wishes to install a wastewater irrigation system to manage the process wastewater resulting
from their meat processing facility. Please note that this facility is not a slaughtering facility,
but further processes meat products from the applicant's other facilities. The Applicant has
presented the proposed project to the local planning, zoning, and governance groups at the
Town of Warsaw, including a public planning board meeting, and met with support and
approval for the proposed wastewater irrigation system.
To facilitate your review of the enclosed permit application package, the following is an
itemized listing of the information provided and submitted for your review. Please note the
comments regarding the nature of some of the items required. One (1) original and two (2)
copies of each item is provided, unless otherwise noted:
A. Cover letter (this document)
B. Application Fee: A check in the amount of $1,310 to satisfy the application fee, made
payable to 'NCDEQ' is submitted separately.
C. WWIS 06-16: A completed form of the 'Wastewater Irrigation Systems' application is
enclosed. Additional information is provided below to assist your review, with the item
number below corresponding to the same identifier in the permit application.
Documentation from the Secretary of State website describing registration of the
applicant's corporation is also provided.
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IV.4: Please note the following regarding the status of other permits and certifications:
o Collection System: N/A
o Dam Safety: Based on proposed earthen dam heights, determined N/A
o Erosion & Sedimentation Control Plan: Applicant will seek Erosion &
Sedimentation Control Plan approval upon determination of acceptance of this
permit application by the Division. It is acceptable, if needed, for acquisition of
this Plan Approval to be a condition of permit issuance.
o Nationwide 12 / Section 404: Potential impacts avoided, no impact.
o Pretreatment: N/A
o Sewer System: N/A
o Stormwater Management Plan: N/A
o Wetlands 401: Potential impacts avoided, no impact.
V: For clarity, no additional wastewater treatment processes are proposed to be
installed for this permit application. The Applicant currently has an internally fed drum
screen that screens the process water from the facility for solids and debris. The
proposed storage lagoons are to be provided for storage of effluent provided for
irrigation only.
V.3: The facility does not have a bypass nor overflow; however, the facility currently has
a connection to the Town of Warsaw WWTP that will remain in place and may be used
in case of wastewater irrigation system malfunction or pump station malfunction.
V.4: Regarding influent lift station, yes. However, irrigation pumps are not provided in
duplex given storage capabilities of the effluent lagoons.
V.S: The applicant requests approval from the Director that the applicant has sufficient
storage capacity that no potential for overflow exists.
V.7: The applicant is seeking this wastewater irrigation system permit without a
requirement for residuals storage. The system is designed to provide storage only— no
treatment is designed to be included within the storage lagoons, as the existing
screening system employed by the facility removes a significant portion of the solids,
including those that would potentially clog the spray nozzles. The storage lagoons are
designed to be pumped to empty (or near empty) routinely given the storage
requirements described in the water balance (see Hydrogeologist Report).
V.B: The applicant is requesting approval of this application and issuance of the
requested permit without providing a standby power system as specified in 15A NCAC
02T .0305(h)(B) as the facility will maintain its current connection to the local POTW,
and with simple valve manipulation, can direct the process flow to the POTW.
V1.12: As the design for the proposed facility includes three (3) effluent storage lagoons,
the information requested in this table is provided in an attachment subsequent to the
permit application, clearly labeled to avoid confusion.
VII.8: The Spray Irrigation Design Elements table is not completed as all wastewater
irrigation is to be provided via center pivot irrigation system; and as there are several
center pivots proposed, with varying nozzle size from center point to extent of irrigation
pivot, the table is incompatible. Please see Engineering Plans and irrigation system
specifications provided with this application package for additional information.
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D. Property Ownership Documentation: The property card information obtained from the
Duplin County GIS system is enclosed. Additional property lease documents are also
attached hereto and included with this application package. No additional easements or
setback waivers are required for the proposed project.
E. Soil Evaluation report, enclosed.
F. Agronomist Evaluation report; enclosed.
G. Hydrogeologic Report; enclosed.
H. Water Balance; included in the soils evaluation report and hydrogeologic report.
Engineering Plans: Three (3) copies of standard size engineering plans and three (3) copies
of 11"x17" plans are enclosed.
J. Specifications: The technical specifications are included on the plans.
K. Engineering Calculations: The engineering calculations are enclosed. The calculations
reflect those associated with the pumping systems and piping systems for the wastewater
transfer to the storage lagoons, and subsequently, the irrigation system. Hydraulic
modeling was completed using EPAnet, and the model outputs are submitted herewith.
The proposed storage lagoons are for effluent storage only, and not to provide treatment.
L. Site Map: A site map is included with the Engineering Plans, as described in Item I, above.
M. Power Reliability Plan: As this system solely serves a meat processing facility that may
adjust its operations in accordance with power supply, including inclement weather that
may lead to power disruptions, the Applicant hereby requests approval from the Director
that sufficient storage capacity has been provided such that no potential for overflow exists,
and therefore, no provisions to provide standby power are required. An existing connection
to the local POTW will also provide redundancy in case of power failure or equipment
failure.
N. Operation and Maintenance Plan; enclosed.
O. Residuals Management Plan: The proposed wastewater irrigation system does not propose
biological treatment of the process wastewater, only storage; and therefore minimal or no
lagoon residuals are expected to accumulate. The Applicant has, currently, an internal
drum screen with a 3/16" screen opening (rated at 250,000 gpd) that screens the process
wastewater for solids and debris prior to transfer to the storage lagoons. The applicant has
obtained a written commitment from GFL to accept, manage, and properly dispose of any
residuals that may need to be removed from the wastewater storage lagoons.
P. Additional Documentation:
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a. Certificate of Public Convenience and Necessity: Not applicable for this facility.
b. Existing Permit: There is no existing permit for this facility.
c. Final Environmental Document: Not applicable for this facility.
d. Floodway Regulation Compliance: A copy of the flood insurance map for the project
area is enclosed demonstrating no proposed activities in the floodway.
e. Operational Agreements: Not applicable for this facility.
f. Threatened or Endangered Aquatic Species Documentation. The Natural Heritage
Web Mapper was used to evaluate the proposed wastewater irrigation site for
species habitat, and none was noted. The overwhelming majority of the proposed
site is currently under agricultural use (row cropping), so it is logical that no
threatened or endangered species habitat was noted within the project area. A print
of the National NMFS ESA Critical Habitat Mapper examination in included with the
supplemental information in this package.
g. Wastewater Chemical Analysis: Copies of the wastewater chemical analysis are
enclosed.
Thank you in advance for your review and assistance in this matter. Please do not hesitate to
contact me should you have any questions, comments, or require any additional information.
Regards;
illiam G. "Gus" Simmons, Jr
CIO, Director of Bioenergy Sei
Cc: Joe Villari, Micro Land, LLC
David Meyer, N.C.L.S.S., Protocol Sampling Service, inc. (Soil Scientist and Agronomist)
Eric Lappala, P.E., P.H., Eagle Resources (Hydrogeologist)
Attachments: Permit Application Package
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Supplemental Information to Permit Application Form WWIS 06-16
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State of North Carolina
DWR
Department of Environmental Quality
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 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .0100, 15A NCAC 02T .0700, Division Policies and good 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):
Z 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 L2. 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) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504(f), 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(b) 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 Policy.
® Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
® 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.
F. Agronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
® Per 15A NCAC 02T .0504(i), 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.
® Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.1. 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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G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
Per 15A NCAC 02T .0504(e), the Hydrogeologic Investigation and Reporting Policy, the Groundwater Modeling Policy 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 Policy, 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 Thornthwaite 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 K AT 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.
L Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0504(c)(1), 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 treatment/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.1. 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
.0506 c 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) 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 .0505(o), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .0504(i), 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:
M.M.—Mm
vw -
. . . .................
➢ 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)(8), 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.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 5 of 6

P. Additional Documentation (continued):
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
® Per 15A NCAC 02T .0105(c)(10), 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 (NH3-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
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BODS) ❑ 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/Special Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

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
L APPLICANT INFORMATION:
1. Applicant's name: Micro Land Group, LLC
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Joe Villari per 15A NCAC 02T .0106(b) Title: Manager
4. Applicant's mailing address: 1015 Ashes Drive, Suite 102
City: Wilmington State: NC Zip: 28405-
5. Applicant's contact information:
Phone number: [phone] Email Address: joe.v&avfgmail.com
I 11111111 OI:1ty 10111•/ 1►1 a[$] NU Ell ll Well
1. Facility name: Micro Land Group Wastewater Irrigation System
2. Facility status: Existing
3. Facility type: Major (> 10,000 GPD or > 300 disposal acres)
4. Facility's physical address: 135 Carter Best Road
City: Warsaw State: NC Zip: 28398- County: Duplin
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.988631' Longitude:-78.083661'
Datum: NAD83 Level of accuracy: Nearest second Method of measurement: Navigation quality GPS
6. USGS Map Name: Wasaw South 2022
III. CONSULTANT INFORMATION:
1. Professional Engineer: William G. Simmons, Jr., P.E. License Number: 27407Firm: Cavanaugh & Assoc., P.A.
Mailing address: PO Box 11197
City: Winston-Salem State: NC Zip: 27116-
Phone number: 3( 36) 759-9001 Email Address: gus.Simmonskeavanaughsolutions.com
2. Soil Scientist: Dave E. Meyer, N.C.L. S. S. License Number: 1044 Firm: Protocol Sampling Service, Inc.
Mailing address: 4114 Laurel Ridge Drive
City: Raleigh State: NC Zip: 27612-
Phone number: [phone] Email Address: protocolsamplingkyahoo.com
3. Geologist: Eric G. Lapala, PE, PH License Number: 26990 Firm: Eagle Resources
Mailing address: PO Box 11189
City: Southport State: NC Zip: 28461-
Phone number: [phone] Email Address: elappakeagleresources.com
4. Agronomist: Dave E. Meyer, N.C.L.S.S. Firm: Protocol Sampling Service, Inc.
Mailing address: 4114 Laurel Ridge Drive
City: Raleigh State: NC Zip: 27612-
Phone number: [phone] Email Address: protocolsamplingkyahoo.com
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification
If a modification, provide the existing permit number: WQOQ
2. Application fee: $1,310 -Standard -Major Facility -New Permit
3. Does this project utilize public monies or lands? ❑ Yes or ® No
❑ Minor Modification
and most recent issuance date:
If yes, was an Environmental Assessment required under 15A NCAC 01 C? ❑ 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
A roved
Permit/Certification
Number
Agency Reviewer
Collection System (Q > 200,000 GPD)
Dam Safety
Erosion & Sedimentation Control Plan
Nationwide 12 / Section 404
Pretreatment
Sewer System
Stormwater Management Plan
Wetlands 401
Other:
5. What is the wastewater type? ❑ Domestic or Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ® No
Has a wastewater chemical analysis been submitted? ® Yes or ❑ No
6. Wastewater flow: 332,562 (max) GPD
Limited by. ❑ Treatment, ® Storage, ❑ Field Hydraulics; ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or Z Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes or ❑ No
Establishment Type
Daily Design Flow a
No. of Units
Flow
Meat Processing Plant
332,562 gal/day
1
332,562 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
332,562 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. 42A-4).
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? 127.4 feet mean sea level. Source: Stewarts Creek
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or Z 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? Z Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? Z Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: The Hydrogeologist has
requested review feedback from the Division as to the proposed location for Monitoring Wells and will
established the Latitude and Longitude for each upon receipt of such feedback.
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude a
Longitude a
Gradient
Location
MW-1
Proposed
0-
Up Gradient
Select
MW-2
Proposed
0-
Down Gradient
Select
MW-3
Proposed
0-
Down Gradient
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
Select
0-
Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
I I. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or HN/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 ZN/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or EN/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 E No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or E 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(e)(2)? ❑ 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 average)
Ammonia Nitrogen (NH3-N)
10 mg/L
10 mg/L
Biochemical Oxygen Demand (BOD5)
6000 mg/L
6000 mg/L
Fecal Coliforms
200 per 100 mL
Nitrate Nitrogen (NO3-N)
I mg/L
1 mg/L
Nitrite Nitrogen (NO2-N)
1 mg/L
l mg/L
Total Kjeldahl Nitrogen
350 mg/L
Total Nitrogen
350 mg/L
350 mg/L
Total Phosphorus
300 mg/L
300 mg/L
Total Suspended Solids (TSS)
6,000 mg/L
6,000 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? E 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(1):
❑ 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 I00-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 Z N/A
7. In accordance with 15A NCAC 02T .0505(o), how many days of residuals storage are provided? None
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? Barbed Wire
fencing and signage
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)? ❑ Yes, E 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 Z N/A
FORM: WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA — 15A NCAC 02T .0505 (continued):
ale e€ Di em i
- Ma4efi-4 spReh+gs (in)
= 4 —
CA
selee
�veaeee
�evaeee
FORM: WWIS 06-16 Page 5: of 12

�� ACTTtI7 A T7 n TUT A TAiTNT F A A i f LTV rwF IGN CUTTER A 15A NC A CA r
1 ,
FORM: WWIS 06-16 Page 6 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? Effluent Storage
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 34 9858800 Longitude:-78.0793850
Datum: NAD83 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 Z 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? ft', 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?: 60 mil HDPE Liner
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or H 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? >5 ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
I x 10-' em/s? ❑ Yes, o or Z 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: Specifications
provided on plan sheets
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 Inuitioueddonent Dhneatsiioav
Liner type:
❑ Clay
® Synthetic
Top of embankment elevation:
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
freeboard elevation:
` .zard class:
1 slope clevatior,,
,tive volume:
nt slope:
Fffective storage time:
Tnn of (-Ism water surface m-n
Sheet Referen'
elevation N
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: WWIS 06-16 Page 7 of 12

VIL IRRIGATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: 18 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? Yes. See Soils Report and Hrogeolo ig c Report
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/ r
months
Autryville
Zone 4
1
66.45
Annual
Norfolk
Zone IA
1
49.75
Annual
IB = 20.71
Zones 113
Goldsboro
1
3A = 27.48
Annual
3A, & 3B
3B = 33.82
Lynchburg
Zone 2
1
30.79
Annual
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(n)?
5. How does the Applicant propose to prohibit public access to the irrigation system? Perimeter Fencing & Signage
6. Has the irrigation system been equipped with aflow meter to accurately determine the volume of effluent applied to each
field as listed in VIL 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:
Nitrogen Uptake Rate
Phosphorus Uptake
Cover Crop
Soil Series
% Slope
lbs/ac• r
Rate lbs/ac r
Hybrid Coastal
Autryville
0%-5%
270/104
Bermuda/Rye
Hybrid
Norfolk
0% to 5%
299/125
Coastal/Rye
Hybrid Coastal
Goldsboro
0% to 5%
299/136
Bermuda/Rye
Coastal
Lynchburg
0% to 5%
264/91
Bermuda/Rye
Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: North Carolina Interagency
Nutrient Management Committee. 2014. Realistic yields and nitrogen application factors for North Carolina
crops. realisticyields.ces.ncsu.edu North Carolina State University, North Carolina Department of Agriculture
and Consumer Services, North Carolina Department of Environment and Natural Resources, Natural Resources
Conservation Service. Raleigh NC.
FORM: WWIS 06-16 Page 8 of 12

a. Proposed nitrogen mineralization rate: 0.4
b. Proposed nitrogen volatilization rate: 0_5
� Pitl ti-k%Fiii t-ti-i-Y ,re4t9 c1t1-ff3c ' tfIII 4++o��,-Fef2EiH-iq4 r•.am Ati Effj'S flitr—Ogrcif Ja AI,,.,,, �?
@. Iainrr-FH 1R-Igatfali H'F@----nr---- I`y'---- l.,,l„ 42-
FORM: WWIS 06-16 Page 9 of 12

VIL 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.
Classification
IA
42.49
Norfolk
1
49.75
34.97720
-78.07590
18-68-2-10
C; SW
1B
15.64
Goldsboro
1
20.71
34.97720
-78.07590
18-68-2-10
C; SW
2
23.6
Lynchburg
1
30.79
34.98310
-78.08150
18-68-2-10
C; SW
3A
14.46
Goldsboro
1
27.48
34.97990
-78.07990
18-68-2-10
C; SW
3B
10.8
Goldsboro
1
33.82
34.98020
-78.08020
18-68-2-10
C; SW
4
13.68
Autryville
1
66.45
34.98180
-78.07650
18-68-2-10
C; SW
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
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: http://deg.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications
FORM: WWIS 06-16 Page 10 of 12

Spray Irrigation Design Elements11
4,_ ..y. -, -_
Nozzle wetted diameter:
Varies ft
Nozzle wetted area:
Varies ftz
T,:... •, o.,.-�.", ' .a._ •'":
t
Nozzle capacity:
Varies GPM
Nozzle manufacturer/model:
/
Elevation of highest nozzle:
See Plans ft
-------
Specification Section:
See Plans
VIH. 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(a) and .0506 ? Z 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
System
Treatment /
�Storage Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as art of the roJect site
483
400
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
N/A
Any private or public water supply source
265
348
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
105
78di
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
105
Subsurface groundwater lowering drainage systems
N/A
Surface water diversions (ephemeral streams, waterways, ditches)
105
Any well with exception of monitoring wells
265
348
Any property line
150
203
Top of slope of embankments or cuts of two feet or more in vertical height
28
Any water line from a disposal system
N/A
Any swimming pool
>500 ft
Public right of way
153
Nitrification field
>500 ft
Any building foundation or basement
483
Impounded public water supplies
>500 ft
Public shallow groundwater supply (less than 50 feet deep)
>500 ft
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
If yes, complete the following table by providing the required concentrations as determined in the Engineering Calculations:
FORM: WWIS 06-16 Page 11 of 12

J
k-406 o.,,:,.6. „ 1 ma gr— q---4-,
r f`, r" 7
Al SUSP,Oral,- l S84EIS /TCC\ fn
FORM: WWIS 06-16 Page 12 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(g)? [:]Yes or H No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
Yes No
0
or
0
.,
-
-
T.
.
, :7 r,,,v.. a,0 E1@Si oa ffilflt+a, ,,,aa;. ,-a.@ 0o,a
91 , ,.,,o._•,
n vO.,
OF n
, ,,,
FORM: WWIS 06-16 Page 13 of 12

Professional Engineer's Certification:
►- William G. Simmons, Jr. P.E. attest that this application for
(Professional Engineer's name from Application Item III.1.)
Micro Land Group Wastewater Irrigation System
(Facility name from Application 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 143-215.613, 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:
Q i CSn3 )if
ate:
Applicant's Certification per 15A NCAC 02T .0106(b):
1, Joseph P. Villari attest that this application tier
(Signature Authority's name & title from Application Item I.3.)
Micro Land Group Wastewater Irrigation System
(Facility name from Application Item II.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 of this 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 where all appeals have been exhausted or abandoned, are
compliant with any active compliance schedule, and do not have any overdue annual fees per 15A NCAC 021' .0105(e).
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, 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 w 1 as civil penalties up to $25,000 per violation.
Signature: Date: 2 /aa/a o
FORM: WWIS 06-16 Page 14 of 12

LAGOON DATA TABLE
LAGOON A:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
❑ Clay
®Synthetic
Liner type:
Top of embankment elevation:
148 ft
❑ Other
I ❑ Unlined
Liner hydraulic
0 x cm/s
Freeboard elevation:
146 ft
conductivity:
Hazard class:
Not Applicable
Toe of slope elevation:
129 ft
Designed freeboard:
2 ft
Impoundment bottom elevation:
133 ft
Total volume:
2,757,015 ft3
20,622,472
Mean seasonal high water table
5 ft
allons
depth:
Effective volume:
2,309,463
17,275,983
Embankment slope:
3 : 1
ft3
gallons
Effective storage time:
53 days
Top of dam water surface area:
230,280 ft2
Plan Sheet Reference:
C.3.1
Freeboard elevation water
217,308 ft2
surface area:
Specification Section:
C.1.2
Bottom of impoundment surface
140,010 ft2
area:
LAGOON B:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
❑ Clay
®Synthetic
Liner type:
Top of embankment elevation:
148 ft
❑ Other
I ❑ Unlined
Liner hydraulic
0 x cm/s
Freeboard elevation:
126 ft
conductivity:
Hazard class:
Not Applicable
Toe of slope elevation:
125 ft
Designed freeboard:
2 ft
Impoundment bottom elevation:
133 ft
Total volume:
2,984,340 ft3
22,322,863
Mean seasonal high water table
5 ft
gallons
depth:
Effective volume:
2,514,512 ft3
18,809,856
gallons
Embankment slope:
3 : 1
Effective storage time:
58 days
Top of dam water surface area:
240,800 ft2
Plan Sheet Reference:
C.3.1
Freeboard elevation water
229,064 ft2
surface area:
Specification Section:
C.1.2
Bottom of impoundment surface
159,800 ft2
area:
Page 1 of 2

LAGOON C:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
❑ Clay
®Synthetic
Liner type:
Top of embankment elevation:
161 ft
❑ Other
I ❑ Unlined
Liner hydraulic
0 x cm/s
Freeboard elevation:
159 ft
conductivity:
Hazard class:
Not Applicable
Toe of slope elevation:
148 ft
Designed freeboard:
2 ft
Impoundment bottom elevation:
146 ft
Total volume:
1,695,015 ft3
12,678,712
Mean seasonal high water table
2 ft
gallons
depth:
Effective volume:
1,412,073
10,563,040
Embankment slope:
3 : 1
ft3
gallons
Effective storage time:
33 days
Top of dam water surface area:
146,205 ft2
Plan Sheet Reference:
C.3.1
Freeboard elevation water
136,773 ft2
surface area:
Specification Section:
C.1.2
Bottom of impoundment surface
82,485 ft2
area:
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.
ADDITIONAL NOTES:
1. The liner hydraulic conductivity is provided as "0" as the proposed effluent storage lagoons
will have a synthetic HDPE liner, designed to have no permeability.
2. "Effective storage time" provided in the table derived by relative ratio of the volume of each
effluent storage lagoon to the total volume of all lagoons, compared to the modeled number
of storage days. Please refer to page 31 of the Hydrogeologic and Spray Capacity Report
submitted with this permit application package.
3. Mean seasonal high water table depth information obtained from Soil Scientist Evaluation
Report submitted with this permit application package. Additional water table depth
information may also be observed from the Geotechnical Engineering Report submitted with
this permit application package.
Page 2 of 2

STATE OF NORTH CAROLINA
COUNTY OF DUPLIN
FARM LEASE AGREEMENT
THIS FARM LEASE ("Lease" or "Agreement") is made and entered into as of the
Effective Date, by and among Rock Creek Livestock, LLC, a North Carolina limited
liability company whose address is 7303 Artifact Court. Wilmington NC 28411 (herein
called "Lessor"); and Micro Land Group, LLC, a North Carolina limited liability
company (herein called "Lessee")
1. DEMISE AND PROPERTY. The Lessor leases to the Lessee, for the herein
stated purpose portions of those certain lots, tracts, or parcels of real estate located in Duplin
County, North Carolina, and more particularly described on Exhibit "A" attached hereto (the
"Property").
2. TERM. The initial term of this Lease shall run for a period of five (5) years, to
commence on January 1, 2023, and terminate on December 31, 2027 ("Term"). Each calendar
year of the Term shall be defined as a "Lease Year."
a. Renewal Term. This lease shall automatically renew for five (5) successive one
(1) year periods unless terminated or amended as provided herein. Either party may end
the lease after the initial 5 year period with a one year notice.
b. RENT. TBD
3. COMPLIANCE WITH LAWS. Lessee, at Lessee's sole expense, shall comply
with all laws, ordinances, regulations and restrictive covenants applicable to Lessee's use and
occupancy of the Property. Lessee will not knowingly commit or willingly permit to be committed
any act or thing which shall be contrary to the rules and regulations of any federal, state, or
municipal authority, including rules and regulations issued by Lessor regarding protection of the
environment, health or safety.
4. INSURANCE. Lessee shall carry and maintain a policy of commercial general liability
insurance insuring Lessor against liability for accidents on the Property with limits of coverage not less
than $1,000,000.00 per occurrence and $2,000,000.00 aggregate bodily injury and sufficient in all respects.
5. INDEMNIFICATION. Unless caused by Lessor's sole negligence or misconduct,
Lessee hereby agrees to indemnify, defend and hold harmless Lessor and any of its officers,

directors, employees, shareholders, agents, affiliated businesses, other Property owners/lessors,
and contractors against any and all claims of damages or injury, demands, and/or causes of action,
including all reasonable expenses arising from Lessee's use of the Property or the conduct of its
business or from any activity, work or thing done, permitted, or suffered by Lessee on the Property
b. Recording . This Lease shall not be recorded. At the request of either party, the parties
hereto shall execute a Memorandum of Lease, in recordable form, specifying the
Commencement and Expiration Dates of the Lease only, a description of the Property,
and any other provisions which the parties mutually agree to incorporate therein.
IN WITNESS WHEREOF, the parties have caused their duly authorized representatives
to execute, seal and deliver this Agreement, all as of the day and year first written above.
LESSOR:
Rock Creek Livestock, LLC
a North Carolina limited liability company
$y: Z a-(" �- �
Name: Rocco Villari
Title: Manager
Date of Lessor's Execution: 2/23/23
Initial address for notices:
Rock Creek Livestock, LLC
7303 Artifact Court
Wilmington, NC 28411
LESSEE:
Micro Land Group, LLC
A North Carolina limited liability company
By• 0-Y ,
N e: oseph Villari
Title: Manager
Date of Lessee's Execution: 2/23/23
Initial address for notices:
Micro Land Group, LLC
1015 Ashes Drive — suite 102
Wilmington, NC 28405

STATE OF NORTH CAROLINA
COUNTY OF DUPLIN
I, N ecutc, M - ! haspt&,,s , a Notary Public in and for the County and State
aforesaid, do hereby certify that Rocco Villari personally appeared before me this day and
affrmed that he is the Manager of the Rock Creek Livestock, LLC and that this document was
signed by him on behalf of said company by the authority of its Operating Agreement.
WITNESS my hand and notarial seal, this 23`d day of February 2023.
My commission expires � - ) 4 - ad D. U
STATE OF NORTH CAROLINA
COUNTY OF DUPLIN
Notary Public
Printed Name: re-
I, M Notary Public, do hereby certify that Joseph Villari
appeared before me this day and acknowledged the due execution of the foregoing instrument for
the purposes therein expressed for Micro Land group, LLC.
WITNESS my hand and notarial seal, this 23`d day of February 2023.
Notary Public
Printed Name: i'�:�.-e�-�� !L-( :`�'2G•r�;�San
My commission expires � ` <<-�'' � �'��

EXHIBIT "A"
Legal Description
TRACT 6: 32.47 Acres± (Portion of Parcels 0 1- 1656 and 01-253)
Located in Warsaw Township, Duplin County, State of North Carolina, 0.18 mile east of S.R. No. 1902
(Carter Best Road), and being described with bearings relative to the North Carolina Grid Meridian (NAD
83)(2011) and with distances scaled to Grid as follows:
BEGINNING at an iron pipe, a corner of Tract Two on Map Book 32, Page 348, said iron pipe located
North 83 Degrees 02 Minutes 58 Seconds East a distance of 941.03 feet from a mag nail in the center of
S.R. No. 1902, said iron pipe having North Carolina Grid Coordinates of N=450,880.26 ft. and
E=2,275,097.69 ft. and runs thence
With the lines of Tract Two (Map Book 32, Page 348)
North 52 Degrees 02 Minutes 58 Seconds East a distance of 239.87 feet to an iron pipe,
North 37 Degrees 08 Minutes 58 Seconds East a distance of 176.78 feet to an iron pipe,
North 62 Degrees 03 Minutes 28 Seconds East a distance of 243.52 feet to an iron pipe, and
North 65 Degrees 05 Minutes 28 Seconds East a distance of 106.23 feet to an iron pipe; thence
North 65 Degrees 05 Minutes 28 Seconds East a distance of 260.82 feet to an iron pipe, the northwest
corner of Tract B; thence
With the line of Tract B
South 27 Degrees 42 Minutes 19 Seconds East a distance of 1425.63 feet to an iron pipe; thence
With the line of Leonard Franklin Sutton, Jr. tract (Deed Book 1637, Page 913)
South 50 Degrees 53 Minutes 44 Seconds West a distance of 108.87 feet to an iron pipe; thence
With the lines of Leonard Franklin Sutton, Jr. tract (Deed Book 1983, Page 58)
South 50 Degrees 53 Minutes 44 Seconds West a distance of 886.81 feet to an iron pipe,
North 22 Degrees 14 Minutes 24 Seconds West a distance of 266.55 feet to an iron pipe, and
North 17 Degrees 12 Minutes 05 Seconds West a distance of 430.55 feet to an iron pipe; thence
North 36 Degrees 50 Minutes 53 Seconds West a distance of 843.58 feet to the point of beginning,
CONTAINING 32.47 acres more or less, and being part of that land described in a Deed to Leonard Franklin
Sutton, Jr., as recorded in Book 1637, Page 913 of the Duplin County Registry, and all of that land described
in a Deed to Leonard Franklin Sutton, Jr., as recorded in Book 1983, Page 5 8 of the Duplin County Registry,
and further being the Tract A shown on a map recorded in Map Book 33 at Page 75 of the Duplin County
Registry.
NOTE: This Tract to benefit from a 30 foot wide private easement.
LESS AND EXCEPT THAT area shown as "Lagoon A" on the below sketch which is to be installed in
February 2023.

STATE OF NORTH CAROLINA
COUNTY OF DUPLIN
FARM LEASE AGREEMENT
THIS FARM LEASE (`Lease" or "Agreement") is made and entered into as of the
Effective Date, by and among Sutton Land Renewal, LLC, a North Carolina limited
liability company whose address is PO Box Drawer 279. Wilson, NC 27894 (herein
called "Lessor"); and Micro Land Group, LLC, a North Carolina limited liability
company (herein called "Lessee").
1. DEMISE AND PROPERTY. The Lessor leases to the Lessee, for the herein
stated purpose portions of those certain lots, tracts, or parcels of real estate located in Duplin
County, North Carolina, and more particularly described on Exhibit "A" attached hereto (the
"Property").
2. TERM. The initial term of this Lease shall run for a period of five (5) years, to
commence on January 1, 2023, and terminate on December 31, 2027 ("Term"). Each calendar
year of the Term shall be defined as a "Lease Year."
a. Renewal Term. This lease shall automatically renew for five (5) successive one
(1) year periods unless terminated or amended as provided herein. Either party may end
the lease after the initial 5 year period with a one year notice.
b. RENT. TBD
3. COMPLIANCE WITH LAWS. Lessee, at Lessee's sole expense, shall comply
with all laws, ordinances, regulations and restrictive covenants applicable to Lessee's use and
occupancy of the Property. Lessee will not knowingly commit or willingly permit to be committed
any act or thing which shall be contrary to the rules and regulations of any federal, state, or
municipal authority, including rules and regulations issued by Lessor regardintD
g protection of the
environment, health or safety.
4. INSURANCE. Lessee shall carry and maintain a policy of commercial general liability
insurance insuring Lessor against liability for accidents on the Property with limits of coverage not less
than $1,000,000.00 per occurrence and $2,000,000.00 aggregate bodily injury and sufficient in all respects.
5. INDEMNIFICATION. Unless caused by Lessor's sole negligence or misconduct,
Lessee hereby agrees to indemnify, defend and hold harmless Lessor and any of its officers,
directors, employees, shareholders, agents, affiliated businesses, other Property owners/lessors,
and contractors against any and all claims of damages or injury, demands, and/or causes of action,

including all reasonable expenses arising from Lessee's use of the Property or the conduct of its
business or from any activity, work or thing done, permitted, or suffered by Lessee on the Property
6. Recording. This Lease shall not be recorded. At the request of either party, the parties
hereto shall execute a Memorandum of Lease, in recordable form, specifying the
Commencement and Expiration Dates of the Lease only, a description of the Property,
and any other provisions which the parties mutually agree to incorporate therein.
IN WITNESS WHEREOF, the parties have caused their duly authorized representatives
to execute, seal and deliver this Agreement, all as of the day and year first written above.
LESSOR:
Sutton Land Renewal, LLC
a North Carolina limited liability company
By:e" (, fJ
Name: Rocco Villari
Title: Manager
Date of Lessor's Execution: 2/23/23
Initial address for notices:
Sutton Land Renewal, LLC
7303 Artifact Court
Wilmington, NC 28411
LESSEE:
Micro Land Group, LLC
A North Carolina limited liability company
By: Z1WX�
Nam . Aose-opph Villari
Title: Manager
Date of Lessee's Execution: 2/23/23
Initial address for notices:
Micro Land Group, LLC
1015 Ashes Drive — Suite 102
Wilmington, NC 28405

STATE OF NORTH CAROLINA
COUNTY OF DUPLIN
I, 1\ 2—aa-en GA ; -tA-b- rt 55 -N , a Notary Public in and for the County and State
aforesaid, do hereby certify that Rocco Villari personally appeared before me this day and
affirmed that he is the Manager of the Sutton Land Renewal, LLC and that this document was
signed by him on behalf of said company by the authority of its Operating Agreement.
WITNESS my hand and notarial seal, this 23rd day of February 2023.
Notary Public
Printed Name: e
My commission expires 3 ` 1 — Z� 2'�c p. , r .
STATE OF NORTH CAROLINA
A
COUNTY OF DUPLIN 'O BL C'
Notary Public, do hereby certify that Joseph Villari
appeared before me this day and acknowledged the due execution of the foregoing instrument for
the purposes therein expressed for Micro Land Group, LLC.
WITNESS my hand and notarial seal, this 23rd day of February 2023.
My commission expires 'j ` 1�-C - �p C') L-c
Notary Public
Printed Name: i -k , lC�j kjp S
M T! O ""',
TARy'
2. :2
"'''•�N C

EXHIBIT "A"
Legal Description
TRACT 1: 218.47 Acresf (Portion of Parcels # 01-1656 and # 01-11—)
Located in Warsaw Township, Duplin County, State of North Carolina, on the east side of S.R. No. 1902
(Carter Best Road) and being described with bearings relative to the North Carolina Grid Meridian (NAD
83)(2011) and with distances scaled to Grid as follows:
BEGINNING at a mag nail in the center of S.R. No. 1902, the southwest corner of tract two shown on
Map Book 32, Page 348, said mag nail having North Carolina Grid Coordinates ofN= 450,766.38 ft. and
E= 2,274,163.57 ft. and runs thence
With the southern lines of Tract Two shown on Map Book 32, Page 348
North 83 Degrees 02 Minutes 58 Seconds East a distance of 30.09 feet to an iron pipe, and
North 83 Degrees 02 Minutes 58 Seconds East a distance of 910.94 feet to an iron pipe; thence
With the lines of Tract A shown on Map Book 33, Page 75
South 36 Degrees 50 Minutes 53 Seconds East a distance of 843.58 feet to an iron pipe,
South 17 Degrees 12 Minutes 05 Seconds East a distance of 430.55 feet to an iron pipe,
South 22 Degrees 14 Minutes 24 Seconds East a distance of 266.55 feet to an iron pipe,
North 50 Degrees 53 Minutes 44 Seconds East a distance of 886.81 feet to an iron pipe, and
North 50 Degrees 53 Minutes 44 Seconds East a distance of 108.87 feet to an iron pipe; thence
With the lines of Tract B shown on Map Book 33, Page 75
South 42 Degrees 37 Minutes 11 Seconds East a distance of 1251.15 feet to an iron pipe,
South 30 Degrees 18 Minutes 39 Seconds East a distance of 608.32 feet to an iron pipe,
South 51 Degrees 40 Minutes 57 Seconds East a distance of 358.17 feet to an iron pipe,
South 07 Degrees 37 Minutes 08 Seconds East a distance of 1213.13 feet to an iron pipe,
South 00 Degrees 49 Minutes 23 Seconds East a distance of 483.65 feet to an iron pipe,
South 65 Degrees 24 Minutes 19 Seconds West a distance of 824.44 feet to an iron pipe,
South 87 Degrees 01 Minutes 59 Seconds West a distance of 671.47 feet to an iron pipe,
North 25 Degrees 50 Minutes 25 Seconds West a distance of 410.59 feet to an iron pipe,
North 45 Degrees 36 Minutes 37 Seconds West a distance of 1391.95 feet to an iron pipe, and
South 56 Degrees 42 Minutes 44 Seconds West a distance of 77.78 feet to a mag nail in the center of S.R.
No. 1902; thence
With the center of S.R. No. 1902
North 32 Degrees 54 Minutes 42 Seconds West a distance of 1626.03 feet to a mag nail, and
North 32 Degrees 34 Minutes 21 Seconds West a distance of 796.33 feet to a mag nail; thence
Along the center of S.R. No. 1902 as it curves to the right, chords of the curve are:
North 25 Degrees 57 Minutes 39 Seconds West a distance of 121.84 feet to a mag nail,
North 13 Degrees 14 Minutes 47 Seconds West a distance of 99.63 feet to a mag nail, and
North 01 Degrees 25 Minutes 27 Seconds West a distance of 115.68 feet to an iron stake; thence
With the center of S.R. No. 1902
North 00 Degrees 39 Minutes 34 Seconds West a distance of 29.63 feet to an iron stake; thence
With the lines of Lot One shown on Map Book 32, Page 349
North 86 Degrees 34 Minutes 44 Seconds East a distance of 30.20 feet to an iron pipe,
North 86 Degrees 34 Minutes 44 Seconds East a distance of 192.23 feet to an iron pipe,

North 00 Degrees 29 Minutes 34 Seconds East a distance of 220.81 feet to an iron pipe,
South 83 Degrees 58 Minutes 13 Seconds West a distance of 185.47 feet to an iron pipe, and
South 83 Degrees 58 Minutes 13 Seconds West a distance of 29.26 feet to a mag nail in the center of S.R.
No. 1902; thence
With the center of S.R. No. 1902
North 01 Degrees 43 Minutes 13 Seconds East a distance of 82.46 feet to a mag nail,
North 01 Degrees 12 Minutes 40 Seconds East a distance of 122.68 feet to a mag nail,
North 01 Degrees 08 Minutes 35 Seconds West a distance of 44.40 feet to a mag nail, and
North 02 Degrees 37 Minutes 50 Seconds West a distance of 173.69 feet to the point of beginning,
CONTAINING 218.47 acres more or less, and being part of that land described in a Deed to Leonard
Franklin Sutton, Jr., as recorded in Book 1637, Page 913 of the Duplin County Registry, and being part of
Parcel Three described in a Deed to Leonard Franklin Sutton, Jr., as recorded in Book 1637, Page 904 of
the Duplin County Registry, and further being the 218.47 acre tract shown on a map recorded in Map
Book 33 at Page 134 of the Duplin County Registry.
Note:This tract subject to a 30' wide access easement agreement recorded in Deed Book 1985, Page 227
of the Duplin County Registry.
This tract subject to an easement agreement recorded in Deed Book 1985, Page 219 of the Duplin County
Registry.
With the lines of Leonard Franklin Sutton, Jr. tract (Deed Book 1983, Page 58)
South 50 Degrees 53 Minutes 44 Seconds West a distance of 886.81 feet to an iron pipe,
North 22 Degrees 14 Minutes 24 Seconds West a distance of 266.55 feet to an iron pipe, and
North 17 Degrees 12 Minutes 05 Seconds West a distance of 43 0.5 5 feet to an iron pipe; thence
North 36 Degrees 50 Minutes 53 Seconds West a distance of 843.58 feet to the point of beginning,
CONTAINING 32.47 acres more or less, and being part ofthat land described in a Deed to Leonard Franklin
Sutton, Jr., as recorded in Book 1637, Page 913 of the Duplin County Registry, and all of that land described
in a Deed to Leonard Franklin Sutton, Jr., as recorded in Book 1983, Page 58 of the Duplin County Registry,
and further being the Tract A shown on a map recorded in Map Book 33 at Page 75 of the Duplin County
Registry.
NOTE: This Tract to benefit from a 30 foot wide private easement.
LESS AND EXCEPT THAT area shown as "Lagoon A" on the below sketch which is to be installed in
February 2023.

Soil Scientist Evaluation Report
Villari Brothers Sprayfield
WQ0001173
Warsaw, Duplin County, North Carolina
Prepared for:
Villari Brothers
1012 US Highway 117 South
Warsaw, NC 28398
and
Cavanaugh Solutions
1904 Eastwood Road, Suite 205
Wilmington NC 28403
December 3, 2022
o N
1044
9rFOpry�{G�
DavidE. Meyer, N.C.L.S.S.
Soil Scientist/President
Protocol Sampling Service, Inc.
4114 Laurel Ridge Drive
Raleigh, NC 27612

Table of Contents
1.0
INTRODUCTION...................................................................................................................1
2.0
SITE EVALUATION..............................................................................................................1
2.2
Soils and Agronomic Evaluations............................................................1
3.0
LOADING RATES.................................................................................................................2
3.1
Hydraulic Loading Rate...........................................................................................................
2
3.2
Nitrogen Loading Rate.............................................................................................................4
4.0
SODIUM ADSORPTION RATIO..........................................................................................4
5.0
Cover Crop Establishment, Monitoring and Maintenance..........................................5
6.0
CONCLUSIONS AND RECOMMENDATIONS..................................................................
6
Attachment1 Soil Profiles....................................................................................................................
9
Attachment2 Ksat data.........................................................................................................................9
Tables
Table1.-- Summary of Ksat Tests...................................................................................................3
Figures
Figure 1.-- Soils Investigation Map.................................................................................................8
-1-

1.0 INTRODUCTION
This soil and agronomic report is prepared as part of a supporting document for a non -discharge
permit application using treated water from the Villari Brothers Water Treatment Plant (WWTP).
The treated waste water will be applied on four (4) pivots on one tract of land located to the south
of the existing plant which is shown on Figure 1. Villari Brothers is interested in applying effluent
from the WWTP for irrigation on 121 wetted acres consisting of former agricultural fields.
Accordingly, the purpose of this report is to provide a soils and agronomic evaluation of the site
to determine suitability of the site for the application of treated waste water and provide
recommendations for the hydraulic loading rate and any agronomic enhancements that will be
needed to establish and maintain the chosen cover crop.
2.0 SITE EVALUATION
2.1 TOPOGRAPHY AND DRAINAGE
The topography at the site is shown on Figure 1. The site is located at the interface of the middle
and lower Coastal Plain Physiographic Region. Locally, the lower and middle Coastal Plain is
characterized as consolidated sands and clays that comprise the Columbia Group of Pleistocene
Age. The proposed spray fields are located on the Sunderland Terrace which slopes southeastward
from an elevation of 170 feet at its northern boundary to an elevation of 105 to 107 feet near the
edge of the escarpment that forms its southeastern boundary with the Wicomico Terrace.
Elevations range from 150 to 114-feet msl across the subject property. The topography is young,
and differences in elevation between stream bottoms and the adjacent uplands are slight. Stream
gradients are low, and all the bottomlands are wet. On broad interstream flats Carolina Bays,
shallow elliptical or oval -shaped depressions with outer rims of sand that are oriented northwest
to southeast with lengths ranging from 100 feet to nearly a mile, are evident (Geologic Map of
North Carolina, 1985). The area is generally overlain by a veneer of silts, sands and clays deposited
as part of the Cape Fear River Basin. The Black Creek Formation is found under a majority of
the spray fields and consists of fossiliferous clay with varying amounts of fine-grained sand with
bluish gray clays. Shell material is commonly contained in lenses. The geology encountered during
drilling at the site consisted of varying depths of clayey sands and silty fine sands over a gray
sandy clay which was encountered from thirty to forty-five feet below land surface in the deep
lithology borings. The site is located on a river terrace that gently slopes towards Stewarts Creek
located along the site's eastern property border. Drainage ditches are located around the perimeter
of the site and provides ground water and storm water control for the site towards Stewarts Creek
located along the site's eastern property border.
2.2 Soils and Agronomic Evaluations
The area available for spray irrigation of treated waste water was covered by foot in February,
March and April 2022 by Protocol Sampling Service, Inc. personnel and the soil profiles were
inspected by hand auger borings at 81 locations to provide a field description of soil texture, color,
structure, depth, thickness and type of restrictive horizons and presence or absence and depth of
evidence of any seasonal high-water table. The hand auger boring locations are shown on Figure
1. Soil profile logs of each soil boring are given in Attachment 1. Seventeen (17) composite soil
samples were also collected on December 27, 2021 for agronomic analysis prior to planting winter
-1-

wheat by the Waters Agricultural Laboratories, Inc. located in Warsaw, North Carolina. The Soil
Test Report is included in Appendix B. The soils found within the proposed spray fields belong
primarily to the somewhat excessively well drained (Autryville) and are designated Group I soils,
the well -drained (Norfolk) designated Group II soils, the moderately well drained (Goldsboro)
designated group III soils and the somewhat poorly drained (Lynchburg) designated Group IV
soils. Somewhat excessively well drained soils have a water table below 48-inches below land
surface (bls) while well drained soils have a water table between 40 and 48-inches bls. Moderately
well drained soils have a water table between 20 and 40-inches bls while somewhat poorly drained
soils have a water table have a water table between 10 and 20-inches bls. Seasonal high water table
indicators observed during the advancement of hand auger borings revealed that the seasonal high-
water tables range from greater than 18-inches in the Lynchburg series and below 66-inches in the
Autryville series.
Agronomic analysis has revealed that the site soils have an average cation exchange capacity of
6.28 and an average pH of 6.18 (5.5 is ideal for a mineral soil) which indicates that the mineral
site soils have not been over limed (base saturation averages 83%) and the planted cover crop will
respond well to initial fertilization and liming on these soils. The phosphorus index, which
averaged 165.72, was high and the potassium index which averaged 114.94 was high, indicating
that only potassium would need to be added from 20 to 40 lbs/acre on three (3) selected fields.
Lime was added to two (2) selected fields at a low rate of 0.3 tons/acre. Nitrogen was added to all
fields at a rate of at a rate of 100 lbs N/acre. Soil sampling should be conducted prior to the first
year of application to adjust the yearly application rates of phosphorus, potassium, lime and
nitrogen subtracting the calculated PAN load after the waste water system is constructed.
3.0 LOADING RATES
3.1 HYDRAULIC LOADING RATE
Thirty-two (32) constant head subsurface permeameters were run across the site (Appendix C)
using Amoozemeters at the locations shown in Figure 1. The subsurface permeability (GeoMean)
of the most restrictive layer the Btl, Bt2 and B/E horizons in the somewhat excessively well
drained Autryville (Group I soil), the Btl and Bt3 horizons in the well -drained Norfolk soil (Group
II soil), the Btl and Bt2 horizons in the Goldsboro soil (Group III soil) and the Btl and B/E
horizons in the Lynchburg soil (Group IV) soil), ranged from 2.041 inches/hour in the Group I soil
(Autryville), 0.20 inches/hour in the Group II soil (Norfolk), 0.597 inches/hour in the Group III
soil (Goldsboro) and 0.255 inches/hour in the Group IV soil (Lynchburg). The data for these tests
is included as Attachment 2 and is and summarized in Table 1. We recommend using a
recommended maximum drainage coefficient applied to these rates of 6% or less, which results
in a Soil Scientist recommended maximum annual loading rate of 66 inches for the Autryville,
40 inches or less for the Norfolk and Goldsboro soils (Group I, II and III) and 25 inches or less
for the Lynchburg soil (Group IT). We recommend that these maximum coefficients be used to
constrain loading rates evaluated during the mounding analysis in the hydrogeologic
evaluation.
-2-

Location
Test
Number
Soil
Group
Soil Series
Horizon
Depth
Ksat
Inches
Cm
in/hr
cm/hr
ft/day
SB-5
1
I
Autry Ville
A
18
46
8.455
21.48
16.91
SB-5
1 2
Btl
40
102
1.691
4.30
3.38
SB-5
4
E'
48
122
5.636
14.32
11.27
SB-5
5
B't/B't2
60
152
5.636
14.32
11.27
SB-7
6
II
Norfolk
Btl
18
46
0.107
0.27
0.21
SB-7
7
Bt2
32
81
2.748
6.98
5.50
SB-7
8
Bt3
53
135
1.785
4.53
3.57
SB-8
8
II
Norfolk
E/Btl
18
46
0.564
1.43
1.13
SB-8
9
Btl
24
61
0.266
0.68
0.53
SB-8
10
Bt2
34
86
8.455
21.48
16.91
SB-8
11
Bt3
50
127
1.691
4.30
3.38
SB-9
12
II
Norfolk
Btl
24
61
0.68
1.73
1.36
SB-9
13
Bt3
48
122
0.283
0.72
0.57
SB-44
14
IV
Lynchburg
E/B
Btl
18
24
46
61
0.348
0.085
0.88
0.22
0.70
0.17
SB-44
15
SB-42
16
IV
Lynchburg
Btl
E/B
24
12
61
30
0.564
0.705
1.43
1.79
1.13
1.41
SB-42
17
SB-40
18
IV
Lynchburg
E/B
Btl
12
24
30
61
4.274
0.986
10.86
2.50
8.55
1.97
SB-40
19
SB-56
20
III
Goldsboro
Btl
31
79
2.255
5.73
4.51
SB-56
21
Bt2
42
107
2.067
5.25
4.13
SB-57
22
III
Goldsboro
Btl
24
61
2.818
7.16
5.64
SB-57
23
Bt2
30
76
0.564
1.43
1.13
SB-57
24
Bt3
48
122
1.127
2.86
2.25
SB-67
25
III
Goldsboro
Btl
18
46
0.705
1.79
1.41
SB-67
26
Btl
30
76
0.535
1.36
1.07
SB-76
27
I
Autryville
E
24
61
5.636
14.32
11.27
SB-76
28
B/E
30
76
3.57
9.07
7.14
SB-76
29
Bt2
42
107
4.133
10.50
8.27
SB-76
30
Btl
54
137
22.54
57.25
45.08
SB-70
31
I
Autryville
Bt2
30
76
5.636
14.32
11.27
SB-70
32
Bt2
32
81
1.409
3.58
2.82
Table 1.-- Summary of Ksat Tests.
Bermuda grass needs a weekly application of about 1 to 11/4 inches of water/week. On coarser
textured soils, which comprise the top layer (Ap horizon) on the site, it often requires longer
watering periods, for example, 1/2 inch of water every other day to help establish a drought tolerant
and deep root system (North Carolina Cooperative Extension Service Publication Number AG-
431 Revised: January 1994 Last Electronic Revision: August 1997).
-3-

3.2 NITROGEN LOADING RATE
Considering the organic nitrogen mineralization rate of 40 percent, the Plant Available Nitrogen
in the effluent is estimated as follows:
PAN, mg/L = (TKN - NH3-N) 0.40 + (NH3-N) 0.50 + (NO2-NO3-N)
The current calculated PAN using October 2022 data, prior to treatment is 61.90 mg/l.
Considering the average daily flow of 332,562 gal/day that can be land applied by practicing year-
round spray irrigation of Hybrid Coastal Bermuda/Rye grass, the total annual Plant Available
Nitrogen loading at the site would be:
61.90 mg/L PAN x 8.34 x 0.332 mgd x 365 day/yr
120.67 acre
518 lb PAN/acre/year
The proposed receiver crop consisting of Hybrid Coastal Bermuda Hay/Rye grass that will be
planted at the site and their respective Plant Available Nitrogen (PAN) uptake rate as outlined in
Realistic Yields (RYE) and Nitrogen Applications for Duplin County North Carolina crops is
given as follows:
Cover Crop(s) Nitrogen Uptake Rate Soil Series
Lb PAN/acre/year
Hybrid Coastal Bermuda/Rye 270/104 Autryville
Hybrid Coastal/Rye 299/125 Norfolk
Hybrid Coastal Bermuda/Rye 299/136 Goldsboro
Coastal Bermuda/Rye 264/91 Lynchburg
Once the waste water system is constructed the Plant Available Nitrogen loadings can be
calculated and compared to the Nitrogen Uptake Rates of the proposed and existing cover crops.
Any supplemental nitrogen application will then be determined.
4.0 SODIUM ADSORPTION RATIO
A high sodium concentration in irrigation water combined with low calcium and magnesium
concentrations will cause reduction in soil permeability and infiltration, breakdown in the physical
structure of the soil, reduction of soil tilth and impairment of plant growth. Water with an SAR
greater than 9 is generally not recommended for irrigation use even if the total salt content is
relatively low. Waters with SARs in the range of 0 to 6 can generally be used on all soils with little
problem of a sodium buildup. The permeability of sandy soils may not deteriorate as readily as
C�

heavier soils when irrigated with high SAR water, but a potential problem does exist. When the
SAR ranges from 6 to 9, chances for permeability problems increase. In this situation soils should
be sampled and tested every 1 to 2 years to determine whether the water is causing a sodium
increase and a need for corrective actions. The SAR of the Villari Brothers raw effluent prior to
treatment is determined as follows:
Effluent
Constituents*
Concentrations
Equiv. Wt.
Milli Equivalent
Sodium (Na)
3350 mg/L,
23
145.65
Calcium (Ca)
810 mg/L
20
40.5
Magnesium (Mg)
13.1
12
1.09
*- July 2022 data
Sodium Adsorption Ratio, SAR — Na' Milli Equi .
10-5 ica Milli Eq_ + Mg + Milli FR.) �
_ 145.65
[0.5 (40.5 +1.09)]0.5
32.0
The above SAR value is calculated before treatment and should be reduced to within the
acceptable range of SAR values of water for spray irrigation use after treatment.
5.0 COVER CROP ESTABLISHMENT, MONITORING AND MAINTENANCE
The proposed cover crop of Hybrid Coastal Bermuda grass should be planted at a rate of
5-10 pounds of seed per acre. Spring and summer plantings should utilize hulled bermudagrass
seed for faster germination. Late fall and winter plantings should be with unhulled bermudagrass
seed to delay germination of a significant amount of seed until more favorable conditions occur in
the spring. Unhulled bermudagrass should be planted with Rye grass (Abruzzi) in the fall to
provide temporary cover and protection from soil erosion during the winter months. If sprigging
is chosen, the Hybrid Coastal Bermuda grass should be planted at a rate of 10-15 bushels per acre
to establish a fast cover. Sprigs should be broadcast on a clean seedbed and pressed into moist soil
with a roller or covered lightly with soil. Moist conditions must be maintained for 2 — 3 weeks
after planting to obtain a good cover. The seed or sprigs must be planted before soil temperature
exceeds 65' F. Soil temperatures of between 65' and 75' F are ideal for germination and rapid
development of the grass. Nitrogen at the rate of 60 — 80 pounds/acre should be applied at 3 to 4
week intervals until the grass is established. Soil samples should be collected after site
preparation to determine exact nutrient needs prior to planting of the cover crop.
-5-

Any herbaceous broadleaf and small leaf weeds that will inevitably grow between the cover
crop before a sufficiently thick grass stand is established (6 months - year) can be sprayed with 2,
4 — D and MSMA or an equivalent to ensure the maximization of nutrient uptake by the cover
crop. By eliminating the growth of weed colonies, a quicker cover crop establishment will be
realized.
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based upon the soils and agronomic evaluations, the site is suitable for the application of treated
waste water from the Villari Brothers WWTP on the proposed Hybrid Coastal Bermuda/Rye grass
cover crop that will be established at the site. The site considered for spray irrigation contains
somewhat excessively well, well drained, moderately well drained and somewhat poorly drained
soils (Group I, II, III and IV) with seasonal high water table elevations below 40-inches deep.
The water quality of the Villari Brothers WWTP treated waste water is excellent for irrigation
use. Based upon standard irrigation loading to sustain both the Hybrid Coastal Bermuda and Rye
grass cover crops during the growing season the hydraulic loading rates at the site would range
from 1.25-inch/week in the Group I soils, to 0.6-inches/week or less in Group II and III soils,
and 0.4-inches/week or less in the Group IV soils. The recommended short-term precipitation
rate at this site is 1.0 inches/hr for all soil groups due to slopes ranging from 0 — 5%. This rate is
dependent upon enhancing and maintaining the Hybrid Coastal Bermuda grass cover crop, once
established, at the site. Aeration and fertilization of the cover crop is recommended to increase
the infiltration capacity of the soil. Soil samples should be collected after site preparation to
determine exact nutrient needs of the cover crop and then annually during the operational life of
the spray fields to monitor nutrient build-up or leaching in the subsurface soils and to sustain a
healthy cover crop throughout the growing season. Harvesting of the Hybrid Coastal Bermuda
grass and Rye grass (Abruzzi) winter cover crop will be required at least twice during the
growing season initially and more frequently after the grass is established. The hay can be bailed,
removed from the site and used as cattle feed by local farmers.
References
I Me

Bermuda Grass Management in North Carolina, North Carolina Cooperative Extension Service,
North Carolina State University, 1993.
North Carolina Interagency Nutrient Management Committee. 2014. Realistic yields and
nitrogen application factors for North Carolina crops. realisticyields.ces.ncsu.edu North Carolina
State University, North Carolina Department of Agriculture and Consumer Services, North
Carolina Department of Environment and Natural Resources, Natural Resources Conservation
Service. Raleigh NC.
Soil Survey of Duplin County, North Carolina. United States Soil Conservation Service, 1959.
-7-

go -
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•SB55
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SB54•
SB 78 74
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SB52 •
SB53 SB 77 B 73
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SB 71 •SB 72
SB30
SB51
SB-70
SB ®6
S B29
•
SB 68'
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•SB28
•SB50
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SB 69
`
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SB48
O B27 •
Zone
•SB26
Zone 3B
`
•SB47
SB25•
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SB36
B24
•SB37
`
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SB38
SB39
SB-40
SM
♦
SB-41
`
SB-42
SB23
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•SB43
-B-44
Zone 3A
•SB2
SB45
•SB46 •
•SB22
•SB3
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SB4
•SB14
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B21
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•SB15
•SB20 SB1:
•SB16
•SB19
Zone 1B •SB17
: B18
1
200 400 600 800 ft
t
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B6
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1
1
1
1
1
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I
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1
1
1
1
1
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B10 !
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EXPLANATION
Soil Group
I Autryville
II Norfok
III Goldsboro
IV Lynchburg
V Bibb
VI Mc
C VII Bba
— 'j • PSS Soil Borings
A PSS Ksat locations
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ATTACHMENT I SOIL PROFILES
-8-

SOIL EVALUATION FORM
c °
Structure /
Consistence /
Matrix
Mottle Colors
4
Texture
Mineralogy
Color
(Quantity, Size, Contrast, Color)
SB5
A
0-18
GR / LFS
VFR / SO,PO
10YR 4/3
E
18-30
GR / FS
VFR / SO,PO
10YR 8/2
Bt1
3040
SBK /SCL
Fi / S5, SP
10YR 6/8
E'
40-52
SBK/SL
FR / SO, PO
10YR 6/8
B"t1
52-60
SBK, LFS/SL
FR / SO, PO
10YR 6/6
C, 2,P 7.5YR 8/2
B`t2
60-84
SBK/ LF5/SL/LS FR / 5o, PO
10YR 6/6
AWT@ >84"
SB7
A
0-6
SBK J LFS
VFR / SO,PO
10YR 4/3
E
6-18
SBK / SL
VFR / SO,PO
10YR 6/6
Btl
18-24
SBK /SCL
FR / SS, 5P
10YR 5/8
Bt2
24-32
SBK /SCL
FR / SS, SP
10YR 6/8
Bt3
32-50
SBK /SL
FR / SQ,PO
10YR 6/8
B/C
50-84
SBK / SL
FR / SO, PO
10YR 6/8
C,2,P 10YR 6/1
AWT @ >70„
SB8
A
0-6
GR / LFS
VFR / SO,PO
10YR 4/3
E
6-17
GR LS
VFR / SO,PO
10YR 6/6
Bt1
17-28
SBK / SCL
F9 / SS, SP
10YR 5/6
Bt2
28-40
SBK /SL LS
FR / SO, PO
10YR 7/6
Bt3
40-60
SBK / SCL
H / SS,SP
lOYR 5/6
C,2,P 1OYR 6/1
B/C
6044
1 GR/ SL
FR / S0, PO
10YR 6/4
AWT @ 57W
SB9 A
0-11
GR / LFS
VFR / SO,PO
10YR 5/3
_
E
11-18
GR / FS
VFR / SO,PO
10YR 7/4
Bt1
18-30
SBK / SCL
Fi / SS, SP
10YR 5/6
Bt2
30-42
SBK/SL
FR/SO,PO
10YR 6/8
Bt3
42-48
SBK/ SCL
Fi / SS, SP
10YR 5/8
C,2,P 10YR 6/1
Bt4
48-60
SBK/SCL
VFi/SS, SP
10YR 5/1
C,2,P 10YR 5/6
B/C
60-84
SBk/SCL/SL
Fi/SO, PO
10YR S/1
AWT@ >70"
SB-40
A
0-8
GR /FSL
VFR / SO,PO
10YR 3/2
E
8-18
GR /FSL
VFR / SO,PO
10YR 4/2
Bt1
18-30
SBK / SCL
FR / SS, SP
10YR 6/1
C,2,F 10YR 5/8
Bt2
30-50
SBK /SCL
FR / SS, SP
10YR 5/6
C,2,F 10YR 5/8; C,2,Q 1
YR 5/2
B/C
50-60
SBK/SCL/SL
FR / SS,SP
10YR 5/1
C,2,P 10YR 5/6
C9
60-84
GR/SBKJSCL/S
FR / SS, SP
10YR 5/1
L
AWT @ 24"

