WQ0040375_Application_20181015

Joshua Outlaw
Smithfield.
Project Engineer
Hog Production Division
j 1
600A took WMPOlSl{7(I8,
PO Box 856
♦J
2822 NC Hy 24 W
Warsaw, NC 28398
October 9, 2018
[phone] tel
[phone] fax
NC DEQ, Division of Water Resources
Water Quality Permitting Section
Non -Discharge Permitting Unit
512 N. Salisbury St
Raleigh, NC 27604
Re: Ag Protein Trailer Wash
Dear Mr. Thornburg:
Murphy -Brown LLC is proposing to construct a wash facility utilizing a lagoon and spray irrigation. This facility will
be used to wash trailers and dump bodies. The property was previously covered under an animal waste permit;
however, the farm is no longer used to house animals. The two existing lagoons on site will remain in place and
unaffected by this project.
The wastewater from this site will be very similar to the water from our Register Trailer Wash (WQ0014247). Our
design for this site is based on the nutrient values measured at Register. This facility is designed to handle 5,000
gallons per day. The wash bay will gravity drain to an oil/water/grit separator and then on to a 2 stage lagoon. The
lagoon is designed with 90 days of retention in the primary stage and 90 days of temporary storage in the 2nd stage.
Effluent will be land applied using a combination of reels and solid set irrigation. All details and calculations
necessary to construct and review this project can be found in the construction plans and irrigation design. No
additional specifications are included in this package.
The following items are included in this package:
• Form WWIS06-16
• $810 Application Fee
• Deed
• Corporate Documentation
• Recorded Sprayfield Setback Waiver
• Soils Evaluation (original dated April 20, 2018 and addendum dated July 15, 2018)
• Agronomist Evaluation (Nutrient Utilization Plan)
• Hydrogeologic Report
• Water Balance
• Irrigation System Design
• Operation and Maintenance Plan
• Threatened or Endangered Species Documentation
• Wastewater Chemical Analysis (Register Trailer Wash results)
• Construction Plans (one full size and two 11x17 sets)
• Site Map

Thank you for taking the time to review this project. Please contact me at [phone] or
[e-mail] if you have any questions or need additional information.
Sincerely,
Joshua E. Outlaw, PE
Project Engineer

State of North Carolina
DW Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources FORM: WWIS 06-16
1. APPLICANT INFORMATION:
1. Applicant's name: Murky -Brown. LLC
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Joan Lee per 15A NCAC 02T .0106(b) Title: Vice President
4. Applicant's mailing address: PO Box 856
City: Warsaw State: NC Zip: 28398
5. Applicant's contact information:
Phone number: [phone] Email Address: [e-mail]
11. FACILITY INFORMATION:
1. Facility name: Ag Protein Trailer Wash
2. Facility status: Proposed
3. Facility type: Minor (< 10,000 GPD or < 300 disposal acres)
4. Facility's physical address: 420 Bonham Rd
City: Magnolia State: NC Zip: 28453- County: DIMU
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.863111 ° Longitude:-78.119035°
Datum: NAD83 Level of accuracy: Unknown Method of measurement: Aerial photography with around control
6. USGS Map Name: Rose Hill
III. CONSULTANT INFORMATION:
1. Professional Engineer: Joshua Outlaw License Number: 037471 Firm: N/A
Mailing address: PO Box 856
City: Warsaw State: NC
Zip: 28398-
Phone number: [phone]
Email Address: 'eoutlawaa,smithfteld.com
2. Soil Scientist: Karl Shaffer
License Number: 1009 Firm: Aari-Waste Technology, Inc.
Mailing address: 501 North Salem
Street Suite 203
City: Apex State: NC
Zip: 27502-_
Phone number: [phone]
Email Address: kshaffer(nal4riwaste.com
3. Geologist: Brian Bellis
License Number: 980 Firm: Withers Ravenel
Mailing address: 219 Station Road, Suite 101
City: Wilmington
State: NC Zip: 28405-
Phone number: (9-1-0) 256-9277
Email Address: [e-mail]
4. Agronomist: Kevin Weston
Firm: N/A
Mailing address: PO Box 856
City: Warsaw State: NC
Zip: 28398-_
Phone number: [phone]
Email Address: [e-mail]
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: W000_ and most recent issuance date:
2. Application fee: $810 -Standard -Minor Facility -New Permit
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC 01C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (O ? 200,000 GPD)
N/A
Dam Safety
N/A
Erosion & Sedimentation Control Plan
N/A
Nationwide 12 / Section 404
N/A
Pretreatment
N/A
Sewer System
N/A
Stormwater Management Plan
N/A
Wetlands 401
N/A
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: 5000 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 ® Representative Data
Has a flow reduction been approved under 15A NCAC 02T .0I 14(fl? ❑ Yes or ® No
Establishment Type
Daily Design Flow
No. of Units
Flow
Trailer wash
500 gal/wash
10
5000 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gall
GPD
Total
5000 GPD
a See 15A NCAC 02T .0114(b). (d). (e)(1) and NCAC 02T (eNl) 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? 89.6 feet mean sea level. Source: Firm Mao 3720246000J
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or N 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 4143 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? N Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ❑ Yes or N No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: Low flow and nutrient load
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude
Longitude'
Gradient
Location
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, [:]No or NN/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 NN/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or NN/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. 143-215.6B? ❑ Yes or N No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or N No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or N No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or N No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or N 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)
65.8 mg/L
28.6 mg/L
Biochemical Oxygen Demand (BODs)
1840 mg/L
42 mg/L
Fecal Coliforms
<10 per 100 mL
Nitrate Nitrogen (NO3-N)
0.07 mg/L
<0.02 mg/L
Nitrite Nitrogen (NO2-N)
0.30 mg/L
2.64 mg/L
Total Kjeldahl Nitrogen
214 mg/L
62.9 mg/L
Total Nitrogen
64.4 mg/L
Total Phosphorus
28.9 mg/L
22.9 mg/L
Total Suspended Solids (TSS)
334 mg/L
77 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? M Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or M No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ❑ Yes or M No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(k)? The lagoon on is gravity fed. The only
pump required in this system is an irrigation pump.
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0505(l):
❑ Automatically activated standby power supply onsite capable of powering all essential treatment units; or
M Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or M N/A
7. In accordance with 15A NCAC 02T .0505(o), how many days of residuals storage are provided? >30 days
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? This facility will
be gated and locked when unstaffed
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, ❑ No, ❑ N/A — To be permitted
separately, or M 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
.19009 ❑ Yes, ❑ No or M N/A
FORM: WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft) /
Spacings in(gallons)
Volume
Plan Sheet
Reference
Specification
Reference
Grease Trap
1
Concrete
Tx 5' OD
800
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
(gallons)
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: , number of lamps
per bank: and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Select
Select
FORM: WWIS 06-16 Page 5 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA — 15A NCAC 02T .0505 (continued):
e. PUMPS
Location
No. of
Pumps
Purpose
Manufacturer /
Type
Ca acit
Plan Sheet
Reference
Specification
Reference
GPM
TDH
f. BLOWERS
Location
No. of
Blowers
Units Served
Manufacturer /
Type
Capacity
(CFM)
Plan Sheet
Reference
Specification
Reference
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer /
Type
Power
h
Plan Sheet
Reference
Specification
Reference
It. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
Ca acit
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or (p x H)
It
ft
It
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent irrigation during rain events
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? Anaerobic Lagoon
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 34.863111' Longitude:-78.119035'
Datum: NAD83 Level of accuracy: Unknown Method of measurement: Aerial photoeraphv with around control
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ® No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ® Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? _ 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?: Small dimensions and plastic liner minimize any
potential impacts of wave action.
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? >50 It
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10-' cm/s? ❑ Yes, ❑ No or ❑ N/A
ILi 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.)? Drain tile will be installed.
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
❑ Clay
®S thetic
Top of embankment elevation:
101.20 ft
❑ Other
❑ Unlined
Liner hydraulic conductivity:
4 x 10 -6 cm/s
Freeboard elevation:
99.20 ft
Hazard class:
Low
Toe of slope elevation:
94.00 ft
Designed freeboard:
2.0 ft
Impoundment bottom elevation:
88.20 ft
Total volume:
178,584 ft3
1,335,808
gallons
Mean seasonal high water table depth:
3-4 ft
Effective volume:
60,750 ft3
454,410 gallons
Embankment slope:
3 : 1
Effective storage time:
90 days
Top of dam water surface area:
27,378 ft'
Plan Sheet Reference:
Sheet 4
Freeboard elevation water surface area:
22,470 ft'
Specification Section:
Bottom of impoundment surface area:
2,310 ft2
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: WWIS 06-16 Page 7 of 12