SOIL EVALUATION FORM
SB-42 A 0-8 GR /FSL VFR / SO, PO 10YR 3/2
E 8-18 GR /FSL VFR / SOYO 10YR 4/2
Bt1 18-30 SBK / SCL FR / SS, SP 10YR 6/1 C,2,F 10YR 5/8
Bt2 30-50 SBK /SCL FR / SS, SP 10YR 5/6 C,2,F 10YR 5/8; C,2,D 10Y
5/2
B/C 50-60
SBK/SCL/5L
FR / SO,PO 10YR
5/1
C,2,P 10YR 5/6
60-84 I GR/SCL/SL FR / SS, SP 10YR 5/1
AWT @ 37"
SB-44 I
A
0-8
GR /FSL
VFR / SO,PO
10YR 3/2
E
8-18
GR /FSL
VFR / SO, PO
10YR 4/2
Bt1
18-30
SBK / SCL
FR / SS, SP
10YR 6/1
C,2,F 10YR 5/8
Bt2
30-50
SBK /SCL
FR / SS, 5P
10YR 5/6
C,2,F 10YR 5/8; C,2,D 10
R 5/2
B/C
50-60
SBK/SCL/SL
FR / SS,SP
10YR 5/1
C,2,P 10YR 5/6
Cg
60-84
SBK/SCL/SL
FR / SS, SP
10YR 5/1
AWT @ 47"
SB-56
A
0-6=
GR /FS
VFR / SO,PO
10YR 5/3
E
6-16
GR /FS
VFR / SO,PO
10YR 6/4
Btl
16-34
SBK / SL
FR / SO, PO
10YR 5/8
Bt2
34-45
SBK /SL
FR / SO, PO
10YR 5/8
C,2,D 10YR6/1
Bt3
45-55
SBK/SL
FR / SO,PO
10YR 5/1
C,2,P 10YR 5/6
55-84
SBK/SL
FR / SO, PO
10YR 5/1
AWT @ >60„
SB-57 A 0-12 GR /FSL VFR / SO,PO 10YR 5/3
Bt1 12-24 GR /SL VFR/SO,PO 10YR 6/4
Bt2
24-30
SBK / SCL
FR / SS, SP
10YR 5/8
Bt3
30-48
SBK /SL
FR / SO, PO
10YR 5/8
C,2,D 10YR6/1
Bt4
48-60
5BK/SL
FR / SO,PO
10YR 5/1
C,2,P 10YR 5/6
Cg 60-84 SBK/SL FR / SO, PO 10YR 5/1
AWT @ >65„
SB-67
A
0-11
GR /SL
VFR / SO,PO
10YR 6/4
Bt1
11-34
SBK /SCL
VFR / SS,SP
10YR 5/8
Bt2
34--48
SBK / SCL
FR / SS, SP
10YR 5/8
C,2,D 10YR6/1; C,2,P 10YR
5/6
Bt3
48-60
SBK /SL
FR / SO, PO
10YR 5/8
C,2,D 10YR6/1
BC
60-84
SBK/SL
FR / SO,PO
10YR 5/1
C,2,P 10YR 5/6
Cg
60-84
SBK/LS
FR / SO, PO
10YR 5/1
AWT [?a >65„
SB76
A
0-12
GR /FS
VFR/SO,PO
10YR 4/2
E
12-24
GR /LFS
VFR / 50,'PO
10YR 6/6
B/E
24-36
GR /LFS
FR / SO, PO
10YR 6/8
Bt1
36-48
SBK/SL/SCL
Fi / SS,SP
10YR 6/8
Bt2
48-60
SBK, LFS/SL
FR / SO, PO
10YR 6/6
C, 2,P 7.5YR 8/2
BC 60-84 SBK/SL/LS FR / SO, PO 10YR 6/6
AWT@ >84"

SOIL EVALUATION FORM
SB70
A
0-8
GR / FS
VFR / SO, PO
10YR 6/2
E
8-24
GR / FS
VFR / SO,PO
10YR 6/6
Bt1
24-33
SBK /SCL
Fi / SS, SP
10YR 6/8
E'
33-48
GR/LFS
FR / SO,PO
10YR 4/4
B't1
48-78
SBK, SCL
Fi / SS, SP
10YR 6/6
C, 2,P 7.5YR 8/2
BC
78-84
SBK/SL/LS FR / SO, PO
10YR 6/6
AWT@ >84„

SOMM EVA4UATION skecr l of 1
(Crurd�wad'ian SDteeA-Costplete a1f field in jut1J
Protwol S=piiv SeMm, Ina. PROPERTY ID #:
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DATE OF EVALUA ON; 2
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ATTACHMENT 2 KSAT DATA

Test # Location
Number Horizon
Depth
IN/HR
LTAR Soil Group
I SB-5
I A
18
8.455
126.49 I
Autryville
2 SB-5
2 Btl
40
1.691
25.299 1
3 SB-5
4 E'
48
5.636
84.33 I
4 SB-5
5 B'tIB1t2
60
5.636
84.33 1
5 SB-7
6 Btl
18
0.107
1.61 lI
Norfolk
6 SB-7
7 Bt2
32
2.748
41.11 I1
7 SB-7
8 Bt3
53
1.785
26.704 II
8 SB-8
8 E/BtI
l8
0.564
8.433 II
9 SB-8
9 Btl
24
0.266
3.982 II
10 SB-8
10 Bt2
34
8.455
126.494 11
11 SB-8
11 Bt3
50
1.691
25.299 II
12 SB-9
12 Btl
24
0.68
10.176 II
13 SB-9
13 Bt3
48
0.283
4.241 II
14 SB-44
14 EIB
18
0.348
5.2 1V
Lynchburg
15 SB-44
15 Btl
24
0.085
1.265 IV
16 SB-42
16 Btl
24
0.564
8.433 IV
17 SB-42
17 E/B
12
0.705
10.541 IV
18 SB-40
18 EIB
12
4.274
63.95 IV
19 SB-40
19 Bt1
24
0.986
14.758 IV
20 SB-56
20 Btl
31
2.255
33.732 111
Goldsboro
21 SB-56
21 Bt2
42
2.067
30.921 111
22 SB-57
22 Btl
24
2.818
42,165 111
23 SB-57
23 Bt2
30
0.564
8.433 III
24 SB-57
24 Bt3
48
1.127
16.866 111
25 SB-67
25 Btl
18
0.705
10.541 I11
26 SB-67
26 Btl
30
0.535
8.011 III
27 SB-76
27 E
24
5.636
84.33 1
Autryvi le
28 SB-76
28 BIE
30
3.57
53.409 I
29 SB-76
29 Bt2
42
4.133
61.842 1
30 SB-76
30 BtI
54
22.54
337.234 I
31 SB-70
31 Bt2l
30
5.636
84.33 1
32 SB-70
32 Bt2
32
1.409
21.082 I
Group 1 GeoMean 2.041 inches/hour
Group 11 GeoMean 0.200 inches/hour
Group Ill GeoMean O.S97 inches/hour
Group IV GeoMean 0.255 inches/hour

Comment
1
autryville
2
autryville
3
norfolk
4
norfolk
5
autryville
6
autryville
7
norfolk
8
norfolk
9
norfolk
16
goldsboro
11
norfolk
12
norfolk
13
goldsboro
14
norfolk
15
goldsboro
16
norfolk
17
norfolk
18
goldsboro
19
goldsboro
20
goldsboro
SB9 Ksat 12, 13
norfolk
S810
goldsboro
SB8; Ksat 8,9,10,1 norfolk
SB7 ksat 5,6, 7
norfolk
SB6
autryville
SB5 ksat 1-4
autryville
SB1
autryville
SB2
autryville
SB3
norfolk
SB4
norfolk
SB14
norfolk
SB13
goldsboro
SB12
norfolk
S811
norfolk
SB17
norfolk
5B16
norfolk
SB15
goldsboro
SB24
goldsboro
SB19
goldsboro
SB18
goldsboro
SB21
goldsboro
SB22
goldsboro
S823
goldsboro
SB24
goldsboro
SB25
lynchburg
SB47
goldsboro
SB48
lynchburg
SB50
goldsboro
SB51
lynchburg
SB52
goldsboro
SB26
lynchburg
S827
lynchburg
SB28
lynchburg
SB29
lynchburg
SB30
lynchburg
SB31
lynchburg
SB32
lynchburg

00,34
yufuz5uulu
SB62
goldsboro
SB63
goldsboro
SB64
goldsboro
SB66
norfolk
SB67
goldsboro
SB65
norfolk
SB61
goldsboro
SB58
lynchburg
SB57
goldsboro
SB56
goldsboro
SB56
goldsboro
SB55
norfolk
SB59
norfolk
SB60
norfolk
SB54
norfolk
SB53
norfolk
SB45
goldsboro
SB46
goldsboro
SB44 Ksat 14,15
lynchburg
SB43
goldsboro
SB40
lynchburg
SB39
lynchburg
SB38
lynchburg
SB37
lynchburg
SB36
lynchburg
SB 68
autryville
SB 70 ksat 31, 32
autryville
SB 71
norfolk
SB 72
norfolk
SB 73
goldsboro
SB 74
goldsboro
SB 75
autryville
SB 77
autryville
SB 78
autryville
SB 79
autryville
SB 80
autryville
SB 81
autryville
SB 76 ksat 27-29
autryville
SB 69
autryville
SB-41
lynchburg
SB-42 Ksat 16,17
lynchburg

SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
31=022
Weather Condition:
Sunny
Location:
SE-5
Autryville
Temperature (F):
80
Number:
Ksatl
Horizon:
A
em
in
Depth(inches):
18.0
$9T UP
Target Water Level:
15.2
6.0 j
em
in
Beginning Water Level:
15.2
6.0
Hole Depth:
45.7
18.0
Ending Water Level:
15.2
6.0
Reference:
+
10.2
4.0
Head:
15.2
6.0
CHT Tube(s) setting:
=
40,6
16.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
QM
Valve Setting:
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Cove rs[on Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time 0
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)
galfft2lday
44
0.0
39
1.0
36
3.0
105.D
2.0
1,00
0,017 18900.0
21.4747
8.4546
126.494
33
3.0
105.0
3,0
1.00
0.017 18900.0
21.4747
8.45461
126-494
30
3,0
105.0
4.0
1.00
0.017 18900.0
21,4747
8,4546
126.494
27
3,0
105.0
5.0
1,00
0.017 18900.0
21,4747
8,4546
126.494
24
3.0
105.0
6.0
1,00
0.017 18900.0
21,4747
8.4546
126.494
21
3.0
105.0
7.0
1.00
0.017 18900.0
21,4747
8,45461
126.494
3
18.0
105.0
13.0
6.00
0.100 18900.0
21.4747
8,4546
126.494
Final Ksat
21.476
8.455
126.494
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Viliari Brothers
Date:
3/3/2022
Weather Condition:
Sunny
Location:
SB-5
Autryville
Temperature fl:
80
Number:
Ksat2
Horizon:
Bt1
cm
in
Depth(inches):
40.0
BET
UP
Target Water Level:
152
6.0
cm
n
Beginning Water Level:
15.2
6.0
Hole Depth:
101.6
40.0
Ending Water Level:
15.2
6.0
Reference:
+
10.2
4.0
Head:
-
152
6.0
CHT
Tubes) setting:
=
96.5
38.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Covers Ion Factor (C.F.):
105.0
Water
Change in
Chamber
Clack
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)
gaVft2lday
39
0.0
27
12.0
105.0
15.0
15.00
0250 5040.0
6.7265
2.2546
33.732
24
3.0
10&0
20.0
5,00
0.083 3780.0
4.2949
1.6909
25,299
20
4.0
105.0
30.0
10.00
0.167 2520.0
2.8633
1.1273
16.865
17
3.0
105.0
35,0
5.00
0.083 3780.0
4.2949
1-6909
25.299
14
3,0
105.0
40.0
5.00
0.083 3780.0
4.2949
1.6909
25.299
1.1
3.0
105.0
45.0
5.00
0.083 3780,0
4,2949
1,6909
25.299
8
3.0
105.0
50,0
5.00
0.083 3780.0
4,2949
1.6909
25.299
5
3.0
105.0
55,0
5.00
0.083 3780.0
4,2949
1.6909
25.299
Final Ksat
4.296
1.691
25.299
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Vlllarl Brothers
Date:
313/2022
Weather Condition:
Skinny
Location:
SB-5
Autryville
Temperature (F):
80
Number:
Ksat3
Horizon:
E'
cm
in
Lleoth[inchesl:
48.0
SET UP
Taraet Water Level:
152
6.0

Hole Depth:
121,9
48.0
Ending Water Level:
15.2
6.0
Reference:
+
10.2
4.0
Head:
15.2
6.0
CHT Tube(s) setting:
=
116.8
46.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
crn
Valve Setting:
x
coefficient A:
0,001136
1-ON
2-ON
j
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
G.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)
gaVft2lday
36
0.0
28
8.0
105.0
2.0
2.00
0.033 25200.0
28.6329
11,2728
168.66
21
7.0
105.0
4.0
2.00
0.033 22050,0
25.0538
9.8637
147.58
17
4.0
105,0
5.0
1.00
0.017 25200.0
28,6329
11,2728
168,66
13
6.0
9
4.0
105.0
7.0
1,00
0.017 25200.0
28.6329
11,2728'
168,66
7
2.0
105.0
8.0
1.00
0.017 12600.0
14,3165
5,63641
84.33
5
2.0
105.0
9,0
1.00
0.017 12600.0
14.3165
5.6364
84.33
3
2.0
105.0
10.0
1.00
0.017 12600.0
14.3165
5.6364 j
84.33
Final Ksat
14.316
6.638
84.33
I
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villad Brothers
Date:
313/2022
Weather Condition:
Sunny
Location:
SB-5
Autryville
Temperature (F):
80
Number:
Ksat 4
Horizon:
B't11B't2
cm
in
Depth(inches):
60.0
SETUP
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hale Depth:
152.4
60.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
-
147.3
58.0
Hole diameter (d):
5.0
cm
Hale radius (r):
2.5
om
Valve Setting:
x
coefficient A:
0.001135
1-ON 2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.): 105:0
Water Change in Chamber Clock Elapsed Time Q K K K
Reading Water Level C.F. Time (min) (min) (hr) (cm3lhr) (cm/hr) (irdhr) gallft2lday
47 0.0
29 5A
20 10.0
18
16
14
12
10
8
2.0
2.0
2.0
2.0
2.0
2,0
105.0
105.0
105.0
105.0
105.0
105.0
11.0
12.0
13.0
14.0
15.0
16.0
1,00
1.00
1,00
1.00
1.00
1.00
0.017 12600.0
0.017 12600.0
0.017 12600.0
0.017 12600.0
0.017 12600.0
0.017 12600.0
14.3165
14.3165
14.3165
14.3165
14,3165
14.3165
5.6364
5.6364
5,6364
5.6364
5,6364
5,6364
Final Ksat
14.316
5.636
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
3/3/2022
Weather Condillon:
Sunny
Location:
SB-7
Norfolk
Temperature (F):
80
Number:
Ksat 5
Horizon:
Sti
cm
n
Depth(lnches):
18.0
R
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
45.7
18.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
-
16.5
6.5
CHT Tubes) setting:
=
40.6
15.5
Hole diameter (d):
5.0
cm
Hale radius (r).
2.5
cm
Valve Setting:
x
coefficient A:
0.001136
84.33
84.33
84.33
84.33
84.33
84.33
84.33
1-ON 2-ON

Coversion Factor (C.F.):
20.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)
gallft2/day
41
0.0
31.8
92
20.0
20.0
20.00
0,333 552.0
0,6272
02469
3,69
30
1.8
20.0
30,0
10.00
0,167 21&0
0.2454
0.0966
1,45
28
2.0
20.0
40.0
10-00
0,167 240.0
0.2727
0.1074
1.61
26
2.0
20.0
50.0
10.00
0,167 240.0
02727
0.1074
1.61
24
2.0
20.0
60.0
10.00
0.167 240.0
.0.2727
0.1074
1.61
22
20
20.0
70.0
10.00
0,167 240.0
0.2727
0.1074
1.61
18
4.0
20.0
90.0
2000.
0.333 240,0
0.2727
0.1074
1.61
12
6.0
20.0
120.0
30.00
0.500 240.0
0.2727
0.1074
1.61
Final Ksat
0.273
0.107
i
1.61
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Creekside Manor
Date:
313/2022
Weather Condition:
Sunny
Location:
SB-7
Norfolk
Temperature (F):
80
Number:
Ksat 6
Horizon:
Bt2
cm
in
Depth(inches):
32.0
SET UP
Target Water Level:
152
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
81,3
32.0
Ending Water Level
15.2
6.0
Reference:
+
11.4
4,5
Head:
-
16,5
6.5
CHT Tube(s) setting:
e
76.2
29.5
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Lev
I
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm31hr)
(cm/hr)
(inlhr)
gallft2/day
41
0,0
105.0
0.0
36.5
4.5
105.0
2.0
2.00
0.033 14175.0
16,1060
6.3410
94.87
35
1,5
105.0
3.0
1.00
0.017 9450.0
10-7374
4.2273
63,25
34
1,0
105.0
4.0
1.00
0.017 6300.0
7.1582
2.8182 i
42.16
33
1,0
105.0
5.0
1.00
0,017 6300.0
7,1582
2.81821
42.16
28
5.0
105.0
10.0
5.00
0.083 6300.0
7.1582
2.8182
42.16
22.6
15.0
18
4,5
105.0
20.0
5.00
0.083 5670.0
6.4424
2.5364
37.95
13
5.0
105.0
25,0
5.00
0.083 6300.0
7.1582
2.8182
42,16
8
5.0
105.0
30.0
500
0.083 6300,0
7.1582
2.8182
42,16
3
5,0
105,0
35,0
5.00
0,083 6300.0
7.1582
2.8182
42.16
Final Ksat
6.979
2.748
41.11
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Milan Brothers
Date:
31312022
Weather Condition:
Sunny
Location:
SB-7
Norfolk
Temperature (F):
80
Number:
Ksat7
Horizon:
Bt3
cm
n
Depth(inches):
510
P
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
134.6
53.0
Ending Water Level:
15,2
6.0
Reference:
+
11,4
4.5
Head:
-
16.5
6.5
CHT Tube(s) setting:
=
129.5
51.0
Hale diameter (d):
5.0
cm
Hole radius (r):
2,5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Lev eI
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)
gaVft2/day
37
0.0
105.0
0.0
- -

35
1.0
105.0
2.0
2.00
0.033 3150.0
3,5791
1.4091
21.082
33.2
2.8
105.0
&0
3.00
0.050 5880.0
6,6810
2,6303
39.354
30
3.2
105.0
10.0
5.00
0.083 4032.0
4.5813
1.80361
26.985
28
20
105.0
15.0
5,00
0,08$ 2520.0
2.8633
1,1273
16.866
26
2.0
105.0
20.0
5.00
0,083 2520.0
2.8633
1.1273'
16.866
19
7.0
105.0
30.0
10.00
0.167 4410.0
5.0108
1.97271
29.515
10
9.0
105.0
45.0
15,00
0.250 3780.0
4.2949
1.6909
25299
1
9.0
105.0
60.0
16.00
0.250 3780.0
4.2949
1.6909
25.299
Final Ksat
4.534
1.785
26.704
SATURATED HYDRAULIC CONDUCTIVITY STUDY
I
Villari Brothers
Date:
3/3/2022
Weather Condition:
Sunny
Location:
SB-8
Norfolk
Temperature (F):
80
Number.
Ksat 8
Horizon:
E/Btl
cm
in
Depth(inches):
18.0
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
45.7
18.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
-
40.6
16.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Lev I
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time 0
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3/hr)
(cm/hr)
(in/hr)
gaUft2/day
41
0.0
105.0
0.0
37.5
3.5
105.0
5.0
500
0.083 4410.0
5.0108
1.9727
29,515
33.5
4.0
105.0
20.0
15,00
0.250 1680.0
1.9089
0.7515
11.244
30.5
3.0
105.0
30.0
10.00
0.167 1890.0
2.1475
0.8455
12.649
28.5
2.0
105,0
40.0
10.00
0,167 1260.0
1,4315
0.5636
8.433
26.5
2.0
105,0
50.0
10.00
0,167 1260.0
1.4318
0.5636
8.433
24.5
2.0
105.0
60.0
10.00
0.167 1260.0
1,4315
0.5636
8.433
18.5
6.0
105.0
90.0
30.00
0.500 1260.0
1.4316
0.5536
8.433
12.5
6.0
105.0
120.0
30.00
0.500 1260.0
1 A316
0.5636
8.433
Final Ksat
1.432
0.664 j
8.433
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
3/412022
Weather Condition:
Sunny
Location:
SB-8
Norfolk
Temperature (F):
80
Number:
Ksat 9
Horizon:
Btl
cm
in
Depth(inches):
24.0
SET a
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
61.0
24.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHIT Tube(s) setting:
55.9
21.5
Hale diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Lev
l
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3/hr)
(cmlhr)
(in/hr)
gal/ft2lday
41
0.0
105.0
0.0
35.8
5.2
105.0
20.0
20,00
0.333 1538.0
1,8611
0.7327
10.963
35A
0.4
106.0
30.0
10.00
0.167 252.0
0,2863
0.1127
1.687
34.5
0.9
105.0
40.0
10.00
0.167 567.0
0.6442
0.2536
3,795
33.5
1.0
105.0
50.0
10,00
0.167 630.0
0.7158
02818
4218
32.5
1.0
105.0
60.0
10.00
0.167 630.0
0.7158
0,2818
4.216
31.5
1.0
105.0
70.0
10.00
0,167 630.0
07158
02818
4.216
29.5
2.0
105.0
90.0
20.00
0.333 630.0
0.7158
02818
4.216

[ Final Ksat
0.676
0.266
i
I
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Vlllari Brothers
Date:
3*2022
Weather Condltion:
Sunny
Location:
SB-8
Norfolk
Temperature (F):
80
Number:
Ksat 10
Horizon:
Bt2
cm
in
Depth(inches):
34.0
SET UP
Target Water Level:
15.2
6,0
cm
in
Beginning Water Level:
15.2
&0 �
Hole Depth:
66.4
34.0
Ending Water Level:
15.2
6.0
Reference:
+ 11.4
4.5
Head:
16.5
6.5
i
CHIT Tube(s) setting:
= 81.3
31.5
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
crn
Valve Setting:
0 x
coefficient&
0,001136
1-ON 2-ON
NOTE: Readings based on Ending Water Lev I
Coversion Factor (C.F.): 105.0
Water
Change in.
Chamber
Clock
Elapsed Time
4
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr)
(cm3fhr)
(cm/hr)
(in/hr) ,
gal1ft21day
36
0.0
105.0
0.0
27
9.0
105.0
2.0
2A0
0.033
28350.0
32.2121
12.6819
189.742
19
8.0
105:0
4.0
2.00
0.033
25200.0
28.6329
11.2728
168.659
16.5
2.5
105.0
5.0
1.00
0.017
15750.0
17.8956
7.0455
106,412
13.5
3.0
105.0
6.0
1.00
0.017
18900.0
21.4747
8A546
126.494
10.5
3.0
105.0
7.0
1 A0
0.017
18900.0
21.4747
8.4546
126.494
7.5
3.0
105.0
8.0
1,00
0.017
18900.0
21.4747
8.4546Ll
6.494
4.5
3.Q
105.0
9.0
1.00
0.017
18900.0
21.4747
8.45466,494
1.5
3,0
10&0
10.0
1,00
0.017
18900.0
21.4747
8,45466.494Final
Ksat
21.475
8.4556.494
SATURATED HYDRAULIC CONDUCTVITY STUDY
V€llari Brothers
_
Date:
3/4/2022
Weather Condition:
Sunny
Location:
SB-8
Norfolk
Temperature (F):
8o
Number:
Ksat 11
Horizon:
Bt3
cm
in
Depth(inches):
50.0
SET
UP
Target Water Level:
15.2
6.0
cm
in
Beginning
Water Level:
15.2
6.0
Hole Depth:
127.0
50.0
Ending
Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
-
16.5
6.5
CHIT Tube(s) setting:
=
121.9
48.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Lev
I
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time
Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr)
(cm31hr)
(cm/hr)
(in/hr)
gaIMJday
39
0,D
105.0
0.0
36
3.0
105.0
2.0
2.00
0.033
9450.0
10.7374
4.2273
63247
33
3.0
105.0
5.0
3.00
0,050
6300.0
7A582
2.8182
41165
28.5
4.5
105.0
10.0
5.00
0,083
5670.0
6.4424
2.5364
37.948
20.5
&0
105.0
20.0
10.00
0,167
5040.0
5.7266
2,2546
33.732
12.5
8.0
105.0
30.0
10.00
0.167
5040.0
5.7266
2,2546
33.732
9.5
3.0
1 D5.0
35.0
5.00
0,083
3780.0
42949
1.6909
25,299
8.5
3.0
105.0
40.0
5.00
0.083
3780.0
42949
1,6909
25.299
3.5
3.0
105.0
45.0
5.00
0.083
3780.0
4.2949
1.6909
25.299
Final Ksat
4.295
1.691
25.299
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Allan Brothers
Date: 3/412022 Weather Condition: Sunny I
Location: SB-9 Norfolk Temperature (F): 80
Number. Ksat 12

Depth(inches):
24.0
SET uP
Target Water Level:
15.2
i
6.0
cm
In
Beginning Water Level:
15.2
6.0
Hole Depth;
61.0
24,0
Ending Water Level:
15.2
6.0
Reference:
+
11 A
4.5
Head:
-
16.5
6.5
CHIT
Tubes) setting:
55.9
21.5
Hale diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
0
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Lei el
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time a
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3/hr)
(cmlhr )
(inmr) ,
galfft2lday
38
0.0
10&0
0.0
i
33
5.0
105.0
10.0
10.00
0.167 3150.0
a5791
1.4091
21.082
29
4.0
105.0
20.0
10.00
0,167 2520.0
2.8633
1.1273
16,866
22.5
6.5
105.0
40.0
20.00
0,333 2047.5
2.3264
0.9159
13,704
19.5
3.0
105.0
50.0
10.00
0,167 1890.0
2.1475
0.84551
12.649
12
7.5
105.0
75.0
25.DO
0.417 1890.0
2.1475
0.8455
12.649
10.8
1.2
105.0
80.0
5.00
0.083 1512.0
1.7180
0,67641
10.120
9.6
1.2
105.0
85.0
5.00
0,083 1512.0
1.7180
0.6764
10.120
3.5
6.1
105.0
110.0
25.00
0.417 15372
1.7466
0.6876
10,288
Final Ksat
1.728
0.680
10.176
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villarl Brothers
Date:
314/2022
Weather Condition:
Sunny
Location:
SS-9
Norfolk
Temperature (F}:
80
Number:
Ksat 13
Horizon:
Bt3
cm in
Depth(inches):
48.0
SET UP
Target Water Level:
15.2
5.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
121.9
48.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHIT Tube(s) setting:
=
116,8
46.5
Hale diameter (d):
0.0
cm
Hole radius (r):
0.0
cm
Valve Setting:
0
x
coefficient A:
#DIV101
1-ON
2-ON
NOTE: Readings based
on Ending Water Level
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3thr)
{cmlhr }
(in/hr)
gal/ft2lday
42
0.0
105.0
0.0
41.4
0.6
105.0
2.0
ZD0
0A33 1890.0
2.1475
0.8455
12.649
41
0.4
105.0
&0
3.00
0.050 840.0
0.9544
0.3758
5.622
40.3
0.7
105.0
10.0
5.00
0.083 882.0
1.0022
0.3945
5,903
37
3.3
105.0
35.0
25.00
0.417 831.6
0,9449
0.3720
5.566
36.5
0.5
105.0
40.0
5.00
0.083 630.0
0.7158
0.2818
4.216
36
0.5
105.0
45.0
5.00
0.083 630.0
0,7158
0,2818
4216
33.4
2.6
105.0
70.0
25,00
0.417 655.2
0.7445
0.2931i
4.385
29
4.4
105.0
115.0
45.00
0,750 616.0
0.6999
0.2756 i
4.123
Final Ksat
0.720
0.283
4.241
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
3/1512022
Weather Condition:
Sunny
Location:
SB-44
Lynchburg
Temperature IF):
55
Number:
Ksat 14
Horizon:
EIB
cm
in
Depth(inches):
18.0
h20 @ 47"
SET LIP
Target Water Level:
15.2
6.0
Cm
in
Beginning Water Level'
15.2
6.0
Hole Depth:
45.7
18.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHIT Tube(s) setting:
=
40.8
16.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm

1-ON
2-ON
i
i
Factor
105.0
NOTE: Readings based on Ending
Water Level
Coversion
(C.F.):
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
Qnlhr)
gallft2/day
44
0,0
105.0
0.0
40
4.0
106.0
10.0
10.00
0.167 2520.0
2.8633
1,1273
16.866
39.6
0.4
105.0
15.0
5.00
0.083 504.0
0,5727
0.2255
3.373
39.2
0.4
105.0
20.0
5.00
0.083 504.0
0.5727
0.2255
3.373
38.8
0.4
105.0
25.0
5.00
0.083 504,0
0.5727
0.2255
3.373
37.5
1,3
105.0
30.0
5.00
0A83 1538.0
1.8611
0.7327
10.963
36.2
1.3
105.0
40.0
10.00
0.167 819.0
09306
0.3664
5.481
35
1.2
105.0
50.0
10.00
0.167 756.0
0.6590
0.3382
5.060
33.8
1.2
105.0
60.0
10,00
0.167 756.0
0.8590
0.3382
5.060
Final Ksat
0.883
0.348
5.200
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari
Brothers
Date:
31IM022
Lynchburg
Weather Condition:
Sunny
Location:
SB-44
Temperature (F):
55
Number:
Ksat 15
Horizon:
Bt1
cm
in
Depth(inches):
24.0
h2o @ -47"
MWE
Target Water Level:
16.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
61.0
24.0
Ending Water Level:
152
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tubes) setting:
=
55.9
22.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
105.0
NOTE: Readings based on Ending Water Levi I
Caversian
Factor (C.F.):
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (crnftr)
(cm/hr)
(inlhr)
galfft2lday
38
0.0
105.0
0,0
37
1.0
105.0
20.0
20.00
0.333 315.0
0.3579
0.1409
2,108
35.8
1.2
10&0
50.0
30.00
0.500 252.0
0.2863
0.1127
1.687
35
0.8
105.0
70.0
20.00
0.333 252.0
0.2863
0.1127
1.687
34.6
0.4
105.0
80.0
10.00
0.167 252.0
0.2863
0.1127
1.687
34.3
0.3
105.0
90.0
10.00
0.167 189.0
0.2147
0.08451
1.265
34
0.3
105.0
100.0
10.00
0.167 189.0
0,2147
0.0845
1.265
33.7
0.3
105.0
110.0
10.00
0,167 189.0
0.2147
0.0845
1265
33A
0.3
105.0
120.0
10.00
0.167 189.0
0.2147
0.0845
1.265
Final Ksat
0.215
0.0851
1.265
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
311512022
Lynchburg
Weather Condition:
Sunny
Location.
SB-42
Temperature (F):
55
Number:
Ksat 15
Horizon:
Btl
cm
in
Depth(inches):
24.0
h20 a 40"
SET UP
Target Water Level:
15.2
6.0
cm
In
Beginning Water Level:
15.2
6.0
Hole Depth:
61.0
24.0
Ending Water Level:
20.3
8.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHIT
Tube(s) setting:
=
55.9
22.0
Hale diameter (d):
6.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.000735
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)I
gallft2lday
40.5
0,0
105.0
0.0

33
T5
105.0
30,0
30.00
0.500 1575.0
1.7896
i
I
0.7046I
10.541
26
7.0
105.0
60.0
30.00
0,500 1470.0
1.6703
0.65761
9.83B
24
2.0
105.0
70.0
10,00
0.167 1260.0
1.4316
0,5636i
8.433
22
2.0
105.0
80.0
10.00
0.167 1280.0
1.4316
0.5636
8.433
20
2,0
105.0
90.0
10.00
0.167 1260.0
1.4316
0.5636
B-433
18
2.0
105.0
100.0
10.00
0.167 1260.0
1.4316
0.5636
8,433
16
2.0
105.0
110.0
10.00
0.167 1260.0
1.4316
0.5636
8.433
14
2,0
105.0
120.0
10.00
0.167 1260.0
1,4316
0.58381
8.433
Final Ksat
1,432
0.664
8.433
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villad Brothers
Date:
311512022
Lynchburg
Weather Condition:
Sunny
Location:
SB-42
Temperature fl:
55
Number.
Ksat 17
Horizon:
EIB
cm
in
Depth(inches):
12.0
h2o (P 40"
99LUE
Target Water Level:
15.2
6.0
cm
n
Beginning Water Level:
15.2
6.0
Hole Depth:
30.5
12.0
Ending Water Level:
15.2
6,0
Reference:
+
11.4
4.5
Head:
16.5
5.5
CHIT Tube(s) setting:
=
25.4
10.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0,001136
1-ON
2-ON
NOTE: Readings based
on Ending Water Lev1a1
Covers ion Factor (C,F.):
105.0
I
Water
Change in
Chamber
Clock
Elapsed Time 0
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(in/hr)
gallft2Jday
38.5
0.0
105.0
0.0
34.5
4.0
105.0
5.0
5.00
0.083 5040.0
5.7266
2.2545
33.732
31
3.5
105.0
10.0
5.00
0.083 4410.0
5.0108
1.9727
29,515
28.5
2.5
105.0
15.0
5.00
0,083 3150.0
3.5791
1,4091
21.082
26
2.5
105.0
20.0
5.00
0.083 3150.0
3.5791
1,4091
21,082
23.5
2.5
105.0
30.0
10,00
0.167 1575.0
1,7896
0.7046
10,541
21
2.5
105.0
40.0
10.00
0,167 1575.0
1.7898
0.7046
10.541
18.5
2.5
105.0
50.0
10.00
0.167 1575.0
1.7896
0.70461
10.541
16
2.5
105.0
60.0
10.00
0,167 1575.0
1.7896
0.70461
10,541
Final Ksat
1.790
0.705
10,541
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
2r612014
Lynchburg
Weather Condition:
Sunny
Location:
SB-40
Temperature tFJ:
55
I
Number:
Ksat 18
Horizon:
ElB
cm
in
Depth(inches):
12.0
h2o [ 37"
$ET UR
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
30.5
12,0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
=
25.4
10.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based
I
on Ending Water Level
Coversion Factor (C.F.)!
105.0
1
Water
Change in
Chamber
Clock
Elapsed Time 0
K
K
K
Reading
Water Level
C.F,
Time (min)
(min)
(hr) (cm31hr)
(cmlhr)
(inlhr)
gallft2/day
38
0.0
105.0
0.0
37.5
0.5
105.0
1.0
1.00
0.017 3150.0
3.5791
1.4091
21,082
35
2.5
105.0
5.0
4,00
0,067 3937.5
4.4739
1.7614
26.353
30
5.0
105.0
6.0
1.00
0,017 31500.0
35.7912
14.0910
210.824
24
6.0
105.0
7.0
1.00
0.017 37800.0
42.9494
16.9092
252.989
20.5
3.5
105.0
8.0
1.00
0.017 22050.0
25.0538
9.8637
147.577
17
3.5
105.0
10.0
2.00
0.033 11025.0
12.5269
4.9319
73.788
10
7.0
105.0
15.0
5.00
0.083 8820.0
10.0215
19455
59.031

Final Ksat
10.857
4.274
i
&3.9fi0
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
311512022
Lynchburg
Weather Condition:
Sunny
Location:
SB-40
Temperature (F):
55
Number:
Ksat 19
Horizon:
Bt1
cm
in
Depth(inches):
24.0
h2o a 37"
SET UP
Target Water Level:
15.2
6,0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
61.0
24.0
Ending Water Level:
20.3
8.0
Reference:
+
11,4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
=
55,9
22.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0,000511
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion
Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cmlhr)
(in/hr)
gallft2lday
38
0.0
105.0
0.0
28.5
9.6
105.0
20.0
20.00
0,333 2992.5
3,4002
1.3386
20.028
25
3,5
105,0
30.0
10,00
0.167 2205,0
2,5054
0,9864'
14.758
21.5
3.5
105.0
40.0
10,00
0.167 2205.0
2,5054
0,9864
14.758
18
3.5
105.0
50.0
10.00
0,167 2205.0
2.5054
0.9864
14.758
14.5
3,5
105.0
60.0
10,00
0.167 2205.0
2.5054
0,9864
14,758
11
3.5
105.0
70.0
10.00
0,167 2205.0
2,5054
0,98641
14.758
7.5
3.5
105.0
80.0
10M
0,167 2205.0
2.5054
0,9864
14.758
4
3.5
105.0
90.0
10,00
0,167 2205.0
2.5054
0.9864
14,758
Final Ksat
2.505
0.986
14.758
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
i
Date:
4/412022
Weather Condition:
Sunny
Location:
SB56
Goldsboro
Temperature (F):
68
Number:
Ksat 20
Horizon:
Bt1
cm
n
Depth(inches):
31.0
h20 >60"
St=T
UP
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
78.7
31.0
Ending Water Level:
152
6.0
Reference:
+
11.4
4.5
Head:
-
16.5
6.5
CHT
Tubes) setting:
=
73.7
29.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Le lel
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cmlhr)
(in/hr)
gallft2lday
42
0.0
105.0
0.0
34.5
7.5
105.0
5.0
5,00
0.083 9450.0
10,7374
4,2273
63247
28
6.5
105.0
10,0
5.00
0.083 8190.0
9.3057
3.6637
54.814
23
5,0
106.0
15.0
5.00
OM3 6300.0
7.1582
2.8182
42.165
19
4.0
105.0
20,0
5.00
0.083 5040.0
5.7266
2.2546
33.732
15
4.0
105.0
25.0
5.00
0.083 5040.0
5.7266
2.2546
33,732
11
4,0
105.0
30,0
5.00
0.083 5040.0
6.7266
2.2546
33.732
7
4.0
105.0
35.0
5,00
0.083 5040.0
5,7265
2.2546
33.732
3
4.0
105.0
40.0
5.00
0.083 5040.0
5.7266
2,2546
33,732
Final Ksat
5.727
2.2551
1 33.732
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Milan Brothers
Date: 4/412022 Weather Condition: Sunny
Location: SB 56 Goldsboro Temperature (F): 68
Number. Ksat 21 _

Depth(inches):
42.0
h2o >60"
SETT
Target Water Level:
15.2
fi.0
cm
in
Beginning Water Level
15.2
6.0
Hole Depth (cm):
105,7
42.0
Ending Water Level:
15.2
6.0
Reference (cm):
+ 11.4
4.5
Head (cm):
16.5
6.5
CHT Tubes) setting:
- 101.6
40,0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(in/hr)
gal/ft2lday
40
0.0
105,0
0.0
33
7.0
105.0
5,0
5.00
0.083 8820.0
10.0215
3.9455
59.031
30
3.0
105.0
10,0
5.00
0.083 3780.0
4,2949
1.6909
25,299
28.5
3.5
10&0
15.0
5.00
0.083 4410.0
5.0108
1,9727
29,515
22,5
4.0
10&0
20.0
5.00
0.083 5040,0
5.7266
2,2546
33.732
19.5
3.0
105.0
25.0
5.00
0.083 3780.0
4.2949
1.6909
25,299
15.5
4.0
105.0
30.0
5.00
0,083 5040.0
5,7265
2.2546
33.732
12
3.5
105.0
35.0
5.00
0.083 4410.0
5.0108
1.9727
29.515
8.5
3.5
105,0
40.0
5.00
0.083 4410.0
5,0108
1.9727
29.515
Final Ksat
5.249
2.067
30.921
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
4/42022
Weather Condition:
Sunny
Location:
SR 57
Goldsboro
Temperature (F):
68
Number.
Ksat 22
Horizon:
Bt1
cm
in
Depth(inches):
24.0
h2o >65"
SET UP
Target Water Level:
15.2
6.0
_
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
61,0
24.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tubes)
setting:
=
55.9
22.0
Hole diameter (d):
5,0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0.001136
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105,0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
K
Reading
Water Level
C.F.
Time (rain)
(min)
(hr) (cm3lhr)
(cm/hr)
(inlhr)
gaVft2/day
35
0.0
105.0
0.0
30
5.0
105.0
2.0
2.00
OA33 15750.0
17.8956
7.0455
105.412
27
3.0
105.0
4.0
2.60
0.033 9450.0
10-7374
4.2273
63.247
24
3.0
105.0
6.0
2,00
❑.033 9450.0
10-7374
4.2273
63,247
21
3.0
105.0
8.0
2,00
0.033 9450.0
10.7374
4.2273
63.247
19
2.0
105.0
10.0
2.00
0.033 6300.0
7.1582
2.8182
42.165
14
5.0
105.0
15,0
5.00
0.083 6300.0
7.1582
2,8182
42.165
9
5.0
105.0
20.0
5.00
0.083 6300.0
7.1582
2.8182
42.165
4
5,0
105.0
25.0
5,00
0.083 6300.0
7.1582
2.8182
42.165
Final Ksat
7.158
2.818
42.165
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
4/4/2022
Weather Condition:
Sunny
Location:
SB 57
Goldsboro
Temperature (F):
68
Number:
Ksat 23
Horizon:
Bt2
crn
n
Depth(inches):
30.0
SET UP
Target Water Level:
152
&0
cm in
Beginning Water Level:
152
6.0
Hole Depth:
76.2
30.0
Ending Water Level:
152
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
=
71.1
30.0
Hole diameter (d):
5,0
cm
Hale radius (r):
2.5
cm

1-ON
2-ON
Covers on Factor (C.F.):
105.0
NOTE: Readings based on Ending
Water Level
Water
Change in
Chamber
Clock
Elapsed Time 0
K
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3lhr)
(cm/hr)
(in/hr)
gallrt2/day
38
0.0
105.0
0.0
30
8.0
106.0
30.0
30.00
0.600 1680,0
1.9089
0.7515
11,244
27
3.0
105.0
40,0
10.00
0,167 1890.0
2.1475
0.8455
12.649
25
2.0
105.0
50.0
10,00
0.167 1260.0
1.4316
0.56361
8.433
23
2.0
105.0
60.0
10.DD
0.167 1260.0
1.4316
0,5636
8.433
21
2.0
105.0
70.0
10.DO
0.167 1260.0
1.4316
0,5636
8,433
19
2.0
105.0
80.0
10A0
0,167 1260.0
1.4316
0.5636
8.433
17
2.0
105-0
90.0
10.00
0.167 1260.0
1.4316
0.5638
8.433
11
6.0
105.0
120.0
30.00
0.500 1260.0
1.4316
0.5636
8.433
final Ksat
1.432
0.564
8.433
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
4/412022
Weather Condition:
Sunny
Location:
SB 57
Goldsboro
Temperature (F):
68
Number:
Ksat 24
Horizon:
Bt3
cm
in
Depth(inches):
48.0
SET
UR
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
121.9
48.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
-
16.5
6.5
CHT
Tube(s) setting:
116.8
46.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
a
x
coefficient A:
0.001136
1-ON 2-ON
NOTE: Readings based an Ending Water Level
Covers ion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time O
K
K
K
Reading
Water Level
G.F.
Time (min)
(min)
(hr) (cm31hr)
(cmlhr)
(inlhr)
gallft2lday
40
0.0
105.0
0.0
33
7.0
105.0
5.0
5.00
0.083 8820,0
10.0215
3,9455
59.031
26
7.0
105.0
10.0
5.00
0,083 8520.0
10.0215
3.9455
59.031
22
4.0
105.0
20.0
10.00
0.167 2520.0
2.8633
1.1273 ,
16.866
18
4.0
105.0
30.0
10.00
0,167 2520,0
2,8633
1.1273
16,866
14
4.0
105.0
40.0
10.00
DA67 2520.0
2.8633
1.1273
16.866
10
4.0
106.0
50.0
10,00
0.167 2520.0
2.8633
1.1273
16.866
6
4.0
105.0
60.0
10.00
0.167 2520.0
2.8633
1.1273
16,866
2
4,0
105.0
70.0
10.00
0,167 2520.0
2.8633
1.1273
16.866
Final Ksat
2,863
1.127
16.866
SATURATED HYDRAULIC CONDUCTIVITY STUDY
_
Villari Brothers
Date:
4/4/2022
Weather Condition:
Sunny
Location:
SB 67
Goldsboro
Temperature fl:
68
Number:
Ksat 25
Horizon:
Bt1
cm
in
Depth(inches):
18.0
SET UP
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
45.7
18.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
=
40.6
16.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0,001136
1-ON
2-ON
F
NOTE: Readings based on Ending Water Level
I
Coversion actor (G.F.). 105.0
Water Change in Chamber Clock Elapsed Time 0 K K K
Reading Water Level G.F. Time (min) (min) (hr) (cm3lhr) (cmlhr) (in/hr) gal/ft2Jday
40 0.0 105.0 0.0

SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villarl Brothers
Date:
4/5/2022
Weather Condition:
Sunny
Location:
S8 76
Autryville
Temperature (F):
75
Number:
Ksat 28
Horizon:
BIE
Cm in
Depth(inches):
30
AMU
Target Waiter Level:
15,2 6.0
cm
in
Beginning Water Level:
15,2 6.0
Hale Depth:
76.2
30.0
Ending Water Level:
15.2 6.0
Reference:
+ 11 A
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
= 71.1
28.0
Hale diameter (d):
5.0 Cm
i
Hole radius (r):
2.5 Cm
Valve Setting:
0 x
coefficient A:
0.001136
1-ON 2-ON
NOTE: Readings based on Ending Water Le iel
Covers ion Factor (C.F.):
105.0
Water
Reading
Change In
Water Level
Chamber
C,F,
Clock
Time (min)
Elapsed Time
(min) (hr)
Q
_ (cm3lhr)
K
(cm/hr)
K
(in/hr)
46
0.0
105,0
0.0
42
4.0
105.0
2.0
2.00
0.033
12600.0
%3165
5.63641
38
4.0
105.0
4A
2.00
0.033
12600.0
14.3165
5.6364
34
4.0
105.0
6.0
2.00
0.033
12,300.0
14.3165
5,6364
31
3.0
105.0
8.0
2,00
0.033
9450.D
10.7374
4.22731
29
2,0
105.0
10.0
2.00
0,033
8300.0
7.1582
2.8182,
22
7.0
105A
15.0
5.00
0,083
8820.0
10,0215
3.9451
16
6,0
105.0
20A
5.00
0.083
7660.0
8.5899
3,38181
10
6.0
105.0
25.0
5.00
0.083
7560.0
8.5899
3,3815;
Final Ksat
9.067
3.570
SATURATED HYDRAULIC CONDUCTIVITY STUDY
VEllari Brothers
Date:
4/5/2022
Weather Condition:
Sunny
Location:
8876
Temperature (F):
76
Number.
Ksat 29
Horizon:
Bt1
cm in
Depth(inches):
42
5Ei UP
Target Water Level:
15,2 6.0
cm
in
Beginning Water Level:
15.2 6.0
Hole Depth:
106,7
42.0
Ending Water Level:
15.2 6.0
Reference:
+ 11A
4.5
Head;
- 16.5
&.5
CHT Tube(s) setting:
- 101.6
40.0
Hole diameter (d):
5.0 cm
Hole radius (r):
2.5 cm
Valve Setting:
0 x
coefficient A:
0.001136
Coverslan Factor (C.F.):
1-ON
105:0
2-ON
NOTE: Readings based on Ending Water terel
Water
Change in
Chamber
Clock
Elapsed Time
Q
K
K
Read[ng
Water Level
C.F.
Time (min)
(min)
(hr)
(cm31hr)
(cmlhr)
(inlhr)
42
0.0
105.0
0.0
1
36
6.0
105.0
4.0
4.00
0,057
9450.0
10.7374
4.2273
33
3.0
105.0
6.0
2.00
0.033
9450,0
107374
4.227�
30
3.0
105.0
8.0
2.00
0.033
9450.0
10.7374
4,227;
28
2,0
105,0
10.0
2.00
0.033
6300.0
7.1582
2.818E
22
6,0
105.0
15.0
5.00
0.083
7660.0
8.5899
3.381q
16
6,0
105.0
20.0
5,00
0,083
7560.0
8.5899
3.381
12
4.0
105.0
22.5
2,50
0.042
10080.0
11.4632
4.5091
8
4.0
105.0
25,0
2.50
0,042
10080.0
11A532
4.500

30.5
M
10&0
20.0
20.00
0.333
2992.5
3.4002
1.3386
20.028
23.5
7.0
105A
40.0
20.00
0.333
2205.0
2.5054
0.9864
14.758
17
6.5
106.0
60.0
20.00
0.333
2047.5
2.3264
0.9159
13.704
15
2.0
105.0
70.0
10.00
0.167
1260.0
1.4316
0.5636
8.433
12.5
2.5
105.0
80.0
10.00
0.167
1575.0
1.7896
0.7046
10.541
10
2.5
105.0
90.0
10.00
0.167
1575.0
1.7896
0.7048
10.541
5
5.0
105.0
110.0
20.00
0.333
1575.0
1.7896
0.7046
10.541
2.5
2.5
105.0
120.0
10.00
0.167
1575.0
1.7896
0.7046
10.541
Final Ksat
1.790
0.706
10.641

SATURATED HYDRAULIC CONDUCTIVITY STUDY
i
Villari Brothers
Date:
4/412022
Weather Condition:
Sunny
Location:
SB 67
Goldsboro
Temperature (F):
68
Number:
Ksat 26
Horizon:
Bt1
cm in
Depth(inches):
30.0
SET UP
Target Water Level:
15.2 6.p
cm
in
Beginning Water Level:
15.2 6.0
Hole Depth:
76.2
30.0
Ending Water Level:
15.2 6.0
Reference:
+ 11.4
4.5
Head:
- 16.5
6.5
CHT Tube(s) setting:
- 71.1
28.0
Hale diameter (d):
&0 cm
Hole radius (r):
2.5 cm
Valve Setting:
0 x
coefficient A:
0.001136
1-ON
2-ON
NOTE:
Readings based
on Ending
Water Level
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time
Q
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr)
(cm3thr)
(cmlhr)
(in/hr)
39
0.0
105.0
0.0
33.5
5.5
105.0
20,0
20.00
0.333
1732.5
1.9685
0.779
29.8
3.7
105.0
40.0
20:00
0.333
1165.5
1.3243
0.5214,
25.5
4.3
105.0
60.0
20.00
0.333
1354.5
1.5390
0.60591
24.3
1.2
105.0
70.0
10.00
0.167
756.0
0.8590
0.338
22.4
1.9
105.0
80.0
10.00
0A67
1197.0
1.3601
0.5355
20.5
1.9
105.0
90.0
10.00
0.167
1197.0
1.3601
i
0.5355I
16.7
3.8
105.0
110.0
20.00
0.333
1197.0
1.3601
0.5355
14.8
1.9
105.0
120.0
10.00
0.167
1197.0
1.3601
0.5355
Final Ksat
1.360
0.535'
SATURATED HYDRAULIC CONDUCTIVITY STUDY
_
Villa_n Brothers
Date:
4/5/2022
Weather Condition:
Sunny
Location:
SB 76
Autryville
Temperature (F):
75
Number:
Ksat 27
Horizon:
E
cm
In
Depth(Inches):
24.0
SET UP
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
6.0
Hole Depth:
61.0
24.0
Ending Water Level:
15.2
6.0
Reference:
+ 11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
- 55.9
22.0
Hale diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0 x
coefficient A:
0,001136
1-ON
2-ON
Coversion
Factor (C.F.):
105.0
NOTE:
Readings based on Ending
Water Level
Water
Change in
Chamber
Clock
Elapsed Time
Q
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr)
(cm3/hr)
(cmlhr)
(in/hr)
47
0.0
105.0
0.0
41
6.0
105.0
2.0
2.00
0.033
18900.0
21.4747
8.4644
30
11.0
105.0
5.0
3.00
0.050
23100.0
26.2469
10.333JJ4
15
15.0
105.0
10.0
5.00
0.083
18900.0
21.4747
8.4546
12
3.0
105.0
11.0
1.00
0.017
18900.0
21.4747
8.454
10
2.0
105.0
12.0
1.00
0.017
12600.0
14.3165
5.636
8
2.0
105.0
13.0
1.00
0.017
12600.0
14.3165
5.636
6
2.0
105.0
14.0
1.00
0.017
12600.0
14.3165
5.636�
4
2.0
105.0
15.0
1.00
0.017
12600.0
14,3165
5.6364
Final Ksat
14.316
5.636I

SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villarl Brothers
Date:
415120"
Weather Condition:
Sunny
Location:
SB 78
Autryville
Temperature (F):
75
Number.
Ksat 28
Horizon:
B1E
cm in
Depfth(inches):
30
S
Target Water Level:
15.2 6.0 i
cm
in
Beginning Water Level:
15.2 6.0
Hole Depth:
76.2
30.0
Ending Water Level:
15.2 6.0
Reference:
+ 11.4
4.6
Head:
- 16.5
6.5
CHT Tube(s) setting:
- 71.1
28.0
Hole diameter (d):
5.0 cm
Hole radius (r):
2.5 cm
Valve Setting:
0 x
coefficient A:
0.001136
1-ON
Coverslon Factor (C.F.): 105.0
2-ON
NOTE: Readings based on Ending Water
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm3fhr)
(cm/hr)
(inihr)
46
0.0
105.0
0.0
42
4.0
105.0
2.0
2.00
0.033 12600.0
14.3165
5.6364
38
4.0
105.0
4.0
2.00
0.033 12600.0
14.3105
5.6364
34
4,0
105.0
5.0
2.00
0.033 12600.0
14,3165
5.6364
31
3.0
105.0
8.0
2.00
0,033 9460.0
10.7374
4.2273
29
2.0
105.0
10.0
2.D0
0.033 6300,0
7.1582
2.8182
22
7.0
105.0
16.0
5,00
0.083 8820.0
10.0216
3:9455
16
8.0
105.0
20.0
5.00
0.083 7560.0
8.5899
3.3818
10
6.0
105:0
25.0
5,00
0.083 7580.0
8.5899
3.3818
Final Mat
9.067
3.570
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Vlllari Brothers
Date:
4/612022
Weather Condition:
Sunny
Location:
SB 76
Temperature (F):
75
Number.
Ksat 29
Horizon:
Bill
cm
in
Depth(inches):
42
UMUE
Target Water Level:
15.2
6.0
cm
In
Beginning Water Level:
15.2
6.0
Hole Depth:
106.7
42.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
=
101.6
40.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coeff!dent A:
0.001136
Coversion Factor (C.F.):
1-ON
105.0
2-ON
NOTE:
Readings based on Ending Water Lev
Water
Change in
Chamber
Clock
Elapsed Time
Q
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr)
(cm31hr)
(cmlhr)
(in/hr)
42
0.0
105.0
0.0
36
6.0
105.0
4.0
4.00
0.067
9450.0
10.7374
4.2273
33
3.0
105,0
6.0
2.00
0.033
9450.0
10.7374
4.2273
30
3.0
105.0
8.0
2.00
0,033
9450.0
10.7374
4.2273
28
2.0
105.0
10.0
2,00
0,033
6300.0
7,1582
2.8182
22
6.0
105.0
16.0
5.00
0.083
7560.0
8.5899
3.38181
16
6.0
105.0
20.0
5.00
0,063
7560.0
6.5899
3.3818 i
12
4.0
105.0
22.5
2.50
0.042
10080.0
11.4532
4.5091
8
4.0
105.0
2&0
2.50
0,042
10080.0
11.4532
4,5091

Final Ksat
10.499
i
4.1331
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
415/2022
Weather Condition:
Sunny
Location:
SB 76
Temperature IF)_
78
Number:
Ksat 30
Horizon:
Bt2
cm
in
Depth(inches):
54
T U
Target Water level:
15.2
8.0
cm
in
Beginning Water Level:
15.2
BA
Hole Depth:
137.2
54.0
Ending Water Level:
15.2
6.0
Reference:
+ 11.4
4.5
Head:
- 16.5
6.5
CHT Tube(s) setting:
= 132.1
52.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0 x
coefficient A:
0,001136
1-ON 2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
Water
Reading
Change in
Water Level
Chamber
C.F.
Clock
Time (min)
Elapsed Time Q
(min) (hr) (cm3lhr)
K
(cm/hr)
K
(in/hr)'
37
0.0
105.0
0.0
29
8.0
105.0
1.0
1,00
0,017 50400.0
57.2669
22.6456
21
8.0
106.0
2.0
1.00
0.017 50400.0
57.2659
22.5455
13
8.0
105.0
3.0
1.00
0.017 60400.0
57.2669
22.6456
5
8.0
105.0
4.0
1.00
0.017 50400.0
67.2659
22.6450
0
5.0
105.0
0.0
4,00
-0.087-7875.0
-8.9478
-3.5220
0
0.0
105.0
0.0
0.00
O.00O #DIVIOI
#DIVIOI
#DIV/l?!
0
0,0
105.0
0.0
0,00
0.000 #DIVIOI
#DN101
#DIVIO',
0
0.0
105.0
0.0
0.00
0.000 #DIVIO!
#DIVI01
#DIV/0!
Final Ksat
57.262
22.54
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villad Brothers
Date:
4/5/2022
Weather Condition:
Sunny
Location:
SB 70
Temperature (F):
78
Number:
Ksat 31
Horizon:
Bt1
cm in
Depth(inches):
33
5E7
UP
Target Water Level
15.2
BA
cm
in
Beginning Water Level:
15.2
&0
Hole Depth:
818
33.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4,5
Head:
16.5
6.5
CHT Tube(s) setting:
=
78.7
310
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0,001136
1-ON
2-ON
NOTE:
Readings based on Ending Water Le
vel
Coversion Factor (C.F.):
10&0
Water
Change in
Chamber
Cluck
Elapsed Time
Q
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr)
(em31hr)
(CM/hr)
(inlhr
39
0.0
105.0
0.0
36
310
105.0
1.0
1.00
0.017
18900.0
21.4747
8.45
33
3.0
106.0
2.0
1.00
0,017
18900,0
21-4747
8A540
31
2.0
105,0
3.0
1.00
0,017
12600,0
14,3165
5.6364L
28
3,0
105.0
4.0
1.00
0.017
18900.0
21.4747
6.4544
25
3.0
105.0
5.0
1,00
0,017
18900,0
21,4747
8.454�
15
10.0
105.0
10.0
5.00
0.083
12600.0
14,3165
5.636�
5
10.0
105.0
15,0
5,00
0.083
12600.0
14.3166
5,6360

1
4.0
105.0
17.0
2.00
0.033 12600.0
14.3165
5.6364
Final Ksat
14.316
5.636
SATURATED HYDRAULIC CONDUCTIVITY STUDY
Villari Brothers
Date:
4/5/2022
Weather Condition:
Sunny
Location:
SB 70
Temperature (F):
78
Number:
Ksat 32
Horizon:
Bt2
cm in
Depth(inches):
53
Target Water Level:
15.2
6.0
cm
in
Beginning Water Level:
15.2
&0
Hole Depth:
134.6
53.0
Ending Water Level:
15.2
6.0
Reference:
+
11.4
4.5
Head:
16.5
6.5
CHT Tube(s) setting:
=
129.6
51.0
Hole diameter (d):
5.0
cm
Hole radius (r):
2.5
cm
Valve Setting:
0
x
coefficient A:
0,001136
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
Water
Change in
Chamber
Clock
Elapsed Time Q
K
K
Reading
Water Level
C.F.
Time (min)
(min)
(hr) (cm31hr)
(cmlhr
(inlhr)
I 39
0.0
105.0
0.0
i
35
4.0
105.0
5,0
5.00
0.083 5040,0
5.7288
2.2546i
32
3.0
105.0
10,0
5.00
0.083 3780.0
4.2949
1.6909
29
3.0
105.0
15.0
5.00
0.083 3780,0
4.2949
1.5909
26
3.0
106.0
20.0
5.00
0,083 3780.0
4,2949
1.6909
21
5.0
105.0
30.0
10.00
0,167 3150.0
3.5701
1.4091
16
5,0
105.0
40,0
10.00
0.167 3150.0
3.5791
1.4091
11
5.0
105.0
50.0
10.00
0,167 3150.0
3.5791
1.40111
6
5,0
105.0
60.0
10.00
0.167 3150.0
3.5791
1.4091
Final Ksat
3.679
1.4091

ATTACHMENT 3 SOIL SAMPLING LAB RESULTS
-1D-

III
Meherrin
Location
Warsaw
Grower
Kornegay Farms
Faris
Warsaw farm
Master Sail Book
Meld Sample Summary Overview
Area Centroid
312.0 acres 34.983196,-78.079402
Min Max
Avg
P 149.0 858.0
VH
397.66
VH
K 215.0 698.0
VH
449,56
VH
Mg 112.0 208.0
1 fiQ.25
11 IT!� ;
I
;
Ca 886.0 2436.0
VH
156a94
H
Na 0.1 0.2
0.12
S 28.0 86.0
H
47,66
B 0.5 1.4
0.83
;M
p
' r
Cu 4.7 16.9
VH
8.63
H
{l
Fe 220.0 H 474.0
VH
371,53
H
l..
t
Mn &0 41,0
16.22
Zn 9,5 35,0
VH
17.85
VH
1
1
PI 62,0 358.0
165.72
KI 55.0 179.0
114,94
SI 29.0 90.0
49.69
OIL9
Cul 118.0 422.0
215,88
Mnl 25.0 128.0
50.72
Znl 119.0 438.0
223.19
5
pH 5.5 6.9
6118
apH 7.45 7.95
7.75
17
CEC 4.0 a's
6.28
1
Y K 6.4 14.0
9.2
9
`Y Mg B.5 14.4
10.76
13
12
%Ca 42.7 78.4
61.53
RLH 2.9 37.8
1 16.59
its
%Na 1.3 3.5
1.92
115
"t
AC 0.2 2.2
1.01
9S 61.5 97.07
83.07
HM 0.26 4.09
1,26
ESP 110 4.0
2.03
ID f' K Mg Ca
lbs/ac Ibsiac
Na S
B Cu Fe Mn
Zn
pl KI SI Cul Mnl Zni bpH CEC %K
%Mg %Ca
i%H %Na AC SS HM
Ibslac Ibslac
meq lbslac
lbslac Ibslac Ibslac Ibslac
Ibsfac
pH meq %
% %
Ia %
ESF
meq % %
Farm Name
Field Name
Sample Date
Sail Lab
j
Warsaw farm
1
2021-12-27
Waters NC
149.0 361.0 146.0 1743
0.1 47.0
0.8 6.0 330.0 8.0
13.7
am
62.0 92.0 49.0 150.0 25.0 171.0 6.2 7.75 6.5 7.1
9.3 66.7 ' 5.3 1.5
1.0 84.5 1.7 2.0
Farm Name
Field Name
Sample Date
Soil Lab
Warsaw farm
2
2021-12-27
Waters N
1 411.0 581.0 190.0 1999
0.1 32.0
1 A 9.3 4321 13.0
17.1
171.0 149.0 33.0 232.0 41.6 214.0 6.7 7,85 7.2 10.3 10.9 69.0
1.5
0.6 91.70.9 2.0
2 242.0 600.0 205.0 2152
0.1 50.0
1.3 7.4 334.09.0
10.2
101.0 153.0 52.0 185.0 28.0 128.0 6.3 7.70 8.3 9.2
10.3 64.6
�1.3
4.4 1.5
1.2 85A 1.8 1.0
3 34-4.0 514.0 153.0 1228
0.1 33.0
1.0 10.8 363.0 15.0
19.1
143.0 131.0 34.0 270.0 47.0 239.0 6.5 7.80 5.3 12.5 12.1 58.4
15.2 1.7
0.8 84.5 0.9 2.0
4 793.0 499.0 174.0 1851
0.1 40.0
0.9 13.2 455.0 17.0
26.9
330.0 128.0 42.0 330.0 53.0 336.0 6.2 7.76 7.1 9.0
10.2 65.3
4.1 1 A
1.0 85.8 0.7 1.0
5 659.0 398.0 153.0 1322
0.1 42.0
0.7 11.8 454.0 13.0
23.6
275.0 102.0 44.0 295.0 41.0 295.0 5.9 7.65 5.9 8.6
10.7 55.6
3,5 1.6
1.4 76.1 0.4 2.0
Farm Name
Field Name
Sample Date
Soil Lab
Warsaw farm
4
2021-12-27
Waters N
1 280.0 430.0 160.0 1385
0.1 57.0
0.7 8.5 418.0 17.0
12.6
117.0 110.0 59.0 212.0 53.0 158.0 5.8 7.60 6.4 8.7
10.5 54.4
5.1 1.4
1.6 74.5 1.2 1.0
Farm Name
Field Name
Sample Date
Soil Lab
Warsaw farm
5
2021-12-27
Waters N
1 462.0 486.0 200.0 1947
0. f 58.0
0.8 11.4 407.0 16.0
22.6
192.0 124.0 60.0 285.0 50.0 282.0 6.4 7.85 7.1 8.8
11.8 68.6
.5 2.1
0.6 91.3 1.4 2.0
Farm Name
Field Name
Sample Date
Soil Lab
Warsaw farm
6
2021-12-27
Waters Nit
1 572.0 644.0 144.0 1059 0.1 55.0 0.6 9.2 351.0 16.0 21.5 238.0 165.0 57.0 230.0 50.0 269.0 5.5 7.50 6.2 13.3 9.7 42.7 $2.2 2.1 2.0 67.1 1.0 2.0
Warsaw 01/03/22 08:42 AM
1/12

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Hydrogeologic and Spray Capacity Report
Villari Brothers Foods
Warsaw, North Carolina
Prepared for:
Villari Brothers
1012 US Highway 117 South
Warsaw, NC 28398
and
Cavanaugh Solutions
1904 Eastwood Road, Suite 205
Wilmington NC 28403
December 9, 2022
Eric G. Lappala, P.E., P.H.
Advocacy Sound Science Innovation Solutions
215 West Moore Street
Southport, NC 28461

Jraie kke ar6c
Contents
INTRODUCTION...................................................................................................................................................................... 2
Disclaimer...........................................................................................................................................................................................................2
Purpose................................................................................................................................................................................................................2
Approach.............................................................................................................................................................................................................4
Physiographic, Geologic and Hydrogeologic Setting.................................................................................................. 4
Physiography..................................................................................................................................................................................................... 4
RegionalGeology.............................................................................................................................................................................................4
FieldInvestigation................................................................................................................................................................. 6
Soil Evaluation and Testing
Installationof New Monitoring Wells....................................................................................................................................................9
Water Levels and Hydraulic Conductivity Testing............................................................................................................................9
Rechargeand Discharge...........................................................................................................................................................................11
Precipitation...................................................................................................................................................................................... 11
Soils........................................................................................................................................................................................................ 12
Vegetationand Land Cover......................................................................................................................................................... 13
GroundwaterRecharge................................................................................................................................................................. 14
MOUNDING ANALYSIS MODEL.........................................................................................................................................16
ModelGrid.......................................................................................................................................................................................................16
BoundaryConditions...................................................................................................................................................................................16
ModelCalibration.........................................................................................................................................................................................16
MOUNDING ANALYSIS.........................................................................................................................................................18
WaterBalance.......................................................................................................................................................................31
Conclusions............................................................................................................................................................................32
ATTACHMENT 1 Logs of Borings.....................................................................................................................................33
ATTACHMENT 2 Convergent Water Balance..............................................................................................................37
1

ea* &5arce5
Figures
Figure 1.Project
Location, Proposed Sprayfields and Wet Weather Storage . ...........................3
Figure 2.--
Water Supply Wells and Line of Section shown in Figure 3........................................5
Figure 3..--
Section from WW-4 to WW-5.....................................................................................6
Figure 4.-Field
investigation locations.........................................................................................7
Figure 5.--
Fit between water levels recorded in TW-2 and modeled using the Air Permeability
Method...................................................................................................................................10
Figure 6.--
Annual precipitation series used to determine the 80th%o wet year .............................11
Figure 7.--
Soil Series used for SWAT Model..............................................................................12
Figure 8.--
Land use and land cover used for the SWAT model..................................................13
Figure 9.--
Cumulative annual distribution and monthly recharge computed with the SWAT
model.....................................................................................................................................14
Figure 10.--
Average monthly water balance components from the SWAT model and the 80th%
wet precipitation and deep percolation values.......................................................................15
Figure 11.Calibrated
hydraulic conductivity zones for the surficial unit and Polaris Ksat values
usedas a zonation guide........................................................................................................17
Figure 12.--
Results of model calibration......................................................................................18
Figure 13.--Areas
with modeled depth to watertable 1 foot or less (red areas) February ............
20
Figure 14.--Areas
with modeled depth to watertable 1 foot or less (red areas) March ................
21
Figure 15.--Areas
with modeled depth to watertable 1 foot or less (red areas) for April . ............
22
Figure 16.--Areas
with modeled depth to watertable 1 foot or less (red areas) for May . .............
23
Figure 17.--Areas
with modeled depth to watertable 1 foot or less (areas) for June.....................24
Figure 18.--Areas
with modeled depth to watertable 1 foot or less (red areas) for July . ..............
25
Figure 19.--Areas
with modeled depth to watertable 1 foot or less (red areas) for August ..........
26
Figure 20.--Areas
with modeled depth to watertable 1 foot or less (red areas) for September.....27
Figure 21.--Areas
with modeled depth to watertable 1 foot or less (red contours) for October...28
Figure 22.--Areas
with modeled depth to watertable 1 foot or less (red contours) for November.
...............................................................................................................................................29
Figure 23.--Areas
with modeled depth to watertable 1 foot or less (red contours) for December.
...............................................................................................................................................30
Tables
Table 1.--
Thickness and top elevations of hydrogeologic units beneath the site ...........................4
Table 2.--
Ksat Tests Conducted by PSS.........................................................................................8
Table 3.--
Well construction details and slug tests on three new monitoring wells.......................9
Table 4.--
Water levels in existing and new monitoring wells........................................................9
Table 5.--
Hydraulic Conductivity from Slug Tests......................................................................10
Table 6.--
Hydraulic conductivities of the modeled units for the calibrated model......................18
Table 7.Monthly
drainage coefficients and resultant irrigation rates used for mounding
analysis and water balance....................................................................................................19
Table 8.Wastewater
storage surface areas and volumes for the water balance .........................31
Table 9.--
Summary of the convergent water balance...................................................................31
i

INTRODUCTION
This report documents the results of the hydrogeologic investigation, mounding analysis, and water
balance to evaluate the capacity of areas within a new sprayfields on property under the control of Villari
Brothers Foods which is located on approximately 281 acres as shown in Figure 1. These areas are being
permitted to receive treated wastewater effluent under 15A NCAC.02T.
This report provides the analyses and information required for the Hydrogeologic and Water Balance
reports under 15A NCAC.092T.0504(e).
This work was performed by Eagle Resources, P.A. for the Villari Food Group. The Soil Scientist and
Agronomic Evaluation for the project as required by 15A NCAC.0504(b) were conducted by Protocol
Sampling Services Inc. under subcontract to Eagle Resources for this project. The Soil Scientist and
Agronomic Report is being provided as a separate document'.
Disclaimer
Analyses contained in this report relied upon topographic, surveying, and engineering data and
information provided by the others. We have reviewed this information and found it to be consistent
with acceptable industry standards of practice and state and federal regulations and guidelines. However,
Eagle Resources P.A. makes no representations regarding the completeness, accuracy and reliability of
that data and information.
Purpose
This hydrogeologic study was conducted to conform with the requirements of 15A NCAC 02T.0504(e):
(1) a description of the regional and local geology and hydrogeology;
(2) 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;
(3) changes in lithology underlying the site;
(4) depth to bedrock and occurrence of any rock outcrops;
(S) the hydraulic conductivity and transmissivity of the affected aquifer(s);
(6) depth to the seasonal high water table;
(7) a discussion of the relationship between the affected aquifers of the site to local and
regional geologic and hydrogeologic features;
(8) 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; and
(9) if the SHWT is within six feet of the surface, a mounding analysis to predict the level of
the SHWT after wastewater application.
' Protocol Sampling Services Inc.,2022: Soil Scientist and Agronomic Report Villari Foods Group Sprayfields Warsaw NC.
2

We &arzes
71
1 :wrkrtiliil�� 1V
-.-� --► -If
'• y�yarr.i�r.-ri-�{` # Property Evaluated
Groundwater Model Boundary
1 I
t
2,500 0 2,500 5,000ft,. =
!F `' LOCATION MAP
EXPLANATION
-- 100-Foot Setback from NFWS Wetland Boundary
-100 foot Setback ILne from Wetlands Mapped for this Project
-- Wetland Boundary Mapped for this Project
— Topographic Contours: Surveyed within Property LIDAR Outside
- - Property Line Setback
- - Duke Power ROW
O Proposed Pivots
WW Storage 092822
-- Surveyed Property Line (Blanchard)
600
Zane 7a
0 600 1,200
Figure]. Project Location, Proposed Sprayfields and Wet Weather Storage,
1,800
2,400 Ft
3

Approach
The analyses documented in this report are summarize by the following approach:
• Documenting the regional physiographic, geologic and hydrogeologic setting;
• Field investigation of hydrogeologic conditions;
• Construction and calibration of a three-dimensional groundwater flow model;
• Preparation of a water balance to assess wet weather storage and loading rates; and
• Watertable mounding analysis with the groundwater flow model.
Physiographic, Geologic and Hydrogeologic Setting
The conceptual model of the physiography, geology, and hydrogeology of the Project is based upon
regional studies and information, supplemented by site -specific information from field investigations.
Physiography
The Project and the surrounding area are located in western edge of the Coastal Plain Physiographic
Province of North Carolina. Based upon topography from LIDAR mapping by the NC Floodplain
Mapping Information System', the site comprises flat to slightly to moderately sloping areas that drain to
Stewarts Creek and its western tributary as shown on Figure 1. Land surface slopes average 1 percent
and are as high as 60 percent on the eastern edge of the property sloping towards Stewarts Creek. Land
surface elevations range from 111 to 151 feet and average 136 feet, NAVD88. All subsequent references
to elevations I this report refer to the NAVD88 Datum.
Regional Geology
The site is underlain by a series of aquifers and intervening confining units that dip and thicken to the
east from the western boundary of the coastal plain which is located along the so-called fall -line that is
approximately parallel to Interstate 95'. The surficial soils at the site are underlain by these units at the
depths and thicknesses shown in Table 1.
Unit
Thickness
Elevation
of Top
Avgerage
Minimum
Maximum
Avgerage
Minimum
Maximum
Feet
Feet
Feet
Feet
Feet
Feet
Surficial
37
20
46
136
111
151
Peedee Confining Unit
7
9
7
99
91
105
Peedee Aquifer
32
30
33
92
82
98
Black Creek Confinng Unit
40
38
40
60
52
65
Black Creek Aquifer
139
138
141
20
14
25
Table 1.-- Thickness and top elevations of hydrogeologic units beneath the site.
z https:Hsdd.nc.gov/DataDowrdoad.aspx
s Winner, M.D, and R.W..Coble, 1996: Hydrogeologic Framework of the North Carolina Coastal Plain, Regional Aquifer -
System Analysis, North Atlantic Coastal Plain: U. S. Geological Survey Professional Paper 1404-I.
0

) �a je Z!5am-5
The Peedee Aquifer is not being used as a water supply in the area surrounding the site. The underlying
Black Creek Aquifer is used as a water supply for the four (4) wells shown on Figure 2 for the Town of
Warsaw. Figure 6 is a cross section of the units from the Surficial Aquifer through the Black Creek
Aquifer along a line connecting WW-4 and WW-5.
w i WW 2 4
' Test 6-2 l
. _ WIN 3' _ I
-t WIN'.
Is
' ' •. ,.w Test 6-1
1 +l/ I'
1000 0 1000 2000 3000 ft
Figure 2.-- Water Supply Wells and Line of'Section shown in Figure 3.
5

We &arzes
Southwest
MWANTMI.
Section through Coastal Plain Sediments
Surficol Sandy Clay
Surficial Clayey Sand
Peedee Confining Unit
Peedee Aquifer
Black Creek Confining Unit
Black Creek Aquifer
Feet (U.S. Survey)
50 = 100
Verticall Exaggeration: 8X
Figure 3..-- Section from WW-4 to WW-5
Field Investigation
Surfcial Sand
Northeast
Site -specific hydrogeologic conditions were by field tests conducted by Protocol Sampling Service, Inc
under subcontract to Eagle Resources and included a wetlands mapping, soils mapping , Ksat testing,
installation and slug testing of piezometers and test wells, and water level measurements. Figure 4
shows the locations for these tests.
I

We &arzes
0
MT
EXPLANATION
-- Property Line
Soil Series Mapped by PSS
I Autryville
II Norfok
III Goldsboro
IV Lynchburg
V Bibb
VI Mc
VII Bba
• PSS Soil Borings
♦ PSS Ksat Test Sites
Piezometers and Test Wells
ti
• r
S
y
T%V-2
• PZ-z
I
4
j
500 0 500 1,000 1,500 2,000 Ft
Figure 4. Field investigation locations.
151

We &-as-ces
Soil Evaluation and Testing
The Soil Scientist evaluation included 68 soil borings and hydraulic conductivity (Ksat) tests at 12
locations shown on Figure 4. The locations and soil profile descriptions for the borings are provided in
the Soil Scientist report. The Ksat tests were conducted at multiple depths at each location to determine
the least permeable soil horizon at representative locations in or near proposed sprayfields. The location
of the soil borings and Ksat tests were determined by GPS by PS S. The results of the Ksat tests are included
in Table 2.
Location
Test
Number
Soil
Grou
Soil Series
Horizon
Depth
Ksat
Inches
Cm
in/hr
cm/hr
ft/day
SB-5
1
I
Autryville
A
18
46
8.455
21.48
16.91
SB-5
2
Btl
40
102
1.691
4.30
3.38
SB-5
4
E'
1 48
122
5.636
14.32
1 11.27
SB-5
5
B'tB't2
60
152
5.636
14.32
11.27
SB-7
6
II
Norfolk
Btl
18
46
0.107
0.27
0.21
SB-7
7
Bt2
32
81
2.748
6.98
5.50
SB-7
8
Bt3
53
135
1.785
4.53
3.57
SB-8
8
II
Norfolk
E/Btl
18
46
0.564
1.43
1.13
SB-8
9
Btl
24
61
0.266
0.68
0.53
SB-8
10
Bt2
34
86
8.455
21.48
16.91
SB-8
11
Bt3
50
127
1.691
4.30
3.38
SB-9
12
II
Norfolk
Btl
24
61
0.68
1.73
1.36
SB-9
13
Bt3
48
122
0.283
0.72
0.57
SB-44
14
IV
Lynchburg
EB
Btl
18
24
46
61
0.348
0.085
0.88
0.22
0.70
0.17
SB-44
15
SB-42
16
IV
Lynchburg
Btl
EB
24
12
61
30
0.564
0.705
1.43
1.79
1.13
1.41
SB-42
17
SB-40
18
IV
Lynchburg
EB
Btl
12
24
30
61
4.274
0.986
10.86
2.50
8.55
1.97
SB-40
19
SB-56
20
III
Goldsboro
Btl
31
79
2.255
5.73
4.51
SB-56
21
Bt2
42
107
2.067
5.25
4.13
SB-57
22
III
Goldsboro
Btl
24
61
2.818
7.16
5.64
SB-57
23
Bt2
30
76
0.564
1.43
1.13
SB-57
24
Bt3
48
122
1.127
2.86
2.25
SB-67
25
III
Goldsboro
Btl
18
46
0.705
1.79
1.41
SB-67
26
Btl
30
76
0.535
1.36
1.07
SB-76
27
I
Autryville
E
24
61
5.636
14.32
11.27
SB-76
28
B/E
30
76
3.57
9.07
7.14
SB-76
29
Bt2
42
107
4.133
10.50
8.27
SB-76
30
Btl
54
137
22.54
57.25
45.08
SB-70
31
I
Autryville
Bt2
30
76
5.636
14.32
11.27
SB-70
32
Bt2
32
81
1.409
3.58
2.82
Table 2.-- Ksat Tests Conducted by PSS

We Pesai-ces
Installation of New Monitoring Wells
PSS installed piezometers and test wells shown on Figure 4. The logs and Well Completion Records
are included in Attachment 1. The well construction details for these wells is included in Table 3.
Site ID
Easting
Northing
Ground
Elevation
Top of
Casing
Elevation
Screeed
Depths
NAD83 Ft
NAD83 Ft
NAVD88 Ft
NAVD88 Ft
Ft
TW-1
1 2,275,956
448,634
148.46
150.26
8.8 - 13.8
TW-2
2,277,130
447,516
133.90
135.90
16.5-21.5
PZ-2
2,276,952
447,128
126.60
128.10
9.0 - 12.0
PZ-3
2,275,042
450,349
146.35
149.35
13.0 - 18.0
PZ-4
2,276,027
449,715
146.50
148.00
13.5 - 16.5
PZ-5
2,275,211
448,338
146.55
150.55
11.0 - 16.0
PZ-6
2,277,146
448,856
141.50
146.00
20.0 -25.0
TW-3
2,275,092
449,512
149.40
150.40
13.0 - 18.0
PZ-7
2,274,937
1 450,210
148.40
150.90
12.5 - 17.5
DW-1
2,276,906
1 448,926
143.90
145.40
25.0.30.0
Table 3.-- Well construction details and slug tests on three new monitoring wells. .
The locations, ground surface elevations, and top of casing elevations were surveyed by Blanchard
Surveying 4 and these data were provided as both a drawing file and pdf.
Water Levels and Hydraulic Conductivity Testing
Three rounds of water level measurements were completed in the new and existing monitoring wells
used for model calibration as shown in Table 4.
Top
Casing
Water Level Depth and Elevation
3/25/22
5/9/22
5/19/22
6/1/22
Average
Elev
Depth
Elevation
Depth
Elevation
Depth
Elevation
Depth
Elevation
Depth
Elevation
Well
NAVD88
Ft
NAVD88
Ft
NAVD88
Ft
NAVD88
Ft
NAVD88
Ft
NAVD88
PZ-2
128.1
7.5
120.6
8.75
119.35
n/m
n/m
9.58
118.52
8.61
119.49
PZ-3
148.35
6.85
141.5
8.28
140.07
8.52
139.83
8.65
139.7
8.08
140.28
PZ-4
148.00
15.5
1 132.5
15.9
132.1
n/m
n/m
n/m
n/m
15.70
1 132.30
PZ-5
150.55
8.24
142.31
9.32
141.23
9.5
141.05
9.62
140.93
9.17
141.38
PZ-6
146.00
21.3
124.7
22.3
123.7
22.45
123.55
22.63
123.37
22.17
123.83
PZ-7
150.90
6.18
144.72
7.5
143.4
7.7
143.2
7.75
143.15
7.28
143.62
TW-1
150.26
5.75
144.51
7.17
143.09
7.45
142.81
7.68
142.58
1 7.01
143.25
TW-2
135.90
14.72
1 121.18
14.33
121.57
14.65
121.25
14.8
121.1
14.63
121.28
TW-3
150.40
10.45
139.95
11.1
139.3
n/m
n/m
11.35
139.05
10.97
139.43
DW-1
145.40
24.4
121
24.3
121.1
24.48
120.92
1 24.65
120.75
24.46
120.94
Table 4.-- Water levels in existing and new monitoring wells.
Slug tests were conducted in the each of the piezometers and test wells of the screened zone in each. The
hydraulic conductivities from this analysis are included in Table 5. The slug tests were analyzed using
the commercial AgteSolve' program and the analysis curves are included as Attachment 2. Pumping
'Blanchard Surveying drawing file Villari Bros_ Map3contours.dwg
s hlw://www.mtesolv.com/
M

taje kesarces
tests planned for each of the three test wells (TW-1,TW-1, and TW-3) were not conducted because none
of them could sustain constant pumping rates without dewatering the wells. The results of the slug tests
test are shown in Table 5 and the analysis curve is included in Attachment 2.
Site ID
Screened
Depth
Test
Method
Hydraulic
Conductivity
Air
Permeability
Test
Ft
Ft/Day
Ft/Day
PZ-2
13.0 - 18.0
Slug In
0.8148
PZ-3
13.5 - 16.5
Slug In
0.1379
PZ-5
11.0 - 16.0
Slug In
0.0251
PZ-6
20.0 - 25.0
Slug In
0.3368
PZ-7
12.5 - 17.5
Slug In
0.2535
TW-1
8.8 - 13.8
Slug In
0.0190
TW-2
16.5 - 21.5
Slug In
0.8618
0.61
TW-3
13.0 - 18.0
Slug In
0.1020
GEOMEANI
0.1587
Table 5.-- Hydraulic Conductivity from Slug Tests
An additional check on the slug test data was conducted using measurements of water levels in TW-2 to
changes in barometric pressure using a method developed by the USGS6 as shown in Table 5. Figure 5
shows the fit between measured and modeled water levels using this method.
10.755
10745
3
R-AL!
10735 -
5/1/22
-Mdeled WL
-OBS WL
5/31122 6/30122 7/1a22 8/29/22 9/28/22
Figure 5.-- Fit between water levels recorded in TW-2 and modeled using the Air Permeability Method.
6 Edwin P. Weeks, 1978, Field Determination of the Vertical Permeability to Air in the Unsaturated Zone: U.S. Geological
Survey Professional Paper 1051.
10

Recharge and Discharge
Recharge to the modeled area results from the balance between infiltrated precipitation and
evapotranspiration (ET) from the soil zone. The USDA Soil and Water Balance Tool, (SWAT)' was
used to determine recharge by modeling the daily water balance for the period 1/1/1990 through 5/9/2022.
The SWAT model requires inputs of daily precipitation, daily minimum and maximum air temperature
and daily solar radiation (used to compute Potential ET or ETo). Soil properties for soils are also required
that are used to model infiltration, runoff, evaporation from the soil surface, moisture holding capacity,
deep percolation, and groundwater recharge. Modeling the effects of vegetation and land cover on
interception of rainfall, uptake of soil moisture and discharge by ET requires the definition of classes of
land cover.
Precipitation
Daily precipitation was used for the 4km x 4km grid cell containing the site downloaded from the nation-
wide PRISM' national dataset for the period 1/1/1990 through 5/9/2022. This data was used to prepare a
cumulative annual precipitation distribution curve to determine the average and 80'% wet year for the
site, which is shown in Figure 6. The 80'% wet year precipitation from the annual frequency analysis
with the PRISM dataset is 51.85 inches and the average year precipitation is 46.71 inches.
100%
90%
80%
a�
_3
> 709'o
Q
x 60%
c
t
v
50%
oa
c
40%
0
T
30%
0
O`
a 2 0"/0
10%
0%
•
•
• PRISM precipitation
NOrmal Distribution
•
•
30 35 40 45 50 55 60 65 70
Annual Precipitatiion Inches
Figure 6.--Annual precipitation series used to determine the 80th% wetyear.
' http://swat.tamu.edu/software/areswat/
s hlW://www.prism.oreQonstate.edu/explorer/
11

We &-a®-ces
Soils
For the SWAT model, soils were modeled using the MRCS SSURGO soil datasets4 as they contain all the
necessary sail characteristics needed by the SWAT model and because they are generalizations of the
mapping by the Soil Scientist for the Project. Figure 7 shows these soils that were used for the SWAT
model.
!1 _ �r`�!!` _"� EXPLANATION
-- Property Boundary
=1 Proposed Spray Areas
,1, "4 Soils used for SWAT Model
S,k 500 0 500 1,000 1,500 2,000 Ft
1�y
,1
h
f
v�
Figure 7.-- Sail Series used for SWAT Model,
12

We Pesarc—c-s
Vegetation and Land Cover
The land use and land cover needed for the SWAT model used modifications based on the development
plans provided by the CE Group to the 2011 National Land Use/Land Cover Dataset9 downloaded from
the U.S. Geological Survey National Map and is shown on Figure 8.
EXPLANATION
Property Boundary
Proposed Spray Areas
Land Cover used for SWAT Model
'-S -� " 1 Evergreen Forest
— - — - — } _ L7, Range Shrubland
Row Crops
_ Urban Medium Density
_ Woody Wetlands
57,
r,
4
- 4
r ''y
7
' l
500 0 500 1,000 1,500 2,000 Ft
Figure 8.-- Land use and land cover used for the SWAT model.
' hops://www.usgs.gov/the-national-map-data.-delivery
13

taje kesarces
Groundwater Recharge
The daily PRISM dataset values from 1/1/1990 through 04/26/2022 were used in calculating groundwater
recharge with the SWAT model for calibrating the groundwater model to the three rounds of water level
measurements in the four piezometers that encountered groundwater. The cumulative annual distribution
and monthly average over the model area recharge is shown in Figure 9. SWAT model results for the
first year (1990) of data input were not used for this because one year was used as the model initialization
period.
The mean annual recharge is 7.13 inches and the recharge for the 80'% wet year is 7.99 inches.
100%
90%
80%
70%
60%
50%
40%
309/.
20%
10%
0%
• SWAT PERC
-NOrmal Distribution
10 15 20
Annual Recharge as PERC, Inches
Figure 9.-- Cumulative annual distribution and monthly recharge computed with the SWAT model.
Potential and Actual Evapotranspiration (ETo and Eta)
The SWAT model calculates Eta by applying seasonal crop coefficients based on seasonal growth stages
for each modeled crop or vegetation simulated to ETo. Values of ETo were calculated with the Priestly -
Taylor Equation. Numerous studies1o,"," have shown that this equation, which is also the standard used
by the United Nations FAO, is the most applicable for determining ETo in the southeastern United States.
Figure 10 shows the monthly values of water balance components from the SWAT model for average
conditions over the period from 1991 to 2021. The maj ority of precipitation goes to satisfying ET demand,
and to satisfy soil moisture deficits (DEL SM) during the summer months. PERC is the percolation below
the root zone which becomes groundwater recharge. These values are essentially zero during the summer
months and are low the remaining months because of the other components of the water balance.
10 http://rei)ositorv.lib.ncsu.edu/ir/bitstream/1840.16/710/1/etd.bdf
I Puryear, Margaret W. P., 2005: Observations and Modeling of Evapotranspiration across North Carolina:
htti3:Hrei3ository.lib.ncsu.edu/ir/handle/l 840.16/1636?mode=fu II
12 Lu, Jinbao, S.B. McNulty, and D.M. Amatya, 2005: A comparison of Six Potential Evapotranspiration Methods for
Regional Use in the Southeastern United States: Journal of the American Water Resources Association, V. 41, No. 3, pp621-
633.
14

taje kesarces
6.00
5.00
4.00
3.00
s
C 2.00
0
2
1.00
u
c
0.00
-1.00
-2.00
-3.00
1.1111.111
JIM
JIM
II
II
i0_i
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
■ Precipitation ■ Surface runoff ■ Deep Percolation ■ ET ■ Soil Moisture Change
Figure 10.--Average monthly water balance components from the SWAT model and the 80th% wet precipitation and deep
percolation values.
15

We &arzes
MOUNDING ANALYSIS MODEL
The analyses documented in this report used MODFLOW-NWT, a three-dimensional finite difference
model that is developed and maintained as a public domain code by the U.S. Geological Survey (USES)
The model was developed, calibrated, and applied within the commercial GMS modeling system13
Model Grid
The regular finite difference grid used for the simulation model covers an area of 2,700 acres (4.22_ square
miles) as shown on the previous figures and comprises 97 horizontal rows, 99 vertical columns 6 layers,
and 57,618 computational cells. The horizontal and vertical grid spacing over the spray areas area was 50
ft by 50 ft, which was expanded to 125 x 125 feet at the model boundaries. Layers 1 and 2 were used to
model the Surficial Unit with a thickness varying between the land surface and the top of the Peedee
confining unit. Layer 3 was used to model the Peedee Confining Unit with a constant thickness of 7 feet.
Layer 3 was used to model the Peedee Aquifer with a constant thickness of 30 feet. Layer 4 was used to
model the Black Creek Confining Unit with a constant thickness of 40 feet. Layer 5 was used to model
the Black Creek Aquifer with a constant thickness of 100 feet. The bottom of the aquifer corresponded to
the Upper Cape Fear Confining Unit which was considered to be impermeable. The tops of Layers 3
through 6 were determined from the NC DWR aquifer database14
Boundary Conditions
No flow boundary conditions were used in all layers along the lateral model boundary as well as the
bottom of Layer 2.
Recharge to the groundwater was modeled using the ModFlow Unsaturated Zone Flow (UZF) package
with the specified infiltration rates equal to the sum of natural recharge computed from the SWAT model
and any applied irrigation.
The UZF package can include additional evapotranspiration from above the watertable driven by upward
capillary action as ETo when the watertable is at the surface and zero below a specified extinction depth.
The initial extinction depth was modeled as 10 feet for this study based upon the deep-rooted deciduous
trees present in the majority of the modeled area. The input to the UZF package for the model calibration
were the daily recharge rates for 1/1/1991 through 5/9/2022 computed using the SWAT model. For
mounding analyses average recharge rates over the model area for each month of the 80'% wet year
computed with the SWAT model were used.
Surface water drainage features were modeled as seepage to the land surface in topographically low areas
using the UZF package.
Model Calibration
Calibration was implemented by assessing the goodness of fit of modeled average values of the watertable
elevation to the water levels shown in Table 3. Recharge for calibration was the 30-year average from
the SWAT analysis of 6.98 inches/year. The standard statistics used for assessing the degree of fit are:
Mean Residual (Mean of observed minus computed water level elevations), Mean Absolute Residual
" https://www.aquaveo.com/software/gms-groundwater-modeling-system-introduction
14 hops://www.ncwater.org/GWMS/openlayers/ol.php?menulist=bl
16

We &axzi �
(Absolute value of the Mean Residual ), the Root Mean Squared Residual (RMSR), and the normalized
RMSR (RMSR divided by the range in observed values).
Calibration was achieved by manual zoning the hydraulic conductivity of the Surficial Unit into three
zones shown in the right side of Figure 11. Ksat values from the Polaris Soil Properties Database
maintained by Duke University",16 for the soil depths between 100 and 200 centimeters on a 30-meter
grid as shown on the left side of Figure 11, slug test results shown in Table 5, and plots of measured vs
observed average water levels shown in Table 4 were used as a guide to defining these zones.
__ ~ _ .__—•
'� o I
•�
�
Property Ll
1
500 0
500 1,000 1,500 2.000 F1
r'� •, -- CreFaM Line
1 Gyrated Swii 1HYd—, CaNuef yIFVO y)
O HK-01
j " Rd w42s
�o 500 2,000 ft
Figure 11. Calibrated hydraulic conductivity zones for the surficial unit and Polaris Ksat values used as a zonation guide.
The values of hydraulic conductivity for the units underlying the Surficial unit are shown in Table 6 and
are based upon values from regional studies published by the USGS17.
" hlW://hydrology.cce.duke.edu/POLARIS/
16 httas://www.gooale.com/url?sa=t&rct=i&a=&esrc=s&source=web&cd=&ved=2ahUKEwiT2YS-8rT3AhWPg-
AKHWZPDCsOFnoECAUOAO&url=httas%3A%2F%2Fbubs.er.usgs. Eov%2Fbublication%2F70170912&use=AOvVawOK
JfAbj 891EzquCSLINypz
" G.I. Giese, J. L. Eimers, and R. W. Coble, 1997: Simulation of ground -water flow in the Coastal Plain aquifer system of
North Carolina: USGS Professional Paper 1440-M.
17

j We P,k3a ces
Unit
U niforn,
Isotropic
Hydraulic
Conductivity,
Ft/Day
Surficial
1
Surficial Low
0.1
Surficial Sand
25
Peedee Confinging
0.003
Peedee Aquifer
10
Blac Creek Confining
L025Black
Creek Aquifer
Table 6.-- Hydraulic conductivities of the modeled units for the calibrated model.
Figure 13 shows the fit of measured to computed water levels. The goodness of fit is well within the 10%
for NRMS as recommended by NC DEQ modeling guidance.
Observed
Calculated
Residual
Absolute
(Residual)
Squared
Residual
Well
Ft
Ft
Ft
Ft
Ft^2
TW-1
143.25
142.92
0.33
0.33
0.11
TW-2
121.28
120.56
0.72
0.72
0.52
PZ-2
1 119.49
122.06
-2.57
1 2.57
6.63
PZ-4
132.30
129.12
3.18
3.18
10.12
PZ-5
141.38
142.29
-0.91
0.91
0.83
PZ-6
123.83
121.14
2.69
2.69
7.22
TW-3
139.43
141.76
-2.33
2.33
5.44
PZ-7
143.15
143.42
-0.27
0.27
1 0.07
DW-1
1 120.921
121.80
-0.88
1 0.88
1 0.78
Mean
-0.01
1 1.54
Minimum
119.49
1 Root Mean Square Residual (RMS), Ft
1.88
Maximum
143.25
1 Normalized RMS
7.90%
Range
23.76
Figure 12. --Results of model calibration.
MOUNDING ANALYSIS
150
145
140
a
z
.a 135
d 130
3 125
E 120
a
om
• Da[a
Linear
(Data)
.......
• PZ
•
"02
z-c
115 120 125 130 135 140 145 150
Observed Water Level Elevatinm Ft NAVD88
A mounding analysis was completed with the calibrated groundwater flow model to evaluate the
maximum monthly irrigation rates on each of the new sprayfields during the 80th% wet year that would
not result in any area within the fields where the modeled watertable depth was less than 1 foot. .
Table 7 shows the monthly values of drainage coefficients applied to the geometric mean Ksat values
reported by PSS for the soils in the sprayfields, irrigation rates and irrigation capacities resulting from this
analysis.

) �aje A-5arce5
0
0
PRECIP
PET from
SWAT
(PreistleV/T
a for
V)
RECHARGE
Zone 1A(42.49 Acres)
Zone 1B(15.64 Acres)
Zone 2(23.6 Acres)
Zone 3A(14.46 Acres)
Zone 3B(10.8 Acres) Zone 4 (13.68 Acres)
Mean
80%
Wet
Mean
°
80%Wet
w
w
0
u
w
nu
0
m
o
C
0
L
-
C
0
U
m m
nu a
L M
_ u
w
w
u
w
nu
M
5
m
o
C
0
-
C
0
r,,_
m°
nu a
L M
_ u
w
w
0
u
w
ou
M
5
m
o
C
0
L
-
C
0 4,
U
m m
nu a
L M
_ u
w
w
u
w
nu
M
5
m
o
C
o
L
-
a
°
u
w
w
u
nu
5
m
o
C
0
L
-
a
°
u
w
w
0
u
nu
5
m
o
C
0
L
-
a
M
u
C
0
nu a
0 L M
F_ u
inches
inches
inches
inches
inches
inches
GPD
inches
GPD
inches
GPD
inches
GPD
inches
GPD
inches
GPD
GPD
1
3.69
4.09
1.59
0.89
0.99
0.00%
0.00
0.00%
0.00
0.00%
0.00
0.000%
0.00
0.00%
0.00
0.00%
0.00
2
3.05
3.38
1,90
0.96
1.08
1,00%°
1.36
55,375
0.00%
0.00
0,00%°
0.00
0.000%
0.00
0.00%
0.00
1.00%°
4.05
53,207
108,582
3
3.91
4.34
3.04
1.11
1.24
1,00%
1.49
55,375
0.00%
0.00
0,00%
0.00
0.000%
0.00
1.00%
1.90
18,016
1.25%
5.55
66,508
139,899
4
3.57
3.97
4.59
0.85
0.96
4.00%
5.76
221,501
1.00%
1.84
26,098
2.50%
3.60
76,888
2.000%
3.60
47,124
2.00%
3.69
36,031
1,50%
6.45
79,810
461,353
5
3.42
3.80
5.81
0.54
0.60
4.00%
5.95
221,501
2.00%
3.81
52,196
3.50%°
5.21
107,643
3.000%
5.58
70,685
3.00%
5.71
54,047
1.50%°
6.66
79,810
533,685
6
4.64
5.15
635
0.36
0.40
5.50%
7.92
304,564
2.00%
3.69
52,196
4.00%
5.76
123,020
3.000%
5.40
70,685
3.50%
6.45
63,054
2.00%
8.60
106,413
667,736
7
4.68
5.19
6.39
0.23
0.26
5.50%
8.18
304,564
2.00%
3.81
52,196
4.00%
5.95
123,020
3.000%
5.58
70,685
3.50%
6.67
63,054
2.00%
8.88
106,413
667,736
8
4.77
5.30
5.87
0.19
0.21
5.25%
7.81
290,720
2.00%
3.81
52,196
4.00%
5.95
123,020
2.000%
3.72
47,124
3.00%
5.71
54,047
2.00%
8.88
106,413
621,323
9
4.87
5.40
4,53
0.28
0.32
4.25%
6.12
235,345
1.00°%
1.84
26,098
3.00%
4.32
92,265
2.000%
3.60
47,124
2.00%
3.69
36,031
1.25%
5.37
66,508
477,272
10
3.47
3.85
3,32
0.49
0.55
2.00%
2.98
110,750
1.00%
1.90
26,098
0.00%
0.00
0.000%
0.00
0.00%
0.00
-
1.25%
5.55
66,508
177,259
11
3.24
1 3.60
2.08
0.54
0.61
1 1.00%
1.44
55,375
0.00%
0.00
0.00%
0.00
0.000%
0.00
0.00%
0.00
1.50%
6.45
79,810
135,185
12
3.41
1 3.78
1.66
0.69
0.77
1 0.50%
0.74
27,688
0.00%
0.00
0.00%
0.00
0.000%
0.00
0,00%
0.00
0,00%0
0.00
27,688
IYearl
46.711
51.85
1 47.13
1 7.13
1 7.99
1
1 49.75
1 1
1 20.71
1 1
1 30.79
1
1
1 27.48
1
1
33.82
1
1
1 66.45
Table 7. Monthly drainage coefficients and resultant irrigation rates used for mounding analysis and water balance.
Figures 13 through 23 show the one -foot depth to watertable contours, watertable elevation and the pivots that received irrigation for each month
of the 8O'% wet year that irrigation was applied. No irrigation was applied to any field for January.
19

We &arces
Zon.
4 _
r
500 0 500 1,000 1,500 2,000 Ft
Figure 13.- Areas with modeled depth to watertable 1 foot or less (red areas) February.
20

We &arc,-5
Property Line
Depth to Watertable <= 1 Ft for March
Irrigated Applied in March
Watertable ElevationMarch 13
Wet Weather Storage Lagoons W Irrigated
a
a
ated
te a t We
Applied
ble El
he r
rt e ied vat in io�
<= 1 F
March
t for March
1
Ma h 13
t Storage
Lagoons
s
Weather age I a n
I
500 0 500 1,000 1,500 2,000 Ft—_----
Aw
Figure 14.--Areas with modeled depth to watertable I foot or less (red areas) March .
21

We &arzes
r
-- Property Line
Depth to Watertable <= 1 Ft for April
Irrigated Applied in April_--
Watertable Elevation,April
Wet Weather Storage Lagoons
1
11
h
_. II
� 1
- a
Zone 7 m
1
'N Zone 7
4
1,000 1,500 2,000 Ft
Figure 15.- Areas with modeled depth to watertable I foot or less (red areas) for April.
t
I
I
I
I
1 ,
I
22

We &arzes
1,200
i
-- Property Line
Depth to Watertable <= 1 Ft for May
Irrigated Applied in May
WatertableElevation,May
Wet Weather Storage Lagoons
1,800 2,400 Ft
Figure 16 --Areas with modeled depth to watertable I foot or less (red areas) for Hay.
23

We &arzes
Zone
Property Line --
Depth to Watertable <= 1 Ft for June
Irrigated Applied in June
Watertable Elevation,June
Wet Weather Storage Lagoons
N\10
•i155\ 1�\ 5
Zone 1A
Zone 76
R` T8
W!
ell �f�'I• — — ''/' -
600 0 600 1,200 1,800 2,400 Ft
Figure 17.- Areas with modeled depth to watertable ]foot or less (areas) for June.
24

We &arzes
f_ J --
�- Property Line
,—.— —
Depth to Watertable <= 1 Ft for July
i -•', r + — Irrigated Applied in July
a
Watertable Elevation,July
We Weather Storge Lagoons -
y' CUM `.
ZOrf
f X`a
r -
•, : J8
t `
r * Zone If
a�
�y
,
r i
k
k
Op j
1,200 1,800 2,400 Ft
1 M'
Figure 18.- Areas with modeled depth to watertable I foot or less (red areas) for July.
25

We &arzes
Property Line
- — Depth to Watertable <= 1 Ft for August
Irrigated Applied in August
Watertable Elevation,August
Wet Weather Storage Lagoons
I ^ zone
Figure 19.- Areas with modeled depth to watertable I foot or less (red areas) for August.
26

We &arzes
600 0
lt1`►
Property Line --
Depth to Watertable <=1 Ft for Septemer
Irrigated Applied in September �J
Watertable Elevation,September — -
Wet Weather Storage Lagoons
Zane
t
600 1,200 1,800 2,400 Ft
1
Figure 20.- Areas with modeled depth to watertable I foot or less (red areas) for September.
27

We &arzes
Figure 21.- Areas with modeled depth to watertable I foot or less (red contours) for October.
W

We &arzes
Figure 22.- Areas with modeled depth to watertable I foot or less (red contours) for November.
29

We &arzes
Property Line
Depth to Watertable <- 1 Ft for December
Irrigated Applied in December
Watertable Elevation,December —
Wet Weather Storge Lagoons
LT
3B � Zone 4--
-
I
Zone 3A
1�onB 16
00
600 0 600 1,200 1,800 2,400 Ft
G�
Figure 23.- Areas with modeled depth to watertable I foot or less (red contours) for December.
30

,Pa je &ar-ces
Water Balance
A water balance was completed to determine the required volume of wet weather storage while
maximizing the irrigation of wastewater. The monthly irrigation rates and irrigation capacity of
each of the irrigation areas were shown in Table 7. The water balance was constrained to
wastewater irrigation rates that were constrained to the designed total volume of storage in the
three wastewater lagoons shown in Table 8 that was provided by Cavanaugh.
Reservoir
Area Ac
Volume, Mgal
Lagoon A
5.29
17.28
Lagoon B
5.53
.81
Lagoon C
3.72
t�,
1.89
Total Surface Area
14.54
Total Storage
47.98
Table 8. Wastewater storage surface areas and volumes for the water balance.
The summary of the convergent water balance is shown in Table 9. The maximum irrigation
capacity of the spray areas is 334,016 gallons/day (gpd). The maximum wastewater flow after
subtracting the balance between precipitation on and evaporation from the ponds is 333,206 gpd.
The convergent balance is shown in Attachment 2.
Area or Soil Category
Area. Acres
Irri lation Capacity of Sp ra fields
Prorated
Net Precip -
Evap on
Storage
ac-ft/ r
Maximum Net
Wastewater Flow Not
Constrained by
Available Stora e
in/wk
in/ r
ac-ft/ r
Average
al/da
Average
a ljd� av
ac-ft/ r
Zone 1A
42.49
0.96
49.75
176.16
157,143
12.48
146,007
163.67
Zone 1B
15.64
0.40
20.71
26.99
23,923
1.91
22,373
25.08
Zone 2
23.60
0.59
30.79
60.55
54,016
4.29
50,188
56.26
Zone 3A
14.46
0.53
27.48
33.12
29,545
2.35
27,451
30.77
Zone 3B
10.80
0.65
33.82
30.44
27,153
2.16
25,229
28.28
Zone 4
13.68
1.28
66.45
75.73
67,555
5.37
62,768
70.36
Totals 120.67
402.98 359,335 28.56 334,016 374.43
Analysis Date and Time 11/30/22 17:51
Capacity - Constrained by Storage
333,206
Mgal
Required Wet Weather Storage:
47.98
Mgal
144
Days
Available Wet Weather Storage:
47.98
Mgal
144
j Days
Table 9.-- Summary of the convergent water balance.
31

,Pa je &arces
Conclusions
A defensible conceptual hydrogeologic model of the proposed sprayfields and surrounding areas
has been constructed using available information from public domain sources, field investigations,
and existing water supply well information.
A three-dimensional groundwater flow model has been constructed and successfully tested against
measured groundwater level measurements. The simulated groundwater flow patterns are
consistent with the conceptual model. The best fit with the calibrated model resulted from
adjusting initial values of hydraulic conductivity from slug and pumping rests by least squares
fitting to measured water levels. Based on the statistics of this fit the agreement between measured
and observed water level elevations is within industry and NC DEQ guidelines. Consequently, the
model can reliably be used to assess the likely average water table configuration and depth to water
table under conditions that include the wettest month of the 80'% wet year.
A mounding analysis was completed with the calibrated groundwater flow model to evaluate the
maximum monthly irrigation rates on each of the three new sprayfields during the 805h% et year
that would not result in any area within the fields where the modeled watertable depth was less
than 1 foot.
The maximum irrigation capacity of the spray areas is 334,016 gpd which is constrained by the
available wet weather storage of 47.98 million gallons. The maximum wastewater flow after
subtracting the balance between precipitation on and evaporation from the ponds is 333,206 gpd.
This report provides the data and analyses to support the permitting of all the spray areas and the
construction of all the wet weather storage lagoons. However, it is our understanding that
implementation of the permitted facilities swill be done in stages with the first stage comprising
only spray zones IA and 1B and Lagoon A. The wastewater capacity of these two zones is
shown in Table 9 and totals 168,380 gallons/day.
32

,Pa je &arces
ATTACHMENT 1 Logs of Borings
33

Villari Brothers
Warsaw, Duplin County, North Carolina
Drilled Boring Log
Boring Depth (feet)
Description
TW-1 0.0 - 3.0'
Yellowish brown clayey fine sand (SC).
3.0 - 5.0'
White silty fine sand (SM).
5.0 -13.0'
Gray fine sandy clay (CL).
13.0 - 21.0'
Gray clayey fine sand (SC).
Set 12' deep 2" pvc well with 5' 0.010" well screen
static water level: 4.0' bls (3/21/2022).
TW-2 0.0 -
3.0'
Yellowish brown clayey fine sand (SC).
3.0 -
5.0'
Yellowish brown fine sandy clay (CL).
5.0 -
7.0'
Yellowish brown fine sand (SM).
7.0 -10.0'
Gray clayey fine sand (SC).
10.0
-12.0'
Gray silty fine sand (SM).
12.0
-15.0'
Gray fine sandy clay (CL).
15.0
-16.0'
Gray clay (CL).
16.0
- 21.0'
Brownish gray clayey fine sand (SC)
Set 21.5' deep 2' pvc well with 5' 0.010" well screen
static water level: 13.0' bls (3/21/2022).
Boring Depth (feet) Description
TW-3 0.0 - 3.0' Yellowish brown clayey fine sand (SC).
3.0 - 5.0' Yellowish brown sandy clay (CL).
5.0 - 8.0' Gray fine sandy clay (CL).
8.0 -13.0' Gray clayey fine sand (SC).
13.0 - 21.0' Very dark gray clayey fine sand and clay (SC/CL)
Set 18' deep 2" pvc well with 5' 0.010" well screen
static water level: T bls (3/21/2022).

Villari Brothers
Warsaw, Duplin County, North Carolina
Boring Depth (feet)
Description
PZ-2 0.0 -1.0'
Dark yellowish brown silty fine sand (SM).
1.0 -
3.0'
Grayish brown sandy clay (CL).
3.0 -
5.0'
Dark gray sandy clay (CL).
5.0 -
7.0'
Dark gray clayey sand (SC)
7.0 -12.0'
Yellowish red clayey fine sand/sandy clay (SC/CL).
Set 12' deep 2" pvc well with 3' 0.010" well screen
static water level: 6.0' bls (3/21/2022).
PZ-6 0.0 -
3.0'
Yellowish brown fine sand (SM).
3.0 -
4.0'
Yellow fine sand (SM).
4.0 -
6.0'
Yellowish red clayey fine sand (SC).
6.0 -
8.0'
Gray sandy clay (CL).
8.0 -
10.0'
Grayish brown clayey fine sand (SC).
10.0
-16.0'
White silty fine sand (SM).
16.0
- 20.0'
Yellow clayey fine sand (SC).
20.0
- 23.0'
Very dark gray sandy clay and clayey fine sand (CL/SC)
Set 25' deep 2' pvc well with 5' 0.010" well screen
static water level: ?? bls (3/21/2022).
Boring Depth (feet)
Description
PZ-5 0.0 - 3.0'
Yellowish brown clayey fine sand (SC).
3.0 - 6.0'
Yellowish brown fine sand (SM).
6.0 -13.0'
Dark grayish brown sandy clay (CL).
13.0 -17.0'
Gray clayey fine sand/sandy clay (SC/CL).
Set 16' deep 2" pvc well with 4' 0.010" well screen
static water level: T bls (3/25/2022).

Villari Brothers
Warsaw, Duplin County, North Carolina
Boring Depth (feet) Description
PZ-4 0.0 - 2.0' Light yellowish brown silty fine sand (SM).
2.0 - 4.0' Yellowish red clayey sand (SC).
4.0 - 6.0' Light yellowish brown silty fine sand (SM).
6.0 -11.0' Gray clayey fine sand/sandy clay (SC)
11.0 -17.0' Gray silty fine sand (SM).
Set 15' deep 2" pvc well with 5' 0.010" well screen
static water level: 12' bls (3/25/2022).
PZ-7 0.0 -1.0'
Light yellowish brown silty fine sand (SM).
1.0 -
3.0'
Yellowish red clayey sand (SC).
3.0 -
5.0'
Grayish brown clayey fine sand (SC).
5.0 -
10.0'
Grayish brown silty fine sand (SM)
10.0
-13.0'
Gray clayey fine sand (SC).
13.0
-15.0'
Dark gray sandy clay (CL).
Set 15' deep 2" pvc well with 5' 0.010" well screen
static water level: T bls (3/25/2022).
Boring Depth (feet)
Description
PZ-3 0.0 -1.0'
Very dark brown silty fine sand (SC).
1.0 -
3.0'
Dark yellowish red silty fine sand (SM).
3.0 -
6.0'
Gray silty fine sand (SM).
6.0 -15.0'
Gray clayey fine sand (SC).
Set 15' deep 2" pvc well with 5' 0.010" well screen
static water level:5.0' bls (3/25/2022).