V II. IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: 3 ft
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, they were addressed, and they will be maintained in their current condition
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Soil Series
Fields within
Soil Series
Recommended
Loading Rate
in/hr
Recommended
Loading Rate
in/ r
Annual / Seasonal
Loading
If Seasonal, list
appropriate
months
Autryville
1, 2, 7
0.50
65.87
Annual
Autryville variant
3, 4, 5, 6
0.50
30.31
Annual
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(n)?
5. How does the Applicant propose to prohibit public access to the irrigation system? The site will be gated.
6. Has the irrigation system been equipped with a flow meter to accurately determine the volume of effluent applied to each
field as listed in VILB'? ❑ Yes or ® No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(t)? Annual calibration of irrigation
equipment.
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
Phosphorus Uptake
Ibs/ac• r
Rate Ibs/ac• r
Bermudagrass
Autryville and
0-4
270
68
Autryville variant
Ryegrass Overseed
Autryville and
0-4
50
7
Autryville variant
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: Soil scientist report and
NCSU Nutrient Management Website
b. Proposed nitrogen mineralization rate: 0
c. Proposed nitrogen volatilization rate: 0
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: 66268 ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 282,744 ftz
f. Minimum irrigation area from the water balance: 47423 ftZ
FORM: WWIS 06-16 Page 8 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA - 15A NCAC 02T .0505 (continued):
8. Field Information (NOTE - This table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
in/hr
Designed
Loading
Rate
in/ r
Latitude
Longitude
g '
Waterbod y
Stream Index
No. b
Classification
1
0.75
Autryville
0.5
65.87
34.861794
78 1209420
18-74-29-0.5
C; Sw
2
0.75
Autryville
0.5
65.87
34.862486
_78 1207830
18-74-29-0.5
C; Sw
3
0.90
Autryville variant
0.5
30.31
34.862678
_78 1202440
18-74-29-0.5
C; Sw
4
0.91
Autryville variant
0.5
30.31
34.862295
_78 1197040
18-74-29-0.5
C; Sw
5
1.14
Autryville variant
0.5
30.31
34.861176
_78 1183040
18-74-29-0.5
C; Sw
6
0.87
Autryville variant
0.5
30.31
34.860707
_78 1180720
18-74-29-0.5
C; Sw
7
1.74
Autryville
0.5
65.87
34.863992
_78 1215510
18-74-29-0.5
C; Sw
D
D
D
D
D
°
O
O
Total
7.06
a Provide the following latitude and longitude coordinate determination information:
Datum: UnknownLevel of accuracy: Unknown Method of measurement: Aerial photography with ground control
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: httl)://deq nc eovlabout/divisions/water-resources/plannine/classification-standards/classifications
FORM: WWIS 06-16 Page 9 of 12