) �aje A-5asze5
ATTACHMENT 2 Convergent Water Balance
A-mge
Prerip
1 .1
% Wet•
Precip
Evap.
Zona 1A
Zone 1B
Zone 2
Zone 3A
Zone 38
Zone
Total hngaton
Precp on
Slorege
In from WWIP
Total In
to
Stomge
Evap
from
Stomge
Total
Out of
Stomge
End of Month Stomge
Required
42.49 Acres
15.64 Apes
23.60 Ages
14.46 Apes
10.80 Ayes
13.68 Acres
Inigabon
Irrigation
Imgation
Imgabun
hngation
Irrigation
Yr
Mo
Days
Inches
Inches
Inches
Inches Ac-Ft
I GPD
Inches
Ac-Ft
GAD
Inches
Ac-Ft
I GPD
Inches Ac-Ft
GPD
Inches
Ac-R
GPO
Inches
Ac-Ft
GPD
GPD
Ao+1
Ac-Ft
Ac-Ft
GPD
Ac-Ft
Ac-R
A. -Ft
Ac-R
Days
MGal
Jan
31
1 3.69
4.09
1.59
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0
0.00
1 4.96
31.70
333,2061
36.66
1.15
1.15
35.51
35
11.57
Feb
28.25
3.05
3.38
1.90
1.36
4.80
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
4.05
4.61
53,207
108,582
9.41
4.10
28.89
333,206
32.99
1.38
10.79
57.71
56
18.80
Mar
31
3.91
4.34
3.04
1.49
5.27
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
1.90
1.71
18.016
5.55
6.33
66,508
139.899
13.31
525
31.70
333,206
36.96
2.21
15.52
79.14
77
25.79
Apr
30
3.57
3.97
4.59
5.76
20.39
221,501
1.84
2.40
26,098
3.60
7.08
76,888
3.60
4.34
47.124
3.69
3.32
36,031
6.45
7.35
79,810
487.451
44.88
4.81
30.68
333,206
35.49
3.34
48.22
66.41
65
21.64
May
31
3.42
3.80
5.81
5.26
21.07
221,501
3.81
4.97
52.196
5.21
10.24
107.643
5.58
6.73
70.685
5.71
5.14
54.047
6.66
7.59
79,810
585,881
55.74
4.60
31.70
333.206
36.30
4.22
59.96
42.75
42
13.93
Jun
30
1.64
5.15
6.35
7.92
28.04
304.564
3.69
4.81
52,196
5.76
11.33
123.020
5.40
6.51
70.685
6.45
5.81
63.054
8.60
9.8D
106,413
719.932
66.29
6.24
30.08
333,206
36.92
4.61
70.90
8.77
9
2.86
1
Jul
31
4.68
5.19
6.39
8.18
28.98
304,5641
3.81
4.97
52.196
5.95
11.70
123,020
5.58
6.73
70,685
6.67
6.00
63,054
8.98
10.12
106,413
719,932
68.50
6.29
31.70
333,206
37.99
4.65
73.14
0.00
0
0.00
Aug
31
4.77
5.30
5.87
7.81
27.66
290.720
3.81
4.97
52,196
5.95
11.70
123,020
3.72
4.48
47,124
5.71
5.14
54,047
8.89
10.12
106,413
673,519
64.08
6.41
31.70
333.200
38.12
4.27
88.35
0.00
0
0.00
Sep
30
1.87
5.40
4.53
6.12
21.67
235,345
1.84
2.40
26.098
4.32
8.50
92,265
3.60
4.34
47,124
3.69
3.32
36,031
5.37
6.12
66,508
503,370
46.35
6.55
30.68
333,206
37.23
3.29
49.64
0.00
0
0.00
oc
31
3.47
3.85
3.32
2.98
10.54
110,750
1.90
2.48
26,098
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
5.55
6.33
66,508
203,356
19.35
4.66
31.70
333,206
36.36
2.42
21.76
14.60
14
4.76
Nov
30
3.24
3.60
2.08
1.44
5.10
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
6.45
7.35
79,810
135,1115
12.45
4.36
30.08
333.206
35.04
1.51
13.96
35.67
35
11.62
Dec
31
3.41
3.78
1.66
0.74
2.63
27,088
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
27,688
2.63
4.58
31.70
333,206
36.28
1.20
3.84
68.12
67
22.19
Jan
31
3.69
4.09
1.59
0.00
0.00
0
0.00
0.00
0 0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0
0.00
4.96
31.70
333,206
36.66
1.15
1.15
103.62
101
33.76
Feb
28.25
3.05
3.38
1.90
1.36
4.80
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
4.05
4.61
53,207
108.582
9.41
4.10
28.89
333.206
32.99
1.38
10.79
125.82
123
41.00
Mar
31
3.91
4.34
3.04
1.49
5.27
55.375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
1.90
1.71
18.016
5.55
6.33
66,508
139.899
13.31
5.25
31.70
333,206
36.96
2.21
15.52
147.26
144
47.98
Apr
30
3.57
3.97
4.59
5.76
20.39
1221,501
1.81
1 2.40
26,098
3.60
7.08
76,888
3.80
1 4.34
47.124
3.69
3.32
36,031
1 6.45
7.35
79,810
487.451
44.88
4.81
30.68
333,206
35.49
3.34
48.22
1134.52
132
43.83
May
31
3.42
3.80
5.81
5.95
21.07
221,501
3.81
4.97
52.196
5.21
10.24
107,643
5.58
6.73
70.685
5.71
5.14
54,047
6.66
7.59
79,810
585,881
55.74
4.60
31.70
333,206
36.30
4.22
59.96
110.87
108
36.12
2
Jun
30
4.64
5.15
6.35
7.92
28.04
304.564
3.69
4.81
52,196
5.76
11.33
123,020
5.40
6.51
70,685
6.45
5.81
63.054
8.60
9,80
106,413
719.932
66.29
6.24
30.68
333.206
36.92
4.01
70.90
76.89
75
25.05
Jul
31
4.68
5.19
6.39
8.18
28.98
304,564
3.81
4.97
52,196
5.95
11.70
123,020
5.58
6.73
70,685
6.67
6.00
63,054
8.88
10.12
106,413
1719,932
68.50
1 6.29 1
31.70
333,2061
37.99
1 4.65
73.14
41.74
41
13.60
Aug
31
4.77
5.30
5.87
7.81
27.66
290,720
3.81
4.97
52.196
5.95
11.70
123,020
3.72
4.48
47.124
5.71
5.14
54,047
8.98
10.12
106,413
673.519
64.08
6.41
31.70
333,206
38.12
4.27
68.35
11.51
11
3.75
Sep
30
4.87
5.40
4.53
6.12
21.67
235,345
1.84
2.40
26.098
4.32
8.50
92.265
3.60
4.34
1 47.124
3.69
3.32
36,031
5.37
6.12
66,508
503.370
46.35
6.55
30.08
333,206
37.23
3,29
49.64
0.00
0
0.00
llc
31
3.47
3.85
3.32
2.98
10.54
110,750
1.90
2.48
26,098
0.00
1 0.00
1 0
0.00
0.00
0
0.00
0.00
0
5.55
6.33
66508
203,356
19.35
4.66
31.70
333,206
36.36
2.42
21.76
14.60
14
4.76
Nov
30
3.24
3.60
2.08
1.44
5.10
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
6.45
7.35
79,910
135.185
12.45
4.36
30.68
333,206
35.04
1.51
13.96
35.67
35
11.62
Dec
31
3.41
3.78
1.66
0.74
2.63
27,688
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0,00
0
27,688
2.63
4.58
31.70
333.206
36.28
1.20
3.84
68.12
67
22.19
Jan
31
3.69
4.09
1.59
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
1 0.00
0
0.00
0.00
0
0
0.00
4.96
31.70
333,206
36.66
1.15
1.15
103.62
101
33.76
Feb
28.25
3.05
3.38
1.90
1.36
4.80
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
4.05
4.61
53,207
108,582
9.41
4.10
28.89
333,206
32.99
1.38
10.79
125.82
123
41.00
Mar
31
3.91
4.34
3.04
1.49
5.27
55,375
0.00
0,00
0
0.00
0.00
0
0.00
0.00
0
1.90
1.71
18,016
5.55
6.33
66,508
139,899
13.31
5.25
31.70
333,206
36.98
1 2.21
15.52
147.28
144
47.98
Apr
30
3.57
3.97
4.59
5.76
20.39
221,501
1.84
2.40
26,098
3.60
7.08
76,888
3.60
4.34
47,124
3.69
3.32
36,031
6.45
1 7.35
79,810
487,451
44.88
4.81
30.68
333,206
35.49
3.34
48.22
134.52
132
43.83
May
31
3.42
3.80
5.81
5.95
21.07
221,501
3.81
4.97
52.196
5.21
10.24
107,643
5.58
6.73
70.685
5.71
5.14
54,047
6.66
7.59
79,810
585,881
55.74
4.60
31.70
333,206
36.30
4.22
59.96
110.87
108
1 36.12
Jun
30
4.64
5.15
1 6.35
7.22
28.04
304.SG41
3.69
1 4.81
52,196
5.76
11.33
123,0201
5.40
6.51
70.685
6.45
5.81
63,054
8.60
9.80
106,413
719.932
66.29
6.24
30.68
333,206
30.92
4.61
70.90
76.89
75
25.05
3
Jul
31
4.68
5.19
6.39
8.18
1 28.98
304,584
3.81
4.97
52,198
1 5.85
11.70
123,020
5.58
8.73
70,885
8.87
6.00
83,054
8.88
10.12
106,413
719,932
88.50
8.29
31.70
333.208
37.89
4.65
73.14
41.74
41
13.60
Aug
31
1.77
5.30
5.87
7.81
27.66
290,720
3.81
4.97
52,196
5.95
11.70
123.020
3.72
4.48
47,124
5.71
5.14
54.047
8.98
10.12
106,413
673.519
64.08
6.41
31.70
333,206
38.12
4.27
68.35
11.51
11
3.75
Sep
30
4.87
5.40
4.53
6.12
21.67
235.345
1.84
2.40
26,098
4.32
8.50
92.265
3.80
4.34
47,124
3.69
3.32
36.031
5.37
6.12
66,508
503,370
46.35
6.55
30.68
333,206
37.23
3.29
49.64
0.00
0
0.00
Od
31
3.47
3.85
3.32
2.98
10.54
110,750
1.90
2.48
20,098
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
5.55
6.33
66,508
203,356
19.35
4.66
31.70
333,206
36.36
2.42
21.76
14.60
14
4.76
Nov
30
3.2/
3.60
2.08
1.44
5.10
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
6.45
7.35
79,810
135,185
12.45
1 4.38
1 30.68
333,2061
35.04
1 1.51
13.96
1 35.67
35
11.62
Dee
31
3.41
3.78
1.66
0.74
2.63
27,688
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
27,688
2.63
4.58
31.70
333,226
36.28
1.20
3.84
68.12
67
22.19
Jan
31
3.69
4.09
1.59
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0
0.00
4.96
31.70
333.206
36.66
1.15
1.15
103.621
101
33.76
4.80
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
4.05
4.61
53,207
108.582
9.41
4.10
28.89
333,208
32.89
1.38
10.79
125.82
123
41.00
Mar
31
3.91
0.3/
3.04
1.49
5.27
55,375
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
1.90
1.71
18,018
5.55
6.33
66,508
139,899
13.31
525
31.70
33],208
38.96
2.21
15.52
147.28
144
47.98
Apr
30
3.57
3.97
4.59
5.76
20.39
221,501
1.84
2.40
28,088
3.80
7.08
76,888
3.60
4.34
47,124
3.89
3.32
36,031
6.45
7.35
79,810
487,451
44.88
4.81
30.88
733,208
35.49
9.34
4822
134.52
132
47.83
May
31
3.42
3.80
5.81
5.95
21.07
221.501
3.81
4.97
52,198
5.21
10.24
107,843
5.58
8.73
70,885
5.71
5.14
54.047
6.66
7.59
79,830
585,881
55.74
4.80
31.70
333,208
38.30
4.22
59.96
110.87
108
36.12
Jun
30
4.64
5.15
6.35
7.92
28.04
304,564
3.69
4.81
52.196
5.76
11.33
123,020
5.40
6.51
70,685
8.45
5.81
63,054
8.60
9.80
106,413
719,932
66.29
6.24
30.08
333,206
36.92
4.61
70.90
76.89
75
25.05
4
Jul
[AugSep
31
4.68
5.19
6.39
8.18
28.98
304.564
3.81
4.97
52,196
5.95
11.70
123.020
5.58
6.73
70,685
6.67
6.00
63,054
8.88
10.12
106,413
719,932
68.50
6.29
31.70
333,206
37.99
4.65
73.14
41.74
41
13.60
31
4.77
5.30
5.87
7.81
27.66
290,720
3.81
4.97
52,196
5.95
11.70
123.020
3.72
4.48
47.124
5.71
5.14
54.047
8.98
10.12
106,413
673.519
64.08
6.41
31.70
333,206
38.12
4.27
68.35
11.51
11
3.75
30
4.87
5.40
4.53
6.12
21.67
235,345
1.84
2.40
26,098
4.32
8.50
92,265
3.60
4.34
47.124
3.69
3.32
36,031
5.37
6.12
66,508
503,370
46.35
6.55
30.68
333,206
37.23
3.29
49.64
0.00
0
0.00
Oc
31
3.47
3.85
].32
2.98
10.54
110,750
1.90
2.48
26,098
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
5.55
6.33
66,508
203,358
19.35
4.88
31.70
337,208
38.38
2.42
21.78
14.60
14
4.78
Nov
30
3.24
3.80
2.08
1.44
5.10
55,375
0.00
0.00
0
0.00
0,00
0
0.00
0.00
0
0.00
0.00
0
6.45
7.35
79,830
135.185
12.45
4.38
30.88
333.208
35.04
1.51
13.96
35.67
35
11.62
Dec 1 31 1 3.41 1 3.78 1 1.66 1 0.74 1 2.63 1 27,688 1 0.00 1 0.00 1 0 1 0.00 1 0.00 1 0 1 0.00 1 0.00 1 0 1 0.00 1 0.00 1 0 1 0.00 1 0.00 1 0 1 27,688 1 2.63 1 4.58 1 31.70 1 333,206 1 36.28 1 120 1 3.84 1 68.12 1 67 1 22.19 1
37

WASTEWATER IRRIGATION IMPROVEMENTS
WARSAW, DUPLIN COUNTY, NORTH CAROLINA
OWNER
VILLARI BROTHERS FOODS
1012USHWY117
WARSAW, NORTH CAROLINA 28398
PHYSICAL ADDRESS:
135 CARTER BEST ROAD
WARSAW, NORTH CAROLINA 28398
[phone]
CIVIL ENGINEER
CAVANAUGH & ASSOCIATES, P.A.
PO BOX 11197
WINSTON-SALEM, NORTH CAROLINA 28405
[phone]
SURVEYOR
JIM BLANCHARD ASSOCIATES, PC
PO BOX 5
KENANSVILLE, NORTH CAROLINA 28349
[phone]
FINAL DESIGN
NOT RELEASED
FOR CONSTRUCTION
SOIL SCIENTIST / AGRONOMIST/
HYDROGEOLOGIST
EAGLE RESOURCES
P.O. BOX 11189
SOUTHPORT, NORTH CAROLINA 28461
SHEET INDEX
C.1.1
C.1.2
C.2.1
C.3.1
C.3.2
C.3.3
C.3.4
C.4.0
C.4.1
C.4.2
C.4.3
C.4.4
C.4.5
C.5.0
C.5.1
C.5.2
- COVER & SHEET INDEX
- GENERAL NOTES
- EXISTING SITE PLAN - OVERALL
- PROPOSED
SITE PLAN - OVERALL
- PROPOSED
IRRIGATION AREAS
- IRRIGATION
SYSTEM DETAILS - IRRIGATION NORTH
- IRRIGATION
SYSTEM DETAILS - IRRIGATION SOUTH
- PROPOSED
INFLUENT - PUMP STATION
- PROPOSED
INFLUENT FORCE MAIN A - PLAN AND PROFILE
- PROPOSED
INFLUENT FORCE MAIN B - PLAN AND PROFILE
- PROPOSED
IRRIGATION FORCE MAIN - PLAN AND PROFILE
- PROPOSED
IRRIGATION FORCE MAIN - PLAN AND PROFILE
- PROPOSED
IRRIGATION LATERALS - PLAN AND PROFILE
- GENERAL SITE
DETAILS
- GENERAL PUMP
STATION DETAILS
- GENERAL LAGOON DETAILS
PERMIT APPLICANT
MICROLAND GROUP, LLC.
1015 ASHES DRIVE
SUITE 102
WILMINGTON, NORTH CAROLINA 28406
EXISTING
wEr
1 Cr`CKIn
PROPERTY LINE / RIGHT OF WAY
LIMITS OF DISTURBANCE
MAJOR CONTOURS
MINOR CONTOURS
IRRIGATION MAIN
PLUG VALVE
MONITORING WELL
PROPERTY LINE SETBACK
RESIDENCE SETBACK
STREAM SETBACK
IMPOUNDMENT SETBACK
250' COMPLIANCE BOUNDARY
50' COMPLIANCE BOUNDARY
150' REVIEW BOUNDARY
REVIEW BOUNDARY
WETLANDS
TREE LINE
DITCH
FILLED DITCH
X x FENCE
oe OVERHEAD ELECTRICAL
`� UTILITY POLE
PROPOSED
LOD
130
IRR
m
150' SB
400' SB
100' SB
15' SB
250' CB
50' CB
125' RB
RB
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
0
0
Q 1�
(OR 1-800-632-4949)
IT'S THE LAW!
°fir
_: SEAL E
C-1273 =�
= y'
PROJECT
AREA
DUPLIN
COUNTY
PROJECT
SITE
VICINITY MAP
SCALE- NOT TO SCALE
E:AVANAU G H
Stewardship through innovation
DATE: MARCH, 2023
SHEET C.1.1 PROJECT NO. BE.22.001

EXCAVATION SPECIFICATIONS
1. PROTECTION OF PERSONS AND PROPERTY
THE CONTRACTOR SHALL PROTECT STRUCTURES FROM DAMAGE CAUSED BY SETTLEMENT, LATERAL MOVEMENT,
UNDERMINING, WASHOUT AND OTHER HAZARDS CREATED BY EARTHWORK OPERATIONS. ANY SETTLEMENT IN BACKFILL,
FILL OR IN STRUCTURES BUILT OVER THE BACKFILL OF FILL, WILL BE CONSIDERED TO BE CAUSED BY IMPROPER
COMPACTION METHODS AND SHALL BE CORRECTED AT THE CONTRACTOR'S SOLE EXPENSE. ALSO, ANY STRUCTURES
DAMAGED BY SETTLEMENT SHALL BE RESTORED TO THEIR ORIGINAL CONDITION BY THE CONTRACTOR AT HIS SOLE
EXPENSE.
2. DEWATERING
PUMPING EQUIPMENT SHALL BE PROVIDED AND EMPLOYED TO PREVENT RAINFALL AND SURFACE RUNOFF FROM
ACCUMULATING OR FLOWING INTO EXCAVATIONS AND FROM FLOODING THE PROJECT SITE AND SURROUNDING AREA.
PROVIDE AND MAINTAIN PUMPS, SUMPS, SUCTION AND DISCHARGE LINES, AND OTHER DEWATERING SYSTEM COMPONENTS
NECESSARY TO CONVEY WATER AWAY FROM THE EXCAVATIONS. THE DISPOSAL OF CONVEYED WATER SHALL BE DIVERTED
IN SUCH A MANNER THAT NATURAL DRAINAGE OF THE AREA SHALL NOT BE DISTURBED.
3. SOIL EROSION
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTION OF SOIL EROSION DURING CONSTRUCTION TO THE MAXIMUM
EXTENT POSSIBLE.
4. STRIPPING
ALL VEGETATION SUCH AS BRUSH, HEAVY SODS, HEAVY GROWTH OF GRASS, DECAYED VEGETABLE MATTER, RUBBISH AND
ANY OTHER UNSUITABLE MATERIAL WITHIN THE EXISTING PROJECT SITE SHALL BE STRIPPED OR OTHERWISE REMOVED
PRIOR TO THE PLACEMENT OF EMBANKMENT.
5. EXCAVATION AND EMBANKMENT FOR SITE FEATURES
THE ROUGH EXCAVATION SHALL BE CARRIED TO THE NECESSARY DEPTH AS SHOWN ON THE PLANS, TO THE LINES, GRADES
AND ELEVATION SHOWN OR AS DIRECTED BY THE ENGINEER, AND SHALL BE MADE SO THAT THE REQUIREMENTS FOR
FORMATION OF EMBANKMENTS CAN BE FOLLOWED. ON EMBANKMENT, THE DEPTH OF SUBGRADE DENSIFICATION SHALL BE
AS SHOWN ON THE PLANS. SHOULD THE CONTRACTOR, THROUGH NEGLIGENCE OR OTHER FAULT, EXCAVATE BELOW THE
DESIGNATED LINES, HE SHALL REPLACE THE EXCAVATION WITH APPROVED MATERIALS, IN AN APPROVED MANNER AND
CONDITION, AT HIS OWN EXPENSE. THE ENGINEER SHALL HAVE COMPLETE CONTROL OVER THE EXCAVATION, MOVING,
PLACING AND DISPOSITION OF ALL MATERIAL AND SHALL DETERMINE THE SUITABILITY OF MATERIAL TO BE PLACED IN
EMBANKMENTS. ALL MATERIAL DETERMINED UNSUITABLE SHALL BE DISPOSED OF IN WASTE AREAS OR AS DIRECTED AND
SHALL BE REPLACED WITH SELECT MATERIALS DEEMED SUITABLE BY THE ENGINEER. TOPSOIL SHALL NOT BE USED IN
SUBGRADES BUT SHALL BE HANDLED AND PLACED AS DIRECTED. SHOULD EXCESS MOISTURE BE ENCOUNTERED DURING
EXCAVATION IN THE CONSTRUCTION AREAS, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PERFORM ANY
NECESSARY DEWATERING OF THE SITE IN ORDER TO PROVIDE A STABLE EXCAVATED AREA FOR THE PLACEMENT OF
EMBANKMENT. THE ENGINEER RESERVES THE RIGHT TO MAKE MINOR ADJUSTMENTS OR REVISIONS IN LINES OR GRADES,
IF FOUND NECESSARY, AS THE WORK PROGRESSES DUE TO DISCREPANCIES IN THE PLANS OR TO OBTAIN SATISFACTORY
CONSTRUCTION. STONES OR ROCK FRAGMENTS LARGER THAN 2" IN THE GREATEST DIMENSION WILL NOT BE PERMITTED IN
THE TOP 5" OF THE SUBGRADE.
6. FORMATION OF EMBANKMENTS
EMBANKMENTS SHALL BE FORMED OF SATISFACTORY MATERIALS PLACED IN SUCCESSIVE HORIZONTAL LAYERS OF NOT
MORE THAN 6" IN COMPACTED DEPTH FOR THE FULL WIDTH OF THE CROSS SECTION. THE GRADING OPERATIONS SHALL BE
CONDUCTED, AND THE VARIOUS SOIL STRATA SHALL BE PLACED, TO PRODUCE A SOIL STRUCTURE AS SHOWN ON THE
TYPICAL CROSS SECTION OR AS DIRECTED. ALL MATERIALS ENTERING THE EMBANKMENT SHALL BE REASONABLY FREE OF
ORGANIC MATTER SUCH AS LEAVES, GRASS, ROOTS, AND ANY OTHER OBJECTIONABLE MATERIAL. OPERATIONS ON
EARTHWORK SHALL BE SUSPENDED AT ANY TIME WHEN SATISFACTORY RESULTS CANNOT BE OBTAINED BECAUSE OF RAIN,
FREEZING WEATHER, OR OTHER UNSATISFACTORY CONDITIONS IN THE FIELD. THE CONTRACTOR SHALL DRAG, BLADE OR
SLOPE THE EMBANKMENT TO PROVIDE PROPER SURFACE DRAINAGE AT ALL TIMES. THE MATERIAL IN THE LAYERS SHALL BE
OF PROPER MOISTURE CONTENT BEFORE ROLLING TO OBTAIN THE PRESCRIBED COMPACTION. WETTING OR DRYING OF
THE MATERIAL AND MANIPULATION WHEN NECESSARY TO SECURE A UNIFORM MOISTURE CONTENT THROUGHOUT THE
LAYER SHALL BE REQUIRED. SHOULD THE MATERIAL BE TOO WET TO PERMIT PROPER COMPACTION OR ROLLING, ALL
WORK ON ALL PORTIONS OF THE EMBANKMENT THUS AFFECTED SHALL BE DELAYED UNTIL THE MATERIAL HAS BEEN DRIED
TO THE PROPER MOISTURE CONTENT. SPRINKLING SHALL BE DONE WITH APPROVED EQUIPMENT THAT WILL SUFFICIENTLY
DISTRIBUTE THE WATER. SUFFICIENT EQUIPMENT TO FURNISH THE REQUIRED WATER SHALL BE AVAILABLE AT ALL TIMES.
THE EMBANKMENT SHALL BE COMPACTED TO NOT LESS THAN 95% OF THE MAXIMUM STANDARD PROCTOR DENSITY AT
OPTIMUM MOISTURE. DURING CONSTRUCTION OF THE EMBANKMENT, THE CONTRACTOR SHALL ROUTE HIS EQUIPMENT AT
ALL TIMES, BOTH WHEN LOADED AND WHEN EMPTY, OVER THE LAYERS AS THEY ARE PLACED AND SHALL DISTRIBUTE THE
TRAVEL EVENLY OVER THE ENTIRE WIDTH OF THE EMBANKMENT. CARE SHALL BE TAKEN, HOWEVER, NOT TO OVERLOAD
THE EMBANKMENT AREA WITH CONSTRUCTION EQUIPMENT. IN THE CONSTRUCTION OF EMBANKMENTS, STARTING LAYERS
SHALL BE PLACED IN THE DEEPEST PORTION OF THE FILL; AS PLACEMENT PROGRESSES, LAYERS SHALL BE CONSTRUCTED
APPROXIMATELY PARALLEL TO THE FINISHED PAVEMENT GRADE LINE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
STABILITY OF ALL EMBANKMENTS MADE UNDER THE CONTRACT AND SHALL REPLACE ANY PORTION WHICH, IN THE OPINION
OF THE ENGINEER, HAS BECOME DISPLACED DUE TO CARELESSNESS OR NEGLIGENCE ON THE PART OF THE CONTRACTOR.
7. TESTING
THE OWNER WILL PROVIDE THE SERVICES OF AN INDEPENDENT SOILS TESTING FIRM FOR PERFORMING TESTS AS ARE
REQUIRED TO IDENTIFY MATERIALS, TO DETERMINE COMPACTION CHARACTERISTICS, TO DETERMINE MOISTURE CONTENT,
AND TO DETERMINE DENSITY OF FILL IN PLACE. THESE TESTS PERFORMED WILL BE USED TO VERIFY THAT THE FILLS
CONFORM TO THE REQUIREMENTS OF THE SPECIFICATIONS.
GENERAL NOTES
1. TOPOGRAPHICAL INFORMATION PROVIDED BY JIM BLANCHARD ASSOCIATES, PC.
INFORMATION PROVIDED FOR GENERAL DESIGN PURPOSES ONLY - NOT FOR RECORDATION.
2. THE ELEVATIONS SHOWN HEREON ARE BASED ON THE NORTH AMERICAN VERTICAL DATUM
OF 1988 (N.A.V.D. 1988) DETERMINED BY G.P.S. OBSERVATIONS.
3. PROPERTY LINES AS PROVIDED BY JIM BLANCHARD ASSOCIATES, PC. CONTRACTOR SHALL NOTIFY ENGINEER
IMMEDIATELY UPON DETERMINATION THAT CONSTRUCTION ACTIVITIES AS SHOWN MAY RESULT IN THE NEED FOR
ADDITIONAL TEMPORARY CONSTRUCTION EASEMENT(S). THE BEARINGS AND HORIZONTAL CONTROL VALUES SHOWN
HEREON ARE BASED UPON THE NORTH CAROLINA STATE PLANE COORDINATE SYSTEM.
4. THE UNDERGROUND UTILITIES INDICATED ON THE PLANS ARE FROM ASSUMED INFORMATION MADE AVAILABLE FROM THE
OWNER. THIS INFORMATION IS NOT INCLUSIVE OF ALL EXISTING UNDERGROUND UTILITIES AND CABLES. THE
CONTRACTOR SHALL WORK WITH THE OWNER TO MINIMIZE CONFLICTS.
5. CONTRACTOR TO FIELD VERIFY LOCATION OF ALL UTILITIES PRIOR TO COMMENCING CONSTRUCTION.
6. CONTRACTOR SHALL NOTIFY ENGINEER AT LEAST 48 HOURS PRIOR TO PERFORMING WORK THAT MAY AFFECT EXISTING
UTILITIES.
7. CONTRACTOR TO COORDINATE RELOCATION AND/OR ADJUSTMENT OF ALL EXISTING UTILITIES WITH UTILITY OWNER.
8. ALL WORK TO BE PERFORMED IN ACCORDANCE WITH ALL NCDOT, LOCAL, STATE, AND FEDERAL STANDARDS AND
REQUIREMENTS. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY OF ANY AND ALL PERCEIVED CONFLICTS THAT
MAY ARISE FROM THE PERFORMANCE OF THE WORK DESCRIBED IN THE CONTRACT DOCUMENTS.
9. SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION, UNLESS OTHERWISE SHOWN, FROM BOTTOM
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
10. LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY
FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL
SEPARATION -- IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF THE WATER MAIN AT
LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST
EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER.
11. CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS OVER A SEWER, THE
WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18)
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS
AND WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE
OF THE CROSSING.
12. CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER,
BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS
EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
13. UNLESS OTHERWISE SPECIFIED IN THE PLANS, MAXIMUM SLOPES OF EARTHEN AREAS SHALL BE 3:1 OR FLATTER.
14. CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT LOW SPOTS ALONG SEDIMENT FENCING.
15. ALL DISTURBED AREAS TO BE SEEDED, MULCHED, AND STABILIZED IN ACCORDANCE WITH SEEDING SPECIFICATIONS.
16. CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL DEMOLITION AND WASTE MATERIALS.
17. TRAFFIC CONTROL DEVICES SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES AND
AMENDMENTS OR SUPPLEMENTS THERETO. PROPER TRAFFIC CONTROL DEVICES, SIGNS, ETC., SHALL BE INSTALLED TO ENSURE
PUBLIC SAFETY.
18. CONTRACTOR SHALL COORDINATE WITH APPLICABLE ELECTRIC UTILITY REGARDING INSTALLATION OF PIPELINES NEAR UTILITY
POLES, INCLUDING ANY REQUIRED COSTS. IF POSSIBLE, CONTRACTOR SHALL ACHIEVE 5' SEPARATION FROM ALL UTILITY POLES.
19. CONTRACTOR SHALL INSTALL SWALES AS NECESSARY TO DIVERT STORMWATER RUNOFF FROM PROPOSED STORAGE LAGOONS.
20. CONTRACTOR TO FIELD VERIFY ALL EXISTING UNDERGROUND UTILITIES BEFORE COMMENCING CONSTRUCTION.
GENERAL NOTES (RELATING TO SHEET C.3.1
1. ELEVATIONS SHOWN ON THIS PLAN ARE BASED ON AN ASSUMED BENCHMARK ELEVATION AND DO NOT REPRESENT MEAN
SEA LEVEL DATUM.
2. ANY HEAVY VEGETATION AND/OR ROOT MATTER SHALL BE STRIPPED FROM PAD AREA PRIOR TO PLACING FILL. ALL OF
TOP SOIL SHALL BE REMOVED PRIOR TO PLACING FILL. ROOTS IN EXCESS OF 2 INCHES IN DIAMETER WILL NOT BE
ALLOWED IN FILL SECTIONS. TOP SOIL SHALL BE STOCKPILED AT PERIMETER OF PAD FOR USE IN FINAL GRADING AND
ESTABLISHING VEGETATION.
3. ALL FILL MATERIAL PLACED ON THE BUILDING PAD SHALL BE COMPACTED TO 95% OF THE STANDARD PROCTOR MAXIMUM
DRY DENSITY. IT IS REQUIRED THAT COMPACTION BE DONE WITH A SHEEPSFOOT ROLLER.
4. PAD ELEVATIONS SHOWN ON THIS PLAN REPRESENT FINISHED SLAB. SEE PAD CROSS SECTIONS FOR GRADE REFERENCE
POINT.
5. PAD SIDE SLOPES ARE 3:1 UNLESS OTHERWISE NOTED ON PLAN.
6. THE CONSTRUCTION OF THE NEW PAD AND ROAD SHALL MEET ENGINEER'S APPROVAL. THE CONTRACTOR IS
RESPONSIBLE FOR MAINTAINING ANY ROADS THAT ARE USED DURING THE CONSTRUCTION PROCESS.
7. FILL FOR CONSTRUCTION AT THIS SITE SHALL BE OBTAINED FROM BORROW AREAS APPROVED BY ENGINEER.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPLACING/REPAIRING ANY DAMAGE TO DITCHLINES DURING CONSTRUCTION.
THIS INCLUDES REPAIR TO ANY DISTURBED AREAS
9. WATER SUPPLY WELLS PLACED ON THE SITE SHALL BE A MINIMUM OF 1 00'AWAY FROM THE CLOSEST POINT OF ANY
SEPTIC AREA OR LAGOON.
10. EROSION AND SEDIMENTATION CONTROL MEASURES ARE REQUIRED TO PREVENT SEDIMENT FROM LEAVING THE SITE. IT
IS THE CONTRACTORS RESPONSIBILITY TO PROVIDE AND MAINTAIN ALL SUCH MEASURES THROUGHOUT THE
CONSTRUCTION PERIOD.
11. ALL PROPERTY LINES, BLUE LINE STREAMS, AND DRINKING WATER WELLS THAT EXIST IN THE LIMITS OF THIS MAP ARE
SHOWN.
12. ANY WELLS THAT REQUIRE CLOSING ARE TO BE CLOSED SUBJECT TO STATE REGULATIONS.
13. SECONDARY CONTAINMENT STRUCTURES SHALL BE LOCATED ON SITE SUCH THAT ALL POTENTIAL WASTE WATER FROM
RECYCLE OR DISCHARGE PIPES SHALL BE COLLECTED ON SITE.
14. POWER AND/OR PHONE LINES MAY BE WITHIN CONSTRUCTION AREA. THEY SHALL BE LOCATED PRIOR TO EXCAVATION
AND REROUTED AS NECESSARY.
15. UPON ENCOUNTERING ANY BURIED UTILITY, DEBRIS, OR UNSUITABLE FILL MATERIAL, THE ENGINEER'S REPRESENTATIVE
SHALL BE CONTACTED IMMEDIATELY.
16. DRAINAGE SHALL BE INSTALLED UPON FIRST OPPORTUNITY TO ENSURE ROAD, PADS, AND NEW CONSTRUCTION AREAS
SHED WATER.
CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVALS (IF NECESSARY) AND OTHER APPLICABLE PERMITS.
2. FLAG THE WORK LIMITS AND BUFFER AREA FOR PROTECTION.
3. HOLD PRECONSTRUCTION CONFERENCE(S) AT LEAST ONE WEEK PRIOR TO STARTING CONSTRUCTION.
4. INSTALL EROSION CONTROL MEASURES.
5. ROUGH GRADE SITEWORK AREAS AND STOCKPILE TOPSOIL.
6. COMPLETE FINAL GRADING OF GROUNDS, TOPSOIL CRITICAL AREAS, AND PERMANENTLY VEGETATE, LANDSCAPE, AND
MULCH.
7. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSPECTED WEEKLY AND WITHIN 24 HRS AFTER RAINFALL
EVENTS. NEEDED REPAIRS WILL BE MADE IMMEDIATELY.
8. AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND INSTALL PERMANENT VEGETATION ON THE
DISTURBED AREAS.
9. PERMANENT GROUND COVER TO BE ESTABLISHED WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS, WHICHEVER IS
SHORTER.
EROSION AND MAINTENANCE CONTROL SCHEDULE
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY
RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NECESSARY REPAIRS SHALL BE MADE
IMMEDIATELY TO MAINTAIN THE INTEGRITY OF ALL SUCH DEVICES.
2. TEMPORARY ENTRANCE STONE SHALL BE CLEANED OR REPLACED WHEN THE SEDIMENT NO LONGER DRAINS.
3. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE AND AT THE INLET PROTECTION SEDIMENT FENCE
WHEN IT BECOMES APPROXIMATELY 6" DEEP AT THE FENCE. THE SEDIMENT FENCE SHALL BE REPAIRED AS NECESSARY TO
PRESERVE THE INTEGRITY OF THE FENCE.
4. ALL SEEDED AREAS SHALL BE FERTILIZED, RESEEDED AND MULCHED AS NECESSARY TO ESTABLISH A VIGOROUS, DENSE
VEGETATIVE COVER.
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GENERAL NOTES: THE SETBACKS FOR THE SPRAY IRRIGATION SITE SHALL BE AS FOLLOWS:
• EACH HABITABLE RESIDENCE OR PLACE OF ASSEMBLY UNDER SEPARATE OWNERSHIP OR NOT TO BE MAINTAINED AS PART OF THE PROJECT SITE: 400 FT
(1) TOPOGRAPHICAL INFORMATION OBTAINED FROM NCDOT CONTOUR DATA SUPPLEMENTED BY FIELD SURVEY • EACH HABITABLE RESIDENCE OR PLACE OF ASSEMBLY OWNED BY THE PERMITTEE TO BE MAINTAINED AS PART OF THE PROJECT SITE: 200 FT
FROM JIM BLANCHARD ASSOCIATES, PC. INFORMATION PROVIDED FOR ENGINEERING DESIGN PURPOSES ONLY - • EACH PRIVATE OR PUBLIC WATER SUPPLY SOURCE: 100 FT
NOT FOR RECORDATION. • SURFACE WATERS SUCH AS INTERMITTENT AND PERENNIAL STREAMS, PERENNIAL WATERBODIES, AND WETLANDS: 100 FT
(2) WETLAND INFORMATION OBTAINED FROM EAGLE RESOURCES, P.A. • GROUNDWATER LOWERING DITCHES WHERE THE BOTTOM OF THE DITCH INTERSECTS THE SHWT: 100 FT
(3) CONTRACTOR TO FIELD VERIFY LOCATION OF ALL UTILITIES PRIOR TO COMMENCING CONSTRUCTION. • SURFACE WATER DIVERSIONS SUCH AS EPHEMERAL STREAMS, WATERWAYS, AND DITCHES: 25 FT
(4) ALL WORK TO BE PERFORMED IN ACCORDANCE WITH ALL NCDOT, LOCAL, STATE, AND FEDERAL STANDARDS • EACH WELL WITH EXCEPTION OF MONITORING WELLS: 100 FT
AND REQUIREMENTS. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY OF ANY AND ALL PERCEIVED • EACH PROPERTY LINE: 150 FT
CONFLICTS THAT MAY ARISE FROM THE PERFORMANCE OF THE WORK DESCRIBED IN THE CONTRACT • TOP OF SLOPE OF EMBANKMENTS OR CUTS OF TWO FEET OR MORE IN VERTICAL HEIGHT: 15 FT
DOCUMENTS. 1
• EACH WATER LINE FROM A DISPOSAL SYSTEM: 10 FT
(5) UNLESS OTHERWISE SPECIFIED IN THE PLANS, MAXIMUM SLOPES OF PROPOSED GRADING AREAS SHALL BE 3:1---\ SUBSURFACE GROUNDWATER LOWERING DRAINAGE SYSTEMS: 100 FT I ��-• '
OR FLATTER. • PUBLIC RIGHT OF WAY: 50 FT \ ��
(6) CONTRACTOR TO COORDINATE RELOCATION AND/OR ADJUSTMENT OF ALL EXISTING UTILITIES WITH UTILITY /� � NITRIFICATION FIELD: 20 FT
OWNER. --J
- • EACH BUILDING FOUNDATION OR BASEMENT: 15 FT I\
(7) CONTRACTOR SHALL NOTIFY ENGINEER AT LEAST 48 HOURS PRIOR TO PERFORMING WORK THAT MAY AFFECT
EXISTING UTILITIES. F THE SETBACKS FOR TREATMENT AND STORAGE UNITS SHALL BE AS FOLLOWS:
, (8) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT LOW SPOTS ALONG SEDIMENT FENCING NOT TO ) \
EXCEED 200 L.F. INTERVALS. �• EACH HABITABLE RESIDENCE OR PLACE OF ASSEMBLY UNDER SEPARATE OWNERSHIP OR NOT TO BE MAINTAINED AS PART OF THE PROJECT SITE: 100 FT
9 ALL DISTURBED AREAS TO BE SEEDED, MULCHED, AND STABILIZED IN ACCORDANCE WITH SEEDING #-.0 EACH PRIVATE OR PUBLIC WATER SUPPLY SOURCE: 100 FT
SPECIFICATIONS AND AGRONOMISTS RECOMMENDATIONS WITHIN 15 DAYS OF GRADING ACTIVITIES. p` • SURFACE WATERS SUCH AS INTERMITTENT AND PERENNIAL STREAMS, PERENNIAL WATERBODIES, AND WETLANDS. 50 FT NOW OR FORMERLY
(10) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL DEMOLITION AND WASTE MATERIALS. EACH WELL WITH EXCEPTION OF MONITORING WELLS: 100 FT OWEN, KRYSTLE LEIGH & HUS
• EACH PROPERTY LINE: 50 FT \ SEARLES, ALBERT JONATHAN
(11) DITCH IN ZONE 4 PROPOSED CENTER PIVOT IS TO BE FILLED SUBSEQUENT TO APPROVAL OF WETLAND r �\ DUPLIN CO. PIN:247400972449 J \-
� - DELINEATION AND ISSUANCE OF A JURISDICTIONAL DETERMINATION (PJD OR AJD) BY THE ARMY CORPS OF f % I f DB 1946 PG. 792
w ENGINEERS. NOW OR FORMERLY /
- FREEMAN, SARA B
DUPLIN CO. PIN: 249500835775
DB 1368/PG. 526 ( P N NOW OR FORMERLY WOR FORMERLY
1 ;
1 NOW OR FORMERLY I _ i�
/ / \ QUINN, DOUGLAS RONALD \ NOW OR FORMERLY OWEN, KRYSTLE LEIGH & HUS SUTTON, LEONARD FRANKLIN, JR. e
/ DUPLIN CO. PIN: 247500801202 DUPLIN CO. PIN: 247400487004
�' �• � �' i "'' SEARLES, ALBERT G. &WIFE SEARLES, ALBERT JONATHAN /�
DB 909/PG. 776 ' SEARLES, JAN K. DUPLIN CO. PIN: 247400981424 I -i' --DB 1637/PG. 904
DUPLIN CO. PIN: 247400899049 DB 1890/PG. 149
37 rOS„F /
rX NOW OR FORMERLY
-�- MAREADY, EDDIE R. ET ALS DBA
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" � ` / MAREADY ENTERPICES LLC
/ / \ c3C�1 \\ / DUPLIN CO. PIN: 247500215543
\ / v _��3 F DB 151 O/PG. 568
NOW OR FOR
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/ / c NOW OR FORMERLY QUINN, DOUGLAS RONALD /
QUINN, DOUGLAS RONALD I J DUPLIN CO. PIN: 246515744703
/ DUPLIN CO. PIN: 247500627224 I DB 860/PG. 187
DB 1248/PG. 198 L \
00
cs
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�'"'� \ 100' WETLAND � � � � TEMPORARY
I / SETBACK (TYP.) , �g E - f l-. MONITORING I �--
- -- 27 42 -/ / `� �r WELL
NOW OR FORMERLY / �` �j,6'-� \ /� �ci`1 (TYP.)
SUTTON, LEONARD FRANKLIN, JR. \ i
DUPLIN CO. PIN: 247500328271 N65* �O' 28" E
I DB 1637/PG. 913260
. 2 /
/
S'6' 07 E �^' � / :� � NOW OR FORMERLY
1 s� NASH JOHNSON & SONS FARMS
DUPLIN CO. PIN: 248500413579
/ ( 597 DB PG. 39
WASTEWATER LIFT STATION /
FOR TOWN OF WARSAW �J / i l t
_ -- Y ADJACENT
/ (� 1 PROPERTY
PZ-4
BOUNDARY
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NOW OR FORMERLY i ,,�. TW-1 �V E�0 2
MICRO LAND / GROUP, LLC
DUPLIN CO. PIN. 247513243308
I / DB 1874/PG. 435 INTERIOR
PARCEL
N5 21 55 W � `' � LINE (TYP.) � 6
j 196' ' < j 5 NOW OR FORMERLY
49
x /'' % EXISTING POWER / ��1 GARDNER, FRED THOMAS & MOTHER
I / N84� 05"E .+ 1 ` PREVIOUSLY FILLED LINE EASEMENT W/ ' O / GARDNER, CATHERINE MOSS HRS
574.77' < ; I I Z-3 <� �' DITCH (TYP.) 50' SETBACK '' ./ �� SUBJECT DUPLIN CO. PIN: 246500610675
I -� ♦PROPERTY
DB 788 PG. 438
/ ^ BOUNDARY /
/$ r (TYP.)
�.... o AOl - /
I � TW-3 S 69 ' 42'
I _ '
J \„ NOW OR FORMERLY �. � PZ 7 � 77.7$
DUPLIN MICRO INCO. PIGROUP, > N: 24500427402 �_ I I \
- - DB 1958/PG. 184 I �-� O� 150' PROPERTY LINE
SETBACK (TYP.)
_ SWALE (TYP.)
SR
rL 4j 8 3� NO' 29' 34"E �� // 6 - , w� CPR G tPVE�'
!� „W8S �� p6
08'\ 185.47'\ 220.81 „ �� 32' S NOW' OR FORMERLY \ \
ni / 3 0 ' �� - N86' 34 44 E N
N 3 5 » _..i BUTTON, LEONARD FRANKLIN, JR. \ �!
--- 2 \ / O
��w � X � r � 192.23 � �� ����j._ \ DUPLIN CO. PIN: 247400487004 '�. / �� p
-�` / o \ 18 N 86' 34 44 E/ o DB 1637/PG. 904 J
--J Q 1 N 2' 37 50 W X i
NOW OR FORMERLY \
% 0 173.69' s 30.20' ;b c,
_ NOW OR FORMERLY O� \ N1 08' 35"W ® �g ! �_ , ALLEN, THELMA S.
1 ROCK CREEK LIVESTOCK, LLC ;, 6t J, 10 d S DUPLIN CO. PIN:247514338649
DUPLIN CO. PIN: 247500317822 W I I 44.40 i 0 O I DB 1 OE/PG. 52 1D
DB 1958/PG. 256 ml 613 N1 12'-40' NO 39 34 W / �� o� I OP O �, r� / NOW OR FORMERLY
�- -- - - - - �� W y122.68'296° S O DAVIS, EARL C. &WIFE DAVIS,
�-►- --... ,' " +, -N�.' 18' 24"E 13 C0� �,� Al r l SYLVIA JOY JOHNSON
- NC HWY 117 _ _ _ a � �N1 43 13 E \ / DUPLIN CO. PIN: 247500723161
�00 �) 82.46' `-'Jl'. .�F, �Q`Z` / DB 1897/PG. 972
i I -r - RESIDENCE
SETBACK FROM Q, r _ /
SF� ��3 ❑ \ RESIDENCE (TYP.) GP
NOW OR FORMERLY
Desc
Property Owner
DUPLIN CO. PIN:
DEED:
1
WARSAW PROPERTIES, LLC
247514247341
1602 285 2008
2
WARSAW PROPERTIES, LLC
247500306859
1603 285 2008
3
SCHWARZ-RJR, LLC
247500306657
1649 958 2010
4
GARCIA, ELIDA MAIYRA
247500400538
1857 724 2018
5
KEA, LEON & WIFE VERLEA P KEA
246515549193
1100 694 1994
6
BROWN, STEPHEN & BROWN, MARIANNE
247500400430
1850803 2018
7
ROCK CREEK LIVESTOCK, LLC
247500400310
1958 256 2022
8
KORNEGAY, JOHN DANIEL & WIFE KORNEGAY, DORIS ANN S.
249500943086
1467 12 2005
91
FOSTER, CHRISTAINA L
246516844092
1451805 2004
10
ROCK CREEK LIVESTOCK, LLC
247500400103
1958 256 2022
11
JIMENEZ, COINTA
246500436817
1454072011
12
SOUTHERLAND, SAMUEL ERIC
246500435847
1825 754 2017
13
LEONARD, PAUL L. JR., LE
246500435164
1917 2012021
14
WILLIFORD, TRACEYA & WIFE WILLIFORD, WANDA L
247400398569
1174 276 1997
15
ALLEN, DAVIDCLAYBOURNE
247400398484
10646911992
16
ALLEN, THELMA S.
247514237528
10E 52 2011
17
ORTEZ, EDUARDO
247513232542
1552 338 2007
18
ROCK CREEK LIVESTOCK, LLC
247500402284
1958 256 2022
9
s ,
--� -- _� 12 1c�; ���1� NOW OR FORMERLY
N3' 34' 59"W�� _ C� �� 16 I NICHOLSON, KICKY D. &WIFE / / TOWN OF WARSAW
N9 25 28 W O I\ , - S 17 �� \ NICHOLSON, ANTOINETTE M. / PUBLIC WATER (100'
64.66 - DUPLIN CO. PIN:245500725711 �%
46.94 S� % d DB 1663/PG. 976 SETBACK)
N 16' 38' 18"W
52.89 -
--N23 25 40 W -- H-E-
RAILROAD _,��� - �-+- m ASPHALT - 2 W (Co 4ED 1At/ R EAD)
---�� r--- __ ,_N28' 29' 26"W - --, \ \ T - - - -- `- - - --�- i
T- - -'� T
61.02 ��� /
V 1 '
Site -ID
Northing
Easting
Elevation
DW-1
448,925.75
2,276,905.59
144.50
PZ-2
447,127.70
2, 276, 952.07
126.53
P Z-3
450, 755.00
2, 275, 526.82
138.77
PZ-4
449, 715.30
2, 276, 026.27
148.30
PZ-5
448,372.80
2,275,300.24
146.49
PZ-6
448,855.89
2,277,146.41
141.97
PZ-7
450,209.60
2,274,937.00
148.40
TW-1
448,637.43
2,275,929.49
148.21
TW-2
447,516.06
2,277,129.97
134.00
TW-3
449, 676.77
2, 275, 319. 37
148.48
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
(OR 1-800-632-4949)
IT'S THE LAW!
SCALE: 1" = 300
300 0 300
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION
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LAGOON A DATA TABLE
DESCRIPTION
DATA
UNITS
TOD ELEVATION
148.0
FT
FB ELEVATION
146.0
FT
BOTTOM ELEVATION
133.0
FT
TOE OF SLOPE ELEV.
129.0
FT
TOP SURFACE AREA
230,280.0
SQ. FT.
FREEBOARD SURFACE AREA
217,308.0
SQ. FT.
BOTTOM SURFACE AREA
140,010.0
SQ. FT.
TOTAL VOLUME
20,622,472.0
GALLONS
2,757,015.0
CU. FT.
FREEBOARD VOLUME
17,275,983
GALLONS
2,309,463
CU. FT.
LAGOON B DATA TABLE
DESCRIPTION
DATA
UNITS
TOD ELEVATION
148.0
FT
FB ELEVATION
146.0
FT
BOTTOM ELEVATION
133.0
FT
TOE OF SLOPE ELEV.
125.0
FT
TOP SURFACE AREA
240,800.0
SQ. FT.
FREEBOARD SURFACE AREA
229,064.0
SQ. FT.
BOTTOM SURFACE AREA
159,800.0
SQ. FT.
TOTAL VOLUME
22,322,863.0
GALLONS
2,984,340.0
CU. FT.
FREEBOARD VOLUME
18,809,856.0
GALLONS
2,514,512.0
CU. FT.
J
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DITCH IN ZONE 4 PROPOSED CENTER PIVOT '�• a �- -- .� `\� � _ --- �� /
AF
IS TO BE FILLED SUBSEQUENT TO APPROVAL,
OF WETLAND DELINEATION AND ISSUANCE OF
�A JURISDICTIONAL DETERMINATION (PJD ORIN
\\ �- / \ / --�` ,P• -�Jl n AJD) BY THE ARMY CORPS OF ENGINEERS. 1� I �\ I \ y �� / I ` f V
� Klk
�-
'\\ \ �� \ / / j-- \ ✓ --'/ -� FLOOD ZONE AE LIMITS _ Jr '
\ J \ \ o c
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l:�
101
INSTALL DOUBLE -ROW TEMPORARY SILT FENCE, / ` \ \� \ O
APPROX 1.400 LF TYP. i �� I �`e
\ SEE DETAIL
PROPOSED CLEARING
�;
LIMITS. TYP. / ,/���„s
r` INSTALL IRRIGATION SUCTION PIPE
16" DR21 HOPE, PLACE LOW END AT
BOTTOM OF LAGOON, INSTALL
% INSTALL SINGLE -ROW ANTI -SEEP COLLAR, SEE DETAIL
TEMPOFENCE, TIYP + .`... i/ ( \ ZONE lA
� SEE DETAIL �P�``'� \ � � � � 42.49 ACRES
A_ \�- � � 7- ) INSTALL APPROX. 870'LF. � 1
\ ti - `` OF 8" (DR 17) HDPE �� _��-- 7 INSTALL RAIN
- - / -�- _ / I SHUTOFF SENSOR l
IRRIGATION LATERAL ��l
F8 ACRES 14R- 1 I ` 1 li. r-�l �, \ t
% C I
\ 1 \ ( INSTALL LINED STORAGE Q #I \. ` INSTALL APPROX. 2,702 % EXISTING WOODSL[NE
�- ` L.F. 3F 12" Gft 17 HDPE LAGOONS, P.� 1 } ( )�
SEE DETAIL �' \ < IRRIGATION FORCEMAIN 1 � � d�
LAGOON B \/r�
IF
J
5.53 ACRES �
FB STORAGE I \ r i ®/ �� , �� ( 115 64N ACRES ' l l 1 ♦ �' \ �
v \ 1�
l �a� r /
LAGOON A - 18.82 MG) � . r� \R ` 1 � � � 1 I I c z � �\\\\\\\ rS // f I
5.29 ACRES
(FB STORAGE ..� INSTALL A PROX. 353 /�J
L.F. OF 8" HDPE DR 17.27 MG) (
\� I/ram �) �
l % ���� INSTALL IRRIGATION 17) LATERAL I
�% 1 -+ PUMP STATION 2, /` J ! % % y I 1 ( L. ) " \ ♦� \ \ \ SEE DETAIL \\ 1 \
INSTALL APPROX.
\
1 m\\ NOW OR FORMERLY r. 537 L.F. OF 12"
MICRO LAND GROUP, LLC / INSTALL APPROX. 2 32 �G � HDPE (DR 17)
/ e DUPLIN CO. PIN: 247513243308 B IRRIGATION a� `
DB 1874 PG. 435 I ` \\P L.F. OF 12"�DPERA) 1 FORCEMAIN 2 2, l ( I l f ��
/ INFLUENT FORCEMAIN J\R \,
INSTALL APPROX. 1,280 - /
_ \ \R INSTALL APPROX. 353 L.F. c 11 I/
INSTALL APPROX. 158 L.F. OF 8" HDPE (DR17) ,� INSTALL APPROX. 682 L.F. ZONE 3B OF 8" (DR 17) HDPE ` (
1 > ' INFLUENT FORCEMAIN B i� OF 12" HDPE (DR17) 10.95 ACRES
L.F. OF 8" HDPE DR � .•3 ` IRRIGATION FORCEMAIN 1 -,e IRRIGATION LATERAL 2 � �� /
✓ 21) GRAVITY LIN Z3NE 2 / \ / S / PROPOSED 4' HIGH
SEE SHEET C.4.
l
g e j I I I 25.00 ACRES / / '�L • �� \� \ \
' v � RESTRICTIVE 3-STRAND ,J
` BARBED WIRE FENCE (END S _�
\� AT EXISTING WOODLINE)'000
,001
INSTALL INFLUENT �r ZONE 3A
J PUMP STATION 1, f 14.59 ACRES 8S ` i
SEE SHEET C.4.0 o
\
INSTALL IRRIGATION
lb PUMP STATION 1, /; j x / / ., s O \ �� •� �\ -� \\\ j % i-�
SEE DETAIL
LAGOON C U / SS RO R IW \s ,./ J -11 \� -.
3.35 ACRES , xBE 60�--
//i, PRE
(FB STORAGESQN
10.56 MG)
C
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O r I PROPOSED 4' HIGH �/ ! ��'�\ u- \ 1 1 \ 1 \ \ \\ IQ(1p1 `) 1
_� I I EXISTING OVERHEAD RESTRICTIVE 3-STRAND / -J
Od POWER LINES AND ROW\ (� / / � \ �w l 1
WITH 50' SETBACK BARBED WIRE FENCE /
NC
ASPHALT _ 60' r7 - S� � INSTALL IRRIGATION SUCTION PIPE C I
-R/N/ f 16" HDPE (DR17), PLACE LOW END I I I
I AT BOTTOM OF LAGOON, INSTALL \ I \ \ �( ' f r
ANTI -SEEP COLLAR, SEE DETAIL \ \ \ I r
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�_ _ NC HWY 117
ASPHALT - 200 R/W (COMBINED W/ RAILROAD)
-�"- \ ---- -._-
LAGOON C DATA TABLE
DESCRIPTION
DATA
UNITS
TOD ELEVATION
161.0
FT
FB ELEVATION
159.0
FT
BOTTOM ELEVATION
146.0
FT
TOE OF SLOPE ELEV.
148.0
FT
TOP SURFACE AREA
146,205.0
SQ. FT.
FREEBOARD SURFACE AREA
136,773.0
SQ. FT.
BOTTOM SURFACE AREA
82,485.0
SQ. FT.
TOTAL VOLUME
12,678,712.0
GALLONS
1,695,015.0
CU. FT.
FREEBOARD VOLUME
10,563,040.0
GALLONS
1,412,073.0
CU. FT.
Wetted
Area
Predominant
Soil Series
Soil
Designation
Max Zone
Flow Rate
AHLR
Design
Max PR
Zone Name
(acres)
(GPM)
(in/ac-yr)
(in/hr)
1A
42.49
Norfolk
Group II
109.21
49.75
113
15.64
Goldsboro
Group III
16.73
20.71
2
25.05
Lynchburg
Group IV
39.85
30.79
3A
14.59
Goldsboro
Group III
20.71
27.48
313
10.95
Goldsboro
Group III
19.13
33.82
4
13.68
Autryville
Group 1
46.96
66.45
Totals
1 122.4
252.60
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
0
0
Q 1 0
(OR 1-800-632-4949)
IT'S THE LAW!
SCALE: 1" = 300
300 0 300
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
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ON
MIN
LVP
IMF
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PIP
In
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INNA-11, wm\,m 0% M
Mmi
Wetted
Area
Predominant
Soil Series
Soil
Designation
Max Zone
Flow Rate
AHLR
Design
Max PR
Zone Name
(acres)
(GPM)
(in/ac-yr)
(in/hr)
1A
42.49
Norfolk
Group II
109.21
49.75
16
15.64
Goldsboro
Group III
16.73
20.71
2
25.05
Lynchburg
Group IV
39.85
30.79
3A
14.59
Goldsboro
Group III
20.71
27.48
3113
10.95
Goldsboro
Group III
19.13
33.82
4
13.68
Autryville
Group 1
46.96
66.45
Totals
122.4
252.60
Site ID
Eason
Northing
Ground
Elevation
Top of
Casing
Elevation
Screeed
Depths
NA,D83 Ft
NAD83 Ft
NAVD88 Ft
NAVD88 Ft
Ft
7W-1
2,275,956
448,634
148.46
150.26
8.8 - 13.8
7W-2
2,277,130
447 516
133.90
135.90
16.5 - 21.5
PZ`2
2,276,952
44,128
126.60
128.10
9.0 - 12.0
P`3
2,275,042
450,349
146.35
149.35
13.0 - 18.0
PZ-4
2,278,027
449 715
146.50
148.00
13.5 - 16.5
PZ-5
2,275,211
448,338
146.55
150.55
11.0 - 16.0
Pz-6
2 277 146
448,356
141.50
146.00
20.0 - 25.0
7-3
2,275,092
449,512
149.40
150.40
13.0 - 18.0
PZ-7
2,274,937
450,210
148.40
150.90
12.5 - 17.5
D1N-1
2,276,906
448,926
143.90
145.40
25.0..30.0
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
SCALE: 1" 11
11 1 200
SCALE OF MAP MAY VARY
DUE TO METHODSPROD
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-PROPOSEDZONE 4
� I
-� (34.9818,-78.0765
CENTER PIVOT 1
— ) , ER MFR
a
r
160
/ ►►►� _ /s LAGOON B �� t 155
��� ► 12 x12 x8 TEE, 8 GATE
__ f ►/ FB 146.0 VALVE AND 8" (DR21) 150
BOT 133.0 HDPE LATERAL '
LAGOON Ate, / / ' 1 CENTER PIVOT
�� 145
TOD 148.0
FB 146.0
BOT 133.0�_ / 12"x12"x8" TEE, 8" GATE 140 / VALVE AND 8" HDPE LATERAL
(#3) TO -CENTER PIVOT
135
130
\ '
125
12"x12"x§ TEE, 8" GATE
VALLVE AND 8" HDPE /
/ LATERAL/ TO CENTER PIVOT-- PROPOSED ZONE 3B a 120
\R (34.9802,-78.0802)
CENTER PIVOT
f / 625, �R �I ---►� PER MFR �-
PER MFR
PROPOSED ZONEI 2
(34.9831,-78.0815)
I CENTER PIVOT
\ / �� \ C:•
/ f /
�f
f�
HIGHEST IRRIGATION
DROP ELEVATION = 153.00'
TOB 148.00' RIM 147.00'
TWL 1
-46.00'
STORAGE
LAGOON
BOT 133.00'
LEGEND
TOB = TOP OF BERM
TWL = TOP WATER LEVEL
TOB 161.00' 1 6 0 TWL 159.00,
LAGOON C
155
TOD 161.0 150
-` FB 159.0
BOT 146.0 ,-
�145
140
SCALE: 1" =200
200 0 200
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
IRRIGATION RISER
HYDRANT ASSEMBLY
CONTROL PANEL
8" DIP 90°
BEND (FLANGE)
IRRGATION NORTH ZONES
DETAIL ,
SCALE: NOT TO SCALE C.3.3
CENTER PIVOT
SUPPLY LINE
IRRIGATION DROP
(TYP.)
135
130
INSTALL DROPS
AS PER —
MANUFACTURER
SPECIFICATIONS
STORAGE
LAGOON C
IRRIGATION PUMP
STATION 2
160
155
150
145
140
135
130
125
IRRIGATION
SYSTEM
120
115
Ml'1�1��,1�1�L�1:��1�I��'
SCALE: NOT TO SCALE
HIGHEST IRRIGATION
DROP ELEVATION = 153.00'
RIM 162.00'
LEGEND.
TOB = TOP OF BERM
TWL = TOP WATER LEVEL
TRUSS
SUPPORT
BOT 146.0011
IRRIGATION PUMP
STATION 1
SCALE: NOT TO SCALE
AN LENGTH PER M
CABLE
SUPPORT
160
155
IRRIGATION 150
AREA
145
140
MODEL: CENTER -PIVOT SYSTEM
OVERHANG LENGTH:
END GUN SPRAY DIAMETER:
I
(EFFECTIVE SPRAY DIAMETER: PER MFR')
CENTER PIVOT CONSOLE: C.A.M.S. SELECT CONSOLE (CONTROLS CENTER PIVOT OPTIONS)
CENTER PIVOT VOLTAGE: 480V (AMP DRAW = 6.1 AMPS)
SUPPLY WIRE: 3 PHASE COPPER WIRE (8-10GA.)
CENTER -PIVOT REQUIREMENTS:
1. AUTOMATIC END GUN SHUTOFF - TURNS END GUN ON OR OFF AUTOMATICALLY AT ANY PRESET AREA IN THE
FIELD WITH CONTROLS AT CENTER PIVOT CONSOLE.
2. END GUN OVERRIDE - PROVIDES CHECK FOR THE OPERATION OF THE END GUN AT ANY TIME.
-�
3. LOW PRESSURE SHUTOFF SHUTS THE CENTER PIVOT OFF IF THERE IS A LOSS OF WATER PRESSURE WHILE THE
PIVOT IS OPERATING.
4. HIGH VOLTAGE SURGE PROTECTION - HELPS PROVIDE PROTECTION TO THE PIVOT AGAINST LIGHTNING AND
<
VOLTAGE SPIKES.
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5. PHASE LOSS PROTECTION - PROVIDES PROTECTION FOR PIVOT COMPONENTS FROM DAMAGE DUE TO THE LOSS
OF INCOMING VOLTAGE.
6. RUNNING LIGHT - FLASHING STROBE LIGHT LOCATED AT THE CENTER PIVOT TO MONITOR THE OPERATION OF THE
CENTER PIVOT SYSTEM.
�+
7. LOW -VOLTAGE MONITOR - SHUTS THE PIVOT OFF WHEN THE VOLTAGE SUPPLY DROPS, AND PROTECTS THE
MOTORS AND THEIR ELECTRICAL COMPONENTS.
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8. MOTOR COVERS - SHIELD MOTORS FROM DIRECT WATER APPLICATION FOR EXTENDED MOTOR LIFE.
9. POLY SPAN PIPE - SPANS ARE LINED FOR CORROSION PROTECTION DUE TO INDUSTRIAL WASTE PROPERTIES.
10. HIGH FLOATATION TIRES - 14.9" x 24" TIRES (RIM = 12" x 24").
11. HDPE DROPS - PROVIDE IMPROVED EFFICIENCY (UNIFORMITY COEFFICIENT) FOR SPRAY NOZZLES.
12. END GUN - END GUN TO OPERATE AT DESIGNATED LOCATIONS IN THE SPRAY FIELD.
i
13. BOOSTER PUMP - A BOOSTER PUMP MAY OR MAY NOT BE NECESSARY FOR THE OPERATION OF THE END GUN,
AS PER MANUFACTURER'S RECOMMENDATIONS.
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NOTE: ALL OF THE REQUIREMENTS AND EQUIPMENT ABOVE ARE TO BE INSTALLED AS PER THE MANUFACTURER'S
SPECIFICATIONS.
�:4 1!1121zaa Well IgLe_3iNN,1
1
SCALE: NOT TO SCALE
CADMIUM PLATED NUTS,
BOLTS, & WASHERS.
11-619/1'-010/.080 ALUM. NO
SWIMMING, FISHING, OR
DRINKING SIGN TO READ:
"ATTENTION — NON —POTABLE
WATER: NO WADING OR
DRINKING" WITH IDENTIFICATION
SYMBOL. BOLT TO STL. SIGN
POST
STANDARD STEEL
SIGN POST
135
130 8" DIA. 3000 PSI
CONC. BASE
3"
IRRIGATION FIELD
—12"---w-
1 11 /16" ATTENTION
6"
NON -POTABLE 18"
WATER: NO
WADING OR
DRINKING
C1
4"
3'
NOTE: PLACE SIGN
EVERY 100' ALONG
ALONG PUBLIC
ROADWAY OF
IRRIGATION FIELD
LINE.
0
SCALE: NOT TO SCALE
SPAN
LENGTH
VARIES
(SEE
PLAN)
4" MIN. 2,500 PSI YIELD STRENGTH 3.00' CENTER PIVOT TOWER
CONCRETE SLAB (TYP.)
3
III III II I I III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III III 8" FEMALE FEMALE QD x FLANGE ADAPTER HIGH FLOATATION
TIRE (TYP.)
.; 14.9" x 24
CONNECTING HOSE ZONE CENTER -PIVOT (PROFILE VIEW; "
DETAIL 4
8" MALE QD x FLANGE ADAPTER SCALE: NOT TO SCALE C.3.3
8" PLUG VALVE
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HIGHEST IRRIGATION
DROP ELEVATION = 153.00'
160 160
155 ' i 155
150
145
140
135
130
125
120
v _ _ 150
TOB 148.00' RIM 147.00'
IRRGATION SOUTH ZONES
DETAIL ,
SCALE: NOT TO SCALE C.3.4
SCALE: 1 " = 200
200 0 200
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
CENTER -PIVOT REOUIREMENTS
MODEL: CENTER —PIVOT SYSTEM
OVERHANG LENGTH:
END GUN SPRAY DIAMETER:
(EFFECTIVE SPRAY DIAMETER: PER MFR')
CENTER PIVOT CONSOLE: C.A.M.S. SELECT CONSOLE (CONTROLS CENTER PIVOT OPTIONS)
CENTER PIVOT VOLTAGE: 480V (AMP DRAW = 6.1 AMPS)
SUPPLY WIRE: 3 PHASE COPPER WIRE (8-10GA.)
CENTER —PIVOT REQUIREMENTS:
1. AUTOMATIC END GUN SHUTOFF — TURNS END GUN ON OR OFF AUTOMATICALLY AT ANY PRESET AREA IN THE
FIELD WITH CONTROLS AT CENTER PIVOT CONSOLE.
2. END GUN OVERRIDE — PROVIDES CHECK FOR THE OPERATION OF THE END GUN AT ANY TIME.
3. LOW PRESSURE SHUTOFF — SHUTS THE CENTER PIVOT OFF IF THERE IS A LOSS OF WATER PRESSURE WHILE THE
PIVOT IS OPERATING.
4. HIGH VOLTAGE SURGE PROTECTION — HELPS PROVIDE PROTECTION TO THE PIVOT AGAINST LIGHTNING AND
VOLTAGE SPIKES.
5. PHASE LOSS PROTECTION — PROVIDES PROTECTION FOR PIVOT COMPONENTS FROM DAMAGE DUE TO THE LOSS
OF INCOMING VOLTAGE.
6. RUNNING LIGHT — FLASHING STROBE LIGHT LOCATED AT THE CENTER PIVOT TO MONITOR THE OPERATION OF THE
CENTER PIVOT SYSTEM.
7. LOW —VOLTAGE MONITOR — SHUTS THE PIVOT OFF WHEN THE VOLTAGE SUPPLY DROPS, AND PROTECTS THE
MOTORS AND THEIR ELECTRICAL COMPONENTS.
8. MOTOR COVERS — SHIELD MOTORS FROM DIRECT WATER APPLICATION FOR EXTENDED MOTOR LIFE.
9. POLY SPAN PIPE — SPANS ARE LINED FOR CORROSION PROTECTION DUE TO INDUSTRIAL WASTE PROPERTIES.
10. HIGH FLOATATION TIRES — 14.9" x 24" TIRES (RIM = 12" x 24").
11. HDPE DROPS — PROVIDE IMPROVED EFFICIENCY (UNIFORMITY COEFFICIENT) FOR SPRAY NOZZLES.
12. END GUN — END GUN TO OPERATE AT DESIGNATED LOCATIONS IN THE SPRAY FIELD.
13. BOOSTER PUMP — A BOOSTER PUMP MAY OR MAY NOT BE NECESSARY FOR THE OPERATION OF THE END GUN,
AS PER MANUFACTURER'S RECOMMENDATIONS.
NOTE: ALL OF THE REQUIREMENTS AND EQUIPMENT ABOVE ARE TO BE INSTALLED AS PER THE MANUFACTURER'S
SPECIFICATIONS.
CENTER PIVOT SPECIFICATIONS
DETAIL 2
SCALE: NOT TO SCALE
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SEE SHEET C.4.1 FOR
CONTINUATION OF 12" IFM
APPROXIMATE LOCATION OF
EXISTING MECHANICAL EQUIPMENT
_ APPROXIMATE LOCATION EXISTING
PIEDMONT NATURAL GAS LINE,
CONTRACTOR TO FIELD VERIFY LOCATION
AND AVOID CONFLICT WITH PROPOSED
GRAVITY SEWER OR FORCE MAIN
PROPOSED FLOW METER INSTALLED ON 12"
INFLUENT FORCE MAIN. INSTALL SHALL INCLUDE
(1) DOWNSTREAM ISOLATION VALVE, METER
BOX/COVER AND CELLULAR TRANSMITTER FOR
REMOTE READING. LOCATE AS NEEDED TO AVOID
VEHICULAR CONFLICTS AND ALLOWS REQUIRED
STRAIGHT PIPE DISTANCE PER MFR.
APPROXIMATE LOCATION EXISTING DUKE ENERGY
POWER LINE, CONTRACTOR TO FIELD VERIFY
LOCATION AND AVOID CONFLICT WITH PROPOSED
GRAVITY SEWER AND FORCE MAIN
APPROXIMATE LOCATION OF
EXISTING 6" WATER
SS _ S CONCRETE PAD S � SS
SS
SS
f;
SS
SS
/ APPROXIMATE
/ LOCATION OF EXISTING
GAS EQUIPMENT
i
co
EXISTING CONCRETE
LOADING PAD
APPROXIMATE LOCATION OF
EXISTING SCREEN SEPARATORS
CONNECT EXISTING 8" PVC SCREEN
DISCHARGE TO PROPOSED 12" PVC (SDR
35) BY INSERTED 8" TEE, 8"x12" REDUCER
AND 8" BALL VALVE ON EACH SPIGOT.
MAINTAIN CONNECTION TO EXISTING
GRAVITY COLLECTION PIPE TO TOWN SEWER.
APPROXIMATE LOCATION OF
EXISTING GRAVITY SEWER
LATERAL TO TOWN
I
' co
EXISTING VILLARI
BROTHERS FACILITY
� SS
ss
PROPOSED INFLUENT PUMP STATION, LOCATE AS _ SS
NEEDED TO AVOID CONFLICTS WITH EXISTING SS SS
EQUIPMENT. DISCHARGE MANIFOLD SHALL
INCLUDE TEE, VALVE AND BLIND FLANGE FOR
..� FUTURE CAPABILITY TO PUMP TO TOWN WW `S
— � CONNECTION, SEE SHEET C.5.1 FOR DETAIL
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
� U0
(OR 1-800-632-4949)
IT'S THE LAW!
SCALE: 1 " = 20'
20' 0 20'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
150
145
140
135
130
125
120
115
Table 2A: Influent Lift Station A (Detail 1/C.S.1)
Finished Grade:
139.00
ft
Rim:
141.00
ft
Invert In:
135.00
ft
Bottom of Wet Well:
131.00
ft
Depth of Wet Well:
10.00
ft
Design Flow:
700
gpm
Selected Pump Rate:
540 (each pump)
gpm
Total Dynamic Head (TDH):
33
ft
Pump Horsepower:
10 hp
Pump Speed (RPM):
1,760 RPM
Electrical Supply:
480 V
Electrical Frequency:
60 hz
Phase:
30
Impeller Diameter:
8 in.
Motor Type:
TEFL
Selected Pump:
GEA
Pump Model:
4" High Pressure
Shaft Length:
1 10 ft.
HIGHEST ELEVATION = 148.00'
TOD LAGOON A & B
PROPOSED 12" PVC (SDR35) RIM 140.00'
RAVITY LINE ® MIN 0.40% SLOPE
v
BOTTOM 130.00'
LEGEND
GND = EXISTING GRADE
TWL = TOP WATER LEVEL
INFLUENT
PUMP STATION
TO
I 150
STORAGE
LAGOONS
(A,B,C)
LAGOON
A&B I 145
39.00'
IRRIGATION
SYSTEM 140
135
130
'
125
120
115
HYDRAULIC PROFILE
DETAIL
SCALE: NOT TO SCALE
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100—YEAR FLOOD LIMITS
(ZONE AE), TYP. /
REMOVE AND REPLACE-
- EXISTING FENCING TO INSTALL
. T INFLUENT FORCE MAIN
� b /
PROPERTY LINE, TYP. o� —
` 9+00 ��� " ��' x 13+00 t
l� f Cl, 1 ► / ��10+00 X� IFj�FJ'/�
r I�
X l r
APP
l l / LOC
EXIE
\ II d,ll MAINTAIN SUITABLE CLE
SANITARY SEW RE ANDS
FIELD VERIFY ACTUF
I + INSTALL APPROX. 2,932
L.F. OF 12" HDPE (DR17)
� � INFLUENT FORCEMAIN A / I� x
\ VILLARI BROTHERS
FOODS I
l IIINSTALL INFLUENT PUMP I
STATION 1, SEE DETAIL I
/ w SHEET C.5.1 /
% INSTALL APPROX. 158 L.F. OF 8" I ,r
\� / '�� o PVC (DR 35) GRAVITY LINE SEE I
o SHEET C.4.0, PROFILE THIS SHEET
I / ------ CONNECT 8" PVC (DR 35)
GRAVITY LINE TO LIQUID
/ + DISCHARGE OF SCREEN
SS SEPARATORS SEE SHEET C.4.0
V.
l/
L I
— 15+00
,PPROXIMOCATII ON AOF k TE ' 1 g = N
XISTING FENCING
)XIMATE x, L/ / \;.
ION OF
I 1 �
qG GAS TANK p
I f / le / / \\ N 3 11�
ANCE (SEE Gox p %IN �I
W EXISTING
TER LINES,
l /
LOCATIONS't<
INSTALL 80 LF /
HORIZONTAL
Nu / DIRECTIONAL DRILL, If l
SEE DETAIL SHEET
c.5.2
co
GO
34
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BEFORE Y U G! I
NC ONE CALL I
(TOLL FREE)
I le 1 IIIII o SCAL . 1-10o,_,d
I _ II 0 10 100
� �
lIIle 11 OR 1-80d, 632-4949
I f JI �C ) ALE F MAP MAY VARY
ITS TIC LAW! DUE TO M qDS OF REPRODUCTION.
INSTALL 12" HDPE (DR17)
FITTINGS, AS NEEDED
0
INSTALL APPROX. 1,280 L.F. OF 8" /
HDPE (DR17) INFLUENT FORCEMAIN B,
SEE SHEET C.4.2 S —
vJ %
\ / PREVIOUSLY FILLED
\ DITCHES, TYP.
SCALE: HOR. 1 "=100'
VERT. 1 "=10'
155
150
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12"
GRAVITY
—1 +00 0+00 1 +00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21 +00 22+00 23+00 24+00 25+00
\ ULU UU T FM —A
155
150
Q
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TEE INTERSECTION
45' BEND
DETAIL
SCALE: NOT TO SCALE
HH COVER,
LOGO: "IRRIGATION ARV"
QUAZITE BOX
MODEL:PG2424BB30
OR EQUAL
AIR RELEASE VALVE
(VALMATIC OR
APPROVED EQUAL) a
4" S.S. NIPPLE
4" BALL VALVE
4" S.S. NIPPLE
4" 90' BEND
(SEE NOTE 2 BELOW)
FITTINGS, VALVES AND PIPE
FOR ARV SHALL BE 316
STAINLESS STEEL
12" #57 BEDDING ROCK
TO INVERT OF NIPPLE
1. CONCRETE SHALL BE 3000 PSI.
2. CONCRETE SHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL
JOINT FITTINGS.
3. TRENCHES SHALL CONFORM TO
STANDARD DETAILS AS SHOWN ON THIS SHEET
4. SEE STANDARD THRUST BLOCK
QUANTITY TABLE (RIGHT) FOR
CONCRETE REQUIRED.
5. ALL BENDS AND INTERSECTIONS SHALL
HAVE CONCRETE THRUST BLOCKING.
I y.
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THRUST BLOCK AREA ' �' " '' `'' '' ` �'•'
4
C.5.0
90' BEND
- VARIES
DITCH
(WHERE EXISTS)
/ 4" UNIONMAINTAIN
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POSITIVE 1 M I N
SLOPE 1
MOUSEHOLE
4" STAINLESS /
FORCEMAIN
REACTION BEARING AREAS FOR
HORIZONTAL PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I. (ALL AREA IN SQUARE FEET)
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11 1 4'
22 1 2'
45'
30 779
8
16
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15
29
35
8
8
15
57
6
PLUG
1 40,213
1 10
1 21
1 25
1 5
1 5
1 10
1 41
1 5
NOTES:
REACTION BEARING AREAS ARE IN SQUARE FEET MEASURED IN A
VERTICAL PLANE IN THE TRENCH SIDE AT AN ANGLE OF 90' TO THE THRUST VECTOR.
USE 6"-90' BEND VALUE FOR HYDRANTS FOR ADDITIONAL SAFETY FACTOR
4" 90'
S.S. BEND
4" S.S.
NIPPLE
PLUG/GATE VALVE \
BACKFILL WITH #57 WASHED STONE TO SPRING LINE
OF PIPE (MIN. 4" BELOW VALVE AND PIPE)
GIA�I� Ii?3KiPl��
ALVE BOX SHAFT
VALVE BOX BASE
2" FORCEMAIN
PROVIDE SOLID CONCRETE BLOCK
SUPPORT DIRECTLY UNDER VALVE
FLANGE/PIPE FLANGE
NOTES:
1. A VALVE BOX SHOULD BE PROVIDED FOR EACH VALVE USED IN BURIED SERVICE
APPLICATION. VALVE BOXES SHOULD BE INSTALLED SUCH THAT NO LOAD IS
TRANSFERRED TO THE VALVE.
2. PREPARE PIPE ENDS ACCORDING TO MANUFACTURERS INSTRUCTIONS. INSTALL VALVE
PER PROPER METHODS ACCORDING TO END JOINT TYPE. ALL PIPING SHOULD BE
PROPERLY SUPPORTED TO AVOID LINE STRESS ON THE VALVE. DO NOT USE THE VALVE
AS A JACK TO FORCE A PIPELINE INTO POSITION.
SCALE: NOT TO SCALE
Q
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THRUST ROD SIZE AND QUANTITY PER
MANUFACTURER'S SPECIFICATIONS
STAINLESS STEEL
WIDE OR DOUBLE
STRAP SERVICE
SADDLE WITH
I.P.S. THREAD
NOTES:
1. ABOVE DETAIL IS BASED ON 4" AIR RELEASE VALVE. CHANGE PIPE AND FITTINGS ACCORDINGLY
FOR OTHER VALVE SIZES AND TYPES. VALVE SIZES SHALL BE DETERMINED BY THE ENGINEER.
2. THE MINIMUM DIMENSION FROM INVERT TO FINISHED GRADE SHALL BE 24".
3. CONTRACTOR TO VERIFY ACTUAL ROW/PROPERTY LINE LOCATION AT ARV LOCATION. WHEN ARV
PLACEMENT CONFLICTS WITH EXISTING DITCH, CONTRACTOR TO CONTACT ENGINEER FOR FINAL
ARV PLACEMENT.
4. LOOP SUFFICIENT AMOUNT OF TRACER WIRE INTO BOX TO ALLOW EASE OF ACCESS.
OFFSET AIR RELEASE VALVE
DETAIL r2
SCALE: NOT TO SCALE C.5.0
SEE PLAN
PUBLIC RIGHT
EXISTING 8„ OF WAY EXISTING
GROUND GROUND ti
CRUSHED STONE
CRUSHED STONE PROVIDE TRANSITION BETWEEN CONSTRUCTION
ENTRANCE/EXIT & EXISTING ROAD.
PROFILE PLAN
NOTES:
1. STONE SIZE - 3-2" COURSE AGGREGATE, CRUSHED STONE MAY BE USED.
2. WHEN NECESSARY, WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE
ONTO PUBLIC RIGHT OF WAY. WHEN WASHING IS REQUIRED, IT SHALL BE PERFORMED ON
A SURFACE STABILIZED WITH CRUSHED STONE, DRAINING INTO AN APPROVED SEDIMENT
TRAP OR SEDIMENT BASIN. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING ANY
STORM DRAIN, DITCH OR WATERCOURSE THROUGH THE USE OF SANDBAGS, GRAVEL,
BOARDS OR OTHER APPROVED METHODS.
3. THE ENTRANCE/EXIT SHALL BE MAINTAINED IN A CONDITION WHICH PREVENTS THE
TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS OF WAY. THIS MAY REQUIRE
PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR
AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED,
DROPPED, WASHED, OR TRACKED ONTO PUBLIC RIGHTS OF WAY MUST BE REMOVED
IMMEDIATELY.
4. MINIMUM DIMENSIONS: (ALSO SEE EROSION CONTROL PLANS) LENGTH AS EFFECTIVE BUT
NOT LESS THAN 50 FEET. WIDTH NOT LESS THAN FULL WIDTH OF ALL POINTS OF INGRESS
OF EGRESS THICKNESS NOT LESS THAN EIGHT (8) INCHES.
CONSTRUCTION ENTRANCE/EXIT
DETAIL 3
SCALE: NOT TO SCALE C.5.0
DIP BELL AND SOCKET
HARNESS RESTRAINT (TYP.)
MECHANICAL
RESTRAINT (TYP)
N OTE:
CONTRACTOR SHALL INSTALL THRUST BLOCKING AT EACH CHANGE
OF DIRECTION. FOR THRUST BLOCKING SEE DETAIL 4/C.5.0
MECHANICAL RESTRAINT SYSTEMS TYP.
DETAIL 5
SCALE: NOT TO SCALE C.5.0
PROPOSED FC
NATIVE CLAS
CLASS III COMF
BA
EXISTIN
EXISTING
CLASS II JUILS
NOTE:
1. USE FOR PRESSURE PIPE WHEN EXCAVATION OF TRENCH
BOTTOM RESULTS IN STABLE CONDITIONS.
2. CLASS II BEDDING REQUIRED WHEN NATIVE ROCK BEDS
ENCOUNTERED.
3. USE SUITABLE TAMP RODS TO ENSURE BEDDING IS
THOROUGHLY TAMPED UNDER THE PIPE HAUNCHES.
4. Bc = DIAMETER OF PIPE BARREL
PIPE BEDDING
DETAIL 4
SCALE: NOT TO SCALE C.5.0
6
C.5.0
TEMPORARY
RATE
SPECIES
(LB/AC)
DATES
RYE (GRAIN)
120
DEC. 1 - APR. 15
KOBE LESPEDEZA
50
DEC. 1 - APR. 15
GERMAN MILLET
40
APR. 15 - AUG.. 15
RYE (GRAIN)
120
AUG. 15. - DEC. 30
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING
TOOL.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE,
REFERTILIZE IN THE SECOND YEAR ACCORDING TO SOIL
TESTS OR TOPDRESS WITH 500 LB/ACRE 10-10-10
FERTILIZER. RESEED, REFERTILIZE, AND MULCH AREA
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
IF SEEDING IN FALL, TOPDRESS WITH 50 LB/ACRE OF
NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND
TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH
50 LB/ACRE KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
N PERMANENT SEEDING AS PER
AGRONOMIST RECOMMENDATION
TEMPORARY SEEDING SCHEDULE
DETAIL r7
SCALE: NOT TO SCALE C.5.0
,STEEL POST
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SOS N/F� T
� ST MZ,-
N N
O S�Ri ��S nq
NOTE:
BURLAP SHALL NOT
BE USED.
12 GAUGE 4"X4" OR 2"X4" WELDED
WIRE HOOKED ONTO PREFORMED
CHANNELS ON STEEL POST
STEEL POST
WELDED WIRE MESH-
BACKFILL
EROSION & SILTATION
CONTROL FABRIC
WELDED WIRE MESH
ALTERNATE: IN LIEU OF BURYING
SKIRT, 6" OF NO.5 STONE MAY BE
USED TO ANCHOR SKIRT.
°RC\NG
N °F ARE
411 °�SS\RE�NF°RG\NG M
P
GROUND LINE
24" MIN. EXTRA DEPTH
REQUIRED FOR
NON -STABLE SOILS
SECTION VIEW
SEDIMENT FENCE DETAIL
NOT TO SCALE
MAXIMUM SEDIMENT STORAGE LEVEL.
/ REMOVE SEDIMENT WHEN THIS LEVEL IS
REACHED OR AS DIRECTED BY
/ CONSERVATION INSPECTOR.
/ ULTRAVIOLET RESISTANT (BLACK)
MIRAFI FABRIC OR EQUIVALENT
SECURED TO WIRE WITH METAL CLIPS
OR WIRE AT 8" OFF CENTER.
-NATURAL GRADE
CARRY APPROXIMATELY 12" OF FABRIC INTO
-TRENCH, COVER WITH SOIL AND TAMP BACKFILL.
-CARRY 6" OF WIRE INTO TRENCH.
STEEL POSTS AT 10' OFF CENTER MAXIMUM GENERAL NOTES:
SEDIMENT FENCE DETAIL
NOT TO SCALE
MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT
LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE
EXPECTED USABLE LIFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC SHALL BE
REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE
REMOVED WHEN DEPOSITS REACH APPROXIMATELY 0.5 FT. IN DEPTH
4. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE OR FILTER BARRIER
IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE,
PREPARED AND SEEDED.
5. PROVIDE OUTLETS IN SEDIMENT FENCE AT LOW SPOTS FOR DEWATERING LARGE AREAS
(USE CLASS B STONE).
TEMPORARY SEDIMENT FENCE
DETAIL ,Q
SCALE: NOT TO SCALE C.5.0
ELEVATION
1. FENCE FABRIC SHALL BE A
MINIMUM OF 32" IN WIDTH AND
SHALL HAVE A MINIMUM OF 6
LINE WIRES WITH 12" STAY
SPACING.
2. FILTER FABRIC SHALL BE MIRAFI
100 FABRIC OR EQUIVALENT.
BURLAP CANNOT BE USED
WHERE SILT FENCE IS TO
REMAIN FOR A PERIOD MORE
THAN 30 DAYS.
3. STEEL POSTS SHALL BE 1.33
LBS./L.F. HAVE A MIN. LENGTH
OF 5' AND BE OF THE
SELF -FASTENER ANGLE STEEL
TYPE.
MENT NO. 5
WASHE
STON
STONE OUTLET CLASS II
RIP -RAP BASE WITH WASHED
STONE FACE
NOTE: CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT LOW SPOTS
ALONG SEDIMENT FENCING NOT TO EXCEED 200 L.F. INTERVALS.
SCALE: NOT TO SCALE
C.5.0
Z�
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SHEET NUMBER
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FROM FACILITY
PUMP ATTACHED TO WET
WELL WALL WITH MOUNTING
BRACKET PROVIDED BY
PUMP SUPPLIER
HOG PUMP
STEEL U—BRACKET
'ONTROL PANEL
WARNING LIGHT
4UDIBLE ALARM
1 1/2" FIBERGLASS
REINFORCED PLASTIC
GRATING, SUCH AS
BEDFORD PRORIGID OR
EQUIVALENT (TYP.),
INSTALLED BY OWNER
HDPE LOW SWEEP
90' BEND (FLxFL)
HDPE FLANGE
ADAPTOR, TYP.
HDPE OR SCH 80 PVC BALL VALVE (FLxFL)
FUTURE PUMPED
CONNECTION TO TOWN
® SEWER. VALVE TO REMAIN
CLOSED UNTIL FUTURE
APPLICATION IS INSTALLED
BLIND
HDPE TEE FLANGE
Ia. •' •' .. ,,- .. ;a .. I HDPE TEE
L-------------------
SAFETY FENCING / RAILING
(MIN. 42" HEIGHT) TO BE
INSTALLED BY OWNER
TENSIONING PLATE
SCREW
WITH RETAINER NUT
S
FROM FACILITY WW
LATERAL VIA NEW
PLAN VIEW
NOTE: REDUCER, VALVES, AND PIPE
SIZING BASED ON FORCEMAIN
SIZE, SEE SITE PLAN
HDPE
FORCE MAIN
REVERSED REDUCER HDPE OR SCH 80 PVC BALL VALVE (FLxFL)
HDPE
FLANGE
HDPE CHECK ADAPTER
VALVE
FLANGES TO FACILITATE
IF PUMP REPAIR AND REMOVAL
7_11ITT-7 ----- T
PIPE
SUPPORT
n�
GRAVITY LINE
ELASTOMERIC 12"
BOOT (TYP.)
6"
12"
6"
d.
6" 1 "S a �� Y..4
5.0'
7.0'
NOTE: SEE OVERALL
SITE PLAN SHEET
FOR ADDITIONAL
INFORMATION
SECTION VIEW
HDPE 22.5' BEND
FLANGES TO FACILITATE
MAINTENANCE AND
CLEAN —OUTS
HDPE J
HIGH
LEVEL
ALARM
LEAD AND LAG PUMPS ON
LEAD PUMP ON (LAG PUMP OFF)
MINIMUM LIQUID LEVEL (LEAD PUMP OFF)
INFLUENT LIFT STATION
DETAIL ,
SCALE: NOT TO SCALE
2' MIN.
PUMP STATION NOTES:
1. REFER TO CIVIL PLANS FOR PIPE SIZES AND PUMP SIZE SPECIFICATIONS.
2. PUMP MOUNT TO BE INSTALLED IN ACCORDANCE WITH PUMP MANUFACTURER'S
SPECIFICATIONS.
3. ALL GASKETED JOINTS SHALL BE INSPECTED FOR LEAKS PRIOR TO CONTINUOUS
PUMP STATION OPERATION.
4. PIPE LENGTHS SHOWN AS APPROXIMATE. EXACT PIPE LENGTHS SHALL BE
VERIFIED BY CONTRACTOR PRIOR TO INSTALLATION.
5. ALL INTERIOR WET WELL HARDWARE, INCLUDING ANCHORS AND BOLTS, SHALL BE
TYPE 316 STAINLESS STEEL OR BETTER.
6. ALL WET WELL PENETRATIONS SHALL BE EQUIPPED WITH AN ELASTOMERIC BOOT
AND GROUTED WITH TYPE S CONCRETE MORTAR (TYP).
7. ALL CONCRETE, PRE -CAST, OR CAST IN PLACE SHALL YIELD A 28 DAY
STRENGTH OF 4000 PSI (MINIMUM).
8. ALL UNDERGROUND UTILITIES IN AREA OF EXCAVATION TO BE CONFIRMED AND
LOCATED BY CONTRACTOR PRIOR TO COMMENCING CONSTRUCTION.
9. ALL PRECAST CONCRETE STRUCTURES SHALL BE REINFORCED WITH STEEL RODS
AS NECESSARY AND APPROPRIATE WIDTH AND DEPTH AND SO INDICATED ON
SHOP DRAWINGS SUBMITTED TO ENGINEER FOR APPROVAL.
MIN. 3000 PSI CONCRE
PROF
�° v l g>> O Q >2
MIN 0 z Q o
LL_W
Q)
ANTI -SEEP COLLAR ISOMETRIC VIEW
DETAIL 2 L-Lj Q W Q
SCALE: NOT TO SCALE C.5.1 z
NOTE: MINIMUM THICKNESS
FOR CONCRETE ONLY
Q
m Z :3
_ O i-OCL
O 02
W
J Q�z
NOTE: IRRIGATION SYSTEM
VENDOR SHALL SUPPLY AND SHEET NUMBER
INSTALL AFLOW METER
DOWNSTREAM OF EACH
ANCHOR HDPE SYNTHETIC LINER WITH 24"X36" IRRIGATION PUMP. C.5. 1
(WIDTHxDEPTH) KEY WAY TRENCH ALONG THE
PERIMETER OF DIGESTER AS PER
MANUFACTURER SPECIFICATIONS.
RIM PER PLAN
4•
O '
TOP OF DIKE= 0.00' °
—� PIPE SIZE
PER PLANS I I I
_ I I —III —I o
_— I I—_—III—III—IIILu
111-11 I-1 I I —I 1 I —III— W L -2 ° III —I I N FREEBOARD LEVEL = —2.00' _
_ II —II CN
CN
i-1 I I-1 11— — — — d . Cl
N J
—III—III �
3, — III —III —II cn
W W
8" PUMP ROTATED 90'
INSTALL ANTI -SEEP I III— FOR DETAIL CLARITY
COLLAR PER DETAIL V --III—III o a o v
THIS SHEET I I 1-111-11 °
..a
_—III—I I I —I
—III—III ���•° �'� .. "
N
16 DR 17 HDPE ® 0% SLOPE
BOTTOM ELEV.= REFER TO CIVIL PLANS"file limW
4.4
In V
III —III —III —III —III —III —III -,/ ,,\
SEE SITE PLAN FOR PUMP
STATION ELEVATIONS °
a d Z M
'•' a ,,,",
H UJ
DETAIL 2 w �_ z;�i'=_M
SCALE: NOT TO SCALE C.5.1
W U) =
Q�Q
Z O U •,�"dy, icy \���.
O
LL

I�
„
8 HDPE IFM
I -III —III —III— FREEBOARD LEVEL = —2.00' N
- - -III- -- -------------------------------------------
FROM INFLUENT
II PUMP STATION CONTRACTOR TO ENSURE ci °
III— TERMINUS OF INLET PIPING o
II—_ EXTENDS AT LEAST 2' BELOW
_ FREEBOARD LEVEL. N °
°
III -I 3, CONTRACTOR SHALL INSTALL MIN. 10 CLEARANCE Q
ADDITIONAL 45' BENDS AS PROPOSED TOE OF FILL OR AS REQUIRED Z
IT
-I �1 NECESSARY TO ACCOMPLISH FOR LAGOON N N
CONSTRUCTION
(N c
III-_ N
U)
in >
�, O
—III— LAGOON Lo
—III_ cn EXISTING WETLAND co
cz
—_ BOTTOM ELEV.= REFER TO CIVIL PLANS
HDPE SYNTHETIC 60 MIL co)
DIGESTER LINER (BY —
HDPE INSTALLER)
N � a
O Q
co a
°
PROPOSED DOUBLE —ROW SILT
N FENCE W/ OUTLETS AS co
°
NEEDED Q
U
INFLUENT HEADERS — PIPE DETAIL
DETAIL ,
SCALE: NOT TO SCALE c.5.2 TYPICAL EROSION CONTROL AT D LOCA'DONS
DETAIL 2 � W
SCALE: NOT TO SCALE C.5.2 0 (J� J J
—
LL_Q ( Q
O Z
c
or —
I— LL
0
m
z woQ
CL
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o � W
3'MIN. Q wpZ
Ld
\ \ \ \ \ \ \ DITCH LEVEL \ \ \ \ \ \ \ \ �J (/) c
3' M l�\\\\\\\\\\\\\\\\�� VARIES\\/\\/\\/\\/\\/\\/\\/ Q
ANTI —SEEP COLLAR (CONCRETE/
OR HDPE) TO BE PLACED �
AROUND HDPE �/�\//\//\//\�3 MIN. // // // // / SHEET NUMBER
SEE DETAIL 6/C.5.3\\\i\�
RETURN PIPE BURY DEPTH TO '
DIRECTIONAL BORE HDPE PIPE 3' BELOW EXISTING GRADE AT
BORE ENTRANCE ANGLE SHALL EXIT ANGLE IN ACCORDANCE
NOT EXCEED MANUFACTURER'S WITH MANUFACTURERS
SPECIFICATIONS SPECIFICATIONS
HORIZONTAL DIRECIONAL DRILL DITCH CROSSING
DETAIL 4 0
ANCHOR HDPE SYNTHETIC LINER WITH 24"X36" SCALE: NOT TO SCALE
(WIDTHxDEPTH) KEY WAY TRENCH ALONG THE r7 N O
PERIMETER OF DIGESTER; o m Z
NOTE: PRIOR TO PLACEMENT OF HDPE IN TRENCH, EN L
THE TRENCH SHALL BE INSPECTED FOR ANY LOOSE pz'
SOIL OR DEBRIS, AND ANY SUCH LOOSE MATERIALS
NOTE: REMOVED AND/OR COMPACTED
/ TOP OF DIKE WIDTH: 10 MIN.
® N W
ELEVATIONS SHALL BE AS TOP OF DIKE EL. 0.0' FREEBOARD Q oc
SPECIFIED ON PLANS 30
— — — — — 311'
ELEV: —2.0' � Q. Q U 1 (n
SUITABLE CLAY PLACED IN — — — — — — •••••,,,,,,,'1'1"�
\/\/\/\/\//\/\ \ PROPOS�O--------6»MTOXATOEAST9D%IFTS---------
\\\\\\\\\ ;ova
''.
\\\\\//\//\/ STANDARD PROCTOR — — — — — — — — — — —:o
\/\/\/\/\/\/\/\/\MAXIMUM DRY DENSITY AND y v =
\\\ WITHIN
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EXISTING GR AD E\ — — — — — — — — — — — — — — — — — — — — — — — — — — — - ���,','',,•,•.....•vP••••••••-•
<\ <\ <\ <\ <\ <\ <\ <\ <\ < \, C A
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HDPE SYNTHETIC 60 MIL /\ /% /\ /\ / p — •00000,
••` fin''••. _
LINER (BY HDPE INSTALLER) \\\\/\ j/\ j \ j / / / / / �/ Z w ~ •' o
NEW LAGOON —SECTION VIEW\�\\/lo—��//�//�//�//� ji,,�' Q W =� �=
DETAIL 3 J w 071
SCALE: NOT TO SCALE C.5.2 Z H ''•� �� Pam`••`
0

at-- I-

Pressure
' 25.00
50.00
' Flow
25.00
50.00
75.00
100.00
GPM
Villari Wastewater Irrigation System
EPANET Model Printout of Influent Pump Station
Distribution to each of three storage lagoons
IPS-A
4" HIGH PRESSURE 540 GPM @33' (EACH PUMP) 1080 GPM (COMBINED FLOW)
tg_B
Day1, 1;
EPANET 2 Page 1

Page 1 3/17/2023 4:28:11 PM
**********************************************************************
* E P A N E T
* Hydraulic and Water Quality
* Analysis for Pipe Networks
* Version 2.2
**********************************************************************
Input File: IPS Villari (2023-3-7).net
Villari Wastewater Irrigation System
Link - Node Table:
----------------------------------------------------------------------
Link
Start
End
Length
Diameter
ID
Node
Node
ft
in
----------------------------------------------------------------------
P1
31
33
25
11.16
P2
32
33
25
11.16
P5-12in
33
34
2932
11.16
P3-8in
34
Lag_C
1279
7.549
P6-12in
34
Lag_B
238
11.16
P4-12in
34
Lag_A
86
11.16
P-1
IPS
31
#N/A
#N/A Pump
P-2
IPS
32
#N/A
#N/A Pump
Energy Usage:
Usage
Avg.
Kw-hr
Avg.
Peak
Cost
Pump Factor
Effic.
/Mgal
Kw
Kw
/day
----------------------------------------------------------------------
P-1 100.00
75.00
138.27
4.48
4.48
0.00
P-2 100.00
75.00
138.27
4.48
4.48
0.00
----------------------------------------------------------------------
Demand Charge: 0.00
Total Cost: 0.00
Node Results:
----------------------------------------------------------------------
Node
Demand
Head
Pressure
Quality
ID
----------------------------------------------------------------------
GPM
ft
psi
J1
0.00
163.01
70.63
0.00
32
0.00
163.01
70.63
0.00
33
0.00
162.73
16.78
0.00
34
0.00
148.39
1.47
0.00
IPS
-1079.68
130.00
0.00
0.00
Reservoir
Lag_C
-568.00
161.00
0.00
0.00
Reservoir
Lag_A
1044.72
148.00
0.00
0.00
Reservoir
Lag_B
602.97
148.00
0.00
0.00
Reservoir

T
Page 2 Villari Wastewater Irrigation System
Link Results:
----------------------------------------------------------------------
Link
Flow
VelocityUnit
Headloss
Status
ID
GPM
fps
ft/Kft
----------------------------------------------------------------------
P1
539.84
1.77
11.07
Open
P2
539.84
1.77
11.07
Open
P5-12in
1079.68
3.54
4.89
Open
P3-8in
-568.00
4.07
9.86
Open
P6-12in
602.97
1.98
1.64
Open
P4-12in
1044.72
3.43
4.54
Open
P-1
539.84
0.00
-33.01
Open Pump
P-2
539.84
0.00
-33.01
Open Pump

Summary Calculations: Irrigation Area Hydraulic and PAN Loading Rates
The following table provides a simple evaluation of the combined site loading rates. This table demonstrates that for influent PAN concentrations
greater than 50 mg/L (more or less) the wastewater irrigation site will be limited by the Plant Available Nitrogen (PAN) concentration, rather than
the hydraulic limitation set forth by the soils and as modeled in the Hydrogeologic Report.
Implied Facility Flow (gpd) at Specified PAN concentrations (mg/L) in Wastewater
25.00
30.00
35.00
40.00
45.00
50.00
55.00
60.00
65.00
70.00
75.00
80.00
85.00
90.00
95.00
100.00
105.00
110.00
115.00
120.00
Zone Name
Hydraulically Limited
PAN Limited
1A
236,730
197,275
169,093
147,956
131,517
118,365
107,605
98,638
91,050
84,546
78,910
73,978
69,627
65,758
62,297
59,183
56,364
53,802
51,463
49,319
1B
89,398
74,498
63,856
55,874
49,665
44,699
40,635
37,249
34,384
31,928
29,799
27,937
26,293
24,833
23,526
22,349
21,285
20,318
19,434
18,625
2
110,088
91,740
78,635
68,805
61,160
55,044
50,040
45,870
42,342
39,317
36,696
34,403
32,379
30,580
28,971
27,522
26,212
25,020
23,932
22,935
3A
82,653
68,878
59,038
51,658
45,918
41,327
37,570
34,439
31,790
29,519
27,551
25,829
24,310
22,959
21,751
20,663
19,679
18,785
17,968
17,219
3B
61,733
51,444
44,095
38,583
34,296
30,866
28,060
25,722
23,743
22,047
20,578
19,291
18,157
17,148
16,245
15,433
14,698
14,030
13,420
12,861
4
67,229
56,024
48,021
42,018
37,350
33,615
30,559
28,012
25,857
24,010
22,410
21,009
19,773
18,675
17,692
16,807
16,007
15,279
14,615
14,006
Totals
647,831
539,859
462,737
404,895
359,906
323,916
294,469
269,930
249,166
231,368
215,944
202,447
190,539
179,953
170,482
161,958
154,246
147,234
140,833
134,965
The modeled PAN concentrations are listed along the top row of the table, listed in mg/L. It is noted the Hydrogeologic Report modeled the
maximum hydraulic loading rate for the site as 334,016 gpd without storage and 333,206 gpd with 47.98 Mgal of storage provided.
The implied flow (gpd) under each subject PAN concentration, and for each zone, was calculated as follows:
where:
PAN Rate x Acreage 6
Flow = (PAN Concentration x 8.34 x 365) x 10
Flow = Attributed flow to each zone to achieve the PAN application limit for each zone in gallons per day
PAN Rate = PAN Application for each zone in Ibs/ac-yr
Acreage = Zone wetted area in acres
PAN Concentration = Modeled PAN concentration in mg/L
8.34 = Conversion factor
365 = days per year
Example Calculation for Zone 1A at 25 mg/L PAN Concentration:
424 lbs x42.991
Flow = me-yr I X 106 Flow = 236,730 gpd.
25 L x8.34x365
The permittee requests the flexibility to operate in accordance with the more restrictive of the
hydraulic limit or the PAN limit

Micro Land Group LLC Storage Lagoon Sizing - Lagoon A
Top Length:
285 ft
Depth ft
Area ft'
Incr. Vol. (ft)
Cumul. Vol. (ft)
Cumul. Vol. (gal)
Top Width:
808 ft
0.0
140,010
Total Depth:
15 ft
1.0
145,524
142,767
142,767
1,067,897
Freeboard:
2 ft
2,0
151,110
148,317
291,084
2,177,308
Berm Width:
15 ft
3.0
156,768
153,939
445,023
3,328,772
Freeboard Volume:
2,309,463 ft'
4.0
162,498
159,633
604,656
4,522,827
Freeboard Volume:
17,275,983 gal
5.0
168,300
165,399
770,055
5,760,011
6.0
174,174
171,237
941,292
7,040,864
7.0
180,120
177,147
1,118,439
8,365,924
8.0
186,138
183,129
1,301,568
9,735,729
9.0
192,228
189,183
1,490,751
11,150,817
10.0
198,390
195,309
1,686,060
12, 611,729
Design Volume
85,536 CY
11.0
204,624
201,507
1,887,567
14,119,001
Cut -to -Fill Ratio
60%
12.0
210,930
207,777
2,095,344
15,673,173
C-FVolume
51,321
13.0
217,308
214,119
2,309,463
17,274,783
14.0
223,758
220,533
2,529,996
18,924,370
15.0
230,280
227,019
2,757,015
20.,622,472
Am sN = A_, + A_, + A-P, + A_P�
Ae pA - A -pc
A_pa = Ar pD l
Am sN - 2(A_PA )+ 2 (( A_pa 1+ Ab, m
[(b,+bzl
Aa = h J
2
dz+bz = cz
c= az+bz
H Z+V z = hz
H = M x d
V = d
h= (M xt?�z+dz
As2x (�M xdj +dz'1 + 2z x ��n +n 2))]J [(�M xd+d Yz x Wb �(Lb1+Lb2
s x � +�Lb1x1,
2 2

Trapezoid 'A'
Lb= 195.0 ft
W= 718.0 ft
M= 3.0
d= 15.0 ft
H= 45.0 ft
V= 15.0 ft
Ab,,, ,= 140,010.0 ft2
Bottom Length
Bottom Width
Side Slope H:V
Depth of Water
H:V @ Water Elevation
Area Basin Bottom
Wh= 47.4 ft Sideslope Length from Bottom to Water Elevation
Wb1= 718.0 ft Width of Base @ Bottom
`Wb2= 808.0 ft Width of Base@ Water Elevation
Y-A= 36,192.3 ft` Area. Trapezoid 'A'
Trapezoid'B'
Lh= 47.4 ft Sideslope Length from Bottom to Water Elevation
Lb1= 195.0 ft Length of Base @ Bottom
Lb2= 285.0 ft Length of Base @ Water Elevation
At, e = 11,384.2 ft` Area Trapezoid'B'
Trapezoid 'A'
Al,apA=
36,192.3 ft`
Area Trapezoid 'A'
Trapezoid'B'
AtrapB=
11,384.2 ft`
Area Trapezoid'B'
Trapezoid'C'
Atap'c =
36,192.3 ft`
Area Trapezoid'C'
Trapezoid'D'
AvapI.=
11,384.2 ft`
Area Trapezoid'D'
Basin Bottom
Ab,tt, ,=
140,010.0 ff
Area Basin Bottom
Total Wetted Area
235,162.9 ft2

Micro Land Group LLC Storage Lagoon Sizing - Lagoon B
Top Length: 430 ft Depth ft Area ftZ Incr. Vol. (ft') Cumul. Vol. (ft') Cumul. Vol. (gal)
Top Width:
560 ft
0.0
159,800
Total Depth:
15 ft
1.0
164,696
162,248
162,248
1,213,615
Freeboard:
2 ft
2.0
169,664
167,180
329,428
2,464,121
Berm Width:
15 ft
3.0
174,704
172,184
501,612
3,752,058
Design Volume:
2,514,512 ft'
4.0
179,816
177,260
678,872
5,077,963
Design Volume:
18,809,856 gal
5.0
185,000
182,408
861,280
6,442,374
Req'd Volume:
ft3
6.0
190,256
187,628
1,048,908
7,845,832
Req'd Volume:
gal
7.0
195,584
192,920
1,241,828
9,288,873
Design Efficiency:
8.0
200,984
198,284
1,440,112
10,772,038
9.0
206,456
203,720
1,643,832
12,295,863
10.0
212,000
209,228
1,853,060
13,860,889
Design Volume
93,130 CY
11.0
217,616
214,808
2,067,868
15,467,653
Cut -to -Fill Ratio
60%
12.0
223,304
220,460
2,288,328
17,116,693
C-F Volume
55,878
13.0
229,064
226,184
2,514,512
18,808,550
14.0
234,896
231,980
2,746,492
20,543,760
15.0
240,800
237,848
2,984,340
22,322,863
L6B
T-pe2old 'D'
Vh ~
T-pe._old 'B'
� I
H
At s�o = AtrapA + Atr,pB + Atrapc + AtrapB
AtrapA = Atr.Pc
Atr�B = Atr�
A. , - 2(4. )+ 2 (Atr,, )+ Abopom
Atr�(b,+bz�
�cd - h 2
a 2 + b 2 = C2
C= i 2 + b Z
HZ+V2 = hZ
H = M x d
V=d
h = (M x d Y + d 2
2 (Lb 1 2 Lb 2
AY ,s;o = 2x�((M xd)�+d�x� Wbl+Wb 2 �� + 2x[((M xd)2+d2Yx� �� + (Lb 1xWb1)

Trapezoid 'A'
Lb=
340.0 ft
Bottom Length
Wb=
470.0 ft
Bottom Width
M=
3.0
Side Slope H:V
d=
15.0 ft
Depth of Water
H=
45.0 ft
H:V @ Water Elevation
V=
15.0 ft
Ab--=
159,800.0 ftz
Area Basin Bottom
Wh= 47.4 ft Sideslope Length from Bottom to Water Elevation
Wb1= 470.0 ft Width of Base @ Bottom
Wb2= 560.0 ft Width of Base @ Water Elevation
atw'A` 24,428.6 ft` Area Trapezoid 'A'
Trapezoid'B'
Lh= 47.4 ft Sideslope Length from Bottom to Water Elevation
Lb1= 340.0 ft Length of Base @ Bottom
Lb2= 430.0 ft Length of Base @ Water Elevation
Atrap'g= 18,262.2 ft` Area Trapezoid 'B'
Trapezoid'A'
Atrap'A`
24,428.6 ft`
Area Trapezoid 'A'
Trapezoid'B'
Anap'B`
18,262.2 ft`
Area Trapezoid 'B'
Trapezoid'C'
Anap'c=
24,428.6 ft`
Area Trapezoid 'C'
Trapezoid'D'
Anap'D`
18,262.2 ft`
Area Trapezoid 'D'
Basin Bottom
Abmtom=
159,800.0 ft`
Area Basin Bottom
Total Wetted Area
245,181.5 ftZ

Micro Land Group LLC Storage Lagoon Sizing - Lagoon C 0
Top Length: 285 ft Depth ft Area ftZ Incr. Vol. (ft') Cumul. Vol. (ft') Cumul. Vol. (gal)
Top Width:
513 ft
0.0
82,485
Total Depth:
15 ft
1.0
86,229
84,357
84,357
630,990
Freeboard:
2 ft
2.0
90,045
88,137
172,494
1,290,255
Berm Width:
15 ft
3.0
93,933
91,989
264,483
1,978,333
Design Volume:
1,412,073 ft'
4.0
97,893
95,913
360,396
2,695,762
Design Volume:
10,563,040 gal
5.0
101,925
99,909
460,305
3,443,081
Req'd Volume:
ft3
6.0
106,029
103,977
564,282
4,220,829
Req'd Volume:
gal
7.0
110,205
108,117
672,399
5,029,545
Design Efficiency:
8.0
114,453
112,329
784,728
5,869,765
9.0
118,773
116,613
901,341
6,742,031
10.0
123,165
120,969
1,022,310
7,646,879
Design Volume
52,299 CY
11.0
127,629
125,397
1,147,707
8,584,848
Cut -to -Fill Ratio
60%
12.0
132,165
129,897
1,277,604
9,556,478
C-F Volume
31,379
13.0
136,773
134,469
1,412,073
10,562,306
14.0
141,453
139,113
1,551,186
11, 602,871
15.0
146,205
143,829
1,695,015
12, 678,712
Lh2
T-p-ld T'
a
O Lbl-�--
wn .
T-p-ld B'
W
bl�
Abd in = A&Ip+ AnapB + Af.'Pe + And
A'r"' = At.'Pe
AtPB = Ao-lpD
Aba sin - 2 (A. )+ 2 (A,r,,B �+ Abo�om
A o-p- d h1(b +bz�
2
aZ+b2 = C2
c= a z+ b z
HZ+Vz=hz
H = Al x d
V = d
h = (M x d Y + d 2 yy (
_ [l� 1z 121+2Wb 2) �1( )z z Iz (Lb 1+2Lb 2����
AbQs;n 2x M xd +d x + 2x M xd +d x + Lb1xWb 1

Trapezoid 'A'
Trapezoid'B'
Lb=
195.0 ft
Bottom Length
Wb=
423.0 ft
Bottom Width
M=
3.0
Side Slope H:V
d=
15.0 ft
Depth of Water
H=
45.0 ft
H:V @ Water Elevation
V=
15.0 ft
Abonom=
82,485.0 ft'
Area Basin Bottom
Wh= 47.4 ft Sideslope Length from Bottom to Water Elevation
Wb1= 423.0 ft Width of Base @ Bottom
Wb2= 513.0 ft Width of Base @ Water Elevation
atrav'A` 22,199.2 ft` Area Trapezoid 'A'
Lh= 47.4 ft Sideslope Length from Bottom to Water Elevation
Lb1= 195.0 ft Length of Base @ Bottom
Lb2= 285.0 ft Length of Base @ Water Elevation
rap'B'= 11,384.2 ft` Area Trapezoid 'B'
Trapezoid'A'
Atrap'A`
22,199.2 ft`
Area Trapezoid 'A'
Trapezoid'B'
Atrap'B`
11,384.2 ft`
Area Trapezoid 'B'
Trapezoid'C'
Atrap'c=
22,199.2 ft`
Area Trapezoid 'C'
Trapezoid'D'
Atrap'D'=
11,384.2 ft`
Area Trapezoid 'D'
Basin Bottom
Abottom=
82,485.0 ft`
Area Basin Bottom
Total Wetted Area
149,651.8 ftZ

Micro Land Group LLC — Wastewater Irrigation System
Operation & Maintenance Plan
Table of Contents
I. Description of Operation of the Effluent Spray Irrigation System
1) Purpose
2) Equipment
3) Relationship to Other Units
4) Operation
5) Routine and Preventative Maintenance
II. Description of Anticipated Maintenance (Normal Operation)
1) Routine Maintenance Instructions
2) Trouble Shooting
III. Provisions for Safety Measures Including Restriction of Access
1) Restriction of Access
2) Emergency Contact
IV. Spill Control Provisions
1) Contact Information for Plant Personnel, Emergency Responders, and
Regulatory Agencies
2) Facility Control Valves
OPERATIONS & MAINTENANCE O&M - i

March 2023 Micro Land Group, LLC
I. Description of the Effluent Spray Irrigation System
1.) Purpose
The purpose of the center pivot and solid set spray irrigation system is to convey and apply the
treated wastewater effluent to the designated disposal site, which consists of six center pivot
zones totaling to approximately 122 acres. The application of the wastewater effluent produced
by an adjacent meat processing facility shall be limited by the hydraulic loading capacity for the
soil and by the amounts of nutrients, specifically Plant Available Nitrogen (PAN), that may be
utilized by the receiving crop, as recommended in the Agronomist's recommendations,
documented in the report prepared at the time of permitting, and as required by the permit.
Regardless of the loading rates specified, the system operators shall limit the application of
treated effluent to rates which may be safely applied and do not result in ponding, runoff, or
contamination of ground water nor surface waters.
2.) Equipment
o Center Pivot Irrigation System, consisting of:
Five (5) center pivot systems, as manufactured by Valley (or equivalent)
o Associated piping, valves, and appurtenances
3.) Relationship to Other Units
The wastewater effluent is pumped through irrigation (pressure) mains from the irrigation
pumps to the center pivots to apply the wastewater to the center pivots and solid set zones,
irrigating a total area of approximately 122 acres of receiving crops in the spray irrigation fields.
4.) Operation
The spray irrigation system will be managed such that all irrigation events will be monitored
(flow, pressure, pump operating conditions, irrigation system operating conditions) and certain
parameters will be recorded in accordance with the conditions of the permit. With each
irrigation event the operator will record the date, volume of wastewater irrigated, zone
irrigated, and the length of time the zone is irrigated.
The event will be monitored for proper sprinkler operation and any variation from proper
operation will be noted. If all sprinklers comprising the center pivot (full circle or portion
thereof) within a zone are not operated for equal amounts of time, it shall be noted on the Form
NDAR-1 so that application rates listed match actual operation. If this occurs, a sheet indicating
the method of how the wetted area was calculated should be attached to the Form NDAR-1.
Each zone undergoing irrigation will also be monitored for accumulation of applied wastewater
on the ground surface. If surface accumulation (ponding) is observed the application rate will be
adjusted or irrigation should be terminated.
OPERATIONS & MAINTENANCE O&M-1

March 2023 Micro Land Group, LLC
The irrigation zones will be managed in a manner such that an irrigation event will not occur
during inclement weather or if the ground is saturated or frozen. This will prevent wastewater
runoff from the wetted area of each zone. No equipment or traffic will be allowed into the
wetted area of each zone except for routine maintenance, repairs, or installation.
Each zone should have year-round maintained vegetative cover crops as specified by the
Agronomist's recommendations. The cover crop should be evaluated at the beginning of the
growing season for survival rate and ground coverage (typically expressed as a percentage
coverage of the total area). The zones should be limed and fertilized as the recommendations
from the soil tests note and an Agronomist. Application of the fertilizer should not exceed the
plant available nitrogen rates of all sources of nitrogen that have been applied or is expected to
be applied during the crop growing season.
The mowing schedule for grass receiving crops should be such that the crop is mowed when the
height reaches between 12-15 inches. Each subsequent cut should occur at intervals of four to
five weeks or when the height reaches 12-15 inches, whichever occurs first. All clippings should
be harvested and removed from the application fields.
The overseeding of small grain crop should occur in September or October and is to be
concurrent with the dormancy of the primary crop. The small grain crop should be mowed prior
to head convergence but no later than the second week of April, whichever occurs first.
The Agronomist that performs the crop evaluation, soil test results, and tissue analysis should
also provide the optimum pH for the crop and soil type. This pH will be maintained in an effort
to maximize growth for the cover crops. Through monitoring the wastewater if it is determined
that the wastewater effluent contains a high sodium content, sodium adsorption ratio of five or
higher, a North Carolina -licensed Soil Scientist in conjunction with the agronomist should
evaluate the results of the soil test to make recommendations about soil amendments or other
mechanisms to improve the facility. This will be done to maintain conditions that promote
cover crop growth and maintain the integrity of the system for irrigation suitability. Micro Land
Group, LLC will execute all recommendations and will maintain written records of all monitoring
events which will include portions of the facility covered and the rate at which the soil
amendment was applied.
5.) Routine and Preventative Maintenance
The zone control valves should be operated, or exercised, on regular basis to ensure the full and
intended degree of operation and proper seating/closure. If it is determined that the valves are
not operating properly they should be repaired or replaced to maintain proper operation
conditions.
Pressure gauges, pressure transducers, and flow meters should be checked on an annual basis,
and flow meters should be calibrated annually. Manufacturer's specifications should be
followed for the calibration of the transducers and any other sensors or meters.
Center pivot drop nozzles should be checked once per year for signs of wear. All nozzles which
are dented or worn should be replaced in accordance with manufacturer's recommendations. It
should be noted that center pivot system nozzles vary in diameter from center point to distal
OPERATIONS & MAINTENANCE O&M - 2

March 2023 Micro Land Group, LLC
end. The specific sprinkler and nozzle should be noted to ensure proper replacement and
performance.
IV. Description of Anticipated Maintenance (Normal Operation)
1). Routine Maintenance Instructions
General
For optimum operation and maximum irrigation efficiency, daily inspection and regular
maintenance is necessary. In addition to the daily inspection, all irrigation system
mechanical equipment should be cleaned weekly and lubricated as often as needed and in
accordance with the equipment and pump manufacturers recommendations.
Daily Maintenance
1. Visually check the pumps and motors, listening for sounds of abnormal wear,
vibration, and cavitation.
2. Check the oil level of motors and fill with the proper lubricating oil if necessary.
3. Check the electrical control panel for fuse continuity and signs of damage.
4. Perform sampling and monitoring as prescribed by the applicable permits.
2) Trouble Shooting
PROBLEM I POSSIBLE CAUSES I CORRECTIVE ACTION
PUMP
Insufficient output.
Volute clogged /intake clogged
Check and clean intake. Check
and clean volute.
Losing Oil
Drive cover vent plugged.
Clean out vent.
Check output pressure and relief
Knocking
Excessive pressure.
valve and adjust.
Out of time or worn impeller.
Check impeller and flowrate.
MOTOR
Check disconnect box and fuses.
No power.
Check load center circuit
breaker.
Motor fails to run.
Switch from automatic to
Hand Off Switch.
manual. If manual OK, check
control circuit breaker.
OPERATIONS & MAINTENANCE O&M - 3

March 2023 Micro Land Group, LLC
Time Clock. Check time clock settings and
control circuit breaker.
V. Provisions for Safety Measures Including Restriction of Access
1) Restriction of Access — A perimeter fence and gate, which will remain locked while the
operator is not on site, will control access to the irrigation zones, fields, pump station, and
controls.
2) Emergency Contact - Information will be posted at the gate.
VI. Spill Control Provisions
1) Contact Information for Plant Personnel, Emergency Responders, and Regulatory
Agencies — Phone numbers for Emergency Responders and Remediation Agency
numbers will be posted on the access gate and at the irrigation pump station.
2) Irrigation Control Valves will allow operator to cease effluent flow if a problem
occurs.
OPERATIONS & MAINTENANCE O&M-4

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NORTH CAROLINA FLOODPLAIN
NATIONAL FLOOD INSURANCE f
ow FLOOD INSURANCE RATE N
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NORTH CAROLINA
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PANEL 2464
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Oanel Contains:
COMMUNITY CID
PANEL SUFFIX
DUPLIN COUNTY 370083
2454 K
WARSAW, TOWN OF 370633
2464 K
VERSION NUMBER
2.3.3.2
MAP NUMBER
3720246400K
MAP REVISED
June 20, 2018
This is an official FIRMette showing a portion of the above -referenced flood map created from
the MSC FIRMette Web tool. This map does not reflect changes or amendments which may have
been made subsequent to the date on the title block. For additional information about how to
make sure the map is current, please see the Flood Hazard Mapping Updates Overview Fact Shee
available on the FEMA Flood Map Service Center home page at https://msc.fema.gov.

Northing: = 452,920, Easting = 2,274,142
Northing: = 452,920, Easting = 2,277,610
—
Without Base Flood Elevation (BFE)
With BFE or Depth
(
Regulatory Floodway
i
0.2%Annual Chance Flood Hazard
Future Conditions 1%Annual Chance
RIENIMAIM Flood Hazard
Areas Determined to be Outside the
0.2%Annual Chance Flood Hazard
723
Jurisdiction Boundary
FIRM Panel Boundary
4 ` f
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
r
1 inch = 500 feet 16000
_
+
0 125 250 500
Feet
0 25 50 100
oMeters
NATIONAL FLOOD INSURANCE PROGRAM
t
-
CC FLOOD INSURANCE RATE MAP
Panel(s):9864
a CONTAINS:
COMMUNITY CID
U TOWN OF WARSAW 370633
C6
{#
Notice to User: The Map Number(s) shown
below be
should used when placing map
N
orders; the Community Number(s) shown
above should be used on insurance
applications for the subject community.
`
0 SELECTED PANELS:
No Effective panels are included.
'
C6
CC
�;� al&
Northing: = 449,452, Easting = 2,274,142
Page l pf 2
Northing: = 449,452, Easting = 2,277,610
�+ $F
�'�ND 5£�J
This is an official copy of a portion of the above referenced
flood map. This map incorporates changes or amendments which may have
been made subsequent to the date on the title block. For the latest
w
product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.femagov.