_ did Sv_-I-1
Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
125 ft
Emitter wetted area:
ft2
Nozzle wetted area:
12,265 ft2
Distance between laterals:
It
Nozzle capacity:
17.4 GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
Senninger / 7025
Emitter capacity:
GPH
Elevation of highest nozzle:
2 ft
Emitter manufacturer/model:
Specification Section:
Elevation of highest emitter:
ft
Specification Section:
VIII. SETBACKS —15A NCAC 02T .0506:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .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(b)? ® Yes or ❑ No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ® Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Irrigation
System
Treatment/
Storage Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as art of the project site
160
N/A
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
440
190
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
100
120
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
N/A
Subsurface groundwater lowering drainage systems
210
Surface water diversions (ephemeral streams, waterways, ditches)
100
Any well with exception of monitoring wells
385
190
Any property line
90
270
Top of slope of embankments or cuts of two feet or more in vertical height
N/A
Any water line from a disposal system
N/A
Any swimming pool
N/A
Public right of way
125
Nitrification field
N/A
Any building foundation or basement
85
Impounded public water supplies
N/A
Public shallow groundwater supply (less than 50 feet deep)
N/A
4. Does the Applicant intend on complying with 15A NCAC 02T .0506(c) in order to have reduced irrigation setbacks to
property lines? ❑ Yes or ® No
If yes, complete the following table by providing the required concentrations as determined in the Engineering Calculations:
FORM: WWIS 06-16 Page 10 of 12

Re'1f
Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
212 ft
Emitter wetted area:
ft'.
Nozzle wetted area:
35,281 ftZ
Distance between laterals:
ft
Nozzle capacity:
78 GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
Nelson / 700 Big Gun
Emitter capacity:
GPH
Elevation of highest nozzle:
5 ft
Emitter manufacturer/model:
Specification Section:
Elevation of highest emitter:
ft
Specification Section:
VIII. SETBACKS —15A NCAC 02T .0506:
1. Does the project comply with all setbacks found in the river basin rules (I5A NCAC 02B .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(b)? ❑ Yes or ❑ No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Irrigation
System
Treatment /
Storage Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
Any private or public water supply source
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
Subsurface groundwater lowering drainage systems
Surface water diversions (ephemeral streams, waterways, ditches)
Any well with exception of monitoring wells
Any property line
Top of slope of embankments or cuts of two feet or more in vertical height
Any water line from a disposal system
Any swimming pool
Public right of way
Nitrification field
Any building foundation or basement
Impounded public water supplies
Public shallow groundwater supply (less than 50 feet deep)
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 10 of 12

Estimated Influent
Designed Effluent
Designed Effluent
Parameter
Concentration
Concentration
Concentration
(monthly average)
(daily maximum
Ammonia Nitrogen (NH3-N)
mg/L
mg/L
mg/L
Biochemical Oxygen Demand (BODO
mg/L
mg/L
mg/L
Fecal Coliforms
per 100 mL
per 100 mL
Total Suspended Solids (TSS)
mg/L
mg/L
mg/L
Turbidity
NTU
FORM: WWIS 06-16 Page 11 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 N 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 N No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.17.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .0103(16), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria,
including aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and
blowers.
7. Are the disposal units (i.e., irrigation fields) provided in duplicate (e.g., more than one field)? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the wetted area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the wetted area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 02H .0404( )g (7), how much green area is provided? ftZ
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray irrigation wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N/A (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? ❑ Yes or ❑ No
FORM: WWIS 06-16 Page 12 of 12

Professional Engineer's Certification:
iVA4 a OU 11 <W attest that this application for
(Professional Engineer's name from Application Item 1II.1.)
AS P�of� f�sil�, wFsG
(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 143-215.6B, 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 well as civil penalties up to $25,000 per violation.
North Carolina Professional EngineetfA%s"NL'% l&Wre, and date
2CQ� SEAL r�y
......00
Applicant's Certificati" per
that this application for
name & title from Application Item 1.3.)
�J �3 Pak;., irK;l,,/ w,,4
(Facility name from Application Item 11.1.)
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 02T .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 well s civil penalties up to $25,000 per violation. Q%
Signature: Y%14 - Date:
FORM: WWIS 06-16 Page 13 of 12

I
State of North Carolina
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 Permittin¢ Unit websile
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 orieinal and two conies of the application and su000rtine documentation.
A. C ver Letter (All Application Packages):
List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
fid 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):
©f 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.
p If the Applicant Type in Item I.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item I.2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
J the county of business.
M The facility name in Item II.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.
Rf 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(fl, the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
V 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.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 6

E. Sa'1 Evaluation (All Application Packages that include new irrigation sites):
Per 15A NCAC 02T .0504(b) and the Soil Scientist Evaluation Policv, 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.
C� Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
[� Provide all soil boring logs performed at the site.
9( 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 (KsnT) data that shall include at a minimum:
Rf A minimum of three KsnT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
[JJ All KSAT tests shall be conducted in areas representative of the site.
l� All Ksar tests shall be run until steady-state equilibrium has been achieved.
fg All collected KSAT data shall be submitted, including copies of field worksheets showing all collected readings.
P1 Submit a soil profile description for each KBAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
5d A brief summary of each map unit and its composition and identification of minor contrasting soils.
Ed Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
Id Seasonal irrigation restrictions, if appropriate.
Ed Identification of areas not suitable for wastewater irrigation.
E( 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.
pdJ Recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed irrigation areas based
upon in -situ KSAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement
shall be included indicating that the site has not changed since the original investigation.
Agronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
R� 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.
I6 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.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 6