` FEMA: National Flood Insurance Program
Page 2 of 2 °sq
Panel(s):9864
CONTAINS:
COMMUNITY CID
TOWN OF WARSAW 370633
Notice to User: The Map Number(s) shown below should be
used when placing map orders; the Community Number(s)
shown above should be used on insurance applications for
the subject community.
SELECTED PANELS:
COMMUNITY CID
TOWN OF WARSAW 370633
NOTES TO USERS
This is an official FIRMette of a portion of the effective panels
listed in the Title Block shown on Page 1. The information
represented on this FIRMette was extracted from the effective
digital flood hazard data available at http://fris.nc.gov/fris.
Base flood elevation data, floodway, nonencroachment widths,
information on certain areas no in the Special Flood Hazard
Areas protected by flood control structures, and other pertinent
data are available in the Flood Insurance Study (FIS) available at
http://fris.nc.gov/fris. Users should be aware that flood elevations
shown on this FIRMette represent elevations rounded to one
tenth of a foot (0.1') and should be utilized in conjunction with
data available in the FIS.
NOTES TO USERS
Base map information and geospatial data used to develop this FIRMette were obtained
from various organizations, including the participating local community(ies), state and
federal agencies, and/or other sources. The primary base for this FIRM is aerial imagery
acquired by the State in 2010. Information and geospatial data supplied by the local
community(ies) that met FEMA base map specifications were considered the preferred
source for development of the base map.
See geospatial metadata for the associated digital FIRMette for additional information
about base map preparation. Base map features shown on this FIRMette, such as
corporate limits, are based on the most up-to-date data available at the time of publication.
Changes in the corporate limits may have occurred since this map was published. Map
users should consult the appropriate community official or website to verify current
conditions of jurisdictional boundaries and base map features. This map may contain
roads that were not considered in the hydraulic analysis of streams where no new
hydraulic model was created during the production of this statewide format FIRM.
Flood elevations on this map are referenced to either or both the North American Vertical
Datum of 1988 (NAVD 88) or National Geodetic Datum of 1929 (NGVD 29), and are
labeled accordingly. These flood elevations must be compared to structure and ground
elevations referenced to the same vertical datum. To obtain current elevation, description,
and/or location information for bench marks shown on this map, or for information
regarding conversion between NGVD 29 and NAVD 88, please contact the Information
Services Branch of the National Geodetic Survey at [phone], or visit its website at
http://vvvvw.ngs.noaa.gov/.
MORE INFORMATION
Letters of Map Amendment (LOMA)
1-877-336-2627
htt ://msc.fema. ov/
Letters of Map Revision (LOMR)
919-715-5711
www.ncfloodma s.com
Flood Insurance Availability
North Carolina Division of Emergency
Management (NCDEM)
919-715-5711
http://vvww.nccrimecontrol.org/nfip
National Flood Insurance Program (NFIP)
1-877-638-6620
http://vvww.fema.gov/business/nfip
Questions about this FIRMette
1-877-336-2627
http://fema.gov

3/20/23, 1:54 PM about:blank
raP.. Critical Habitat Report
Area of Interest (AOQ Information
Area: 15.73 km2
Mar 20 2023 13:54:13 Eastern Daylight Time
t&.u5G
0.25
000
0 U.2 OA 8km
Esc umm�n.� n of Nmn u 14w�
MCPE Gmmm. 9NKvmn CaoTcnrvpgaa Inc MR�WF54 VSGS
The Critical Habitat Report illustrates no critical habitat having
been identified withing the proposed project area.
about:blank 1/2

3/20/23, 1:54 PM
Summary
about:blank
Name
Count
Area(km2)
Length(m)
All Critical Habitat Polyline
0
N/A
0
All Critical Habitat Polygon
0
0
N/A
about:blank 2/2

RIM U
��� U.S. DEPARTMENT OF THE INTERIOR The National Map
U.S. GEOLOGICAL SURVEY US Topo
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-78.1250'
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Produced by the United States Geological Survey
SCALE 1:24 000
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1
0.5 0 KILOMETERS 1 2
NORTH
1 000-meter grid:Universal Transverse Mercator, Zone 17S
N
CAROLI�
This map is not a legal document. Boundaries may be
9°26"
1000
500 0 METERS 1000 2000
generalized for this map scale. Private lands within government
168 MILS
1
1°41"
0.5 0 1
reservations may not be shown. Obtain permission before
30 MILS
MILES
entering private lands.
1000 0
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
QUADRANGLE LOCATION
Imagery .....................................................NAIP, September 2020 - September
2020
FEET
Roads ......................................... U.S. Census Bureau,
2016
Names............................................................................GNIS, 1980
- 2022
UTM GRID AND 2019 MAGNETIC NORTH
1 Faison
Hydrography...............................National Hydrography Dataset, 2005
2018
DECLINATION AT CENTER OF SHEET
1
2
3
2 Warsaw North
Contours ....................... National Elevation Dataset,
2008
U.S. National Grid
CONTOUR INTERVAL 5 FEET
3 Summerlins Crossroads
Boundaries ..............Multiple sources; see metadata file 2019
2021
100,000-m Square ID
NORTH AMERICAN VERTICAL DATUM OF 1988
4 Turkey
4
5
Wetlands.................FWS National Wetlands Inventory Not
Available
QU TD
I
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p p
5 Kenansville
6 Delway
78
National Geospatial Program US Topo Product Standard.
6
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8 Charity
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76
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LID
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ECS Southeast,, LLP
Geotechnical Engineering Report
Vallari Brothers —Storage Ponds
1012 US 117
Warsaw, Duplin County, North Carolina
ECS Project No. 22:32527
December 15, 2022
C

ECS SOUTHEAST, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
December 15, 2022
Mr. Sam Vallari
Vallari Foods
1015 Ashes Drive
Suite 102
Wilmington, North Carolina 28405
ECS Project No. 22:32527
Reference: Geotechnical Engineering Report
Vallari Brothers — Storage Ponds
1012 US 117
Warsaw, Duplin County, North Carolina
Dear Mr. Vallari:
ECS Southeast, LLP (ECS) has completed the subsurface exploration and geotechnical engineering
analyses for the above -referenced project. Our services were performed in general accordance with
our agreed to scope of work. This report presents our understanding of the geotechnical aspects of
the project along with the results of the field exploration conducted and our design and construction
recommendations.
It has been our pleasure to be of service during the design phase of this project. We would appreciate
the opportunity to remain involved during the continuation of the design phase, and we would like to
provide our services during construction phase operations as well to verify subsurface conditions
assumed for this report. Should you have any questions concerning the information contained in this
report, or if we can be of further assistance to you, please contact us.
Respectfully submitted,
ECS Southeast, LLP
,A f
Freddie Wescott
Senior Project Manager
[e-mail]
Winslow Goins, PE
Principal Engineer
[e-mail]
6714 Netherlands Drive, Wilmington, NC 28405 T: 910-686-9114 www.ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC ECS Midwest, LLC ECS Southeast, LLP • ECS Southwest, LLP
NC Engineering No. F-1078 • NC Geology No. C-553 • SC Engineering No. 3239

Vallari Brothers —Storage Ponds
ECS Project No. 22:32527
TABLE OF CONTENTS
December 15, 2022
Page
EXECUTIVE SUMMARY.............................................................................................................1
1.0 INTRODUCTION..................................................................................................................2
2.0 PROJECT INFORMATION.....................................................................................................3
2.1 Project Location/Current Site Use/Past Site Use...................................................................3
2.2 Proposed Construction...........................................................................................................3
3.0 FIELD EXPLORATION...........................................................................................................4
3.1 Subsurface characterization...................................................................................................4
3.2 Groundwater Observations....................................................................................................4
4.0 SITE CONSTRUCTION RECOMMENDATIONS.........................................................................5
4.1 Earthwork Operations............................................................................................................5
4.2.1 Structural Fill.................................................................................................................5
5.0 CLOSING.............................................................................................................................6
APPENDICES
Appendix A — Drawings & Reports
• Site Location Diagram
• Exploration Location Diagram
Appendix B — Field Operations
• Reference Notes for CPT Testing
• Cone Penetration Test Sounding Logs (S-1 and S-6)
Appendix C—Supplemental Report Documents
• GBA Document

Vallari Brother —Storage Ponds December 15, 2022
ECS Project No. 22:32527 Page 1
EXECUTIVE SUMMARY
The following summarizes the main findings of the exploration, particularly those that may have a cost
impact on the planned development. Further, our principal foundation recommendations are
summarized. Information gleaned from the executive summary should not be utilized in lieu of reading
the entire geotechnical report.
• The geotechnical exploration performed for the site included six (6) electronic cone penetration
test (CPT) soundings drilled to termination depths of approximately 15 feet.
• Groundwater was encountered in the soundings at depths ranging from approximately 5.5 feet
to 13.5 feet below existing grade.
Please note this Executive Summary is an important part of this report and should be considered a
"summary" only. The subsequent sections of this report constitute our findings, conclusions, and
recommendations in their entirety.

Vallari Brother —Storage Ponds December 15, 2022
ECS Project No. 22:32527 Page 2
1.0 INTRODUCTION
The purpose of this study was to provide geotechnical information for the design of the proposed new
storage ponds located at 1012 US 117 in Warsaw, NC. The recommendations developed for this report
are based on project information supplied by Mr. Gus Simmons of Cavanaugh.
Our services were provided in accordance with our Proposal No. 22:26865, dated November 9, 2022, as
authorized by Mr. Sam Vallari on November 10, 2022, which includes our Terms and Conditions of Service.
This report contains the procedures and results of our subsurface exploration programs, review of existing
site conditions, engineering analyses, and recommendations for the design and construction of the
project.
The report includes the following items.
• A brief review and description of our field test procedures and the results of testing conducted;
• A review of surface topographical features and site conditions;
• A review of subsurface soil stratigraphy with pertinent available physical properties;
• Site development recommendations;
• Suitability of soils for use as fill material;
• Site vicinity map;
• Exploration location plan; and
• CPT sounding logs.

Vallari Brother —Storage Ponds
ECS Project No. 22:32527
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE
December 15, 2022
Page 3
The proposed site is located at 1012 US 117 in Warsaw, Duplin County, North Carolina. The site is bounded
on the north and west by Carter Best Road, and on the south and east by undeveloped agrarian land.
Figure 2.1.1 below shows an image of where the site is located.
_ �• � 1` • a�~� - fir. � � -
t y�
4St i?3yA
Figure 2.1.1 Site Location
The site currently consists of the existing agrarian land. Based on our site visit and approximate elevations
from Google Earth, topography of the site varies with typical elevations on site ranging from approximate
134 to 151 feet.
2.2 PROPOSED CONSTRUCTION
ECS understands the project consists of the construction of three new effluent storage ponds for a spay
irrigation system.

Vallari Brother —Storage Ponds December 15, 2022
ECS Project No. 22:32527 Page 4
3.0 FIELD EXPLORATION
Our exploration procedures are explained in greater detail in Appendix B including the Reference Notes
for Cone Penetration soundings. Our scope of work included performing six (6) CPT soundings. Our
approximate CPT sounding locations are shown on the Exploration Location Diagram in Appendix A.
3.1 SUBSURFACE CHARACTERIZATION
The subsurface conditions encountered were generally consistent with published geological mapping. The
following sections provide generalized characterizations of the soil. Please refer to the CPT sounding logs
in Appendix B.
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is
composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area
generally consist of sedimentary materials transported from other areas by the ocean or rivers. These
deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000
feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to
those underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined
groundwater movement within the overlying soils is largely controlled by topographic gradients.
Recharge occurs primarily by infiltration along higher elevations and typically discharges into streams or
other surface water bodies. The elevation of the shallow water table is transient and can vary greatly with
seasonal fluctuations in precipitation.
Table 3.1.1 Subsurface Stratigraphy
Approximate Stratum Description Ranges of
Depth Range E N*-Values(1) blows
per foot (bpf)
0 to 0.25 N/A Topsoil was encountered on -site with an observed N/A
(Surface cover) thickness of approximately 4 inches. Deeper topsoil or
organic laden soils are most likely present in wet,
poorly drained areas and potentially unexplored areas
of the site.
0.25 to 15 1 Very Loose to Very Dense, Silty, Clayey, Gravely, and 1 to 100
Clean SAND (SM, SC, SP), Very Soft to Very Stiff, Sandy
and Clayey SILT (ML), Silty and Lean CLAY (CL).
Notes: (1) Equivalent Corrected Standard Penetration Test Resistances
3.2 GROUNDWATER OBSERVATIONS
Water levels were measured in our CPT soundings and are shown in Appendix B. Groundwater depths
measured at the time of drilling ranged from 5.5 to 13.5 feet below the ground surface. Variations in the
long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff,
construction activities, and other factors.

Vallari Brother —Storage Ponds
ECS Project No. 22:32527
4.0 SITE CONSTRUCTION RECOMMENDATIONS
4.1 EARTHWORK OPERATIONS
4.2.1 Structural Fill
December 15, 2022
Page 5
Prior to placement of structural fill, representative bulk samples (about 50 pounds) of on -site and/or off -
site borrow should be submitted to ECS for laboratory testing, which will typically include Atterberg limits,
natural moisture content, grain -size distribution, and moisture -density relationships (i.e., Proctors) for
compaction. Import materials should be tested prior to being hauled to the site to determine if they meet
project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if
the test results are within the last 90 days.
Satisfactory Structural Fill Materials: Materials satisfactory for use as structural fill should consist of
inorganic soils with the following engineering properties and compaction requirements.
STRUCTURAL FILL INDEX PROPERTIES
Subject
Building and Pavement Areas
Max. Particle Size
Fines Content
Max. organic content
Property
LL < 40, PI<20
4 inches
Max. 20 %
5% by dry weight
STRUCTURAL FILL COMPACTION REQUIREMENTS
Subject
Compaction Standard
Required Compaction
(Upper 1 foot)
Required Compaction
(Depths greater than 1 foot)
Dry Unit Weight
Moisture Content
Loose Thickness
Requirement
Standard Proctor, ASTM D698
98% of Max. Dry Density
95% of Max. Dry Density
>100 pcf
-2 to +2 % points of the soil's
optimum value
8 inches prior to compaction
On -Site Borrow Suitability: The on -site silty sands (SP, SM) should meet the recommendations for re -use
as structural fill and the on -site clayey sands (SC) can possibly be used but are more difficult to moisture
condition to optimum moisture levels. The sandy lean and lean clays (CL) are not recommended for re-
use as structural fill. The lean clays can be used in non-structural areas.
Fill Placement: Fill materials should not be placed on frozen soils, on frost -heaved soils, and/or on
excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement,
and frozen or frost -heaved soils should be removed prior to placement of structural fill or other fill soils
and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture
conditioned.

Vallari Brother —Storage Ponds December 15, 2022
ECS Project No. 22:32527 Page 6
5.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation, expressed or implied, and no warranty or guarantee is included or intended in
this report.
The description of the proposed project is based on information provided to ECS by Mr. Gus Simmons of
Cavanaugh. If any of this information is inaccurate or changes, either because of our interpretation of the
documents provided or site or design changes that may occur later, ECS should be contacted so we can
review our recommendations and provide additional or alternate recommendations that reflect the
proposed construction.
We recommend that ECS review the project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations and quality assurance testing during earthwork and foundation installation are an
extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our
expertise throughout the geotechnical phases of construction, and to provide consultation and
recommendation should issues arise.
ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in
this report.

APPENDIX A — Diagrams & Reports
Site Location Diagram
Exploration Location Diagram

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Site Location Diagram
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ENGINEER
SCALE
VILLARI BROTHERS - STORAGE PONDS
AS NOTED
PROJECT NO.
22:32527
1012 US 117, WARSAW, NORTH CAROLINA
SHEET
1 OF 2
VILLARI FOODS
�
12/15/2022

Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors }
W E

APPENDIX B — Field Operations
Reference Notes for CPT Soundings Logs
Cone Penetration Test Sounding Logs (S-1 through S-6)

REFERENCE NOTES FOR CONE PENETRATION
TEST (CPT) SOUNDINGS
In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer
is hydraulically advanced through soil to measure point resistance (q,), pore water pressure (u2),
and sleeve friction (fs). These values are recorded continuously as the cone is pushed to the
desired depth. CPT data is corrected for depth and used to estimate soil classifications and
intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained
shear strength. The graphs below represent one of the accepted methods of CPT soil behavior
classification (Robertson, 1990).
;0uu
Wj
aS D0
U
C
U)
N
ry
N 10
C
O
��
1 �-
0.1
8
1 10
Friction Ratio, Fr N
1. Sensitive, Fine Grained
2. Organic Soils -Pests
3. Clays; Clay to Silty Clay
4. Clayey Silt to Silty Clay
5. Silty Sand to Sandy Silt
1
Wj
U
C
U)
N
ry
N
C
O
��
-0.4 0 0.4 0.8 1.2
Pore Pressure Ratio, Bq
6. Clean Sands to Silty Sands
7. Gravelly Sand to Sand
8. Very Stiff Sand to Clayey Sand
9. Very Stiff Fine Grained
The following table presents a correlation of corrected cone tip resistance (qt) to soil
consistency or relative density:
SAND
SILT/CLAY
Corrected Cone Tip
Resistance qt is
Relative Density
Corrected Cone Tip
Resistance (qt) (is
Relative Density
<20
Very Loose
<5
Very Soft
20-40
Loose
5-10
Soft
40-120
Medium Dense
10-15
Firm
15-30
Stiff
120-200
Dense
30-45
Very Stiff
>200
Very Dense
45-60
Hard
>60
1 Very Hard

SUBSURFACE EXPLORATION PROCEDURE:
CONE PENETRATION TESTING (CPT)
ASTM D 5778
In the CPT sounding procedure, an electronically instrumented cone
penetrometer is hydraulically advanced through soil to measure point
resistance (qc), pore water pressure (U2), and sleeve friction (fs). These
values
are recorded
continuously as
the cone is
pushed
to the desired
depth.
CPT data is
corrected for
depth and
used to
estimate soil
classifications and intrinsic soil parameters such as angle of internal
friction, pre -consolidation pressure, and undrained shear strength.
SOUNDING
CUSTOMER: Customer
OPERATOR RP/TC
CONE ID: DDG1371
LOCATION: Mi—
SBT M
(Rob. 1990)
DW 8
1fl)
15
SOUNDING
JOB NUMBER.:
HOLE NUMBER: mbe
TEST DATE: 311N201 g 10:35:33 AM
COMMENT. Auto Enhance On
COMMENT Filler On
Try Resistame (O )S Fdc Mgle
05t) filar eft) wg)
COMMENT
GPS (LATLONALTj 0.00,0.00,0.0
LOCATION: W_
LOCATION ff—
LOCATION: I.T
Sleeve Sfi . Pore Pressure
(tst) (Ps1)
1 Sens hie grained 4 — 6- to day 7 Silty sand m sandy sat 10 Gravelly sand I sand
2 O.gm. ma —A 5 Clayey sift to silty day B sand to silty sand 75 Very . fine 9reined "
3 Clays 8 Sandysiltrodayey sdt g Sand 12 S .ff. i yey sand"
.S Robcvtwn 19m: 110W nsoWaled o. Cemented: •SBTISFT CORRELATION: UBC-1983
• Involves the direct
push of an
electronically
instrumented cone
penetrometer*
through the soil
• Values are recorded
continuously
• CPT data is corrected
and correlated to soil
parameters
*CPT Penetrometer Size May Vary

ECS Southeast, LLP
6714 Netherlands Drive
EE Wilmington, NC 28403
ECS Project # 22-32527
I� I
Project: Villari Brothers - Storage Ponds
Location: Warsaw, Duplin County, North Carolina
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
7.5
aCLi 8
0
8.5
9
9.5
10
10.5
11
11.5
12
12.5
13
13.5
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1.5
2
2.5
3
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8.5
9
9.5
10
10.5
11
11.5
12
12.5
13
13.5
Sleeve fricl
50 100 0.5
-esistance (tsf) Friction (ts
1
2
3
4
5
6
w
7
0-
8
9
1
10
1
11
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12
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5--\
1
5
z
s
3
5
4
5
0 10
Pressure (p
CPT: S-1
Total depth: 14.93 ft, Date: 11/30/2022
Cone Type: Uknown
Cone Operator: Cory Robison
SPT N60
Norm. Soil Behaviour Type
o
0.5
1
Sand & silty sand
) 20 30 40 50
N60 (blows/ft)
1.
2.
3.
4.
5.
6.
7.
Q-
a�
0
8.
9.
1
10.
1
11.
1
12.
1
13.
1
i
Silty sand & sandy s 1
i
3
i
L
i
i
&-sdLys
i
i
i
7
-
Silty sand &sandy E I
i
Sand & silty sand
3
Silty sand & sandy E I
i
Sand & silty sa ld
Lty_s)nd & I
L
5
Silty s nd & sandy E I
Qay &
silty cla�
3 j Qay
5
3 Qay & silty clay
Qay
5
1 8 12 16
I (Robertson 1990)
CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/12/2022, 12:53:26 PM 0
Project file: D:\32527\sounding_files.cpt

ECS Southeast, LLP
6714 Netherlands Drive
EE Wilmington, NC 28403
ECS Project # 22-32527
I� I
Project: Villari Brothers - Storage Ponds
Location: Warsaw, Duplin County, North Carolina
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
w 7
7.5
a
a� 8
0
8.5
9
9.5
10
10.5
11
11.5
12
12.5
13
13.5
1 d
ie re sistz
50 loc
-esistance (tsf)
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
w 7
7.5
a
a) 8
6
8.5
9
9.5
10
10.5
11
11.5
12
12.5
13
13.5
Sleeve fricl
.5 1
-riction (ts
Pore pressure u
1.5
-
2- 2
2.5
-
3 3
3,5
4 4
4.5
-
5- 5
5.5
--
6__ 6
6.5
w 7 w 7
7.5
Iz a
Su 8-- 8
a 0
9' 9
9.5
10 10
10.5
11 11
11.5
12-12
12.5
13 - 13
13.5
14 14
14.5
15
0 10
Pressure (psi)
CPT: S-2
Total depth: 14.93 ft, Date: 11/30/2022
Cone Type: Uknown
Cone Operator: Cory Robison
SPT N60
Norm. Soil Behaviour Type
0
0.5
Sand & silty sand
1
Silty sand & sandy s It
20 30 40 50
J60 (blows/ft)
1.
2.
3.
4.
5.
6.
w
7.
Q_
a�
0
8.
9.
1
10.
1
11.
1
12.
1
13.
1
'
Very dense/stiff soil
'
Silty sand & sandy s 1
3
Sand & silty sand
i --Silty
sand & sandy E I
1
Very dense/stiff soil
i
i
i
Si1 ty sand & sandy E I
i
i
Sand &
silty sand
7
i
3
i
3
tty-s d&-sa 1
i
Clay & sil ty clay
Silty sand & sandy E 1
'
Sand & silty sand
1
Sfty sand & sandy E 1
ay & sil ty clay
7
Silty sand &sandy E 1'
5
ay & sil ty clay
3
Qay
1
Qay & siltyclay
3
5
Silty sand & sandy 1
1 8 12 16
I (Robertson 1990)
CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/12/2022, 12:53:58 PM 0
Project file: D:\32527\sounding_files.cpt

ECS Southeast, LLP
6714 Netherlands Drive
EE Wilmington, NC 28403
ECS Project # 22-32527
I� I
Project: Villari Brothers - Storage Ponds
Location: Warsaw, Duplin County, North Carolina
1.
2.
3.
4.
5.
6.
w
7.
a
a�
0
8.
9.
1
10.
1
11.
1
12.
1
13.
1
CPT: S-3
Total depth: 14.93 ft, Date: 11/30/2022
Cone Type: Uknown
Cone Operator: Cory Robison
Cone resistance Sleeve friction Pore pressure u SPIT N60 Norm. Soil Behaviour Type
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
w 7
7.5
CL
W 8
6
8.5
9
9.5
10
10.5
it
11.5
12
12.5
13
13.5
A14
1
2
3
4
5
6
w
7
0-
8
9
10
11
12
13
5
1
5-
2-
5-
3-
5-
4-
5-
5-
5
8-
5-
9-
5-
0-
5-
5-
2-
5--
3--
5--
4
5
50 0.2 0.4 0 20 40
Tip resistance (tsf) Friction (tsf) Pressure (psi)
1
1
1
1
1
V-
0.5-
1-
1.5-
2-
2.5-
3-
3.5-
4-
4.5-
5-
5.5-
6-
6.5-
w 7-
7.5-
Q-
a� 8 -
0
8.5-
9-
9.5-
10-
10.5-
11-
11.5-
12-
12.5-
13-
13.5-
14-
14.5-
15-
■
■
■
■
4-1 dy
Sand & silty ,
Silty sand & sandy
..
C■
��
•.
0 10 20 30 40 50 0 4 8 12 16
N60 (blows/ft) SBTn (Robertson 1990)
CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/12/2022, 12:54:25 PM 0
Project file: D:\32527\sounding_files.cpt

ECS Southeast, LLP
6714 Netherlands Drive
EE Wilmington, NC 28403
ECS Project # 22-32527
I� I
Project: Villari Brothers - Storage Ponds
Location: Warsaw, Duplin County, North Carolina
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
w 7
7.5
CL
N 8
I�
8.5
9
9.5
10
10.5
11
11.5
12
12.5
13
13.5
14
14.5
Cone resistance
50 100
Tip resistance (tsf)
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
w 7
7.5
CL
N 8
l�
8.5
9
9.5
10
10.5
it
11.5
12
12.5
13
13.5
14
14.5
Sleeve friction
1 2
Friction (tsf)
w
Pore pressure u
-4 -2 0
Pressure (psi)
w
L
IZ
N
I�
1
1
1
1
1
I !
I!
SPT N60
N60 (blows/ft)
CPT: S-4
Total depth: 14.93 ft, Date: 11/30/2022
Cone Type: Uknown
Cone Operator: Cory Robison
Norm. Soil Behaviour Type
0-
0.5-
1-
1.5-
2-
2.5
-
3-
3.-
4-
4.5-
5-
5.5-
6-
6.5-
w 7-
7.5-
Q
N $-
I�
8.5-
9-
9.5-
10-
10.5-
11-
11.5-
12-
12.5-
13-
13.5-
14-
14.5-
15-
.--.
Very .�
.
Silty S'
ery
Md
I- I- I- I- I
0 4 8 12 16
SBTn (Robertson 1990)
CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/12/2022, 12:54:49 PM 0
Project file: D:\32527\sounding_files.cpt

ECS Southeast, LLP
6714 Netherlands Drive
EE Wilmington, NC 28403
ECS Project # 22-32527
I� I
Project: Villari Brothers - Storage Ponds
Location: Warsaw, Duplin County, North Carolina
0.5
1
1.5
2
2.5
3
3.5
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5.5
6
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7.5
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8.5
9
9.5
10
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11
11.5
12
12.5
13
13.5
14
14.5
Cone resistance
0 20,000
Tip resistance (tsf)
0.5
1
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2
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4
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9
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Sleeve friction
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4
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5
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6
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9
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11
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Friction (tsf) Pressure (psi)
w
a
a�
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I!
SPT N60
N60 (blows/ft)
CPT: S-5
Total depth: 14.93 ft, Date: 11/30/2022
Cone Type: Uknown
Cone Operator: Cory Robison
Norm. Soil Behaviour Type
0-
0.5-
1
1.5-
2-
2.5-
3-
3.5-
4-
4.5-
5-
5.5-
6-
6.5-
7-
7.5-
8
0
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11-
11 . 51212.51313.51414.5
15
and- silly sa
Sand
Sand & silty sand
Silty sand & sandy
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a
ay
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silty sa
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0 4 8 12T-77 16
SBTn (Robertson 1990)
CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/12/2022, 12:55:16 PM 0
Project file: D:\32527\sounding_files.cpt

ECS Southeast, LLP
6714 Netherlands Drive
EE Wilmington, NC 28403
ECS Project # 22-32527
I� I
Project: Villari Brothers - Storage Ponds
Location: Warsaw, Duplin County, North Carolina
1.
2.
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4.
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6.
w
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a
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0
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100
Tip resistance (tsf)
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1
1.5
2
2.5
3
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4
4.5
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5.5
6
6.5
w 7
7.5
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6
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9
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it
11.5
12
12.5
13
13.5
14
14.5
Sleeve friction
0.5 1 1.5
Friction (tsf)
w
1
1
1
1
1
Pore pressure u
-10 0
Pressure (psi)
w
a
a�
0
1
1
1
1
1
5
5
7
5
I!
SPT N60
N60 (blows/ft)
CPT: S-6
Total depth: 14.93 ft, Date: 11/30/2022
Cone Type: Uknown
Cone Operator: Cory Robison
Norm. Soil Behaviour Type
0-
0.5-
1-
1.5-
2-
2.5-
3-
3.5-
4-
4.5-
5-
5.5-
6-
6.5-
w 7-
7.5-
Q-
a� 8 -
0
8.5-
9-
9.5-
10-
10.5-
11-
11.5-
12-
12.5-
13-
13.5-
14-
14.5-
15-
r
MEN
MEME
.--.
MEME
.--.
MEME
a-Y 8'!I1-
0 4 8 12 16
SBTn (Robertson 1990)
CPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 12/12/2022, 12:55:51 PM 0
Project file: D:\32527\sounding_files.cpt

APPENDIX C — Supplemental Report Documents
GBA Document

r- Geotechnical-Engineering Report -)
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk -confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific
needs of their clients. A geotechnical-engineering study conducted
for a given civil engineer will not likely meet the needs of a civil -
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. 7hose who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project -specific factors
when designing the study behind this report and developing the
confirmation -dependent recommendations the report conveys. A few
typical factors include:
• the clients goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
the structures location and orientation on the site; and
other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the sites size or shape;
• the function of the proposed structure, as when it's
changed from a parking garage to an office building, or
from a light -industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an apply -by" date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis - if any is required at all - could prevent major problems.
Most of the "Findings" Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a sites
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide- subsurface conditions may differ - maybe significantly - from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.

This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
notfinal, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
confer with other design -team members,
help develop specifications,
review pertinent elements of other design professionals'
plans and specifications, and
be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide forbid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled "limitations, many of these provisions indicate
where geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one' or `phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
DAM GEOPROFESSIONAL
BUSINESS
saia'AWIM
- ASSOCIATION
Telephone: [phone]
e-mail: [e-mail] www.geoprofessional.org
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent

3/20/23, 10:46 AM
North Carolina Secretary of State Search Results
• File an Annual Report/Amend an Annual Report • Upload a PDF Filing • Order a Document Online -
Add Entity to My Email Notification List • View Filings • Print a Pre -Populated Annual Report form • Print
an Amended a Annual Report form
Limited Liability Company
Legal Name
Micro Land Group, LLC
Information
Sosld: 1164669
Status: Current -Active O
Date Formed: 8/24/2010
Citizenship: Domestic
Annual Report Due Date: April 15th
Currentpnnual Report Status:
Registered Agent: Villari, Joseph
Addresses
Printout of Corporate
Information for Micro
Land Group, LLC
Mailing Principal Office Reg Office
1015 Ashes Drive Suite 102 1015 Ashes Drive Suite 102 1015 Ashes Drive Suite 102
Wilmington, NC 28405
Reg Mailing
1015 Ashes Drive Suite 102
Wilmington, NC 28405
Company Officials
Wilmington, NC 28405 Wilmington, NC 28405
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Manager
Joseph P. Villari
1420 Avenel Dr.
Wilmington NC 28411
https://www.sosnc.gov/online_services/search/Business_Registration_ResuIts 1/1

VALLEY V-CHART
Valley Dealer
BENCHMARK BLDGS. & IRRIG.
165 S Kenansville Bypass
PO Box 867
Kenansville, NC 28349-0867
United States
Tlaalar -KTn
Parent Order No.
Sprinkler Order No. Villari Bros 1A 1B
11 Plant GEORGIA DC 11
(ten ctnmar
.13
Field Name
Specifications for
proposed center
pivot irrigation
system
Dealer PO
Order Date 02/24/2023
Load Date 02/28/2023
Method Of Shipment UPSG
4 Span Valley Standard Pivot 7000
Machine Flow 700 (GPM)
Pivot Pressure 54 (PSI)
in
Cover Sheet - 02/24/2023 Page 1

Parent Order No Dealer BENCHMARKBLDGS. & UMIG. Sprinkler Order No Villari Bros lA 1B
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
Span and Overhang
Pipe
Coupler
D. U.
Model
Qty
Length
O.D.
Spacing
Qty
Profile Tire
(ft)
(in)
(in)
7000
3
204.9
6
108
23
Standard 14.9 x 24 High Float
7000
1
180.0
6
108
20
Standard 14.9 x 24 High Float
7000
1
27.0
6
110
4
Messages
Caution:
None
Dealer:
None
Sprinkler -- Available Outlets
Sprinkler Configuration Range(ft)
Valley U-Pipe 6(in) Galvanized 3/4 M NPT x 3/4 F NPT Outlets
4,88,1
Black Hose Drop Variable Length 60(in) Ground Clr 91,93,1
Valley Slip Weight 26(in) 20b) Poly
Nelson TR3000 D4 - Green 3/4 M NPT ASSY
461.23 (tt) Total Drop Hose Length
Pressure
Field Area
59.5 (Ac) Total
48.8 (Ac) Pivot 3600
10.7 (Ac) EG on 80%
822.6 (ft)Machine Length
106.1 (ft) End Gun Radius
r-----------------------------------i
54 (PSI) Pivot Pressure j
45 (PSI) = End Pressure
0.0 (ft) Highest Elevation
0.0 (ft) Lowest Elevation
L------------------------------------i
Flow
-----------------------------
700 (GPM)
11.25 (GPM per Acre)
1
0.60 (in per day) App Rate
0.132 (in) App Depth @ 1000 11
147.7 (GPM) End Gun
1
1
----------------------------J
LRDU Drive Train
------------------------------------------------
68 RPM Center Drive @60 Hz freq.
I
14.9 x 24 High Float ND Tire
I
52:1Wheel GB Ratio, LRDU Dist 795.2 (ft)
5.3 Hrs/360° @ 100% 15.76 (Ft per Min)
5.3 Hrs/360° @ 100%
-----------------------------------------------
Cover Sheet - 02/24/2023 Page 2

Parent Order No
Pressure Loss
Dealer BENCHMARKBLDGS. & IRRIG. Sprinkler Order No Villari Bros iA 1B
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
End Gun(s) & Booster Pump Information
Pipe Pipe Pipe Loss
Length (ft) I.D. (in) Finish C-Factor (PSI)
822.6 5.79 Galvanized 150 7.9
Total = 7.9
Span Flow
Span
Number
Irrigated Area
Length (ft) (Ac)
Rqd
(GPM)
Act
(GPM)
Rqd
(GPM per Acre)
Act
(GPM per Acre)
% Deviation
1
181.4 3.0
32.8
40.1
10.90
13.34
22.4
2
204.9 9.1
99.2
99.4
10.90
10.92
0.2
3
204.9 15.2
165.2
164.8
10.90
10.87
-0.2
4
179.8 18.3
199.4
199.9
10.90
10.93
0.3
O/H
27.4 3.2
36.2
35.7
11.30
11.15
-1.3
EG
106.1 10.7
150.8
147.7
11.25
11.02
-2.1
Totals
59.5
687.6
Drain Sprinkler
12.3
12.1
Total Machine Flow
699.7
Primary End Gun
Nelson SR100 End Gun
0.9 Nozzle
Booster Pump
Advanced Options
-----------------------------------------
lDrain Sprinkler = Senninger Directional !
!Last Sprinkler Coverage = 1 ft !
!Sprinkler Coverage Length = 823.6 ft !
!Use Last Coupler= YES !
!Minimum Mainline Pressure = 6 PSI !
-----------------------------------------------------------
Shipping Options
-----------------------------------------------
,Ship Drop Hardware !
!Ship Endgun Nozzle !
!Ship Endgun & Hardware !
!Do not ship Endgun Valve / Nozzle Valve Hardware !
!Do not ship Boosterpump Hardware !
-----------------------------------------------------------
Cover Sheet - 02/24/2023 Page 3

Dealer BENCHMARK BLDGS. & IRRIG. Sprinkler Order No Villari Bros lA 1B
Customer VALuy V-CHART
Field Name Parent Order No
Valley Standard Pivot 7000 Percent Timer Data
Setup Information - Valley Computer Control Panel Water Application Constants: Minimum Application = 0.132 (in) Hours/360' = 5.3
Based on IN Based on % Timer
IN Per
Pivot
Hours Per
360 degrees
o Timer
360 degrees
0.132
100.0
5.3
0.20
65.9
8.0
0.30
43.9
12.1
0.40
32.9
16.1
0.50
26.4
20.1
0.60
22.0
24.1
0.70
18.8
28.2
0.80
16.5
32.1
0.90
14.6
36.3
1.00
13.2
40.2
1.25
10.5
50.5
1.50
8.8
60.2
1.75
7.5
70.7
2.00
6.6
80.3
2.50
5.3
100.0
Pivot
IN Per
Hours Per
o Timer
360 degrees
360 degrees
100.0
0.132
5.3
90.0
0.15
5.9
80.0
0.16
6.6
70.0
0.19
7.6
60.0
0.22
8.8
50.0
0.26
10.6
45.0
0.29
11.8
40.0
0.33
13.3
35.0
0.38
15.1
30.0
0.44
17.7
25.0
0.53
21.2
20.0
0.66
26.5
17.5
0.75
30.3
15.0
0.88
35.3
12.5
1.05
42.4
10.0
1.32
53.0
7.5
1.76
70.7
5.0
2.64
106.0
Field Area
Flow
Pressure
LRDU Drive Train
------------------------------------i r--------------------------------- ir----------------------------------- ir--------------------------------------------- 1
59.5(Ac) Total
jj 700 (GPM)
ii
54 (PSI) Pivot Pressure
ii 68 RPM Center Drive @ 60 Hz freq.
48.8 (Ac) Pivot 360'
i i 11.25 (GPM per Acre)
i�
45 (PSI)=End Pressure
ii 14.9 x 24 High Float ND Tire
10.7 (Ac) EG on 80%
0.60 (in per day) App
Rate ii
0.0(ft) Highest Elevation
ii 52:lwheel GB Ratio, LRDU Dist 795.2(ft) i
822.6(ft)Machine Length
i i 0.132 (in) App Depth @
100% ii
0.0(ft) Lowest Elevation
ii 5.3 Hrs/360° @ 1000 ( 15.76 ) (Ft per Min)
106.1 (ft)End Gun Radius
ii
i i 147.7 (GPM) End Gun
i�----------------------------------i i
i -�i 5.3 Hrs/360° @ 1000 �
-----------------------------------
----------------------------------------------�
Disclaimer
---------------------------------'
The information presented in the
attached Percent Timer Report is based on
variables which cannot be totally
controlled by Valmont (including, but not
limited to; pivot pressure, inside
pipeline surface, end gun throw,
end gun
arc setting, tire slippage, tire
pressure, field slopes, soil variations,
sprinkler package installation,
well capacity, center drive motor voltage,
center drive motor frequency, climatic
conditions and other elements and
circumstances beyond Valmont's
reasonable control). Valmont recommends
monitoring
the machine for at least one
pass through field to obtain an accurate
rotation time.
Percent Timer - 02/24/2023 Page 1

Valley Dealer
BENCHMARK BLDGS. & IRRIG.
165 S Kenansville Bypass
PO Box 867
Kenansville, NC 28349-0867
United States
Tiaa�ar �Tn
Parent Order No.
Sprinkler Order No. Villari Bros 2
11 Plant GEORGIA DC 11
(ten ctnmar
.13
Field Name
Dealer PO
Order Date 02/24/2023
Load Date 02/28/2023
Method Of Shipment UPSG
3 Span Valley Standard Pivot 7000
Machine Flow 325 (GPM)
Pivot Pressure 48 (PSI)
in
Cover Sheet - 02/24/2023 Page 1

Parent Order No Dealer BENCHMARKBLDGS. & UMIG. Sprinkler Order No Villari Bros 2
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
Span and Overhang
Pipe
Coupler
D. U.
Model
Qty
Length
O.D.
Spacing
Qty
Profile Tire
(ft)
(in)
(in)
7000
2
180.0
6
108
20
Standard 14.9 x 24 High Float
7000
1
160.0
6
108
18
Standard 14.9 x 24 High Float
7000
1
9.0
6
110
2
Messages
Caution:
None
Dealer:
None
Sprinkler -- Available Outlets
Sprinkler Configuration Range(ft)
Valley U-Pipe 6(in) Galvanized 3/4 M NPT x 3/4 F NPT Outlets
4,60,1
Black Hose Drop Variable Length 60(in) Ground Clr
Valley Slip Weight 26(in) 20b) Poly
Nelson TR3000 D4 - Green 3/4 M NPT ASSY
289.92 (tt) Total Drop Hose Length
Pressure
Field Area
25.8 (Ac) Total
20.2 (Ac) Pivot 3600
5.6 (Ac) EG on 70%
529.6 (ft)Machine Length
95.3 (ft) End Gun Radius
r-----------------------------------i
48 (PSI) Pivot Pressure j
45 (PSI) = End Pressure
0.0 (ft) Highest Elevation
0.0 (ft) Lowest Elevation
L------------------------------------i
Flow
-----------------------------
325 (GPM)
11.54 (GPM per Acre)
1
0.61 (in per day) App Rate
0.089 (in) App Depth @ 1000 11
93.8 (GPM) End Gun
1
1
----------------------------J
LRDU Drive Train
------------------------------------------------
68 RPM Center Drive @60 Hz freq.
I
14.9 x 24 High Float ND Tire
I
52:1Wheel GB Ratio, LRDU Dist 520.5 (ft)
3.5 Hrs/360° @ 100% 15.76 (Ft per Min)
3.5 Hrs/360° @ 100%
-----------------------------------------------
Cover Sheet - 02/24/2023 Page 2

Parent Order No
Pressure Loss
Dealer BENCHMARKBLDGS. & IRRIG. Sprinkler Order No Villari Bros 2
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
End Gun(s) & Booster Pump Information
Pipe Pipe Pipe Loss
Length (ft) I.D. (in) Finish C-Factor (PSI)
529.6 5.79 Galvanized 150 1.3
Total = 1.3
Span Flow
Span
Irrigated Area
Rqd
Act
Rqd
Act
Number
Length (ft) (Ac)
(GPM)
(GPM)
(GPM per Acre)
(GPM per Acre)
% Deviation
1
156.7 2.3
24.8
31.5
10.70
13.62
27.2
2
180.1 7.0
75.3
75.2
10.70
10.70
-0.0
3
159.8 10.2
108.7
108.6
10.70
10.69
-0.1
0/H
9.1 0.7
8.2
8.3
11.89
12.05
1.4
EG
95.3 5.6
91.5
93.8
11.54
11.82
2.4
Totals
25.8
317.4
Drain Sprinkler
7.6
8.1
Total Machine Flow
325.5
Primary End Gun
Nelson SR100 End Gun
0.7 Nozzle
Booster Pump
Advanced Options
-----------------------------------------
lDrain Sprinkler = Senninger Directional !
!Last Sprinkler Coverage = 1 ft !
!Sprinkler Coverage Length = 530.6 ft !
!Use Last Coupler= YES !
!Minimum Mainline Pressure = 6 PSI !
-----------------------------------------------------------
Shipping Options
-----------------------------------------------
,Ship Drop Hardware !
!Ship Endgun Nozzle !
!Ship Endgun & Hardware !
!Do not ship Endgun Valve / Nozzle Valve Hardware !
!Do not ship Boosterpump Hardware !
-----------------------•
Cover Sheet - 02/24/2023 Page 3

Dealer BENCHMARK BLDGS. & IRRIG. Sprinkler Order No Villari Bros 2
Customer VALuy V-CHART
Field Name Parent Order No
Valley Standard Pivot 7000 Percent Timer Data
Setup Information - Valley Computer Control Panel Water Application Constants: Minimum Application = 0.089 (in) Hours/360' = 3.5
Based on IN Based on % Timer
IN Per
Pivot
Hours Per
360 degrees
o Timer
360 degrees
0.089
100.0
3.5
0.10
89.3
3.9
0.20
44.6
7.8
0.30
29.8
11.7
0.40
22.3
15.7
0.50
17.9
19.6
0.60
14.9
23.5
0.70
12.8
27.3
0.80
11.2
31.3
0.90
9.9
35.4
1.00
8.9
39.3
1.25
7.1
49.3
1.50
6.0
58.3
1.75
5.1
68.6
Pivot
IN Per
Hours Per
o Timer
360 degrees
360 degrees
100.0
0.089
3.5
90.0
0.10
3.9
80.0
0.11
4.4
70.0
0.13
5.0
60.0
0.15
5.8
50.0
0.18
7.0
45.0
0.20
7.8
40.0
0.22
8.8
35.0
0.26
10.0
30.0
0.30
11.7
25.0
0.36
14.0
20.0
0.45
17.5
17.5
0.51
20.0
15.0
0.60
23.3
12.5
0.71
28.0
10.0
0.89
35.0
7.5
1.19
46.7
5.0
1.79
70.0
Field Area
Flow
Pressure
LRDU Drive Train
------------------------------------i r--------------------------------- ir----------------------------------- ir--------------------------------------------- 1
25.8(Ac) Total
jj 325 (GPM)
ii
48 (PSI) Pivot Pressure
ii 68 RPM Center Drive @ 60 Hz freq.
20.2 (Ac) Pivot 360'
i i 11.54 (GPM per Acre)
i�
45 (PSI)=End Pressure
ii 14.9 x 24 High Float ND Tire
5.6 (Ac) EG on 70%
0.61 (in per day) App
Rate ii
0.0(ft) Highest Elevation
ii 52:lwheel GB Ratio, LRDU Dist 520.5(ft) i
529.6(ft)Machine Length
i i 0.089 (in) App Depth @
100% ii
0.0(ft) Lowest Elevation
ii 3.5 Hrs/360° @ 1000 ( 15.76 ) (Ft per Min)
95.3 (ft)End Gun Radius
ii
i i 93.8 (GPM) End Gun
iL------------------------------------jii i
i 3.5 Hrs/360° @ 1000 �
-----------------------------------
----------------------------------------------�
Disclaimer
---------------------------------'
The information presented in the
attached Percent Timer Report is based on
variables which cannot be totally
controlled by Valmont (including, but not
limited to; pivot pressure, inside
pipeline surface, end gun throw,
end gun
arc setting, tire slippage, tire
pressure, field slopes, soil variations,
sprinkler package installation,
well capacity, center drive motor voltage,
center drive motor frequency, climatic
conditions and other elements and
circumstances beyond Valmont's
reasonable control). Valmont recommends
monitoring
the machine for at least one
pass through field to obtain an accurate
rotation time.
Percent Timer - 02/24/2023 Page 1

Valley Dealer
BENCHMARK BLDGS. & IRRIG.
165 S Kenansville Bypass
PO Box 867
Kenansville, NC 28349-0867
United States
Tiaa�ar �Tn
Parent Order No.
Sprinkler Order No. Villari Bros 3A
11 Plant GEORGIA DC 11
(ten ctnmar
.13
Field Name
Dealer PO
Order Date 02/24/2023
Load Date 02/28/2023
Method Of Shipment UPSG
3 Span Valley Standard Pivot 7000
Machine Flow 200 (GPM)
Pivot Pressure 42 (PSI)
in
Cover Sheet - 02/24/2023 Page 1

Parent Order No Dealer BENCHMARKBLDGS. & UMIG. Sprinkler Order No Villari Bros 3A
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
Span and Overhang
Pipe
Coupler
D. U.
Model
Qty
Length
O.D.
Spacing
Qty
Profile Tire
(ft)
(in)
(in)
7000
2
204.9
6
108
23
Standard 14.9 x 24 High Float
7000
1
180.0
6
108
20
Standard 14.9 x 24 High Float
7000
1
45.0
6
110
7
Messages
Caution:
1. Primary Endgun overwatering by 11.14%
Dealer:
None
Sprinkler -- Available Outlets
Sprinkler Configuration Range(ft)
Valley U-Pipe 6(in) Galvanized 3/4 M NPT x 3/4 F NPT Outlets
4,72,1
Black Hose Drop Variable Length 60(in) Ground Clr
Valley Slip Weight 26(in) 20b) Poly
Nelson TR3000 D4 - Green 3/4 M NPT ASSY
356.36 (tt) Total Drop Hose Length
Pressure
Field Area
17.4 (Ac) Total
14.6 (Ac) Pivot 1800
2.8 (Ac) EG on 75 0
635.8 (ft)Machine Length
76.6 (ft) End Gun Radius
r-----------------------------------i
42 (PSI) Pivot Pressure j
40 (PSI) = End Pressure
0.0 (ft) Highest Elevation
0.0 (ft) Lowest Elevation
L------------------------------------i
Flow
-----------------------------
200 (GPM)
10.93 (GPM per Acre)
1
0.58 (in per day) App Rate
0.048 (in) App Depth @ 1000 11
45.2 (GPM) End Gun
1
1
----------------------------J
LRDU Drive Train
------------------------------------------------
68 RPM Center Drive @60 Hz freq.
I
14.9 x 24 High Float ND Tire
I
52:1Wheel GB Ratio, LRDU Dist 590.2 (ft)
2.O Hrs/180° @ 100% 15.76 (Ft per Min)
4 Hrs/360° @ 100%
-----------------------------------------------
Cover Sheet - 02/24/2023 Page 2

Parent Order No
Pressure Loss
Dealer BENCHMARKBLDGS. & IRRIG. Sprinkler Order No Villari Bros 3A
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
End Gun(s) & Booster Pump Information
Pipe Pipe
Pipe
Loss
Length (ft) I.D. (in)
Finish
C-Factor
(PSI)
617.7 5.79
Galvanized
150
1.0
18.1 3.79
Galvanized
150
0.1
Total
= 1.1
Span Flow
Span
Irrigated Area
Rqd
Act
Rqd
Act
Number
Length (ft) (Ac)
(GPM)
(GPM)
(GPM per Acre)
(GPM per Acre)
% Deviation
1
181.4 1.5
13.9
30.6
9.25
20.35
120.0
2
204.9 4.6
42.1
43.0
9.25
9.44
2.1
3
179.8 6.5
60.0
60.0
9.25
9.25
-0.0
0/H
45.5 2.0
19.0
19.0
9.46
9.43
-0.3
EG
76.6 2.8
40.7
45.2
10.93
12.15
11.1
Totals
17.4
197.8
Drain Sprinkler
4.2
4.4
Total Machine Flow
202.2
Primary End Gun
Nelson SR100 End Gun
0.5 Nozzle
Booster Pump
Advanced Options
-----------------------------------------
lDrain Sprinkler = Senninger Directional !
!Last Sprinkler Coverage = 1 ft !
!Sprinkler Coverage Length = 636.8 ft !
!Use Last Coupler= YES !
!Minimum Mainline Pressure = 6 PSI !
-----------------------------------------------------------
Shipping Options
-----------------------------------------------
,Ship Drop Hardware !
!Ship Endgun Nozzle !
!Ship Endgun & Hardware !
!Do not ship Endgun Valve / Nozzle Valve Hardware !
!Do not ship Boosterpump Hardware !
-----------------------•
Cover Sheet - 02/24/2023 Page 3

Dealer BENCHMARK BLDGS. & IRRIG. Sprinkler Order No Villari Bros 3A
Customer VALuy V-CHART
Field Name Parent Order No
Valley Standard Pivot 7000 Percent Timer Data
Setup Information - Valley Computer Control Panel Water Application Constants: Minimum Application = 0.048 (in) Hours/360° = 4
Based on IN Based on % Timer
IN Per
Pivot
Hours Per
180 degrees
o Timer
180 degrees
0.048
100.0
2.0
0.10
48.3
4.1
0.20
24.2
8.3
0.30
16.1
12.4
0.40
12.1
16.5
0.50
9.7
20.6
0.60
8.1
24.7
0.70
6.9
29.0
0.80
6.0
33.3
0.90
5.4
37.0
Pivot
IN Per
Hours Per
o Timer
180 degrees
180 degrees
100.0
0.048
2.0
90.0
0.05
2.2
80.0
0.06
2.5
70.0
0.07
2.9
60.0
0.08
3.3
50.0
0.10
4.0
45.0
0.11
4.4
40.0
0.12
5.0
35.0
0.14
5.7
30.0
0.16
6.7
25.0
0.19
8.0
20.0
0.24
10.0
17.5
0.28
11.4
15.0
0.32
13.3
12.5
0.39
16.0
10.0
0.48
20.0
7.5
0.64
26.7
5.0
0.97
40.0
Field Area
Flow
Pressure
LRDU Drive Train
------------------------------------i r--------------------------------- ir----------------------------------- ir--------------------------------------------- 1
17.4(Ac) Total
jj 200 (GPM)
ii
42 (PSI) Pivot Pressure
ii 68 RPM Center Drive @ 60 Hz freq.
14.6 (Ac) Pivot 180'
i i 10.93 (GPM per Acre)
i�
40 (PSI)=End Pressure
ii 14.9 x 24 High Float ND Tire
2.8 (Ac) EG on 75%
ii 0.58 (in per day) App
Rate ii
0.0(ft) Highest Elevation
ii 52:lwheel GB Ratio, LRDU Dist 590.2(ft) i
635.8(ft)Machine Length
i i 0.048 (in) App Depth @
100% ii
0.0(ft) Lowest Elevation
ii 2.OHrs/180° @ 1000 ( 15.76 ) (Ft per Min)
76.6 (ft)End Gun Radius
ii
i i 45.2 (GPM) End Gun
i�----------------------------------i i
i -�i 4 Hrs/360° @ 1000 �
-----------------------------------
----------------------------------------------�
Disclaimer
---------------------------------'
The information presented in the
attached Percent Timer Report is based on
variables which cannot be totally
controlled by Valmont (including, but not
limited to; pivot pressure, inside
pipeline surface, end gun throw,
end gun
arc setting, tire slippage, tire
pressure, field slopes, soil variations,
sprinkler package installation,
well capacity, center drive motor voltage,
center drive motor frequency, climatic
conditions and other elements and
circumstances beyond Valmont's
reasonable control). Valmont recommends
monitoring
the machine for at least one
pass through field to obtain an accurate
rotation time.
Percent Timer - 02/24/2023 Page 1

Valley Dealer
BENCHMARK BLDGS. & IRRIG.
165 S Kenansville Bypass
PO Box 867
Kenansville, NC 28349-0867
United States
Tiaa�ar �Tn
Parent Order No.
Sprinkler Order No. Villari Bros 3B
11 Plant GEORGIA DC 11
(ten ctnmar
.13
Field Name
Dealer PO
Order Date 02/24/2023
Load Date 02/28/2023
Method Of Shipment UPSG
3 Span Valley Standard Pivot 7000
Machine Flow 180 (GPM)
Pivot Pressure 42 (PSI)
in
Cover Sheet - 02/24/2023 Page 1

Parent Order No Dealer BENCHMARKBLDGS. & UMIG. Sprinkler Order No Villari Bros 3B
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
Span and Overhang
Pipe
Coupler
D. U.
Model
Qty
Length
O.D.
Spacing
Qty
Profile Tire
(ft)
(in)
(in)
7000
2
184.8
6
108
21
Standard 14.9 x 24 High Float
7000
1
135.2
6
108
15
Standard 14.9 x 24 High Float
7000
1
45.0
6
110
7
Messages
Caution:
None
Dealer:
None
Sprinkler -- Available Outlets
Sprinkler Configuration Range(ft)
Valley U-Pipe 6(in) Galvanized 3/4 M NPT x 3/4 F NPT Outlets
4,56,1
Black Hose Drop Variable Length 60(in) Ground Clr 59,63,1
Valley Slip Weight 26(in) 20b) Poly
Nelson TR3000 D4 - Green 3/4 M NPT ASSY
298.75 (tt) Total Drop Hose Length
Pressure
Field Area
12.9 (Ac) Total
10.9 (Ac) Pivot 1800
2.0 (Ac) EG on 60%
550.7 (ft)Machine Length
76.6 (ft) End Gun Radius
r-----------------------------------i
42 (PSI) Pivot Pressure j
40 (PSI) = End Pressure
0.0 (ft) Highest Elevation
0.0 (ft) Lowest Elevation
L------------------------------------i
Flow
-----------------------------
180 (GPM)
12.68 (GPM per Acre)
1
0.67 (in per day) App Rate
0.048 (in) App Depth @ 1000 11
45.3 (GPM) End Gun
1
1
----------------------------J
LRDU Drive Train
------------------------------------------------
68 RPM Center Drive @60 Hz freq.
I
14.9 x 24 High Float ND Tire
I
52:1Wheel GB Ratio, LRDU Dist 505.2 (ft)
1.7 Hrs/180° @ 100% 15.76 (Ft per Min)
3.4 Hrs/360° @ 100%
-----------------------------------------------
Cover Sheet - 02/24/2023 Page 2

Parent Order No
Pressure Loss
Dealer BENCHMARKBLDGS. & IRRIG. Sprinkler Order No Villari Bros 3B
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
End Gun(s) & Booster Pump Information
Pipe Pipe
Pipe
Loss
Length (ft) I.D. (in)
Finish
C-Factor
(PSI)
532.6 5.79
Galvanized
150
0.8
18.1 3.79
Galvanized
150
0.1
Total
= 0.9
Span Flow
Span
Irrigated Area
Rqd
Act
Rqd
Act
Number
Length (ft) (Ac)
(GPM)
(GPM)
(GPM per Acre)
(GPM per Acre)
% Deviation
1
161.2 1.2
13.0
27.6
10.68
22.62
111.9
2
184.9 3.7
39.5
39.7
10.68
10.71
0.3
3
134.9 4.3
45.5
45.9
10.68
10.77
0.9
0/H
45.5 1.7
18.9
18.9
10.92
10.88
-0.3
EG
76.6 2.0
41.3
45.3
12.68
13.91
9.7
Totals
12.9
177.4
Drain Sprinkler
4.1
4.4
Total Machine Flow
181.8
Primary End Gun
Nelson SR100 End Gun
0.5 Nozzle
Booster Pump
Advanced Options
-----------------------------------------
lDrain Sprinkler = Senninger Directional !
!Last Sprinkler Coverage = 1 ft !
!Sprinkler Coverage Length = 551.7 ft !
!Use Last Coupler= YES !
!Minimum Mainline Pressure = 6 PSI !
-----------------------------------------------------------
Shipping Options
-----------------------------------------------
,Ship Drop Hardware !
!Ship Endgun Nozzle !
!Ship Endgun & Hardware !
!Do not ship Endgun Valve / Nozzle Valve Hardware !
!Do not ship Boosterpump Hardware !
----------------------------------------------------------
Cover Sheet - 02/24/2023 Page 3

Dealer BENCHMARK BLDGS. & IRRIG. Sprinkler Order No Villari Bros 3B
Customer VALuy V-CHART
Field Name Parent Order No
Valley Standard Pivot 7000 Percent Timer Data
Setup Information - Valley Computer Control Panel Water Application Constants: Minimum Application = 0.048 (in) Hours/360° = 3.4
Based on IN Based on % Timer
IN Per
Pivot
Hours Per
180 degrees
o Timer
180 degrees
0.048
100.0
1.7
0.10
47.6
3.6
0.20
23.8
7.1
0.30
15.9
10.7
0.40
11.9
14.3
0.50
9.5
17.9
0.60
7.9
21.5
0.70
6.8
25.0
0.80
6.0
28.3
0.90
5.3
32.1
Pivot
IN Per
Hours Per
o Timer
180 degrees
180 degrees
100.0
0.048
1.7
90.0
0.05
1.9
80.0
0.06
2.1
70.0
0.07
2.4
60.0
0.08
2.8
50.0
0.10
3.4
45.0
0.11
3.8
40.0
0.12
4.3
35.0
0.14
4.9
30.0
0.16
5.7
25.0
0.19
6.8
20.0
0.24
8.5
17.5
0.27
9.7
15.0
0.32
11.3
12.5
0.38
13.6
10.0
0.48
17.0
7.5
0.64
22.7
5.0
0.95
34.0
Field Area
Flow
Pressure
LRDU Drive Train
------------------------------------i r--------------------------------- ir----------------------------------- ir--------------------------------------------- 1
12.9(Ac) Total
jj 180 (GPM)
ii
42 (PSI) Pivot Pressure
ii 68 RPM Center Drive @ 60 Hz freq.
10.9 (Ac) Pivot 180'
i i 12.68 (GPM per Acre)
i�
40 (PSI)=End Pressure
ii 14.9 x 24 High Float ND Tire
2.0 (Ac) EG on 60%
0.67 (in per day) App
Rate ii
0.0(ft) Highest Elevation
ii 52:lwheel GB Ratio, LRDU Dist 505.2(ft) i
550.7(ft)Machine Length
i i 0.048 (in) App Depth @
100% ii
0.0(ft) Lowest Elevation
ii 1.7Hrs/180° @ 1000 ( 15.76 ) (Ft per Min)
76.6 (ft)End Gun Radius
ii
i i 45.3 (GPM) End Gun
i�----------------------------------i i
i -�i 3.4 Hrs/360° @ 1000 �
-----------------------------------
----------------------------------------------�
Disclaimer
---------------------------------'
The information presented in the
attached Percent Timer Report is based on
variables which cannot be totally
controlled by Valmont (including, but not
limited to; pivot pressure, inside
pipeline surface, end gun throw,
end gun
arc setting, tire slippage, tire
pressure, field slopes, soil variations,
sprinkler package installation,
well capacity, center drive motor voltage,
center drive motor frequency, climatic
conditions and other elements and
circumstances beyond Valmont's
reasonable control). Valmont recommends
monitoring
the machine for at least one
pass through field to obtain an accurate
rotation time.
Percent Timer - 02/24/2023 Page 1

Valley Dealer
BENCHMARK BLDGS. & IRRIG.
165 S Kenansville Bypass
PO Box 867
Kenansville, NC 28349-0867
United States
Tiaa�ar �Tn
Parent Order No.
Sprinkler Order No. Villari Bros 4
11 Plant GEORGIA DC 11
(ten ctnmar
.13
Field Name
Dealer PO
Order Date 02/24/2023
Load Date 02/28/2023
Method Of Shipment UPSG
3 Span Valley Standard Pivot 7000
Machine Flow 200 (GPM)
Pivot Pressure 42 (PSI)
in
Cover Sheet - 02/24/2023 Page 1

Parent Order No Dealer BENCHMARKBLDGS. & UMIG. Sprinkler Order No Villari Bros 4
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
Span and Overhang
Pipe Coupler D. U.
Model Qty Length O.D. Spacing Qty Profile Tire
(ft) (in) (in)
7000 3 204.9 6 108 23 Standard 14.9 x 24 High Float
7000 1 27.0 6 110 4
Messages
Caution:
1. Primary Endgun overwatering by 12.24%
Dealer:
None
Sprinkler -- Available Outlets
Sprinkler Configuration Range(ft)
Valley U-Pipe 6(in) Galvanized 3/4 M NPT x 3/4 F NPT Outlets
4,68,1
Black Hose Drop Variable Length 60(in) Ground Clr 71,73,1
Valley Slip Weight 26(in) 20b) Poly
Nelson TR3000 D4 - Green 3/4 M NPT ASSY
358.83 (tt) Total Drop Hose Length
Field Area
Flow
-------------- ----------------
16.7 (Ac) Total ii 200 (GPM)
14.1 (Ac) Pivot 1700 ii 11.36 (GPM per Acre)
II 1
2.7 (Ac) EG on 75% ii 0.60 (in per day) App Rate
642.5 (ft)Machine Length i i 0.048 (in) App Depth @ 10 0 0
76.6 (ft)End Gun Radius ii 45.3 (GPM) End Gun
II 1
JI 1
Pressure
r----------------------------------- i
42 (PSI) Pivot Pressure j
40 (PSI) = End Pressure
0.0 (ft) Highest Elevation
0.0 (ft) Lowest Elevation
L------------------------------------i
------------- L--------------------------------J
LRDU Drive Train
------------------------------------------------
68 RPM Center Drive @60 Hz freq.
I
14.9 x 24 High Float ND Tire
I
52:1Wheel GB Ratio, LRDU Dist 615.1 (ft)
1.9 Hrs/170° @ 100% 15.76 (Ft per Min)
4 Hrs/360° @ 100%
-----------------------------------------------
Cover Sheet - 02/24/2023 Page 2