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 Hvdrogeologic Investigation and Reporting Policy, the Groundwater Modeline Policy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy, submit a detailed hydrogeologic description
th t 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.
12( Representative borings within the irrigation areas and all proposed earthen impoundments.
Q� A description of the regional and local geology and hydrogeology.
[vf 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.
d Changes in lithology underlying the site.
A Depth to bedrock and occurrence of any rock outcrops.
[j The hydraulic conductivity and transmissivity of the affected aquifer(s).
d Depth to the seasonal high water table (SHWT).
l( A discussion of the relationship between the affected aquifers of the site to local and regional geologic and
hydrogeologic features.
Rr 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.
ly 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):
[v� 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:
[�J 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 801" percentile and a minimum of 30 years of observed data.
l� Potential Evapotranspiration (PET) using the Thomthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
Soil drainage based on the geometric mean of the in -situ KsAT tests in the most restrictive horizon and a drainage
coefficient ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure wastewater irrigation does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of irrigation for crop removal.
NOTE — Wastewater Irrigation Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
1. Engineering Plans (All Application Packages):
If 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
N rth 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.
[Y 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.
Cr7 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.
Q Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
Ey 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.
INSTRUCTIONS FOR FORM: W WIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

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 En ineer, 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.I. were determined.
❑ Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
❑ Total and effective storage calculations for each storage unit.
❑ Friction/total dynamic head calculations and system curve analysis for each pump used.
❑ Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, irrigation system, etc.
❑ Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
❑ A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended
rates.
❑ A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
[Jj Per 15A NCAC 02T .0504(d), submit standard size and 1 l 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.
G� Setbacks as required by 15A NCAC 02T .0506.
6J 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(l), 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,
dHas sufficient storage capacity that no potential for overflow exists, and
❑ Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR FORM: W WIS 06-16 & SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan (All Application Packages):
[v� 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:
d 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.
Gl� Anticipated maintenance of the wastewater treatment, storage and irrigation systems.
L Safety measures, including restriction of access to the site and equipment.
Q( 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):
9d Per 15A NCAC 02T .0504(i) and .0508, submit a Residuals Management Plan that shall include at a minimum:
Ed 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 Pennittee 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:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) and .0504(g), provide the Certificate of Public Convenience and Necessity from the
North Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area
to be served by the wastewater treatment and irrigation system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01C .0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and irrigation system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation system is located within the 100-year floodplain):
❑ Per 15A NCAC 02T .0105(c)(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):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
➢ Tryreatened or Endangered Aquatic Species Documentation (All Application Packages):
5� 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.
➢ W stewater Chemical Analysis (All Application Packages treating Industrial Waste):
17 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 (NO3-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 (BOD5) ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/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

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Thl. Wehvmmtt .ra. nrep... d by Sanford-Holshouser-Law Firma-PLLi Raleigh, -NC --
Brief description far the h,dux I
Nagnnlia—�tr,{�.—
NORTI-1CARO�LL/II,�N,��A� GENERAL WARRANTY DEED
'PILLS GEED male lhl W... dry ol��.(11Wa/.¢1A.."-- , by and between
GRANTOR GRANTEE
Wendell H. Murphy and wife Murphy Farms, Inc.
Linda di. Murphy P. 0. Box 759
P. 0. Box 759 Rose Hill, NC 28458
Rose Hill, NC 28458
Dee, ,, .......I.,, .,t4 I., evN van.: rums... ii—, ..d. 11 .purnurl.lr, eu...mnr ut a db, o.a. wrlwranun or p.nnanLlP.
The dedpnnllon Gynnty, nad Grapple ae ti hovel, atoll ludndo said parties, Blair heirs, eacceseals, and anelgne, nad
,hell prelude eln¢alnr, plural, mnecWb,e, Imnhlbra or neuter its rapdred by context.
WITNESSETII, Dot the {lra,i rot n Oalaabla ewnldernllan paid by kite Grm,lee, the receipt of which I. hereby
acknowledged, by. mW by these p,teaets does ¢rout, tars -la, ..If and convey auto the Grmnec h1 fee simple, oil that
rertoi:: put or pone] of haul nitnntad In tho Coy of ._ ... __., Magnolia '1'mend�in.
Duplin Cvonty,Nnddh Cti andppnp pnrlle,pi w.r,jb Oj n. fapuw.
SEE ATTACHED EXHIBIT 'An FOR DESCRIPTION OF PROPERTY

BgW 1 3 0 3 MBE 613
EXHIBIT "A"
Being located in Magnolia Township, Duplin County, North
Carolina, and being that tract or parcel of land set forth and
described in a deed from N. Holmes Murphy and others, to Wendell H.
Murphy, dated June 6, 1977, and recorded in Book 824, Page 101, of
the Duplin County Registry, to which reference is hereby made.
EXCEPTING, however, from the above described tract of land the
following tracts or parcels of land:
First Exception: BEGINNING at a subsurface railroad spike in
the centerline intersection of S. R. No. 1117 and S. R. No. 1118,
and runs thence with the center of the pavement of S. R. No. 1117
North 04 degrees 04 minutes 08 seconds West 512.19 feet to a
railroad spike set; thence North 87 degrees 54 minutes 23 seconds
East 508.51 feet to a concrete monument set; thence North 07
degrees 02 minutes 08 seconds East 27.68 feet to a 51B inch iron
rod set; thence North 89 degrees 17 minutes 17 seconds East 193.33
feet to a 5/8 inch iron rod set; thence South 51 degrees 47 minutes
24 seconds East 66.57 feet to a 5/8 inch iron rod set; thence North
85 degrees 50 minutes 31 seconds East 209.25 feet to a 5/8 inch
iron rod set in the edge of the swamp of Gum Branch; thence North
85 degrees 50 minutes 31 seconds East about 150 feet to the run of
Gum Branch; thence with the run of Gum Branch as it meanders in a
southwesterly direction to a P-K nail found in the center of the
pavement of S. R. No. 1117 over the run of Gum Branch; thence with
the center of the pavement of S. R. No. 1117 North 73 degrees 34
minutes 00 seconds West 712.28 feet to the point of beginning,
CONTAINING 13.4 ACRES, more or less, as surveyed by Brent H.
Whitfield L-3589 on October 27. 1999.
Second Exception: BEGINNING at a subsurface railroad spike in
the centerline intersection of S. R. No. 1117 and S. R. No. 1118,
and runs thence with the center of the old roadbed of S. R. No.
1118 as it curves North 87 degrees 10 minutes West 297.97 feet;
South 67 degrees 31 minutes West 238.72 feet; South 52 degrees 36
minutes West 93.31 feet; South 44 degrees 26 minutes West 100.00
feet; South 34 degrees 06 minutes West 100.00 feet; South 29
degrees 58 minutes West 100.00 feet to an iron stake; thence with
the center of the old roadbed of S. R. No. 1118 South 28 degrees 04
minutes West 923.98 feet to an iron stake; thence with the center
of the old roadbed of S. R. No. 1118 as it curves South 2-8 degrees
50 minutes West 50.00 feet; South 30 degrees 20 minutes West 100.D0
feet; South 38 degrees 08 minutes West 100.00 feet; South 61
degrees 34 minutes West 100.00 feet; South 88 degrees 54 minutes
West 100.00 feet; North 81 degrees 46 minutes West 100.00 feet to
a point in the center of the bridge over the run of Burrill Hill
Branch; thence North 83 degrees 32 minutes West 150.00 feet to an
iron stake located at a corner of the L. D. Dail land (Book 403,
Page 154); thence with the Dail line North 09 degrees 51 minutes
West 292.00 feet to an iron pipe; thence with the Dail line North
02 degrees 20 minutes West 451.63 feet to an iron stake; thence
with the Dail line along the west side of a ditch North 25 degrees
30 minutes West 860.95 feet to an iron stake; thence with the Dail
line along the west side of a ditch North 25 degrees 30 minutes
West 1072.36 feet to an iron stake located at a Holly Tree with
corner pointers; thence with the Dail line North 17 degrees 00
minutes East 143.60 feet to an iron stake; thence to and with a
ditch North 80 degrees 17 minutes East 504.14 feet to an iron
stake; thence with the George Henry Lee at ale line (Book 650, Page
164) North 56 degrees 39 minutes East 819.40 feet to an iron pipe
on line; thence with the George Henry Lee et als line North 56
degrees 39 minutes East 411.60 feet to 'a stake; thence South 83
degrees 55 minutes East 165.10 feet to an iron pipe; thence South
83 degrees 55 minutes East 558.00 feet to an iron pipe; thence
South 83 degrees 55 minutes East 245.59 feet to an iron stake in
the center of the roadbed of S. R. No. 1117; thence with the center
of the roadbed of S. R. No. 1117 about South 04 degrees 28 minutes
East 1869.6 feet to the point of beginning, CONTAINING 124.8 ACRES,
more or less.

Bg1303RK61L,
The property h.rslnebove described war Required by Ormtor by Instrrmanl recorded In
A map showing the abase doeerlLad properly, Is retarded In Plot Doak .... _.. __._.....__....-.. Page ........................
TO HAVE AND TO HOLU It,. aforesaid lot or parcel oI load and all privileges and appulte..none thereto 1,09.81119 to
the Ormdeo In tea simple.
And the Oran ., covenants with the Greater, that Greater Is seloed of the premleee In fee simple, has the right to convey
the error Ia ter elropls. Uut title le roerMl.hle end free and clam of ell...urobroncee, and that Ormltor ,III .......t and
Wand the title Instant the lr.vful clnlmn of Ill pro's...hmm.lmv.r ose.,t far tha .....done henhmrlar stated.
Title to the property herelnnbure deeerlbsd 1. ..bj.rt W the W IMI,, ezcePtl...I
an 11M.n, W.H.M. Iar nr o Im wr .r,runln III on .... ... .rrl. s! 11 enrrun'u nrr sax a wb Inrtrnnil^. I. nr r n14 NI nr
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............................................................... H-Y�."('..'.W!!!t--l'..L.'��.... "......-........ r.11eltl
lc.,..r.l. N...1 Wendell H..1�1 Mur h
oY:""'"".._..._'"""_.-....---.._---- ............... K4..^' ................Retain
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ASSISTANT SECRETARY'S CERTIFICATE
THIS CERTIFICATE, dated as of February 2, 2010, is delivered pursuant to a
request from the North Carolina Department of Environment and Natural Resources (the
"Agency") that Murphy Brown, LLC, a Delaware limited liability company (the "Company")
certify its relationship to certain corporations owning property affected by a certain land
application permit for to be issued by the Agency to the Company (the "Permit").
The undersigned, Craig A. A. Dixon, Assistant Secretary of the Company, does hereby
certify in his capacity as an officer of the Company that:
1. The Company is successor by merger to Murphy Farms, Inc. as evidenced in the
certificates of merger in Exhibit A attached hereto.
2. The Company owns 99% of Brown's Realty Partnership, a North Carolina
General Partnership, and as the general partner, is authorized to exercise any and
all rights Brown's Realty Partnership has in and to any and all real property
owned now or formerly by Brown's Realty Partnership, including to execute such
documents as required for issuance of the Permit.
[Signature Immediately Follows]