Parent Order No
Pressure Loss
Dealer BENCHMARKBLDGS. & IRRIG. Sprinkler Order No Villari Bros 4
Customer
Field Name
Valley Standard Pivot 7000 Machine Summary
End Gun(s) & Booster Pump Information
Pipe Pipe Pipe Loss
Length (ft) I.D. (in) Finish C-Factor (PSI)
642.5 5.79 Galvanized 150 0.9
Total = 0.9
Span Flow
Span
Irrigated Area
Rqd
Act
Rqd
Act
Number
Length (ft) (Ac)
(GPM)
(GPM)
(GPM per Acre)
(GPM per Acre)
% Deviation
1
181.4 1.4
13.6
30.6
9.57
21.55
125.3
2
204.9 4.3
41.1
41.9
9.57
9.74
1.8
3
204.7 7.1
68.4
68.5
9.57
9.58
0.2
0/H
27.4 1.2
11.7
11.5
9.92
9.80
-1.2
EG
76.6 2.7
40.4
45.3
11.36
12.75
12.2
Totals
16.7
197.8
Drain Sprinkler
4.2
4.4
Total Machine Flow
202.2
Primary End Gun
Nelson SR100 End Gun
0.5 Nozzle
Booster Pump
Advanced Options
-----------------------------------------
lDrain Sprinkler = Senninger Directional !
!Last Sprinkler Coverage = 1 ft !
!Sprinkler Coverage Length = 643.5 ft !
!Use Last Coupler= YES !
!Minimum Mainline Pressure = 6 PSI !
-----------------------------------------------------------
Shipping Options
-----------------------------------------------
,Ship Drop Hardware !
!Ship Endgun Nozzle !
!Ship Endgun & Hardware !
!Do not ship Endgun Valve / Nozzle Valve Hardware !
!Do not ship Boosterpump Hardware !
-----------------------•
Cover Sheet - 02/24/2023 Page 3

Dealer BENCHMARK BLDGS. & IRRIG. Sprinkler Order No Villari Bros 4
Customer VALuy V-CHART
Field Name Parent Order No
Valley Standard Pivot 7000 Percent Timer Data
Setup Information - Valley Computer Control Panel Water Application Constants: Minimum Application = 0.048 (in) Hours/360° = 4
Based on IN Based on % Timer
IN Per
Pivot
Hours Per
170 degrees
o Timer
170 degrees
0.048
100.0
1.9
0.10
47.7
4.0
0.20
23.8
8.0
0.30
15.9
11.9
0.40
11.9
16.0
0.50
9.5
20.0
0.60
7.9
24.1
0.70
6.8
27.9
0.80
6.0
31.7
0.90
5.3
35.8
Pivot
IN Per
Hours Per
o Timer
170 degrees
170 degrees
100.0
0.048
1.9
90.0
0.05
2.1
80.0
0.06
2.4
70.0
0.07
2.7
60.0
0.08
3.2
50.0
0.10
3.8
45.0
0.11
4.2
40.0
0.12
4.8
35.0
0.14
5.4
30.0
0.16
6.3
25.0
0.19
7.6
20.0
0.24
9.5
17.5
0.27
10.9
15.0
0.32
12.7
12.5
0.38
15.2
10.0
0.48
19.0
7.5
0.64
25.3
5.0
0.95
38.0
Field Area
Flow
Pressure
LRDU Drive Train
------------------------------------i r--------------------------------- ir----------------------------------- ir--------------------------------------------- 1
16.7(Ac) Total
jj 200 (GPM)
ii
42 (PSI) Pivot Pressure
ii 68 RPM Center Drive @ 60 Hz freq.
14.1 (Ac) Pivot 170'
i i 11.36 (GPM per Acre)
i�
40 (PSI)=End Pressure
ii 14.9 x 24 High Float ND Tire
2.7 (Ac) EG on 75%
ii 0.60 (in per day) App
Rate ii
0.0(ft) Highest Elevation
ii 52:lwheel GB Ratio, LRDU Dist 615.1(ft) i
642.5(ft)Machine Length
i i 0.048 (in) App Depth @
100% ii
0.0(ft) Lowest Elevation
ii 1.9 Hrs/170° @ 1000 ( 15.76 ) (Ft per Min)
76.6 (ft)End Gun Radius
ii
i i 45.3 (GPM) End Gun
i�----------------------------------i i
i -�i 4 Hrs/360° @ 1000 �
-----------------------------------
----------------------------------------------�
Disclaimer
---------------------------------'
The information presented in the
attached Percent Timer Report is based on
variables which cannot be totally
controlled by Valmont (including, but not
limited to; pivot pressure, inside
pipeline surface, end gun throw,
end gun
arc setting, tire slippage, tire
pressure, field slopes, soil variations,
sprinkler package installation,
well capacity, center drive motor voltage,
center drive motor frequency, climatic
conditions and other elements and
circumstances beyond Valmont's
reasonable control). Valmont recommends
monitoring
the machine for at least one
pass through field to obtain an accurate
rotation time.
Percent Timer - 02/24/2023 Page 1

Environmental Chemists, Inc.
envirochem
ANALYTICAL & CONSULTING CHEMISTS
6602 Windmill Way, Wilmington, NC 28405 • 910.392.0223 Lab " 910.392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 • 252.473.5702 Lab/Fax
255-A Wilmington Highway, Jacksonville, NC 28540 • 910.347.5843 Lab/Fax
info(a environmentalchemists.com
Villari Foods -Warsaw
Date of Report: Sep 14, 2022
1012 US Hwy 117
Customer PO #:
Warsaw NC 28398
Customer ID: 11110024
Attention: Gerald Matthews
Report #: 2022-14950
Project ID: Hwy 117 Facility Wastewater
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
22-36486 Site: Effluent
8/4/2022
9:26 AM Water Client
Test
Method
Results
Date Analyzed
SAR
calculation
76.6
09/14/2022
Copper
EPA 200.7, Rev 4.4,1994
0.050 mg/L
08/10/2022
Magnesium
EPA 200.7, Rev 4.4, 1994
3.49mg/L
08/10/2022
Sodium
EPA 200.7, Rev 4 4, 1994
2000 mg/L
09/13/2022
Zinc
EPA 200.7, Rev 4 4, 1994
0.583 mg/L
08/10/2022
Calcium
EPA 200.7, Rev 4.4, 1994
45.8 mg/L
08/10/2022
Residue Suspended (TSS)
SM 2540 D-2015
947 mg/L
08/09/2022
Hexavalent Chromium
SM 3500-Cr-B-2011
<0.10 mg/L
08/05/2022
Reporting limit elevated due to matrix interference.
Ammonia Nitrogen
SM 4500 NH3 C-2011
75.7 mg/L
08/08/2022
Total Phosphorus
SM 4500 P (F-H)-2011
89.5 mg/L
08/17/2022
BOD
SM 5210 B-2016
1830 mg/L
08/05/2022
COD
SM 5220 D-2011
3360 mg/L
08/05/2022
Chloride
SM4500 Cl E-2011
3320 mg/L
08/10/2022
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
22-36487 Site: Effluent - Field
8/4/2022
9:26 AM Water Client
Test
Method
Results
Date Analyzed
Temperature SM 2550 B-2010 28.3 C 08/04/2022
pH SM 4500 H B-2011 8.8 units 08/04/2022
Comment:
Reviewed by:
Report # 2022-14950 Page 1 of 1

Date: - Z jj 6cation . I
Facilit< -'%amz:
AnaMt. I
Permit`:— l�
I P.efer r.-etifenap%f4=-))Rr-B ?ufI
Calibration lime Cai Bu.[er1_0 s.t Cal Buffer I0.0 s.u. I
Check Bu rer 7.0 s.0
Cet>�eats
�AT�3`pH check buffel u read n iG' it = 0.1 pH uric oft::e buff is true tialuz. - Z
4s bu cerLa=': Riccz IIZS69Exnllho 7-buuerLot=.'. Riccao _I1_438 E+M.1223 10s=bu f;'erLaDlit=. P.ICCA�112750 �, »-
S-rr,,:. l-._ _ � 5�r,leCrllceitcr, � Ssrr,^1c �1• I z ,. - Er .�._�
e q, C[Ie-: L'e11e j_U. ._. I C: ,...... eLi 1).: Qe31i{(
i
I• Pus`. anal}3,s buff^- check is r•- irz :'ne p;-,ani.-,a a, lYs s a: nutti
Ali pH aloes is ?{ u- c pie ss-plug l ca:ier_; ace Ee r. -
p is (i e., s u) P.e ^ 3 a?I = L the re_res. 0 0 - G.1;`t:,e bsr is true, 1 s_ . a-,e� repot: to t;er,e�: u.1 S.U. �- =e
r TotaI Residual Chlorine (TRC)
Re,crer:e ttetho.i. SIM 4:D-; CI-G2 1 I. Ha-1- S I6' HP-
i ( Piease circle ao lt:-;'
Deli: Cnec. Poj: _:yss I I - -
I Sa npIC
�,_- Simp'.e
5:i ;d=:i Cc;iec,ie.- 1 P.. P
r_ �y J -7J L._..-; ,•sa
Ti,-_ Ti-.e _ 1 _ I C - ..,_s D 72Q !iEes
E.
101
.tilt_ :,_.-.,1da: h[a [Dc:• —1')9792
FTSL;a D�:a
Dissolved Oxj-gett 0)0) a'=F-o . a>
_
-
i al'1e III V alue m_-'L
I Sot"'; r.flln perfirrtin_ a tcri cahir ir•,tejd eF —
calihr2tinr
Sa-_ e Lcca.. , Saa'}�i- DO
Tune Time =
IGI?1_ CaT.:T. ��Di.a Q' �If[;�—, g
---------------
I I I
_ -- - e meet rn__: be rezali'Erated a: each sire Ee° re, _ _
- - - - - - era p•st-2:a'_S; ra:i racr. t
- _ er='-a.tii rl!S:fe perf7nr d
Temperature - -' -_..- -.-- -
S :- ! Sample :y, yp,e �-rri P.`.ererce Xfetlhad. Slid: B-L t Its rL rt D.
: e Lc-- - CeCe r..:. bra .'s's 1 _ -C
Tide Ti ie G,,-.u.:._;;Di a Q
I
Field Persona.;!! Note-

Environmental Chemist, Inc., Wilmington, NC Lab #94
6602 Windmill Way
Wilmington, NC 28405
Sample Receipt Checklist 910.392.0223
CDOC r
Report Number. ZO2-
Receipt ofsampie: E EM Pickup
13 YES ❑ NO Client Delivery L] UPS ❑
NIA 1. Were custody seals:Present on the tooter? FedEx ❑ Other ❑
I] �'ES Li NO
IJ/A 2. If custody seals were present, were they intact/un4roken?
Original temperature upon receipt ►
Koyv temperature taken: ---oC
Correctediemperature upon receipt_
IR Gun ID: Thomas Traceable S/N❑19251 657 tare Blank -
Against Bottles
YES ❑ NO IR Gun Correction Factor `C: 0.0
3- if temperature of cooler exceeded FC, was Project Mgr./QA notifi=d?
YES ❑ NO a., Were proper custody procedures (relinquished/received) folio., ?
YES ❑ NO 5, �; • ., ` ; ID ,
'/er- __ s listed on the COC? % "ed.
YES ❑ NO 16.
I�s
- = listed on sample containers?
YES El NO 7. - —
YES Li �,n I -_ _°==e and time Iisted on the COC?
tYESYES ❑ iV0� a f'J; ,gcondition for each test?YES❑�,,0 -- - — - ❑ I�10 i---- ` .- - v'J!LMe 21/2il2ble?' `---
i 2 l.jj
YES I r " -aiVed vithin proper holding time for rea
�❑ r'.o
❑ YES I❑ NO s=mples received at a pK of <2? y
I❑ YES �❑ NO ��5.=_sreceivedatapH>12?
ffo
n_n�l received at 2 chlorine residual of <U.5 , ;_.
❑ NO 17. bi, ere S '.'ide -- -
❑ i , �:!:ae received at a chlorine residual of<p,5 m/L?
td0 B. VVe-= C, t'loohosphate samples filtered in the field Withi
n 15 mina_=s=
TDC,/vcla:.lez ere p- c;7eck2= a: t:- _
Bac;�rla samples a'c C�2=.(2n f^ Ol t(;2 Ei,iCr2S11?2�.
2,id recorded on the b�
ncr;sneet.
Sample Preservation: (11U
ssi be co�pfetea foy mplec
:trSample(s) (sj incorret)Y preserved or ,w
iie-re hea J.i rJa �e�
received incorrect, Y Preserved and were ad usLe
Dy adding (circle one u
reoeserv2tion:KGI�I?OH
preser/ati!/=Isne e' ed d, nomples
were received with heads^a� u
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SM
ANALYTICAL & CONSULTING CHEMISTS
Fowl"".
Environmental Chemists, Inc.
6602 Windmill Way, Wilmington, NC 28405 • 910.392.0223 Lab ` 910.392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 ` 252.473.5702 Lab/Fax
255-A Wilmington Highway, Jacksonville, NC 28540 • 910.347.5843 Lab/Fax
info (i environmentalchemists.com
Villari Foods -Warsaw
Date of Report: Sep 14, 2022
1012 US Hwy 117
Customer PO #:
Warsaw NC 28398
Customer ID: 11110024
Attention: Gerald Matthews
Report #: 2022-15545
Project ID: Hwy 117 Facility Wastewater
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
22-37999 Site: Effluent
8/11/2022
10:00 AM Water Chris House
Test
Method
Results Date Analyzed
SAR
Calculation
70.0
09/14/2022
Sodium
EPA 200.7, Rev 4.4,1994
1920 mg/L
08/30/2022
Calcium
EPA 200.7, Rev. 4.4,1994
48.4 mg/L
09/13/2022
Copper
EPA 200.8, Rev. 5.4, 1994
0.039 mg/L
08/13/2022
Magnesium
EPA 200.8, Rev. 5.4, 1994
5.04 mg/L
08/17/2022
Zinc
EPA 200.8, Rev. 5.4, 1994
1.07 mg/L
08/16/2022
Residue Suspended (TSS)
SM 2540 D-2015
256 mg/L
08/12/2022
Hexavalent Chromium
SM 3500-Cr-B-2011
<0.10 mg/L
08/11/2022
Reporting limit elevated due to matrix interference.
Ammonia Nitrogen
SM 4500 NH3 C-2011
22.8 mg/L
08/12/2022
Total Phosphorus
SM 4500 P (F-H)-2011
5.84 mg/L
08/22/2022
BOD
SM 5210 B-2016
3310 mg/L
08/11/2022
COD
SM 5220 D-2011
5420 mg/L
08/12/2022
Chloride
SM4500 CI E-2011
2300 mg/L
08/19/2022
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
22-38000 Site: Effluent grab
8/11/2022
10:00 AM Water Chris House
Test
Method
Results Date Analyzed
Temperature
SM 2550 B-2010
28.2 C
08/11/2022
pH
SM 4500 H B-2011
8.6 units
08/11/2022
Comment:
Reviewed by: l
Report #, 2022-15545 Page 1 of 1

Date:
Analyst:
R. ff .enc
Calibration Time I Cal BuL[ r4.0 s.u. Cal Bu$er 10.0 S.U.
Oo
`pH ch_ buff -et a ust read a"ithm _ 0.1 pH units of Le buffer's true,6
4 5,3 bufierLot=S Ricca 4112969 Exr 11162o 7 s_ buffer
Samptc {, c `i r„ I Samplc Collect?or Sar ;ple Anah
7ir•,e� Time♦
?rcific do _ --
Facilih dame: tl -
Permit =:
pH
Check BLEr'er 7.0 s.u. J
pFf Res.t?t J ►post-aaal,Sis Buffer
s.0 . Cher: ral•
Comments
10 sJ buffer Lot=: RICCA 21 I ND Ex . Sr23
► Post anah5s buf r check is r ire i e Ail `9 r p rorir_ znai Ses at multiple s=La: ' ,a !,ca'ica; ' ; -
pH %aloe: it 1{ u ;is (� e , t - P' z itr, r, - L.I
p _.u.}. Re :rd a.l data b L : r,e-.cS:')A I s.0 z d re c•' to t, � mug: � �c uric of t:;e bu ,!-+_
u. ati ile L_
Referen,e
Total Residual Chlorine (TRC)
JEethod: SM 450G CI-G201 I: Ha:c ; 5- HR: (Pi �e circle a� ttlicable �1etrtod
Dail, Chec; I Post-anahsis I
I Irs:n.-en:1D.
t I:re chCC.� I
-' rd_r2 Real: I Check Sid I
5
Samr•:e I Sample
.m_L I (::her anal}zina ' d r- I _
�_Lo I
Ce!!ecti,❑ s, ' IRC Resul:
to:}s
�s a _.
: mu?ti le sites} I .a,}z_
! Tim= L° L or m_ I.
- -
C._ n...-.; P_-. :i
Q ;rs
c e_ -r - - -
-- ^
t"ptch:n
LOT = f E&\ 2109; 92 l ;>>
-
s:ordard:. s -
- amp!: di!Llior, or
Dissolved Ox)gen (DO)
:S\145000 G.-3i1I Irstrnmcn'
�
1 1D.
_:� c:7:_, ,,_e ., Biro-e-i - ' _ ., -
I e .
TI r re' a' Ca'culat 3 C, ...,....
I
L �"a'.temz L
Sar_!e Loca:iar. I Sample Ce!!e: ia
-azp?c Ara!}sDr, s O rd
Time Tim* 1T
t si this rtt: When p;rfnrmin_in•tca! or
Ccmmrccs DA.a Q_a!ifiers
.
r_a?iorl:ed a: each site be`�re a.:<';-,'s or a Post L . - __- pu_ aaa.css ca-ierher, �.r't:iar. mcs: be perorz ed
Temperature----
e rce Method S1I255u B ?Olv IID:
Sample °>>.,-ple 1 Te .pert^ure rstnrmert
Sample Location I CoIIec`ior tea?
I isis =C
n ! Time Time i Cocmeo'_ Das QualiL`:e;,
GLS.c_
1
I
—In_a! e'er f'ca. --,-
Field Personae! dote:
QmoI

Environmental Chemist, Inc., Wilmington, NC Lab #94
6602 Windmill Way
Wilmington, NC 28405
910.392.0223
Sample Receipt Checklist
Client:h L, _� Date: Report Number: _ 2022- S5 S
Receipt of sample: E HEM Pickup Client Delivery ElUPS ❑ FedEx ❑ Other ❑
❑ YES ❑ NO N/A 1. Were custody seals present on the cooler?
❑ YES
10 NO
gV N/A
12. If custody seals were present, were they intact/unbroken?
Original temperature upon receipt 'C o cted temperature upon receipt cc
How temperature taken: ❑ Temperature Blagainst Bottles
nk A
IR Gun ID: Thomas Traceable S/N 192511657 IR Gun orrection Factor °C: 0.0
10 YES
❑ NO
3. If temperature of cooler exceeded 6'C, was Project Mgr./QA notified?
YES
❑ NO
4. Were proper custody procedures (relinquished/received) followed?
YES
l YES
❑ NO
❑ NO
5. Were sample ID's listed on the COC?
6. Were samples ID's listed on sample containers?
YES
❑ NO
7. Were collection date and time listed on the COC?
YES
❑ NO
8. Were tests to be performed listed on the COC?
YES
❑ NO
9. Did samples arrive in proper containers for each test?
YES
❑ NO
10. Did samples arrive in good condition for each test?
L7 YES
❑ NO
11. Was adequate sample volume available?'
YES
❑ NO
12. Were samples received within proper holding time for requested tests?
S
tYEY�E
❑ NO
13. Were acid preserved samples received at a pH of <2?
S
❑ NO
14. Were cyanide samples received at a pH >12?
❑ YES
❑ NO 115.
Were sulfide samples received at a pH >9?
YES
❑ YES
❑ YES
❑ NO
❑ NO
❑ NO
16. Were NH3/TKN/Phenol received at a chlorine residual of <0.5 m/L? **
17. Were Sulfide/Cyanide received at a chlorine residual of <0.5 m/L?
18. Were orthophosphate samples filtered in the field within 15 minutes?
* TOC/Volatiles are pH checked at time of analysis and recorded on the benchsheet.
** Bacteria samples are checked for Chlorine at time of analysis and recorded on the benchsheet.
Sample Preservation: (Must be completed for any sample(s) incorrectly preserved or with headspace)
Sample(s) were received incorrectly preserved and were adjusted accordingly
by adding (circle one): H2504 HNO3 HCl NaOH
Time of preservation: If more than one preservative is needed, notate in comments below
Note: Notify customer service immediately for incorrectly preserved samples. Obtain a new sample or
notify the state lab if directed to analyzed by the customer. Who was notified, date and time:
Volatiles Sample(s) were received with headspacp
COMMENTS:
DOC. QA.002 Rev 1

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:Fenviro -hem
ANALYTICAL & CONSULTING CHEMISTS
Environmental Chemists, Inc.
6602 Windmill Way, Wilmington, NC 28405 ' 910.392.0223 Lab • 910.392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 ' 252.473.5702 Lab/Fax
255-A Wilmington Highway, Jacksonville, NC 28540 ' 910.347.5843 Lab/Fax
info ia environmentalchemists.com
Villari Foods -Warsaw
Date of Report: Sep 14, 2022
1012 US Hwy 117
Customer PO #:
Warsaw NC 28398
Customer ID: 11110024
Attention: Gerald Matthews
Report #: 2022-16139
Project ID: Hwy 117 Facility Wastewater
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
22-39489 Site: Effluent
8/18/2022
9:00 AM Water Chris House
Test
Method
Results Date Analyzed
SAR
Calculation
22.4
09/14/2022
Copper
EPA 200.7, Rev 4.4, 1994
0.022 mg/L
08/30/2022
Magnesium
EPA 200.7, Rev 4.4,1994
2.78 mg/L
08/30/2022
Sodium
EPA 200.7, Rev 4.4,1994
472 mg/L
09/13/2022
Zinc
EPA 200.7, Rev 4.4,1994
0.143 mg/L
08/30/2022
Calcium
EPA 200.7, Rev. 4.4, 1994
29.0 mg/L
09/13/2022
Residue Suspended (TSS)
SM 2540 D-2015
267 mg/L
08/19/2022
Hexavalent Chromium
SM 3500 Cr B
<0.10 mg/L
08/18/2022
Reporting limit elevated due to matrix interference.
Ammonia Nitrogen
SM 4500 NH3 C-2011
6.85 mg/L
08/22/2022
Total Phosphorus
SM 4500 P (F-H)-2011
15.7 mg/L
08/26/2022
BOD
SM 5210 B-2016
285 mg/L
08/18/2022
COD
SM 5220 D-2011
614 mg/L
08/23/2022
Chloride
SM4500 Cl E-2011
524 mg/L
08/24/2022
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
22-39490 Site: Effluent grab
8/18/2022
9:46 AM Water Chris House
Test
Method
Results Date Analyzed
Temperature
SM 2550 B-2010
22.0 C
08/18/2022
pH
SM 4500 H B-2011
7.2 units
08/18/2022
Comment:
Reviewed by:
Report #: 2022-16139 Page 1 of 1

Date•
Analpst: -�
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Permit -:
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p - oil !

Environmental Chemist, Inc., Wilmington, NC Lab #94
Client: `r 1 �--UCRA
Sample Receipt Checklist
6602 Windmill Way
Wilmington, NC 28405
910.392.0223
Date: q1 Report Number: _ 2022- 1(9I 3 9-
Receipt of sample: ECHEM Pickup 0 Client Delivery ❑
1UPS ❑ FeclEx ❑ Other ❑
❑ YES
10 NO
Ig N/A
1. Were custody seals present on the cooler?
❑ YES
ID NO
14 N/A 12.
If custody seals were present, were they intact/unbroken?
Original temperature upon receipt °C Corrected temperature upon receipt °C
How temperature taken: ❑ Temperature Blank IX Against Bottles
IR Gun ID: Thomas Traceable S/N 192511657 IR Gun Correction Factor 'C: 0.0
[ YES
❑ NO
3. If temperature of cooler exceeded VC, was Project Mgr./QA notified?
YES
❑ NO
4. Were proper custody procedures (relinquished/received) followed?
12 YES
❑ NO
5. Were sample ID's listed on the COC?
YES
❑ NO
6. Were samples ID's listed on sample containers?
[$ YES
❑ NO
7. Were collection date and time listed on the COC?
IN YES
❑ NO
8. Were tests to be performed listed on the COC?
5 YES
❑ NO
9. Did samples arrive in proper containers for each test?
10 YES
❑ NO 110.
Did samples arrive in good condition for each test?
N YES
❑ NO Ill.
Was adequate sample volume available?'
12. Were samples received within proper holding time for requested tests?
IR YES
❑ NO
YES
❑ NO
13. Were acid preserved samples received at a pH of <2?
❑ YES
❑ NO
14. Were cyanide samples received at a pH >12?
YES
❑ NO
15. Were sulfide samples received at a pH >9?
YES
❑ NO
16. Were NH3/TKN/Phenol received at a chlorine residual of <0.5 m/L?
❑ YES
❑ NO
17. Were Sulfide/Cyanide received at a chlorine residual of <0.5 m/L?
❑ YES TO
NO
18. Were orthophosphate samples filtered in the field within 15 minutes?
* TOC/Volatiles are pH checked at time of analysis and recorded on the benchsheet.
** Bacteria samples are checked for Chlorine at time of analysis and recorded on the benchsheet.
Sample Preservation: (Must be completed for any sample(s) incorrectly preserved or with headspace)
Sample(s) were received incorrectly preserved and were adjusted accordingly
by adding (circle one): H2SO4 HNO3 HCI NaOH
Time of preservation: If more than one preservative is needed, notate in comments below
Note: Notify customer service immediately for incorrectly preserved samples. Obtain a new sample or
notify the state lab if directed to analyzed by the customer. Who was notified, date and time:
Volatiles Sample(s) were received with headspace
COMMENTS:
DOC. QA.002 Rev 1

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[en7virrochem]
ANALYTICAL & CONSULTING CHEMISTS
Environmental Chemists, Inc.
6602 Windmill Way, Wilmington, NC 28405 * 910.392.0223 Lab • 910.392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 * 252.473.5702 Lab/Fax
255-A Wilmington Highway, Jacksonville, NC 28540 • 910.347.5843 Lab/Fax
info(a;environmentalchemists.com
Villari Foods -Warsaw Date of Report: Sep 14, 2022
1012 US Hwy 117 Customer PO M
Warsaw NC 28398 Customer ID: 11110024
Attention: Report M 2022-16638
Project ID: Hwy 117 Facility Wastewater
Lab ID Sample ID: Collect Date/Time Matrix Sampled by
22-40679 Site: Effluent 8/25/2022 9:00 AM Water Chris House
Test
Method
Results
Date Analyzed
SAR
Calculation
22.1
09/14/2022
Copper
EPA 200.7, Rev 4.4, 1994
0.011 mg/L
08/30/2022
Magnesium
EPA 200.7, Rev 4.4, 1994
1.04 mg/L
08/30/2022
Sodium
EPA 200.7, Rev 4.4, 1994
300 mg/L
08/30/2022
Zinc
EPA 200.7, Rev 4.4, 1994
0.175 mg/L
08/30/2022
Calcium
EPA 200.7, Rev. 4.4, 1994
12.2 mg/L
09/13/2022
Residue Suspended (TSS)
SM 2540 D-2015
222 mg/L
08/26/2022
Hexavalent Chromium
SM 3500-Cr-B-2011
<0.10 mg/L
08/25/2022
Reporting limit elevated due to matrix interference.
Ammonia Nitrogen
SM 4500 NH3 C-2011
8.57 mg/L
08/28/2022
Total Phosphorus
SM 4500 P (F-H)-2011
17.4 mg/L
08/31/2022
BOD
SM 5210 B-2016
300 mg/L
08/26/2022
COD
SM 5220 D-2011
689 mg/L
08/26/2022
Chloride
SM4500 CI E-2011
489 mg/L
08/30/2022
Lab ID Sample ID:
Collect Date/Time
Matrix Sampled by
22-40680 Site: Effluent grab
8/25/2022 9:20 AM
Water Chris House
Test
Method
Results
Date Analyzed
Temperature
SM 2550 B-2010
22.3 C
08/25/2022
pH
SM 4500 H B-2011
7.1 units
08/25/2022
Comment:
Reviewed by:
Report #.. 2022-16638 Page 1 of 1

Date;
-k n a 1" st.
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Permit am
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Field Personnel %,Ite:

Environmental Chemist, Inc., Wilmington, NC Lab #94
6602 Windmill Way
Wilmington, NC 28405
910.392.0223
p� j Sample Receipt Checklist
Client: . Il C./-I�-( f `S Date: Z*Z Report Number: _ 2022-
sr;ntl,,
Client Deliver 1' U Ui'S L�---r:.c,l;: CJ Other l i --
❑ YES
❑
NO
N/A
11. Were custody seals present on the cooler?
❑ YES
❑
NO
❑ N/A 12. If custody seals were present, were they intact/unbroken?
Original temperature upon receipt °C Corrected temperature upon receipt °C
How temperature taken:
❑ Temperature Blank Against Bottles
IR Gun ID: Thomas Traceable S/N 192511657 IR Gun Correction Factor "C: 0.0
YES
TP
NO
3. If temperature of cooler exceeded 6°C, was Project Mgr./QA notified?
YES
10
NO
4. Were proper custody procedures (relinquished/received) followed?
YES
❑
NO
5. Were sample ID's listed on the COC?
6. Were samples ID's listed on sample containers?
YES
❑ NO
YES
❑
NO
7. Were collection date and time listed on the COC?
YES
❑
NO
8. !Alere tests to be performed listed on the COC?
9_ Did samples arrive in proper containers for each tzst?
YES
❑ NO _
YES
❑
t`!U
1,0. Did samples arrive in good condition for each test?
YES
❑
NU — 112{ .Vere samples received within proper holding time for requested tests?
YES
❑
NO Li',vVere acid preserved samples received at a pH of <2? "
❑ YES
❑
NO 114.
V.'ere cyanide samples received at a pH >12?
❑ YES
!❑
i ! l
_ :; cre st,liide samples received at a pH >9?
YES ❑ A!0
16. V/ere NH3/TKN/Phenol received at a chlorine residual of <<0.=, m/L?
❑ YES
❑
NO
17. Were Sulfide/Cyanide received at a chlorine residual of <0.5 m/L?
❑ YES
❑
N,0 1S. Were orthophosphate samples filtered in the field within 15 minutes?
TOC/Volatiles are f.,; ci�ec!;_., at time r_-1 analysis and recorded on the benchsheet.
** Bacteria samples are checked for Chlorine at time of analysis and recorded on the benchsheet,
Sample Preservation: (Must be completed for any sample(s) incorrectly preserved or with headspace)
Sample(s) were received incorrectly preserved and were adjusted accordingly
by adding (circle one): H2SO4 HNO3 HCI NaOH
Time of preservation: If more than one preservative is needed, notate in comments below
Note: Notify customer service immediately for incorrectly preserved samples. Obtain a new sample or
notify tie state lab if directed to ar.=-'yzed by the customer. who was notified, date and time:
Volatiles Sample(s) were received with headspace
COMMENTS:
DO". QA.0O2 Re i 1

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llxl7 PLOTS

VILLARI BROTHERS FOODS
WASTEWATER IRRIGATION IMPROVEMENTS
WARSAW, DUPLIN COUNTY, NORTH CAROLINA
OWNER
VILLARI BROTHERS FOODS
1012USHWY117
WARSAW, NORTH CAROLINA 28398
PHYSICAL ADDRESS:
135 CARTER BEST ROAD
WARSAW, NORTH CAROLINA 28398
[phone]
CIVIL ENGINEER
FINAL DESIGN
NOT RELEASED
RCONSTRUCTI
FOR CONSTRUCTION
CAVANAUGH & ASSOCIATES, P.A.ZHcaa
PO BOX 11197
WINSTON-SALEM, NORTH CAROLINA 28405
[phone]
�� s
nneeeZf��
SURVEYOR
JIM BLANCHARD ASSOCIATES, PC
PO BOX 5
KENANSVILLE, NORTH CAROLINA 28349
[phone]
SOIL SCIENTIST / AGRONOMIST/
HYDROGEOLOGIST
EAGLE RESOURCES
P.O. BOX 11189
SOUTHPORT, NORTH CAROLINA 28461
SHEET INDEX
C.1.1
C.1.2
C.2.1
C.3.1
C.3.2
C.3.3
C.3.4
C.4.0
C.4.1
C.4.2
C.4.3
CAA
C.4.5
C.5.0
C.5.1
C.5.2
- COVER & SHEET INDEX
- GENERAL NOTES
PERMIT APPLICANT
MICROLAND GROUP, LLC.
1015 ASHES DRIVE
SUITE 102
WILMINGTON, NORTH CAROLINA 28406
LEGEND
EXISTING
PROPOSED
- -
PROPERTY LINE / RIGHT OF WAY
LIMITS OF DISTURBANCE
LOD
—
MAJOR CONTOURS
130
-
MINOR CONTOURS
IRRIGATION MAIN
— IRR —
PLUG VALVE
IM
W
MONITORING WELL
PROPERTY LINE SETBACK
150' SB
RESIDENCE SETBACK
400' SB
STREAM SETBACK
100' SB
IMPOUNDMENT SETBACK
15' SB
250' COMPLIANCE BOUNDARY
— 250' CB
50' COMPLIANCE BOUNDARY
— 50' CB —
150' REVIEW BOUNDARY
— 125' RB —
REVIEW BOUNDARY
RB
VW —
WETLANDS
TREE LINE"
DITCH
FILLED DITCH
x
FENCE
x x
oe
OVERHEAD ELECTRICAL
`�.
UTILITY POLE
EXISTING SITE PLAN - OVERALL
PROPOSED SITE PLAN - OVERALL
PROPOSED IRRIGATION AREAS
IRRIGATION SYSTEM DETAILS - IRRIGATION NORTH
IRRIGATION SYSTEM DETAILS - IRRIGATION SOUTH
PROPOSED INFLUENT - PUMP STATION
PROPOSED INFLUENT FORCE MAIN A - PLAN AND PROFILE
PROPOSED INFLUENT FORCE MAIN B - PLAN AND PROFILE
PROPOSED IRRIGATION FORCE MAIN - PLAN AND PROFILE
PROPOSED IRRIGATION FORCE MAIN - PLAN AND PROFILE
PROPOSED IRRIGATION LATERALS - PLAN AND PROFILE
GENERAL SITE DETAILS
GENERAL PUMP STATION DETAILS
GENERAL LAGOON DETAILS
TO N
VICINITY MAP
SCALE.- NOT TO SCALE
PROJECT
AREA
D UPLIN
COUNTY
PROJECT
SITE
BEFORE YOU DIG! CAVANAUGHNC ONE CALL
(TOLL FREE)
S0�Stewardshi throu h innovation
0 C 12n f-pg (OR 1-800-632-4949) ke DATE: MARCH, 2023 SHEET C. 1. 1 PROJECT N0. BE.22.001
IT'S THE LAW!

EXCAVATION SPECIFICATIONS
1. PROTECTION OF PERSONS AND PROPERTY
THE CONTRACTOR SHALL PROTECT STRUCTURES FROM DAMAGE CAUSED BY SETTLEMENT, LATERAL MOVEMENT,
UNDERMINING, WASHOUTAND OTHER HAZARDS CREATED BY EARTHWORK OPERATIONS. ANY SETTLEMENT IN BACKFILL,
FILL OR IN STRUCTURES BUILT OVER THE BACKFILL OF FILL, WILL BE CONSIDERED TO BE CAUSED BY IMPROPER
COMPACTION METHODS AND SHALL BE CORRECTED AT THE CONTRACTOR'S SOLE EXPENSE. ALSO, ANY STRUCTURES
DAMAGED BY SETTLEMENT SHALL BE RESTORED TO THEIR ORIGINAL CONDITION BY THE CONTRACTOR AT HIS SOLE
EXPENSE.
2. DEWATERING
PUMPING EQUIPMENT SHALL BE PROVIDED AND EMPLOYED TO PREVENT RAINFALL AND SURFACE RUNOFF FROM
ACCUMULATING OR FLOWING INTO EXCAVATIONS AND FROM FLOODING THE PROJECT SITE AND SURROUNDING AREA.
PROVIDE AND MAINTAIN PUMPS, SUMPS, SUCTION AND DISCHARGE LINES, AND OTHER DEWATERING SYSTEM COMPONENTS
NECESSARY TO CONVEY WATER AWAY FROM THE EXCAVATIONS. THE DISPOSAL OF CONVEYED WATER SHALL BE DIVERTED
IN SUCH A MANNER THAT NATURAL DRAINAGE OF THE AREA SHALL NOT BE DISTURBED.
3. SOIL EROSION
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTION OF SOIL EROSION DURING CONSTRUCTION TO THE MAXIMUM
EXTENT POSSIBLE.
4. STRIPPING
ALL VEGETATION SUCH AS BRUSH, HEAVY SODS, HEAVY GROWTH OF GRASS, DECAYED VEGETABLE MATTER, RUBBISH AND
ANY OTHER UNSUITABLE MATERIAL WITHIN THE EXISTING PROJECT SITE SHALL BE STRIPPED OR OTHERWISE REMOVED
PRIOR TO THE PLACEMENT OF EMBANKMENT.
5. EXCAVATION AND EMBANKMENT FOR SITE FEATURES
THE ROUGH EXCAVATION SHALL BE CARRIED TO THE NECESSARY DEPTH AS SHOWN ON THE PLANS, TO THE LINES, GRADES
AND ELEVATION SHOWN DRAB DIRECTED BY THE ENGINEER, AND SHALL BE MADE SO THAT THE REQUIREMENTS FOR
FORMATION OF EMBANKMENTS CAN BE FOLLOWED. ON EMBANKMENT, THE DEPTH OF SUBGRADE DENSIFICATION SHALL BE
AS SHOWN ON THE PLANS. SHOULD THE CONTRACTOR, THROUGH NEGLIGENCE OR OTHER FAULT, EXCAVATE BELOW THE
DESIGNATED LINES, HE SHALL REPLACE THE EXCAVATION WITH APPROVED MATERIALS, IN AN APPROVED MANNER AND
CONDITION, AT HIS OWN EXPENSE. THE ENGINEER SHALL HAVE COMPLETE CONTROL OVER THE EXCAVATION, MOVING,
PLACING AND DISPOSITION OF ALL MATERIAL AND SHALL DETERMINE THE SUITABILITY OF MATERIAL TO BE PLACED IN
EMBANKMENTS. ALL MATERIAL DETERMINED UNSUITABLE SHALL BE DISPOSED OF IN WASTE AREAS DRAB DIRECTED AND
SHALL BE REPLACED WITH SELECT MATERIALS DEEMED SUITABLE BY THE ENGINEER. TOPSOIL SHALL NOT BE USED IN
SUBGRADES BUT SHALL BE HANDLED AND PLACED AS DIRECTED. SHOULD EXCESS MOISTURE BE ENCOUNTERED DURING
EXCAVATION IN THE CONSTRUCTION AREAS, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PERFORM ANY
NECESSARY DEWATERING OF THE SITE IN ORDER TO PROVIDE A STABLE EXCAVATED AREA FOR THE PLACEMENT OF
EMBANKMENT, THE ENGINEER RESERVES THE RIGHT TO MAKE MINOR ADJUSTMENTS OR REVISIONS IN LINES OR GRADES,
IF FOUND NECESSARY, AS THE WORK PROGRESSES DUE TO DISCREPANCIES IN THE PLANS OR TO OBTAIN SATISFACTORY
CONSTRUCTION. STONES OR ROCK FRAGMENTS LARGER THAN 2' IN THE GREATEST DIMENSION WILL NOT BE PERMITTED IN
THE TOP 5" OF THE SUBGRADE.
6. FORMATION OF EMBANKMENTS
EMBANKMENTS SHALL BE FORMED OF SATISFACTORY MATERIALS PLACED IN SUCCESSIVE HORIZONTAL LAYERS OF NOT
MORE THAN 6" IN COMPACTED DEPTH FOR THE FULL WIDTH OF THE CROSS SECTION. THE GRADING OPERATIONS SHALL BE
CONDUCTED, AND THE VARIOUS SOIL STRATA SHALL BE PLACED, TO PRODUCE A SOIL STRUCTURE AS SHOWN ON THE
TYPICAL CROSS SECTION OR AS DIRECTED. ALL MATERIALS ENTERING THE EMBANKMENT SHALL BE REASONABLY FREE OF
ORGANIC MATTER SUCH AS LEAVES, GRASS, ROOTS, AND ANY OTHER OBJECTIONABLE MATERIAL. OPERATIONS ON
EARTHWORK SHALL BE SUSPENDED AT ANY TIME WHEN SATISFACTORY RESULTS CANNOT BE OBTAINED BECAUSE OF RAIN,
FREEZING WEATHER, OR OTHER UNSATISFACTORY CONDITIONS IN THE FIELD. THE CONTRACTOR SHALL DRAG, BLADE OR
SLOPE THE EMBANKMENT TO PROVIDE PROPER SURFACE DRAINAGE AT ALL TIMES. THE MATERIAL IN THE LAYERS SHALL BE
OF PROPER MOISTURE CONTENT BEFORE ROLLING TO OBTAIN THE PRESCRIBED COMPACTION. WETTING OR DRYING OF
THE MATERIAL AND MANIPULATION WHEN NECESSARY TO SECURE A UNIFORM MOISTURE CONTENT THROUGHOUT THE
LAYER SHALL BE REQUIRED. SHOULD THE MATERIAL BE TOO WET TO PERMIT PROPER COMPACTION OR ROLLING, ALL
WORK ON ALL PORTIONS OF THE EMBANKMENT THUS AFFECTED SHALL BE DELAYED UNTIL THE MATERIAL HAS BEEN DRIED
TO THE PROPER MOISTURE CONTENT. SPRINKLING SHALL BE DONE WITH APPROVED EQUIPMENT THAT WILL SUFFICIENTLY
DISTRIBUTE THE WATER. SUFFICIENT EQUIPMENT TO FURNISH THE REQUIRED WATER SHALL BE AVAILABLE AT ALL TIMES.
THE EMBANKMENT SHALL BE COMPACTED TO NOT LESS THAN 95% OF THE MAXIMUM STANDARD PROCTOR DENSITY AT
OPTIMUM MOISTURE. DURING CONSTRUCTION OF THE EMBANKMENT, THE CONTRACTOR SHALL ROUTE HIS EQUIPMENT AT
ALL TIMES, BOTH WHEN LOADED AND WHEN EMPTY, OVER THE LAYERS AS THEY ARE PLACED AND SHALL DISTRIBUTE THE
TRAVEL EVENLY OVER THE ENTIRE WIDTH OF THE EMBANKMENT. CARE SHALL BE TAKEN, HOWEVER, NOT TO OVERLOAD
THE EMBANKMENT AREA WITH CONSTRUCTION EQUIPMENT. IN THE CONSTRUCTION OF EMBANKMENTS, STARTING LAYERS
SHALL BE PLACED IN THE DEEPEST PORTION OF THE FILL; AS PLACEMENT PROGRESSES, LAYERS SHALL BE CONSTRUCTED
APPROXIMATELY PARALLEL TO THE FINISHED PAVEMENT GRADE LINE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
STABILITY OF ALL EMBANKMENTS MADE UNDER THE CONTRACT AND SHALL REPLACE ANY PORTION WHICH, IN THE OPINION
OF THE ENGINEER, HAS BECOME DISPLACED DUE TO CARELESSNESS OR NEGLIGENCE ON THE PART OF THE CONTRACTOR.
7. TESTING
THE OWNER WILL PROVIDE THE SERVICES OF AN INDEPENDENT SOILS TESTING FIRM FOR PERFORMING TESTS AS ARE
REQUIRED TO IDENTIFY MATERIALS, TO DETERMINE COMPACTION CHARACTERISTICS, TO DETERMINE MOISTURE CONTENT,
AND TO DETERMINE DENSITY OF FILL IN PLACE. THESE TESTS PERFORMED WILL BE USED TO VERIFY THAT THE FILLS
CONFORM TO THE REQUIREMENTS OF THE SPECIFICATIONS.
GENERAL NOTES
1. TOPOGRAPHICAL INFORMATION PROVIDED BY JIM BLANCHARD ASSOCIATES, PC.
INFORMATION PROVIDED FOR GENERAL DESIGN PURPOSES ONLY -NOT FOR RECORDATION.
2. THE ELEVATIONS SHOWN HEREON ARE BASED ON THE NORTH AMERICAN VERTICAL DATUM
OF 1988 (NA.V.D. 1988) DETERMINED BY G.P.S. OBSERVATIONS.
3. PROPERTY LINES AS PROVIDED BY JIM BLANCHARD ASSOCIATES, PC. CONTRACTOR SHALL NOTIFY ENGINEER
IMMEDIATELY UPON DETERMINATION THAT CONSTRUCTION ACTIVITIES AS SHOWN MAY RESULT IN THE NEED FOR
ADDITIONAL TEMPORARY CONSTRUCTION EASEMENT(S). THE BEARINGS AND HORIZONTAL CONTROL VALUES SHOWN
HEREON ARE BASED UPON THE NORTH CAROLINA STATE PLANE COORDINATE SYSTEM.
4. THE UNDERGROUND UTILITIES INDICATED ON THE PLANS ARE FROM ASSUMED INFORMATION MADE AVAILABLE FROM THE
OWNER. THIS INFORMATION IS NOT INCLUSIVE OF ALL EXISTING UNDERGROUND UTILITIES AND CABLES. THE
CONTRACTOR SHALL WORK WITH THE OWNER TO MINIMIZE CONFLICTS.
S.
CONTRACTOR TO FIELD VERIFY LOCATION OF ALL UTILITIES PRIOR TO COMMENCING CONSTRUCTION.
6. CONTRACTOR SHALL NOTIFY ENGINEER AT LEAST 48 HOURS PRIOR TO PERFORMING WORK THAT MAY AFFECT EXISTING
UTILITIES.
7. CONTRACTOR TO COORDINATE RELOCATION AND/OR ADJUSTMENT OF ALL EXISTING UTILITIES WITH UTILITY OWNER.
8. ALL WORK TO BE PERFORMED IN ACCORDANCE WITH ALL NCDOT, LOCAL, STATE, AND FEDERAL STANDARDS AND
REQUIREMENTS. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY OF ANY AND ALL PERCEIVED CONFLICTS THAT
MAY ARISE FROM THE PERFORMANCE OF THE WORK DESCRIBED IN THE CONTRACT DOCUMENTS.
9. SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION, UNLESS OTHERWISE SHOWN, FROM BOTTOM
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
10. LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY
FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT ATEN (10) FOOT LATERAL
SEPARATION - IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF THE WATER MAIN AT
LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST
EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER.
11. CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS OVER A SEWER THE
WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18)
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
SEPARATION - IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS
AND WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FORA DISTANCE OF TEN (10) FEET ON EACH SIDE
OF THE CROSSING.
12. CROSSING A WATER MAIN UNDER SEWER. WHENEVER IT IS NECESSARY FORA WATER MAIN TO CROSS UNDER A SEWER,
BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS
EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
13. UNLESS OTHERWISE SPECIFIED IN THE PLANS, MAXIMUM SLOPES OF EARTHEN AREAS SHALL BE 3:1 OR FLATTER.
14. CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT LOW SPOTS ALONG SEDIMENT FENCING.
15. ALL DISTURBED AREAS TO BE SEEDED, MULCHED, AND STABILIZED IN ACCORDANCE WITH SEEDING SPECIFICATIONS.
16. CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL DEMOLITION AND WASTE MATERIALS.
17. TRAFFIC CONTROL DEVICES SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES AND
AMENDMENTS OR SUPPLEMENTS THERETO. PROPER TRAFFIC CONTROL DEVICES, SIGNS, ETC., SHALL BE INSTALLED TO ENSURE
PUBLIC SAFETY.
18. CONTRACTOR SHALL COORDINATE WITH APPLICABLE ELECTRIC UTILITY REGARDING INSTALLATION OF PIPELINES NEAR UTILITY
POLES, INCLUDING ANY REQUIRED COSTS. IF POSSIBLE, CONTRACTOR SHALL ACHIEVE 5' SEPARATION FROM ALL UTILITY POLES.
19. CONTRACTOR SHALL INSTALL SWALES AS NECESSARY TO DIVERT STORMWATER RUNOFF FROM PROPOSED STORAGE LAGOONS.
20. CONTRACTOR TO FIELD VERIFY ALL EXISTING UNDERGROUND UTILITIES BEFORE COMMENCING CONSTRUCTION.
GENERAL NOTES (RELATING TO SHEET C.3.1)
1. ELEVATIONS SHOWN ON THIS PLAN ARE BASED ON AN ASSUMED BENCHMARK ELEVATION AND DO NOT REPRESENT MEAN
SEA LEVEL DATUM.
2. ANY HEAVY VEGETATION AND/OR ROOT MATTER SHALL BE STRIPPED FROM PAD AREA PRIOR TO PLACING FILL. ALL OF
TOP SOIL SHALL BE REMOVED PRIOR TO PLACING FILL. ROOTS IN EXCESS OF 2 INCHES IN DIAMETER WILL NOT BE
ALLOWED IN FILL SECTIONS. TOP SOIL SHALL BE STOCKPILED AT PERIMETER OF PAD FOR USE IN FINAL GRADING AND
ESTABLISHING VEGETATION.
3. ALL FILL MATERIAL PLACED ON THE BUILDING PAD SHALL BE COMPACTED TO 95%OF THE STANDARD PROCTOR MAXIMUM
DRY DENSITY. IT IS REQUIRED THAT COMPACTION BE DONE WITH ASHEEPSFOOT ROLLER.
4. PAD ELEVATIONS SHOWN ON THIS PLAN REPRESENT FINISHED SLAB. SEE PAD CROSS SECTIONS FOR GRADE REFERENCE
POINT.
5. PAD SIDE SLOPES ARE 3:1 UNLESS OTHERWISE NOTED ON PLAN.
6. THE CONSTRUCTION OF THE NEW PAD AND ROAD SHALL MEET ENGINEER'S APPROVAL. THE CONTRACTOR IS
RESPONSIBLE FOR MAINTAINING ANY ROADS THAT ARE USED DURING THE CONSTRUCTION PROCESS.
7. FILL FOR CONSTRUCTION AT THIS SITE SHALL BE OBTAINED FROM BORROW AREAS APPROVED BY ENGINEER.
8. THE CONTRACTOR IS RESPONSIBLE FOR REPLACING/REPAIRING ANY DAMAGE TO DITCHLINES DURING CONSTRUCTION.
THIS INCLUDES REPAIR TO ANY DISTURBED AREAS
9. WATER SUPPLY WELLS PLACED ON THE SITE SHALL BE A MINIMUM OF 100' AWAY FROM THE CLOSEST POINT OF ANY
SEPTIC AREA OR LAGOON.
10. EROSION AND SEDIMENTATION CONTROL MEASURES ARE REQUIRED TO PREVENT SEDIMENT FROM LEAVING THE SITE. IT
IS THE CONTRACTORS RESPONSIBILITY TO PROVIDE AND MAINTAIN ALL SUCH MEASURES THROUGHOUT THE
CONSTRUCTION PERIOD.
11. ALL PROPERTY LINES, BLUE LINE STREAMS, AND DRINKING WATER WELLS THAT EXIST IN THE LIMITS OF THIS MAP ARE
SHOWN.
12. ANY WELLS THAT REQUIRE CLOSING ARE TO BE CLOSED SUBJECT TO STATE REGULATIONS.
13. SECONDARY CONTAINMENT STRUCTURES SHALL BE LOCATED ON SITE SUCH THAT ALL POTENTIAL WASTE WATER FROM
RECYCLE OR DISCHARGE PIPES SHALL BE COLLECTED ON SITE.
14. POWER AND/OR PHONE LINES MAY BE WITHIN CONSTRUCTION AREA. THEY SHALL BE LOCATED PRIOR TO EXCAVATION
AND REROUTED AS NECESSARY.
15. UPON ENCOUNTERING ANY BURIED UTILITY, DEBRIS, OR UNSUITABLE FILL MATERIAL, THE ENGINEER'S REPRESENTATIVE
SHALL BE CONTACTED IMMEDIATELY.
16. DRAINAGE SHALL BE INSTALLED UPON FIRST OPPORTUNITY TO ENSURE ROAD, PADS, AND NEW CONSTRUCTION AREAS
SHED WATER.
CONSTRUCTION SEQUENCE
OBTAIN PLAN APPROVALS OF NECESSARY) AND OTHER APPLICABLE PERMITS.
FLAG THE WORK LIMITS AND BUFFER AREA FOR PROTECTION.
HOLD PRECONSTRUCTION CONFERENCE(S) AT LEAST ONE WEEK PRIOR TO STARTING CONSTRUCTION.
INSTALL EROSION CONTROL MEASURES.
ROUGH GRADE SITEWORK AREAS AND STOCKPILE TOPSOIL.
COMPLETE FINAL GRADING OF GROUNDS, TOPSOIL CRITICAL AREAS, AND PERMANENTLY VEGETATE, LANDSCAPE, AND
MULCH.
ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSPECTED WEEKLY AND WITHIN 24 HRS AFTER RAINFALL
EVENTS. NEEDED REPAIRS WILL BE MADE IMMEDIATELY.
AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND INSTALL PERMANENT VEGETATION ON THE
DISTURBED AREAS.
PERMANENT GROUND COVER TO BE ESTABLISHED WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS, WHICHEVER IS
SHORTER
EROSION AND MAINTENANCE CONTROL SCHEDULE
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY
RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NECESSARY REPAIRS SHALL BE MADE
IMMEDIATELY TO MAINTAIN THE INTEGRITY OF ALL SUCH DEVICES.
2. TEMPORARY ENTRANCE STONE SHALL BE CLEANED OR REPLACED WHEN THE SEDIMENT NO LONGER DRAINS.
3. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE AND AT THE INLET PROTECTION SEDIMENT FENCE
WHEN IT BECOMES APPROXIMATELY 6" DEEP AT THE FENCE. THE SEDIMENT FENCE SHALL BE REPAIRED AS NECESSARY TO
PRESERVE THE INTEGRITY OF THE FENCE.
4. ALL SEEDED AREAS SHALL BE FERTILIZED, RESEEDED AND MULCHED AS NECESSARY TO ESTABLISH A VIGOROUS, DENSE
VEGETATIVE COVER.
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GENERAL NOTES: THE SETBACKS FOR THE SPRAY IRRIGATION SITE SHALL BE AS FOLLOWS:
• EACH HABITABLE RESIDENCE OR PLACE OF ASSEMBLY UNDER SEPARATE OWNERSHIP OR NOT TO BE MAINTAINED AS PART OF THE PROJECT SITE: 400 FT
(1) TOPOGRAPHICAL INFORMATION OBTAINED FROM NCDOT CONTOUR DATA SUPPLEMENTED BY FIELD SURVEY • EACH HABITABLE RESIDENCE OR PLACE OF ASSEMBLY OWNED BY THE PERMITTEE TO BE MAINTAINED AS PART OF THE PROJECT SITE: 200 FT
FROM JIM BLANCHARD ASSOCIATES, PC. INFORMATION PROVIDED FOR ENGINEERING. DESIGN PURPOSES ONLY - EACH PRIVATE OR PUBLIC WATER SUPPLY SOURCE: 100 FT
NOT FOR RECORDATION. • SURFACE WATERS SUCH AS INTERMITTENT AND PERENNIAL STREAMS, PERENNIAL WATERBODIES, AND WETLANDS: 100 FT
121 WETLAND INFORMATION OBTAINED FROM EAGLE RESOURCES, P.A. GROUNDWATER LOWERING DITCHES WHERE THE BOTTOM OF THE DITCH INTERSECTS THE SHWT: 100 FT
(3) CONTRACTOR TO FIELD VERIFY LOCATION OF ALL UTILITIES PRIOR TO COMMENCING CONSTRUCTION. SURFACE WATER DIVERSIONS SUCH AS EPHEMERAL STREAMS, WATERWAYS, AND DITCHES: 25 FT
(4) ALL WORK TO BE PERFORMED IN ACCORDANCE WITH ALL NCDOT, LOCAL, STATE, AND FEDERAL STANDARDS EACH WELL WITH EXCEPTION OF MONITORING WELLS: 100 FT
AND REQUIREMENTS. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY OF ANY AND ALL PERCEIVED • EACH PROPERTY LINE: 150 FT
CONFLICTS THAT MAY ARISE FROM THE PERFORMANCE OF THE WORK DESCRIBED IN THE CONTRACT • TOP OF SLOPE OF EMBANKMENTS OR CUTS OF TWO FEET OR MORE IN VERTICAL HEIGHT: IS FT
DOCUMENTS. • EACH WATER LINE FROM A DISPOSAL SYSTEM: 10 FT 1
(5) UNLESS OTHERWISE SPECIFIED IN THE PLANS, MAXIMUM SLOPES OF PROPOSED GRADING AREAS SHALL BE 3: 1--\ , SUBSURFACE GROUNDWATER LOWERING DRAINAGE SYSTEMS: 100 FT
OR FLATTER. PUBLIC RIGHT OF WAY: 50 FT /
(6) CONTRACTOR TO COORDINATE RELOCATION AND/OR ADJUSTMENT OF ALL EXISTING UTILITIES WITH UTILITY NITRIFICATION FIELD: 20 FT EACH BUILDING FOUNDATION OR BASEMENT: 15 Ff
/
OWNER. / }
J(7) CONTRACTOR SHALL NOTIFY ENGINEER AT LEAST 48 HOURS PRIOR TO PERFORMING WORK THAT MAY AFFECT
EXISTING UTILITIESMENTATION OUTLETS TO BE PLACED AT LOW SPOTS ALONG SEDIMENT FENCING NOT TO )THE /.HE SETBACKS FOR TREATMENT AND STORAGE UNITS SHALL BE AS FOLLOWS:
'(8) CONTROLLED SEDIEACH HABITABLE RESIDENCE OR PLACE OF ASSEMBLY UNDER SEPARATE OWNERSHIP OR NOT TO BE MAINTAINED AS PART OF THE PROJECT SITE: 100 FT /
AA EXCEED UR L.F. INTERVALS. EACH PRIVATE OR PUBLIC WATER SUPPLY SOURCE: 100 FT
/�/(9) ALL DISTURBED AREAS R BE SEEDED, MULCHED, AND STABILIZED INS OF G ACCORDANCE WITH SEEDING / I I.
SPECIFICATIONS AND AGRONOMISTS RECOMMENDATIONS WITHIN 15 DAYS OF GRADING ACTIVITIES. • SURFACEWATERSSUCHEXCEPTION
AS INOF MONITORING
AND PERENNIAL STREAMS, PERENNIAL WATERBODIES, AND WETLANDS: SO Ff NOW ST FORMERLY
EACH WELL WITH EXCEPTION OF MONITORING WEDS: 300 FT OWAJ, S, ALBERT
LEGHTJO &HUS
(10) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL DEMOLITION AND WASTE MATERIALS. ' ���\ SEARLES, ALBERT JONATHAN
(11) DITCH IN ZONE 4 PROPOSED CENTER PIVOT IS TO BE FILLED SUBSEQUENT TO APPROVAL OF WETLAND • EACH PROPERTY LINE: 50 FT _ DUPLIN CO. PIN: 247400972449
\ ~ DB 1946 PG. 792
DELINEATION AND ISSUANCE OF A JURISDICTIONAL DETERMINATION (PJD OR AJD) BY THE ARMY CORPS OF \ I I J 1\\
_— ENGINEERS. _ __ \,A` I\\' \ NOW OR FORMERLY
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NOW OR FORMERLY \ y I �_ NOW OR FORME Y NOW OR FORMERLY
QUINN, DOUGLAS RONALD NOW OR FORMERLY _' OWEN, KRYSTLE LEIGH & HUS SUTTON, LEONARD
DUPLIN CO. PIN: 247110101212 1 SEARLES, ALBERT G. & WIFE SEARLES, ALBERT JONATHAN DUPLIN CO. PIN: 2
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DUPUN CO. PIN. 24]500215543
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DUPLIN CO. PIN: 246500413579
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NI O 6 "C.. 0 OAS I DUPUN CO. PIN: 247514338649
DUPLIN CO. PIN: 2475003178221 W� I I /y- _44'4O' I NO' 39' 34'W'/ �% \ �,��g�� y DB 10E/PG. 52 _ PQ 1-\%/ /
DB 1958/PG. 25fi 0I F \/ \ I J!j 'S\� �0000 �� / NOW OR FORMERLY \
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,S}— - - I _ _ _ f/I'/TIk 3 ❑n RESIDENCE (TYP.) GY' /✓ -I / \I1 \(J /f1
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1 WARSAW PROPERTIES, LLC 24751424734116022852008 / I I \ NICHOLSON, RICKY D. & WIFE
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2 —SAW PROPERTIES, LLC
24JSG030685916032852008
3 SCHWARZ-R1R, LLC
24750030665J
16499582010
4 GARCIA, ELIDA MAIYRA
247500400538
1857 724 2018
5 KEA, LEON & WIFE VERLEA P KEA
246515549193
11006941994
6 BROWN, STEPHEN& BROWN, MAR—E
24JSG040D430
18508032018
71 ROCK CREEK LIVESTOCK, LLC
2475U0400310
19582562022
8 KORNEGAY, JOHN DANIEL& WIFE KORNEGAY, DORIS ANN S,
2495W9430861467122005
9 FOSTER, CHRISTAINA L
246516844092
14518052004
10 ROCK CREEK LIVESTOCK, LLC
2475DM00103
1958 2562022
1 JIMENEZ, COINTA
2465004368171454072011
12 SOUTHERLAND, SAMUEL ERIC
246500435847
1825 754 2017
13 LEONARD, PA UL L JR., LE
246500435VA
19172012021
14 WILLIFORD, TRACEYA& WIFE WILLIFORD, WANDA L
2474W398569
1174 276 1997
15 ALEN, DAVID CIAYBOURNE
2474003984&T
10646911992
16 AU -EN, THELMA S.
247514237528
10E 52 2011
17 ORTEZ, EDUARDO
247513232542
1552 338 2007
181 ROCK CREEK LIVESTOCK, LLC
I 247500402284
1958 2%2022
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V S ii Il� I III
' DUPLIN CO. PIN:245500725711 O / I PUBLIC WATT
DB 1663/PG. 976 a Q 1 SETBACK)
ASPHALT - (CO�NE �J R�UtRBAD)—
1
11
(100 —
I I I
� I I
WELL TABLE
BEFORE YOU DIG[
NC ONE CALL
(TOLL FREE)
LWJ40:
(OR 1-800-632-4949)
ITS THE LAW[
SCALE: 1' =300
300 0 300
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
w
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Ld
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Q W
J c
SHEET NUMBER
C.2.1
Yd
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297
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LAGOON A DATA TABLE
DESCRIPTION
DATA
UNITS
TOD ELEVATION
148.0
FT
FB ELEVATION
146.0
FT
BOTTOM ELEVATION
133.0
FT
TOE OF SLOPE ELEV.
129.0
FT
TOP SURFACE AREA
230,280.0
SQ. FT.
FREEBOARD SURFACE AREA
217,308.0
SQ. FT.
BOTTOM SURFACE AREA
140,010.0
SQ. FT.
TOTAL VOLUME
20,622,472.0
GALLONS
2,757,015.0
CU, FT.
FREEBOARD VOLUME
17,275,983
GALLONS
2,309,463
CU. FT.
LAGOON B DATA TABLE
DESCRIPTION
DATA
UNITS
TOD ELEVATION
148.0:
FT
FB ELEVATION
146.0
FT
BOTTOM ELEVATION
133.0
FT
TOE OF SLOPE ELEV.
125.0
FT
TOP SURFACE AREA
240,800.0
SQ. FT.
FREEBOARD SURFACE AREA
229,064.0
SQ. FT.
BOTTOM SURFACE AREA
159,800.0
SQ. FT.
TOTAL VOLUME
22.322,863.0
GALLONS
2,984,340.0
CU. FT.
FREEBOARD VOLUME
18,809,856.0
GALLONS
2,514,512.0
CU. FT.
LAGOON C DATA TABLE
DESCRIPTION
DATA
UNITS
TOD ELEVATION
161.0
FT
FB ELEVATION
159.0
FT
BOTTOM ELEVATION
146.0
FT
TOE OF SLOPE ELEV.
148.0
FT
TOP SURFACE AREA
146,205.0
SQ. FT.
FREEBOARD SURFACE AREA
136,773.0
SQ. FT.
BOTTOM SURFACE AREA
82,485.0
SQ. FT.
TOTAL VOLUME
12,678,712.0
GALLONS
1,695,015.0
CU. FT.
FREEBOARD VOLUME
10,563.040.0
GALLONS
1,412,073.0
CU. FT.
/N
I `- DITCH IN ZONE 4 PROPOSED CEMER P
f // Cti \ �/ / / , I I\t' \ ^ / / / / - \ \ f IS WET -AND FlLLEO NEATON AND SUBSEQUENT TO UAW
C /� fV~ // / / r > r ^ �IY'I E ARMY CORPS
OF N
BY THE ARMY CORPS�gNEE
/w\ //� �FLDOD ZONE AE LIMITS
1 J / , (2018) �/ }
INSTALL DOUBLE -ROW /
FENCE I TEMPORARY
400 LF
APPRO% 1,TP.
/ BE DETAIL �-�-- --
`,ING
PROPOBEU ITS, RT1P.
INSTALL IRRICATON MCMON PIPE
18 DR21 HOP[ FPLACEI-AG LOW END AT
LL ( / 17
BOTTOM OF LAGOON, INSTALL /
INSTALL SINGLE -ROW AN COLLAR, SEE DETAIL
\ \ \ /✓ �� ` \ \ �(�" v� IEMPORIRY III
BEE DETAIL CPS
BN (DRP17� HOPED
IRRIGATON LATERAL i
ACRES
; \� 1 INSTALL UNED STORAGE
LACSEE D�TV
LAGOON B
% - /w- ( ACRES
(FBFI3 STORAGE 1
LAGOON E = 18.82 MG)
5.29 ACRES
//f I ( \ \ \ \\ \ �1, \ (If '✓--� '. (FB STORAGE _� INSTALL A PRO%.
1/ {vll 17.27 MG) �. LF. OF 1J') IHDPE (DN
INSTALL IRRIGATION
KAIERAL 3
PUMP STATON 2. /
1)) SEE OEfaIL
, - INSTALL APPRO% /
NOW OR FORMERLY / \ j 537
MICRO LAND GROUP, LLC / \ / NS ALL A:PPROX 2jJJ2 Yi HDPE (DR 17) P t /
DUPLIN CO. PIN: 2475132433DB'v(, /K \ / N LF. OF t2' IDPE ()I RI,) 1 ORI CEMUN 2
DB 1874/PG. 435 Vi ` �' + INFlLE'IT FORCEMAIN A
INSTALL APPROX 1.280 �N�`Q INSTAL
(vI I LF. OF 8' HOPE (DRI7) /`(a'- INSTALL APPROX. 6BE LF. ZONE 3B OF R"
INSTAL`) \ 21) 111L 8'PROXHO N DR t' ^ �� I !p INFLUENT FORCEMNN B (SIC \ OF 12' HDPE (DRI7) 10.95 .\CBEs
I L \I I` at \ IRRIGATgJ FORCEMAIN 1 IRRIGa
\ 21) gKAMTY UN , 1. ZJNE 1 I
SEE SHEEP C.4
ACRES
\ i
J INSTALL INFLUENT 't Ir A O Q�1 \'-`\ ZONE 3A
\ \ PUMP STATION 1 Y �_ _ 11 1` 14.59 ACRES
SEE SHEEP GAO Mj( / I�` `
\ � INSTALL IRRIGATION
I '� `~ PUMP STATON 1,
SEE DETAIL
LAG
35 DON C
3.ACRES
(FB STORAGE
lY = 10.56 MG)
`I a
POWER \
R UNES AND ROW
T. SO. SETBACK
�C°x i
4f,
4,
I
2kv,
ZONE IA 1 `\ ( ,. 1 \ • )r 42.49 ACRE
INSTALLAIN
R sHUMPFSENSOR
ALL AP_PROX 2,7O2 E%ISTNG WOODSLINEOF \ \
3aTON FORCEMRINDPE /
1
ZDNE 1B
\ � ! � I � I15.S4A �S � I (� • t` ' \/ / () I \\�, /�7� fl
� ` �iI I ✓ �� � � JS
1
PROPOSED 4' HIGH
( b� RESTRICTIVE 3-STRAND
11 BARBED WRE FENCE END ` Y
♦�I�/ / ✓ \o \�Il( UAT EXISTING W00 LINE)
,fix,/'��� � ✓ � \ �\\��1����(��p o
'PROPOSED 4' HIGH ~ (�L 4,�
RESTRICTIVE 3-STRAND
BARBED WIRE FENCE
Q��
NC HWY 117-
1 _ ASPHALT - 200' R/W (COMBINED W/ RAILROAD)
Wetted
Area
Predominant
Soil Series
Soil
Designation
Max Zone
Flow Rate
AHLR
Design
Maz PR
Zone Name
(acres)
(GPM)
(in/ac-yr)
1A
42.49
Norfolk
Group 11
109.21
49.75
16
15.64
Goldsboro
Group III
16.73
20.71
2
2S.05
Lynchburg
Group lV
39.85
30.79
3A
14.59
Goldsboro
Group III
20.71
27.48
3R
10.95
Goldsboro
Group III
19.13
33.82
4
13.68
Autryville
Group
46.96
66.45
Totals
122.4
1
252.60
BEFORE YOU DIGI
NC ONE CALL
(TOLL FREE)
z
(OR632-949)
ITS THE LAW.
SCALE: 1' =300
300 0 300
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
SHEET NUMBER
C.3.1

1
LAGOON B
5.53 ACRES
(FB STORAGE \
LAGOON A \ \ = 18.82 MG)
5.29 ACRES
(FB STORAGE 4 .
17.27 MG)
\ \ \ \ \ \ \ \ \ \ \ \
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
' \ \ \ \ \
ZONE
LAGOON C
3.35 ACRES
(FB STORAGE
= 10.56 MG)
a
ZONE 4
3.68 ACRES
\ \ \\\\\\\\ \ \\\\ \\\
\ \\ \\ \\ \\ \\ \ \\ \\
\ \ \ \ \ \ \ \ \ \
ZONE
10.95 ACRES \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
IV
ZONE
14.59 ACRES
7_
\ \ \ \ \ \ \ \\ \ \
Wetted
Area
Predominant
Soil Series
Soil
Designation
Max Zone
Flow Rate
AHLR
Design
Max PR
Zone Name
(acres)
(GPM)
(iri/ac-yr)
(in/hr)
1A
42.49
Norfolk
Group 11
109.21
49.75
1B
15.64
Goldsboro
GroupIII
16.73
20.71
2
25.05
Lynchburg
Group IV
39.85
30.79
3A
14.59
Goldsboro
Group III
20.71
27.48
3B
10.95
Goldsboro
Group III
19.13
33.82
4
13.68
Autryville
Group
46.96
66.45
Totals
1 122.4
252.60
Site ID
Eastin
Northing
Ground
Elevation
Top of
Casing
Elevation
Screeed
Depths
NAD83 Ft
NAD83 Ft
NAVD88 Ft
NAVD88 Ft
Ft
TW-1
2,275,956
448,634
148.46
150.26
8.8 - 13.8
TW-2
2,277,130
447,516
133.90
135.90
16.5 - 21.5
PZ-2
2,276,952
447,128
126.60
128.10
9.0 -12.0
PZ-3
2,275,042
450,349
146.35
149.35
1 13.0 - 18.0
PZ-4
2,276,027
449,715
146.50
148.00
13.5 - 16.5
PZ-5
2,275,211
448,338
146.55
150.55
11.0 - 16.0
PZ-6
2,277,146
448,856
141.50
146.00
20.0 - 25.0
TW-3
2,275,092
449,512
149.40
150.40
13.0 - 18.0
PZ-7
2,274,937
450,210
148.40
150.90
12.5 - 17.5
DW-1
2,276,906
448,926
143.90
145.40
25.0.30-
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
a
(OR 1-800-632-4949)
IT'S THE LAW!
SCALE: 1' =200
200 0 200
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
SHEET NUMBER
--i
C.3.2
0
0
~
N
Z
m
N
Lo
N
•.
3
3
Q
K
2
W
�
U
lil
rxcA��

\
s
i
LAGOON A\-
/TOD 148.0
FB 146.0
/ BOT 133.0,:
LAGOON B'
�TOD 148.0 _
FB 146.0
j OT 133.0
j
r-
'PROPOSED ZONE
(34.9818,-78.0765 f
CENTER PIVOT) R MFR 645'
12"x12"x8" TEE, 8" GATE
VALVE AND 8" (DR21)
HDPE LATERAL (#1) TO
CENTER PIVOT
12"02%8" TEE, B" GATE - -
VALVE AND 8" HOPE LATERAL. --igti
(#3) TO CENTER PIVOT - 1
FWA
12 x12 x'8'rTEE, 8" GATEVALVE AND AND 8" HDPE
\ LATERAV TO CENTER PIVQT- -� \ PROPOSED ZONE 3B
(34.9802,-78.0802)
\ fdL \ CENTER PIVOT
825 I �J PER MFR (f-
-.7 PER MFR �- I O I \
I I A PROPOSED ZONE 2
(34.9831,-78.0815)
CENTER PIVOT \
to
i \
O�
LAGOON C
\� TOD 161.0
FB 159.0
J � B0T 146.0
.'! � Itl
SCALE: 1" =200
200 0 200
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
IRRIGATION RISER
HYDRANT ASSEMBLY
CONTROL PANEL \
8" DIP 90•
BEND (FLAeGE)
SUPPLY LINE
CENTER PIVOT
Wei
4" MIN. 2,500 PSI YIELD STRENGTH
CONCRETE SLAB
8" FEMALE QD x FLANGE ADAPTER
CONNECTING HOSE
8" MALE QD x FLANGE ADAPTER
8" PLUG VALVE
IRRIGATION DROP
(TYP.)
ZONE CENTER -PIVOT (PROFILE VIEW)
DETAIL 1, 4
SCALE NOT TO SCALE 112Y
HIGHEST IRRIGATION
DROP ELEVATION = 153.00'
160
160
155
155
150
150 TOE 148.00'
RIM
147.00'
TWL 146.00'
145
145
140
140
STORAGE
LAGOON
135
135
EOT 133.0o'
130
130
IRRIGATION PUMP
125
STATION 2
125
12C
LEGEND
TOB = TOP OF BERM
TWL = TOP WATER LEVEL
IRRIGATION
SYSTEM
120
115
DETA L IC PROFILE PSJ3
SCALE NOT TO SCALE
HIGHEST IRRIGATION
DROP ELEVATION = 153.00'
TOB 161.00'
RIM 162.00'
V
160
TWL15900
160
155
155TORAGE
T
150
GOON C
IRRIGATION 150
AREA
145
145
aar 1as.00'
140
140
IRRIGATION PUMP
135
STATION 1
1355
130
130
LEGEND
TOB = TOP OF BERM
TWL = TOP WATER LEVEL
HYDRAULIC PROFILE PSl1
DETAIL 5
SCALE: NOT TO SCALE C.3.3
LENGTH PER
CENTER -PIVOT SPECIRCATKAS
MODEL: CENTER PIVOT SYSTEM
OVERHANG LENGTH:
END GUN SPRAY DIAMETER:
(EFFECTIVE SPRAY DIAMETER: PER MFR')
CENTER PIVOT CONSOLE: C.A.M.S. SELECT CONSOLE (CONTROLS CENTER PIVOT OPTIONS)
E3
CENTER PIVOT VOLTAGE: 480V (AMP DRAW = 6.1 AMPS)
SUPPLY WIRE: 3 PHASE COPPER WIRE (8-10GA.)
CENTER -PIVOT REQUIREMENTS:
55
8
1. AUTOMATIC END GUN SHUTOFF - TURNS END GUN ON OR OFF AUTOMATICALLY AT ANY PRESET AREA IN THE
FIELD WITH CONTROLS AT CENTER PIVOT CONSOLE.
J
a
2. END GUN OVERRIDE PROVIDES CHECK FOR THE OPERATION OF THE END GUN AT ANY TIME..
L
S
3. LOW PRESSURE SHUTOFF - SHUTS THE CENTER PIVOT OFF IF THERE IS A LOSS OF WATER PRESSURE WHILE THE
PIVOT IS OPERATING.
g
4. HIGH VOLTAGE SURGE PROTECTION -HELPS PROVIDE PROTECTION TO THE PIVOT AGAINST LIGHTNING AND
Q`
VOLTAGE SPIKES.
a
5. PHASE LOSS PROTECTION - PROVIDES PROTECTION FOR PIVOT COMPONENTS FROM DAMAGE DUE TO THE LOSS
N
OF INCOMING VOLTAGE.
c
`tl
6. RUNNING LIGHT - FLASHING STROBE LIGHT LOCATED AT THE CENTER PIVOT TO MONITOR THE OPERATION OF THE
CENTER PIVOT SYSTEM.
7. LOW MONITOR SHUTS THE PIVOT OFF WHEN THE VOLTAGE SUPPLY DROPS, AND PROTECTS THE
g
-VOLTAGE -
$
MOTORS AND THEIR ELECTRICAL COMPONENTS.
8. MOTOR COVERS - SHIELD MOTORS FROM DIRECT WATER APPLICATION FOR EXTENDED MOTOR LIFE.
' +
9. POLY SPAN PIPE - SPANS ARE LINED FOR CORROSION PROTECTION DUE TO INDUSTRIAL WASTE PROPERTIES.
U
t
10. HIGH FLOATATION TIRES - 14.9" x 24" TIRES (RIM = 12" x 24").
pT
11. HDPE DROPS - PROVIDE IMPROVED EFFICIENCY (UNIFORMITY COEFFICIENT) FOR SPRAY NOZZLES.
PPP
12. END GUN - END GUN TO OPERATE AT DESIGNATED LOCATIONS IN THE SPRAY FIELD.
13, BOOSTER PUMP - A BOOSTER PUMP MAY OR MAY NOT BE NECESSARY FOR THE OPERATION OF THE END GUN,
_
AS PER MANUFACTURER'S RECOMMENDATIONS.
G ^
0
NOTE: ALL OF THE REQUIREMENTS AND EQUIPMENT ABOVE ARE TO BE INSTALLED AS PER THE MANUFACTURER'S
SPECIFICATIONS.
y e
CENTER PIVOT SPECIFICATIONS
DETAIL
(n
SCALE: NOT TO SCALE C.3.3
d
0
� J
IRRIGATION FIELD
O 2
v) LL =
CADMIUM PLATED NUTS, 12"
BOLTS, & WASHERS.
C/�
cr�
O cr-
:-- ::�i 0
1'-6" /1'-0"/.080 ALUM. NO.
'S
o;
Q LLI z
SWIMMING, FISHING, OR
DRINKING SIGN TO READ: 1 11 16 ATTENTION
=
= 3 0
z
"ATTENTION - NON -POTABLE 6"
O Z
O
WATER: NO WADING OR NOWPOTAELE 1 B"
O (-
3
DRINKING" WITH IDENTIFICATION WATER: NO
SYMBOL. BOLT TO STL. SIGN
�
z Q
P WADING OR
�i ?
DRINKING
�
STAND ARD STEEL
o
Q Q
SIGN POST
3"
Q
fNOTE:
4
PLACE SIGN
3
EVERY 100' ALONG
SHEET NUMBER
B" CIA. 3000 PSI
CONC. BASE
ALONG PUBLIC
ROADWAY IRRIGATIONFIELDC.3.3
LINE.
NON -POTABLE WATER SIGN
DETAIL
3
SCALE: NOT TO SCALE
O
O
O
N
N
N
••
�
3
R
�
2
SPAN g
Y
LENGTH
VARIES
(SEE
O
cti
INSTALL DROPS TRUSS
—AS PER SUPPORT
MANUFACTURER CABLE
SPECIFICATIONS SUPPORT E
3.00CENTER PIVOT TOWER CMP
(TYP.)
HIGH FLOATAT1 ONii
TIRE (TYP.) n
14.9" x 24" Df
I = '
Z F OU Y
rz°o
0

HIGHEST IRRIGATION
DROP ELEVATION = 153.00'
160
160
155
155
150
150
To, 148.00'
RIM 147.00'
TWL 146.00'
145
145
140
140
STORAGE
LAGOON
135
135
BOT 131.00'
130
130
IRRIGATION PUMP
125
STATION 2
125
120
LEGEND
TOB = TOP OF BERM
TWL = TOP WATER LEVEL
IRRIGATION
SYSTEM
120
115
ZONE 1A
42.49 ACRES 11 A
12 x8" REDUCER, 8" GATE
VALVE AND 8" HOPE
LATERAL TO CENTER PIIIVOT\
/
1 PER l
/ \ V 97
6 M
L PROPOSED ZONE 1A ZONE iB
\ (34.9772,-78.0759)1 15.64 ACRES /
\ CENTER PIVOTI /
/ �- PROPOSED ZONE 1B
\\ I (34.9772,-78.0759) I 1
CENTER PIVOT
PROPOSED ZONE 3A
(34.9799,-78.0799) /
- CENTER PIVOT /
ZONE 3A
14,59 ACRES- ,
IRRGATION SOUTH ZONES
DETAIL
SCALE: NOT TO SCALE
CENTER -PIVOT FiEOUIFTEM ENTB
MODEL: CENTER -PIVOT SYSTEM
OVERHANG LENGTH:
END GUN SPRAY DIAMETER:
(EFFECTIVE SPRAY DIAMETER: PER MFR')
CENTER PIVOT CONSOLE: C.A.M.S. SELECT CONSOLE (CONTROLS CENTER PIVOT OPTIONS)
CENTER PIVOT VOLTAGE:. 480V (AMP DRAW = 6.1 AMPS)
SUPPLY WIRE: 3 PHASE COPPER WIRE (8-10GA.)
CENTER -PIVOT REQUIREMENTS:
1. AUTOMATIC END GUN SHUTOFF - TURNS END GUN ON OR. OFF AUTOMATICALLY AT ANY PRESET AREA IN THE
FIELD WITH CONTROLS AT CENTER PIVOT CONSOLE.
2. END GUN OVERRIDE - PROVIDES CHECK FOR THE OPERATION OF THE END GUN AT ANY TIME.
3. LOW PRESSURE SHUTOFF - SHUTS THE CENTER PIVOT OFF IF THERE IS A LOSS OF WATER PRESSURE WHILE THE
PIVOT IS OPERATING.
4. HIGH VOLTAGE SURGE PROTECTION - HELPS PROVIDE PROTECTION TO THE PIVOT AGAINST LIGHTNING AND
VOLTAGE SPIKES.
5. PHASE LOSS PROTECTION - PROVIDES PROTECTION FOR PIVOT COMPONENTS FROM DAMAGE DUE TO THE LOSS
OF INCOMING VOLTAGE.
6. RUNNING LIGHT - FLASHING STROBE LIGHT LOCATED AT THE CENTER PIVOT TO MONITOR THE OPERATION OF THE
CENTER PIVOT SYSTEM.
7. LOW -VOLTAGE MONITOR - SHUTS THE PIVOT OFF WHEN THE VOLTAGE SUPPLY DROPS, AND PROTECTS THE
MOTORS AND THEIR ELECTRICAL COMPONENTS.
8. MOTOR COVERS - SHIELD MOTORS FROM DIRECT WATER APPLICATION FOR EXTENDED MOTOR LIFE.
9. POLY SPAN PIPE - SPANS ARE LINED FOR CORROSION PROTECTION DUE TO INDUSTRIAL WASTE PROPERTIES.
10. HIGH FLOATATION TIRES - 14.9" x 24" TIRES (RIM = 12" x 24").
11. HOPE DROPS - PROVIDE IMPROVED EFFICIENCY (UNIFORMITY COEFFICIENT) FOR SPRAY NOZZLES.
12. END GUN - END GUN TO OPERATE AT DESIGNATED LOCATIONS IN THE SPRAY FIELD.
13. BOOSTER PUMP - A BOOSTER PUMP MAY OR MAY NOT BE NECESSARY FOR THE OPERATION OF THE END GUN,
AS PER MANUFACTURER'S RECOMMENDATIONS.
NOTE ALL OF THE REQUIREMENTS AND EQUIPMENT ABOVE ARE TO BE INSTALLED AS PER THE MANUFACTURER'S
SPECIFICATIONS.
CENTER PIVOT SPECIFICATIONS
DETAIL z
SCALE. NOT TO SCALE kC.3.4
wcn
o cQ
J z �Lu2
o zoo
W C'
cn
m �z �Z—
O
J � �
SHEET NUMBER
C.3.4
1 `
o 3 Q
K 2
%• l �ti ��
SCALE: 1" =200 s ci
200 0 200
CA4�
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. h
Z W 8 u ^
cDy8
�wz Z tlx
LL Z of \

if
SEE SHEET C.4.1 FOR
CONTINUATION OF 12" IFM \
APPROXIMATE LOCATION OF \ ��
EXISTING MECHANICAL EQUIPMENT y
APPROXIMATE LOCATION EXISTING \ \
!+f PIEDMONT NATURAL GAS LINE,
CONTRACTOR TO FIELD VERIFY LOCATION \
AND AVOID CONFLICT WITH PROPOSED
GRAVITY SEWER OR FORCE MAIN \ �\
Ill II /
PROPOSED
FLOW METER INSTALLED I FORCE MAIN.INSTALL INCLUDE
NCLUDE
(1) DOWNSTREAM ISOLATION VALVE, METER
BOX/COVER AND CELLULAR TRANSMITTER FOR
REMOTE READING. LOCATE AS NEEDED TO AVOID
STRAIGHTVEHICULARPIPEN DISTAN EFLICTS NDPERLLA70R. REQUIRED \ \
I APPROXIMATE LOCATION EXISTING DUKE ENERGY \
POWER LINE, CONTRACTOR TO FIELD VERIFY Table 2A: Infl ue nt Lift Station
LOCATION AND AVOID CONFLICT WITH PROPOSED \ Finished Grade:
I I GRAVITY SEWER AND FORCE MAIN Rim:
\ I l I I I I \ l
InvertIn:
APPROXIMATE LOCATION OF Bottom of Wet Well:
EXISTING 6" WATER \ / Depthof Wet Well:
Design Flow:
Selected
cted Pump Rate:
EXISTING
Total Dynamic Head (TDH):
LOADING PAD CONCRETE ) /
a
APPROXIMATE LOCATION OF
SS _ CONCRETE PAD
SS\ EXISTING SCREEN SEPARATORS
SS—ss_ i
ss Ss �
5$_s CONNECT EXISTING 8" PVC SCREEN
DISCHARGE TO PROPOSED 12" PVC (SDR
35) BY INSERTED B" TEE, B"x12" REDUCER
AND 8" BALL VALVE ON EACH SPIGOT.
MAINTAIN CONNECTION TO EXISTING
GRAVITY COLLECTION PIPE TO TOWN SEWER.
APPROXIMATE 'y
LOCATION OF EXISTING
GAS EQUIPMENT \ \
APPROXIMATE LOCATION OF
/ I EXISTING GRAVITY SEWER
I \ LATERAL TO TOWN .
1 �
EXISTING VILLARI
BROTHERS FACILITY
PROPOSED INFLUENT PUMP STATION, LOCATE AS — —
I — — — --- —. _ NEEDED TO AVOID CONFLICTS WITH EXISTING
EQUIPMENT. DISCHARGE MANIFOLD SHALL
INCLUDE TEE, VALVE AND BLIND FLANGE FOR
FUTURE CAPABILITY TO PUMP TO TOWN WW-,_�_-h
CONNECTION, SEE SHEET C.5.1 FOR DETAIL
— `an /
BEFORE YOU DIG(
NC ONE CALL �_-
(TOLL FREE)
uzuow
(OR 1-800-632-4949)
IYS THE LAW(
SCALE: 1" = 20'
20' 0 20'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
Electdcal Frequency: 60 hz
Phase: 3e
Impeller Diameter. Sin. Q In
Motor Type: TEFC Q
Selected Pump: GEA LL Z
Pump Model: 4" High Pressure z W z
Shaft Length: loft. S Q
Z
I— oz �ocn
cl:� 3� LLJQ-
m
HIGHEST ELEVATION = 148.00' ¢ 0
& TOD LAGOON A B p
q w CL-
150 15D
TO J
STORAGE _
LAGOONS LAGOON
145 (A,B,C) A&B 145
PROPOSED 12" PVC (SDR35) A140.001' IRRIGATIONSYSTEMSHEET NUMBER
40 GRAVITY LINE ®MIN 0.409 SLOPE39.00' 14Q I
135 135 C.4.0
I
130 BOTTOM 130-00' 130
I
INFLUENT
125 PUMP STATION 125
I
120 120 0 0
I N
115 115 o m w z
LEGEND N o 3 3 Q
GNO = EXISTING GRADE HYDRAULIC PROFILE z
TWL = TOP WATER LEVEL DETAIL , U W
SCALE: NOT TO SCALE C.4.0 W

l
100-YEAR FLOOD LIMITS .1;7�(
(ZONE AE), TYP. _ REMOVE AND REPLACE � SF
EXISTING FENCING TO INSTALL r 1 ✓ 1\ \ // `
INFLUENT FORCE MAIN
INSTALL APPROX. 90 L.F." .
OF 12" HOPE (DR17)` / /
INFLUENT FORCEMAIN Ate- �
_ r
LAGOON A �\
PROPERTY LINE, TYP. I 5.28 ACRES
I � {/ � _
�"/^ti-12h0 1 73+00 x 15+00 1s+ 11 /l� 1 -
Li +00
APPROXIMATE / 1g+Ga 79+00 I /1 25+00
LOCATION OF
EXISTING FENCING �/ >V .l ,r..t
"` 1+� 25+0
rp / \ I� APPROXIMATE �, II11 / 11 / \q�\
/ / 1 LOCATION OF N 11/IU1 / �11 //I
EXISTING GAS TANK N / 111
\ \ f �I / / MAINTAIN SUITABLE CLEARANCE (SEE ",I 1 I
/ PROFILE/NOTES) BELOW EXISTING / /
J-0,
/ SANITARY SEWER AND WATER LINES, 'I �l `��//��^/ FIELD VERIFY ACTUAL LOCATIONS jjj\III l---_.I (/ INSTALL 2" HOPE
2,932 /
1 J 11�I I L.F. OF 12" HDPE (DR17) I Il II 11J -INSTALL 80 LF \ /
'INFLUENT FORCEMAIN A \ lI1J 1 , 1 llI DIRECTIONAL DRILL, I/ �c+J / / (DR1 )
` INSTALL 1 A HOPE I
'SEE DETAIL SHEET 1' / \ I FITTINGS, AS NEEDED l
C.
VILLARI BROTHERS
FOODS
\ lll"
Il INSTALL INFLUENT PUMP
�o \ STATION 1, SEE DETAIL 1 1 111 111/ll/I I J l SHEET C,5.1 ' / 111 / I ��llllll I I1 r I INSTALL APPROX. 1,280 L.F. OF 8" /
J ALL
HOPE (DR17) INFLUENT FORCEMAIN B,
/ I " IIII/�//BEFORE YYU �G! �. SEE SHEET C.4.2
JINSTALL APPROX. 158 L.F. OF 8" 11 \ I// NC ONE CI ( J�
o� PVC (DR 35) GRAVITY LINE SEE ' I (TOLL FREE) j
o SHEET C.4.0, PROFILE THIS SHEET
I/
CONNECT B" PVC (DR 35) 1`11/ l \ 11j ��-+ • J SC ; 1" =100
iEj/ JJJ GRAVITY LINE TO LIQUID , //III I 10U 100
/ �.,•,j / + DISCHARGE OF SCREEN / IIl /
SEPARATORS SEE SHEET C.4.0 n
�I I1 �f1 / llr-(OR 1-800-632-4949) (I ,( ALE F MAP MAY VARY
IYs THE LAW! I DUE TO S OF REPRODUCTION. /
l.�P% 1
�s
� � t
G
INSTALL APPROX. 235 L.F.
s OF 12" HOPE (DR17)
1 INFLUENT FORCEMAIN A U
(NOT PROFILED)
N
C
1 INSTALL 8" PLUG \ U
VALVE, SEE DETAIL
•
1 �\v '
S. PREVIOUSLY FILLED
J �t DITCHES, TYP.
� l
t1 r i
SCALE: HOR. 1"=100'
VERT. 1"= 00'
155
155
150
150
- J J
Fww 3
3
MIN. C
VER,T
�
140
3
- 140
o�a
K3
3
130
-
lo
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wo o a
120
120
25+00
28+00
27+00
25+00
29+002
30+00
155
w
155
150
+
'+.
150
140
INSTALL
HORIZONTAL
DIRECTIONAL
BO
LF
DRILL
w
z 140
MIN.
'OVER,
YP.
—
-
�
—It
-
130
77
—"'
_ _
130
INSTALL INFLUENT
PUMP STATION
SEE DETAIL
1,
12" PVC (DR 35)
GRAVITY LINE AT MIN.
0.40% SLOPE
11 MI . SEP
1"
RATION,
YP.
8" MIN.
SEPAR
TION,TY
120
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 0+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 181 19+00 20+00 21+00 22+00 23+00 24+00 25+00
INFLUENT FMA
m
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C.4.1
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INSTALL B" HOPE
CHECK VALVE
INSTALL 1.5" AIR
cp
\
Q it y l l l
\� J \ \ \ ( STA. 0+00 INSTALL
\ INSTALL APPROX. 1,280 L.F. \ 12x8" HOPE TEE
OF B" HOPE (DR17)
INFLUENT FORCEMAIN B—
_ l a
INSTALL B" HOPE
PLUG VALVE\ 4 Jc
� rem
10+00 9+OD- ` e oo 7+00 6+00 1 5+00 — 4+00 +oil 2+00IFM IFM --+ IFt t4-�+ 1FM I IF'M IFM IFbt---+i IF�1I IFM IFM — I 1
7z
I
i
A
SCALE: I' =100
100 0 1Do
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION,
,eo 1O0
zp 72
-u o+z (n
I MIN. CO ER, 7YP �
140 140
130 130
0+00 1+00 Mro 3+00 4+00 sm 6+00 7+00 9+00 MOD 10+00 11+00 12O0 13+00
INFLUENT FMB
SCALE: HOR. 1"=100'
VERT. 1"=10'
�I
I
I
I
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SHEET NUMBER
C.4.2
cM�
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1
IRR — FM 3 INSTALL AIR RELEASE VALVE AT v
o THE ACTUAL HIGHEST POINT ON _ 1 , t
THE IRRIGATION MAIN, (TYP.) ~� -�,/
r� w SEE DETAIL C.5.0 N 1
/ INSTALL APPROX. 2.700 L.F. �.
/ - IRRIGATION LATERAL 1 OF 12" (DR17)�HDPE
0LIRR
INSTALL APPROX. 537 L.F. o SEE SHEET C.4.5 IRRIGATION FORCEMAIN 1 %
OF 12' HDPE (DR 17)IRRIGATION FORCEMAIN 3SEE SHEET C.4.427+22
+00 o 1+0 3+00 4+00 5+00 7+00 8+00 9+00 10+00 o 11+00 12+00� 0 14+ 15+00 16+00 17+0 18+ 0 19+0ZO2
21+00 22+00 23+00 24+00 25+0Q 26+00 27+00
o RRI- IRR I- IRR +— IRR IRR IRR t IPJi �- IRR t IRF; —F- IRR + IRR - 'IRR IRR --- IRR IRR -- IRR -- I —� IRRIRRI IRR �� IRR -I—:IRR 4— 1RR IRR —F— IRR
/ o / /
CENTER PIVOT�7 I f
ZONE 2111 IRR—FM1
SEEDETAILC.4.L
SHEET C.4.5 1 IRRIGATION LATERAL 3 ----I o w0
SEE SHEET C.4.5 - /
0 +
t +
r
t
o
N N
S EIGSHEOET CATT SRAL 2
I} + INSTALL APPROX. 620 0 +
ro L.F. OF 12HDPE (DR17)
IRRIGATION C.4.4 .-FORCEMAIN 2
�¢ � SEE SHEET C.4.4+oo
I +
/ BEFORE YOU DIG[
i oo \ I NC ONE CALL
(TOLL FREE) I
O \ SCALE: 1" =100 . ~ (OR 1-800-632-4949)
100 O100 /
1� Ir5 THE LAW[
SCALE OF MAP MAY VARY r
_ DUE TO METHODS OF REPRODUCTION. I /
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9+00 10+00 11+00 12+0 13+00 14+00 10+00 16+00 17+0 10+00 10+00 90+00 31+00 3Y00 33 ++00 9M00 33+00 3100 +2F+00 1M00
cal
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RRIGATION FM—1 =oQ <
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100 SCALE: =100
0 100
` % I III
SCALE OF MAP MAY VARY y 4II
DUE TO METHODS OF REPRODUCTION. / I
� lid
IFM IFM — iFM IFM — IFM — IFM — IFhy --1 IRI —11RA !FM — !FM — I
l
a �J
IRRIGATION FM-200 -IRRIGATION FV-3 aa!
}}00 �/ 1 \ yyl '1� sto 4+00 5
INSTALL IRRIGATION PUMP ,J, —!� 2+00
STATION 1, SEE DETAIL — �1� 3+00 �+0 '*�" 3+00
i� 4+p0 I~ 2-
\ ° oo
82 1R 6+00 5+{— I 1 l
Y 1 INSTALL APPROX. 537 L.F.
OF 12" HOPE (DR 17)
INSTALL APPROX. 619 ` o ( IRRIGATION FORCEMAIN 3
L.F. OF 12" HOPE (DR17) 1
�.� IRRIGATION FORCEMAIN 2
1
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LAGOON C �� 1`�
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3' IN. CO ER,TYP. 3' MIN, COVER, P.
-- - 100
1301JD
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RRIGATION FM-2 RRIGATION FM-3
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SCALE: HOR. 1"=100'
VERT. 1 "=10'
i5)
LAGOON B
j� INSTALL IRRIGATION PUMP
STATION 2, SEE DETAIL
11t
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I
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1
LAGOON A
//,
BEFORE YOU DIG!
NC ONE CALL
(TOLL FREE)
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3' MIN. COVER, YP.
1
140
0+00 1+00
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No
2400 3+00 +i00 am sm
IRRIGATION LAT-1
—��� it '• �`��\\�\�\\\ �/ i )l� l> � -.
INSTALL APPROX. 338 L.F.
OF 8" HOPE (DR 17)
IRRIGATION LATERAL 3
j _ DITCH IN ZONE 4 PROPOSED CENTER PIVOT ISTO BE 1 I l
z --'WETLANDILDELLI DELINEATION LED SUBSEQUENT
ISSUANCE OFLAF \ ��
LAT—'J' OA0 / I J / 1 1 `, / JURISDICTIONAL DETERMINATION (PJD OR AJD) \ J
IRR IRR —� IRR / I ` - _---BY THE ARMY CORD/ OF ENGINEERS. I `
71
3+ +00 2+00 1+00 / ( INSTALL APPROX. 870 L.F. _
/ - OF 8" (DR 17) HDPE
- INSTALL 8" HOPE PLUG / IRRIGATION LATERAL 1
I \ � VALVE AT TEE
INTERSECTION
LAT—'2'
IRR R --I IRR o
3+ 3+00 2+0 1+00 0-g8
4LL APPROX. 353�
8" (DR 17) HDPE
ATION LATERAL 2
i
7400 am 0+00
Qom
N
o
0
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0
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10+00
SCALE: HOR. 1"=100'
VER T. 1 "=10'
1+01 2+ 3+00
Elul + ail
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1
+0 S+oo 6+00 \7 0+ ©-- 8+00 68,
+ tlaF---F 'Hal I Elam''+ —I �- I Elul -• I I -
r. \
1\ I 1 \
INSTALL 8" HDPE PLUGVALVE AT 1 )\\\\\\\\\
INTERSECTION E \ \ \ 4\
0+00 1+00 2+00 3+00 4+00 0+00 1+00 Y100 5+00 00 ++
IRRIGATION LAT-2 Q�m "'om IRRIGATION LAT-3 R�n
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THE LAMA
SHEET NUMBER
C.4.5
o O
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O
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=L 4df

C
OTEE INTERSECTION
II ll'i
`I ,III
,. CONCRETE SHALL BE 3000 PSI.
2. CONCRETE SHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL
JOINT FITTINGS.
3. TRENCHES SHALL CONFORM TO
STANDARD DETAILS AS SHOWN ON THIS SHEET
C SEE STANDARD THRUST BLOCK
QUANTITY TABLE (RIGHT) FOR
CONCRETE REQUIRED.
5. ALL BENDS AND INTERSECTIONS SHALL
HAVE CONCRETE THRUST BLOCKING.
THRUST BLOCK AREA
STANDARD THRUST BLOCKING MEWS AND DFSInN OUAN11TY TABLE
DETAIL
SCALE: NOT TO SCALE G5.0
HH COVER,
VARIES
LOGO: "IRRIGATION ARV"
QUAZITE BOX
DITCH
(WHERE EXISTS)
MODEL:PG2424BB30
OR EQUAL
FINISHED GRADE
AIR RELEASE VALVE
(VALMATIC OR
4" UNION
APPROVED EQUAL)
4" S.S. NIPPLE
POSITIVAINTAIE �' MI
4" BALL VALVE
SLOPE
4" S.S. NIPPLE
MOUSEHOLE
(SEE NOTE 2 BELOW)
4" STAINLESS
STEEL PIPE
FITTINGS, VALVES AND PIPE
FOR ARV SHALL BE 316
STAINLESS STEEL
FDRCEMAIN
12" //57 BEDDING ROCK
TO INVERT OF NIPPLE
REACTION BEARING AREAS FOR
HORIZONTAL PIPE BENDS
BASED ON MST PRESSURE OF 200 P.S.I. (ALL AREA IN SQUARE FEET)
®r➢iFFi�f�i)•i)•i�t�f�l1•i�
f�T�liiR'.1•i�t�i�i���i���i�
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®Y➢fF?<33�tltl•iE)•i>•i>•S!•iE)•i�
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�Ffll:'-S�iL1•iF�1•!T•1•tl•t!•iF1•�.T��:?_
0
0
0
0
4" 90'
S.S. BEND
4" S.S.
NIPPLE
STAINLESS STEEL
WIDE OR DOUBLE
STRAP SERVICE
SADDLE WITH
I.P.S. THREAD
NOTES:
1. ABOVE DETAIL IS BASED ON 4" AIR RELEASE VALVE. CHANGE PIPE AND FITTINGS ACCORDINGLY
FOR OTHER VALVE SIZES AND TYPES. VALVE SIZES SHALL BE DETERMINED BY THE ENGINEER.
2. THE MINIMUM DIMENSION FROM INVERT TO FINISHED GRADE SHALL BE 24".
3. CONTRACTOR TO VERIFY ACTUAL ROW/PROPERTY LINE LOCATION AT ARV LOCATION. WHEN ARV
PLACEMENT CONFLICTS WITH EXISTING DITCH, CONTRACTOR TO CONTACT ENGINEER FOR FINAL
ARV PLACEMENT,
4. LOOP SUFFICIENT AMOUNT OF TRACER WIRE INTO BOX TO ALLOW EASE OF ACCESS.
KIWI
ALVE BOX COVER
CONCRETE COLLAR
EXISTING GRADE
r1--VALVE BOX SHAFT
PLUG/GATE VALVE
BACKFlLL WITH #57 WASHED STONE TO SPRING LINE
OF PIPE (MIN. 4" BELOW VALVE AND PIPE)
BOX BASE
2" FORCEMAIN
PROVIDE SOLID CONCRETE BLOCK
SUPPORT DIRECTLY UNDER VALVE
FLANGE/PIPE FLANGE
NOTES:
NOTE:
1. A VALVE BOX SHOULD BE PROVIDED FOR EACH VALVE USED IN BURIED SERVICE BURLAP '.
APPLICATION. VALVE BOXES SHOULD BE INSTALLED SUCH THAT NO LOAD IS BE USED.
TRANSFERRED TO THE VALVE.
2. PREPARE PIPE ENDS ACCORDING TO MANUFACTURERS INSTRUCTIONS. INSTALL VALVE
PER PROPER METHODS ACCORDING TO END JOINT TYPE. ALL PIPING SHOULD BE
PROPERLY SUPPORTED TO AVOID LINE STRESS ON THE VALVE. DO NOT USE THE VALVE
AS A JACK TO FORCE A PIPELINE INTO POSITION.
TYPICAL PWG/GATE VALVE, VALVE QQX- & PROTECTION
DETAIL 6
SCALE NOT TO SCALE
THRUST ROD SIZE AND QUANTITY PER
MANUFACTURER'S SPECIFICATIONS
DIP BELL AND SOCKET
HARNESS RESTRAINT (TYP.)
MECHANICAL JOINT
RESTRAINT (TYP)
NOTE:
CONTRACTOR SHALL INSTALL THRUST BLOCKING AT EACH CHANGE
OF DIRECTION. FOR THRUST BLOCKING SEE DETAIL 4/C.5.0
MECHANICAL RESTRAINT SYS—
DETAIL 5
SCALE NOT TO SCALE G5.0
PROPOSED FG B C + 1 8"
r---] Bc
SEE PLAN
I\/�
SEE PUN
EXISTING
PUBLIC RIGHT
b�WAY
EXISTING
...
' CRUSHED STONE--
GROUND
8
GROUND
" `"``""•
NATIVE CLASS II OR
CLASS III COMPACTED
RUSHED STONE PROVIDE TRANSITION BETWEEN CONSTRUCTION
BACKFlLL
ENTRANCE/EXIT & EXISTING ROAD.
PROFILE ELAN
EXISTING SOIL
NOTES
1. STONE SIZE - 3-2" COURSE AGGREGATE, CRUSHED STONE MAY BE USED
2. WHEN NECESSARY, WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE
ONTO PUBLIC RIGHT OF WAY. WHEN WASHING IS REQUIRED, IT SHALL BE PERFORMED ON
A SURFACE STABILIZED WITH CRUSHED STONE, DRAINING INTO AN APPROVED SEDIMENT
TRAP OR SEDIMENT BASIN. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING ANY
STORM DRAIN, DITCH OR WATERCOURSE THROUGH THE USE OF SANDBAGS, GRAVEL,
BOARDS OR OTHER APPROVED METHODS.
3. THE ENTRANCE/EXIT SHALL BE MAINTAINED IN A CONDITION WHICH PREVENTS THE
TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS OF WAY. THIS MAY REQUIRE
PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR
AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED,
DROPPED, WASHED, OR TRACKED ONTO PUBLIC RIGHTS OF WAY MUST BE REMOVED
IMMEDIATELY.
4. MINIMUM DIMENSIONS: (ALSO SEE EROSION CONTROL PLANS) LENGTH AS EFFECTIVE BUT
NOT LESS THAN 50 FEET. WIDTH NOT LESS THAN FULL WIDTH OF ALL POINTS OF INGRESS
OF EGRESS THICKNESS NOT LESS THAN EIGHT (8) INCHES.
CONSTRUCTION ENTRANCE/EXIT
DETAIL 3
SCALE NOT TO SCALE C.5.0
PIPE
EXISTING NATIVE
CLASS II SOILS
57 7
3' MIN
NOTE:
1. USE FOR PRESSURE PIPE WHEN EXCAVATION OF TRENCH
BOTTOM RESULTS IN SABLE CONDITIONS.
2. CLASS II BEDDING REQUIRED WHEN NATIVE ROCK BEDS
ENCOUNTERED.
3. USE SUITABLE TAMP RODS TO ENSURE BEDDING IS
THOROUGHLY TAMPED UNDER THE PIPE HAUNCHES.
4. BC = DIAMETER OF PIPE BARREL
PIPE BEDDING
DETAIL 4
SCALE NOT TO SCALE
TEMPORARY
RATE
SPECIES
(LB/AC)
DATES
RYE (GRAIN)
120
DEC. 1 - APR. 15
KOBE LESPEDEZA
50
DEC. 1 - APR. 15
GERMAN MILLET
40
APR. 15. - AUG.. 15
RYE (GRAIN)
120
AUG. 15. - DEC. 30
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING
TOOL.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE,
REFERTILIZE IN THE SECOND YEAR ACCORDING TO SOIL
TESTS OR TOPDRESS WITH 500 LB/ACRE 10-10-10
FERTILIZER. RESEED, REFERTILIZE, AND MULCH AREA
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
IF SEEDING IN FALL, TOPDRESS WITH 50 LB/ACRE OF
NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND
TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH
50 LB/ACRE KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
PERMANENT SEEDING AS PER
AGRONOMIST RECOMMENDATION
TEMPORARY SEEDING SCHEDULE
DETAIL 7
SCALE: NOT TO SCALE G5.0
12 GAUGE 4"X4" OR 2"X4" WELDED
WIRE HOOKED ONTO PREFORMED
CHANNELS ON STEEL POST
STEEL POST
WELDED WIRE MESH
BACKFlLL
& SILTATION
ITROL FABRIC
GROUND UNE
ARE MESH
24' MIN. EXTRA DEPTH
REQUIRED FOR
NON -STABLE SOILS
FILL SECTION VIEW
ALTERNATE: IN LIEU OF BURYING
SKIRT, 6" OF N0:5 STONE MAY BE
USED TO ANCHOR SKIRT.
G AG
ONF�
M AI ­ WONF�,_
�J �M • I ,
SEDIMENT FENCE EETNL
NOT TO SCALE
/
MAXIMUM SEDIMENT STORAGE LEVEL
REMOVE SEDIMENT WHEN THIS LEVEL IS
REACHED OR AS DIRECTED BY
CONSERVATION INSPECTOR.
/ " !
ULTRAVIOLET RESISTANT (BLACK)
MIRAFI FABRIC OR EQUIVALENT
SECURED TO WIRE WITH METAL CUPS
_
OR WIRE AT 8" OFF CENTER.
..... -...._
-NATURAL GRADE
CARRY APPROXIMATELY 12" OF FABRIC INTO
-TRENCH, COVER WITH SOIL AND TAMP BACKFlLL.
" -
iv
. -CARRY 6' OF WRE INTO TRENCH.
POSTS AT 10' OFF CENTER MAXIMUM GENERAL NOTES:
SEDIMENT FENCE DETAIL
NOT TO SCALE
MAINTENANCE NOTES:
1, FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT
LEAST DAILY DURING PROLONGED RAINFALL ANY REQUIRED REPAIRS SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE
EXPECTED USABLE LIFE AND THE BARRIER STILL BE NECESSARY, THE FABRIC SHALL BE
REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE
REMOVED WHEN DEPOSITS REACH APPROXIMATELY 0.5 FT. IN DEPTH
4. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE OR FILTER BARRIER
IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE,
PREPARED AND SEEDED.
5. PROVIDE OUTLETS IN SEDIMENT FENCE AT LOW SPOTS FOR DEWATERING LARGE AREAS
(USE CLASS B STONE).
TEMPORARY SEDIMENT FENCE
DETAIL Q
SCALE: NOT TO SCALE 2
1. FENCE FABRIC SHALL BE A
MINIMUM OF 32" IN WIDTH AND
SHALL HAVE A MINIMUM OF 6
LINE WIRES WITH 12' STAY
SPACING.
2. FILTER FABRIC SHALL BE MIRAFI
100 FABRIC OR EQUIVALENT.
BURLAP CANNOT BE USED
WHERE SILT FENCE IS TO
REMAIN FOR A PERIOD MORE
THAN 30 DAYS.
3. STEEL POSTS SHALL BE 1.33
LBS./LF. HAVE A MIN. LENGTH
OF 5' AND BE OF THE
SELF -FASTENER ANGLE STEEL
TYPE.
SEDIMENT NO. 57
WACLASS II
" SHED RIP RAP
% y STONE
JII= IIIII+III `
ELEVATION STONE OUTLET CLASS II SECTION
RIP -RAP BASE WITH WASHED
STONE FACE I
NOTE: CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT LOW SPOTS
ALONG SEDIMENT FENCING NOT TO EXCEED 200 L.F. INTERVALS.
CONTROLLED SEDIMENTA-nON FENCE WTLm
DETAIL 1,
SCALE: NOT TO SCALE c5.0
SHEET NUMBER
C.5.0
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PUMP STATION NOTES:
1. REFER TO CIVIL PLANS FOR PIPE SIZES AND PUMP SIZE SPECIFICATIONS.
T
2. PUMP MOUNT TO BE INSTALLED IN ACCORDANCE WITH PUMP MANUFACTURER'S
y
SPECIFICATIONS.
3. ALL GASKETED JOINTS SHALL BE INSPECTED FOR LEAKS PRIOR TO CONTINUOUS
PUMP STATION OPERATION.
4. PIPE LENGTHS SHOWN AS APPROXIMATE. EXACT PIPE LENGTHS SHALL BE
Eq
$
VERIFIED BY CONTRACTOR PRIOR TO INSTALLATION.
5. ALL INTERIOR WET WELL HARDWARE, INCLUDING ANCHORS AND BOLTS, SHALL BE
TYPE 316 STAINLESS STEEL OR BETTER.
6. ALL WET WELL PENETRATIONS SHALL BE EQUIPPED WITH AN ELASTOMERIC BOOT
AND GROUTED WITH TYPE S CONCRETE MORTAR (TYP),
7. ALL CONCRETE, PRE -CAST, OR CAST IN PLACE SHALL YIELD A 28 DAY
STRENGTH OF 4000 PSI (MINIMUM).
�J a
8. ALL UNDERGROUND UTILITIES IN AREA OF EXCAVATION TO BE CONFIRMED AND
L t
LOCATED BY CONTRACTOR PRIOR TO COMMENCING CONSTRUCTION.
PANEL
1 1/2" FlBERGLA55
9.ALL PRECAST CONCRETE STRUCTURES SHALL BE REINFORCED WITH STEEL RODSAS NECESSARY AND APPROPRIATE WIDTH AND DEPTH AND SO INDICATED ON
WARGLIGHT
�ONTRCL
REINFORCED PLASTIC
SUCH AS
SHOP DRAWINGS SUBMITTED TO ENGINEER FOR APPROVAL.GRATING,
a vi
UDIALARM
BEDFORD FIR DID OR
EQUIVALENT (TYPJ,
r
-I
INSTALLED BY OWNER
l
LOW �)
Hao�BEND
Q t
(F
HOPE FLANGE
U
.
ADAPTOR. TYP.
FROM FACILITY
_
HOPE OR SCH 80 PVC BALL VALVE (F1xFL)
O 3
.
MIN. 3000 PSI CONCRETE OR HOPE
FUTURE PUMPED
CONNECTION TO TOWN
C
~
SEWER. VALVE TO REMAIN
®
Q
B.0'
�.
CLOSED UNTIL FUTURE
APPLICATION IS INSTALLED
n
PROPOSED PIPING ^ A°
_ �l
9JN0
HOPE TEE FLANGE
.D.p
PUMP ATTACHED TO WET
....
.. .. ....... :a.
FORCE
HDPE TEE MAIN
°
g
8
WELL WAIL WITH MOUNTING
BRACKET PROVIDED BY L-------------------
IIY�\\
PUMP SUPPLIER
/^
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SAFETY FENCING / RAILING
>
1 J
~
(MIN. 42. HEIGHT) TO BE
O
INSTALLED BY OWN
_ W
MN
Q
z Q O
PLAN VIEW
.
✓l F-
o W
ANTI COLLAR ISOMIFTRIC VIEW
O O
NOTE: REDUCER, VALVES AND PIPE
-SEEP
DETAIL
ti
SIZE, $EEC wj SIZING BA (IN CEMAN
SCALE:OT TO SCALE
NOTE: MINIMUM THICKNESS
3
REVERSED REDUCER
HOPE OR SCH 80 PVC BALL VALVE (FUFL)
FOR CONCRETE ONLY
HOG PUMP
HOPE CHECK
RANGE
ADAPTER
VALK
M
W W O CL
FLANGES TO FACIUTATE
PUMP RWAIR AND REMOVAL
_ O � H-
HDPE 22.3" BEND
pp W
RANGES
TOEFACI TATE
�I LLJ
ct
CLEAN —OUTS
J Q — z
c�
STEEL U-BRACKET
PIPE
2' MIN.
NOTE: IRRIGATION SYSTEM
SUPPORT
HDPE
VENDOR SHALL SUPPLY AND
SHEET NUMBER
-
-
INSTALLA FLOW METER
DOWNSTREAM OF EACH
i
ANCHOR HDPE SYNTHETIC LINER WITH 24"X36"
(WIDTHxDEPTH) KEY WAY TRENCH ALONG THEPERIMETER
IRRIGATION PUMP.
�'5'1
OF DIGESTER AS PER
H
MANUFACTURER SPECIFICATIONS.
RIM =PER PLAN
LEVEL�
ALARM i��j�
TENSIONING PLATE
SCREW
WITH RETAINER NUT.
TOP OF DIKE- 0.00'
PIPEPER
n.
FSIZNSSIZE
—I —III
o 0
FREEBOARD LEVEL = —2:00'
—III
WL 2 FilimE
N
_III —III —III —III—
IIIIIIII III
Lo
� 3 Q
III
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`
INSTALL ANTI -SEEP
6" PUMP ROTATED SO'
FOR DETAIL cLARm
W
FROM FACILITY WW
LATERAL NA NEW —�
•r
COLLAR PER DETAIL
_—III—III
0 cti of
GRAVITY LINE
—LEAD\��\\%)
THIS SHEET
�/
III—
,
BOTTG(r'P�>
LEAD PUMP ON (LAG PUMP OFF)
12•
MINIMUM LIQUID LEVEL (LEAD PUMP OFF)
—III—III
6^
OB FI
1,
BOTTOM ELEV. REFER TO CIVIL PLAN
16" DR 17 HDPE ® 0% SLOPES
V
Ilk
III .III-1 I401
—III—III III
� C10"
NOTE: SEE OVERALL
SEE SITE PLAN FOR PUMP
SITE PLAN SHEET
FOR ADDITIONAL
SECTION VIEW
STATION ELEVATIONS
O M
INFORMATION
IRRIGATION PUMP STATIONAUCTION
bnct
Z w
LD
INFLUENT LIFT
DETAIL
STATION
1
DETAIL z
±
w F Yi Oi
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE C.s.1
SCALE:
z
0
00
L
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u

B" HOPE IFM
— — — —
FR I I=1 I I 1=1 I I-
4
=1
__________________________FREEBOARD
FROM INFLUENT
LEVEL__ 2.00'___
�
PUMP STATION III—
CONTRACTOR TO ENSURE
TERMINUS OF INLET PIPING
N
EXTENDS AT LEAST 2' BELOW
rn
II I
II—
FREEBOARD LEVEL.
CONTRACTOR SHALL INSTALL
ADDITIONAL BENDS AS
MIN. 10' CLEARANCE
1'
�
45'
NECESSARY TO ACCOMPLISH
PROPOSED TOE OF FILL
FOR LAGOON
OR AS REQUIRED
Z
— -
CONSTRUCTION
C
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LAGOON
vl`i EXISTING WETLAND
n
-II-_
Sli
II
= BOTTOM ELEV.= REFER TO CIVIL PLANS
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HOPE SYNTHETIC 60 MIL
DIGESTER LINER (BY
— _ — — — — — —
—_ — — — —_ —
19
HOPE INSTALLER)
N
O
y
PROPOSED DOUBLE -ROW SILT
rn FENCE W/ OUTLETS AS
NEEDED
INFLUENT HEADERS - PIPE DETAIL
DETAIL
SCALE: NOT TO SCALE
ANTI -SEEP COLLAR (CONCRETE
OR HOPE) TO BE PLACED
AROUND HOPE
SEE DETAIL 6/C.5.3
BORE ENTRANCE ANGLE SHALL
NOT EXCEED MANUFACTURER'S
SPECIFICATIONS
ANCHOR HOPE SYNTHETIC LINER WITH 24"X36"
(WIDTHxDEPTH) KEY WAY TRENCH ALONG THE
PERIMETER OF DIGESTER;
NOTE: PRIOR TO PLACEMENT OF HOPE IN TRENCH,
THE TRENCH SHALL BE INSPECTED FOR ANY LOOSE
SOIL OR DEBRIS, AND ANY SUCH LOOSE MATERIALS
NOTE: REMOVED AND/OR COMPACTED
ELEVATIONS SHALL BE AS
SPECIFIED ON PLANS
3'
HOPE SYNTHETIC 60 MIL �
LINER (BY HOPE INSTALLER)
2Ia`;lI_(e
TYPICAL EROSION CONTROL AT WE LOCATIONS
DETAIL 2
SCALE: NOT TO SCALE
DIRECTIONAL BORE HOPE PIPE
lelziy(eU lmLIM01114l2L1mpl[llImLlkf401ol:%_*I lIMl
3` MIN.
RETURN PIPE BURY DEPTH TO
3' BELOW EXISTING GRADE AT
EXIT ANGLE IN ACCORDANCE
WITH MANUFACTURERS
SPECIFICATIONS
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SHEET NUMBER
C.5.2
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