IN WnNESS WHEREOF, the undersigned has hereunto set his hand as of the date first
written above.
0
Craig A. . Dixon, Assistant Secretary

Exhibit A

UNANIMOUS CONSENT OF THE MANAGER AND SOLE MEMBER OF
BROWN'S OF CAROLINA LLC,
CARROLL'S FOODS LLC,
CARROLL'S FOODS OF VIRGINIA LLC,
CIRCLE FOUR LLC,
MURPHY FARMS LLC,
QUARTER M FARMS LLC and
CENTRAL PLAINS FARMS LLC
AND
UNANIMOUS CONSENT OF THE DIRECTORS AND SOLE STOCKHOLDER OF
BROWNS OF CAROLINA, INC.,
CARROLL'S FOODS, INC.,
CARROLL'S FOODS OF VIRGINIA, INC.,
CIRCLE FOUR CORPORATION,
MURPHY FARMS, INC.,
QUARTER M FARMS, INC. and
CENTRAL PLAINS FARMS, INC.
WHEREAS, Murphy -Brown LLC, a Delaware limited liability company, is the sole
member of Brown's of Carolina LLC, Carroll's Foods LLC, Carroll's Foods of Virginia LLC,
Circle Four LLC, Murphy Farms LLC, Quarter M Farms LLC and Central Plains Farms LLC,
Delaware limited liability companies (the "LLCs" );
WHEREAS, Murphy -Brown LLC is the sole stockholder of Browns Of Carolina, Inc.,
Carroll's Foods, Inc., Carroll'sFoo_ds.Of Virginia, hnc., Circle.Four Corporation, Murphy Farms,
Inc., and Quarter M Farms, Inc., North Carolina corporations and Central Plains Farris, Inc., a
Delaware corporation (the "Corporations");
WHEREAS, the LLCs and the Corporations have proposed to enter into that certain
Agreement of Merger attached hereto as Exhibit A (the "Merger Agreements") whereby each of
I LCs propose to merge one of the Corporations in the following manner with each of the
's being the surviving member:
f
of Carolina LLC with
Foods LLC with
Foods of Virginia LLC with
ur LLC with
Fames LLC with
K Farms LLC with
Mains Farms LLC with
Brown's of Carolina, Inc.
Carroll's Foods, Inc.
Carroll's Foods of Virginia, Inc.
Circle Four Corporation
Murphy Farms, Inc.
Quarter M Farms, Inc.
Central Plains Farms, Inc.
!:REAS, the undersigned Manager is the sole Manager of each of the LLCs and the
Directors constitute all of the Directors of each of the Corporations.
Consent

Now, therefore, the manager and sole member of each the LLCs and all of the directors
and the sole stockholder of the Corporations hereby RESOLVE on behalf each of the entities,
respectively, as follows:
1. The merger of the each of LLC and with one of the Corporations pursuant to the
Merger Agreements and as provided above is hereby approved.
2. The sole Member of the LLC is hereby authorized to execute the Merger
Agreement on behalf of the LLC in the form attached hereto as Exhibit A with such
modifications and amendments as such Member shall approve and to take all actions necessary
and appropriate to perform the Merger Agreement and to consummate the merger of the LLCs
and the Corporations.
3. The President, any Vice President and the Secretary of the Corporationss are
hereby authorized to execute each of the Merger Agreements on behalf of the Corporations in the
form attached hereto as Exhibit A with such modifications and amendments as such Officer shall
approve and to take all actions necessary and appropriate to perform the Merger Agreements and
to consummate the merger of the LLCs and the Corporations as herein provided.
Dated and effective as of May 1, 2001
As to each of the LLCs:
!Ll '
XM,dwin'Soanager of Murphy -Brown LLC
HY-BROWN LLC, a Delaware limited liability company
and sole Member of the LLC
Manager
of the Corporations:
Y-BROWN LLC, a Delaware limited liability company
stockholder of the Corporation
Manager
mous Consent

. Larry Pope, i ct r
Michael H. Cole, Director
Unanimous Consent

' LIMITED LIABILITY COMPANY ANNUAL REPORT
� v
10/2017
NAME OF LIMITED LIABILITY COMPANY: Murphy -Brown LLC
SECRETARY OF STATE ID NUMBER: 0590336 STATE OF FORMATION: DE
REPORT FOR THE CALENDAR YEAR: 2018
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Schmidt, Gregg
2. SIGNATURE OF THE NEW REGISTERED AGENT:
Annual Report
805938833
)18 07:07
CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED OFFICE STREET ADDRESS & COUNTY 4. REGISTERED OFFICE MAILING ADDRESS
2822 Highway 24 West 2822 Highway 24 West
Warsaw, NC 28398 Duplin County Warsaw, NC 28398
SECTION B:
1. DESCRIPTION OF NATURE OF BUSINESS: HOq Production
2. PRINCIPAL OFFICE PHONE NUMBER: [phone]
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
200 Commerce
3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
5. PRINCIPAL OFFICE MAILING ADDRESS
200 Commerce St.
Smithfield, VA 23430 Smithfield, VA 23430
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C: COMPANY OFFICIALS (Enter additional company officials in Section E.)
NAME: smahnaid Paaaged Mace CDT, rraa John Morrell&co. NAME:
TITLE: Member
ADDRESS:
200 Commerce St.
Smithfield, VA 23430
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Smithfield Packaged Meats Corp. f/k/a John Morrell & Co., by Mandy Hendricks POA
SIGNATURE
Form must be signed by a Company Official listed under Section C of This form.
2/28/2018
Smithfield Packaged Meats Corp.f/k/a John Morrell& Co., by Mandy Hendricks POA Member
or Type Name of Company Official
DATE
Print or Type Title of Company
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525

N,
F NORTH CAR00
NTY OF OUPLIN
ument has peen filed forIII
the Date lime and Id Thege
IIIII IIIIII I II I IIIIIIn
shown on the First Pa eDoc
No' 10019820
nd is fueled temmedforRecorded:
tffi
09/28/2018 04:45:20 PM
our safekeeping.Fee
AmC $26.00 Page 1 of 2.Duplin
County North Carolina
-
June H. Hargrove, Register of Deeds
aryrova, 8egme! hlydr
6K 1880 Pc 366 - 367 (2)
State of North Carolina
Department of Environmental Quality
Division of Water Resources
NON -DISCHARGE WASTWATER SYSTEM WAIVER
AGREEMENT" i'O WAIVE SE'l'BACKS AS REQUIRED BY
15A NCAC 02T .0506(a), .0506(b), .0606(a), .0706(a) AND .1006(a)
D.M. Farms of Rose Hill, LLC , certify that I am a deeded owner of the properly located at:
Address: 356 Bonham Road
Parcel No.: 12-972
City: Magnolia State: NC Zip Code: 28453 County: Duplin
Furthermore, I certify that I am authorized to make decisions regarding this property, and that I do hereby
agree that the setback distances cited below be granted to the Applicant/Pennittee listed on the following
page.
1 understand the setback requirements set forth in 15A NCAC 02T. For the parcel identified
above, I consent to a reduced setback from 150 feet to 75 feet, thereby allowing the
application of wastewater effluent as near as 75 feet from my property line.
M I understand the setback requirements set forth in ISA NCAC 02T. For the parcel identified
above, I consent to a reduced setback from 400 feet to 100 feet, thereby allowing the
application of wastewater effluent as near as 100 feet from my residence.
❑ 1 understand the setback requirements set forth in ISA NCAC 02'r. For the parcel identified
above, 1 consent to a reduced setback from _ feet to feet, thereby allowing the
construction of wastewater treatment and storage units as near as _ feet from my property line.
❑ 1 understand the setback requirements set forth in 15A NCAC 02T. For the parcel identified
above, I consent to a reduced setback fr m _ feet to feet, thereby allowing the
construction of wastewater treatme t and to age units as near as _feet from my residence.
�Z7�"9 ��
Signature: G � Date:
D'
r'
/
FORM: NDWSW 03-17 // r page I of2

Book 1880
Page 357
Applicant/Perrnittee: Murphy -Brown, LLC
Address: P.O. Box 856 Parcel No.: 12-970
City: Warsaw Stale: NC ZipCodc: 28398 County: Duplin
NORTH CAROL<<INA, tin COUNTY
1, n? J SS- J '• Q11 a Notary Public for �wi Y1 County, North Carolina,
ry
do hereby certify that V Yc11�) l I � � V-YA� personally appeared before me this day
and acknowledged the due execution of the foregoing instrument.
Witness my hand and official seal, this the L�» day of YI Al1b.
``"ttau�„nnn�''
SEAL ``\SSA S1<1
4 Notary Public !d, ma's
Duplin Signature of Notary Public
= County
My Comm. EXP Z My commission expires
11-2s-2o21 �\
O yTH C A? � \
Once notarized, this form shall be recorded at the Register of Deeds in the county or
counties in which the described properties are located. A copy of the recorded
waiver shall be sent to the following address:
Division of Water Resources
Water Quality Permitting Section
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
FORM: NDWSW 03-17 Page 2 of2

Environmental
Chemists, ������ir��JK�����������L� ���������i����s, Inc.
8602WbudozU 'Alav,Wiloz�ngton NC284O5 � 910,392,0223Lab o 9I0.392.4424 Par
710Bowseft()w�� Rc�ad'%­Janteo, NC 27954 ° 2_5147/3'S�L�/�x
255`Al'JizuingtouIIighvvoy'}ackonori�e, NC2854O ° 910,347,5843Lab/Fax
ANALYTICAL & CONSULTING CHEMISTS
Smithfield Hog Productions -Warsaw
Date of Report: Oct 0Q.2O18
Post Office Box 85G
Customer PO#:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
Report#: 2018-14079
Project ID: Trailer Wash (Regiater)
Lab ID Sample ID:
Co||ectQate/T|mna Matrix Sampled by
18-35515 Site: 2ndStage Lagoon
8/24/2018
12:25PKA Water jcb/enviroohom
Test
Method
Results Date Anm|yzed
__
SAR
no/cuuu»»
131
00/08/2018
Calcium
sn«z«o.r
23.8mQ/L
09/01/2018
Magnesium
spAu»«./
14.3mg/L
09/02/2018
Sodium
Ep»«»«.r
83.Omg/L
08/31/2018
Total Kje|dah|Nitrogen (TKN)
sPxaa1,2
62.9mQ/L
09/04/2018
Inorganic Phenols
ep«400.,
<0.008mg/L
09/08/2018
Bromod ich|oromethane
sp««»o.0
<0.001rng/L
08/31/2018
Bronnoform
en^su«.0
<0.001nng/L
08/31/2018
Ch|orodibromomethane
spAsoxo
<0.001mg/L
08/31C2018
Chloroform
spAs«2.0
<0.001mQ/L
08/31/2018
Toba|Triha|om*thones
sn^s»2.0
<0.001mg/L
08/31/2018
Total Dissolved Solids (TD8)
nMu*wo«
594mg/L
08/27/2018
Residue Suspended (TSG)
smcs*»o
77.0mg/L
08/27/2018
Temperature
amuss»a
2&7C
08/24/2018
Chloride
am4o»oc/s
137mg/L
08/31/2018
PH
sm4s«»xo
8.13unita
08/24/2018
Ammonia Nitrogen
sM*ao»NH3 n
28.8mg/L
09/22/2018
Total Phosphorus
om4s«»pp
22.9nng/L
09/05/2018
BO[>
smsu1oa
42mg/L
08/24/2018
COD
»ws2«»o
237mg/L
08/27/2018
Tote! Organic Carbon (T(}C)
amso1»a
43.6mg/L
09/07/2018
Feoa|Cn|ifnrm
uM»euzomp
<10Co|oniea/100mL
08/24/2018
1.1.1.2-Tatranh|opoethon*
a«»o4umethod »2oom/s«»oe
<O.Gpg/L
08/31/2018
1.1.1-Trioh|oronthane
own^umethod uuo»B/5«»»a
x0.5pg/L
08/31/2018
1.1.2.2-Tetnaoh|oroethane
s»«a*amethod o2n«13/s«»«a
<0.5pg/L
08/31C2818
1.1.2-Trich|oroethane
SIN o*omethod «oa«ms»uoa
<0.5pg/L
08/31/2018

Environmental
Chemists, ������i�[���������������� ��JK������J�����s, Inc.
6602VVi`dzniUYVaNY,VYOozil"gtoo NC28405 ° 9I03920223Lab ° 910-392,4424Fax
71O8o�oeruz�oDoud'N,",an.mo,NC27954 ° 252473,57O2Lab/ Fax
ANAcYTICAL&CONSUO1NG CHENSTS
Smithfield Hog Productions -Warsaw
Date pfReport: OutOQ 2018
Post Office Box 850
Customer PC>#:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
Report 2018-14079
Project ID: Trailer Wash (Registeh
1.1-Dioh|oroethane
mw84mmethod »mmmsoy«a
x0.5pg/L
08/31/2018
1.1-[}ich|oroethena
awmmmethod 8260a/5030a
<0.5pg/L
08/31/2018
1'1-Diph|oropropene
ewo«omethod e»«»B/sou»e
<0.5pg/L
08/31/2018
1.2.3-Trich|orobenzena
aw«4smethod «u*oB/sn»«e
<0.5 pg/L
08/31/2018
1.2.3-Trioh|oropnopene
aw»^«method a«eua/s000a
<0.5pg/L
08/31/2018
1.2.4-Trioh|orob*nzene
s««o4emethod ou»»o/s«»»»
<0.5pg/L
08/31/2018
1.2.4-Trinnethy|bnnzone
swu*amethod nu«oa/5»»«o
<0.5pg/L
08/31/2018
1.2-[>ibpomo-2-Ch|oropropane
sw«^amethod »ua»ae»3«e
<0.5pg/L
08/31/2018
1.2-Dibnomnethane
swo4nmethod »:s»ms»«no
<0.5pg/L
08/31/2018
1.2-Dich|onnbenzene
swn^umethod pos»me»u»o
<0.5pg/L
08/31/2018
1.2-Oioh|onoethane
ow»~mmethod »oa»msoo»a
<0.5pg/L
08/31/2018
1.2'Oioh|onoprupane
Sw«4*method »2a«B/a»»oa
<0.5pg/L
08/31/2018
1.3.5-Trimethyl benzene
awcwymethod aua»aa»»«o
x0.5pg/L
08/31/2018
1'3'Dichbnob*nzene
a««o*omethod aoa»a/5»o»a
<Mpg/L
08/31/2018
1.3-Dioh!oropnopane
«wn4emethod »«ooaa«o»a
<0.5pg/L
08/31C2018
1'4-Di«h|orobe»ze»*
o«»o*amethod »u««oe»«»e
<0.5pg/L
08/31/2018
2.2-Oi:h|nropropane
awn^emethod o»s»B/s«o»a
<0.5pg/L
08/31/2018
2-Ch|oroto|uone
»wsw*method «u«»m*o»»a
<0.5pg/L
08/31/2018
2-He»ano»e
»w»^mmethod »us«mso»»a
<2.5pg/L
08/31/2018
4-Ch|nrotn|uene
aw«wmethod uoa»aa«»»a
<0.5pg/L
08/31/2018
Acetone
»w»4«method «us»ms»o»e
M0pO/L
08/31/2018
A:ro|ein
ow«4emethod »2u«em«uoa
<5pg/L
08/31/2018
Aory|onitri|a
awn^omethod «c«oB/so»«s
<5pg/[
08/31/2018
Benzene
mwawamethod nuaomsoaoa
<0.5pg/L
08/31/2018
Bnonnobenzene
awo4amethod »2«»ea«uoa
<0.5pg/L
08/31/2018
Bnonnooh|onomathane
awo4amethod »2e»a/5»o«o
<0,5pg/L
08/31/2018
Brornod|oh|oromnthane
sw»*emethod o2m«B/n»s«a
<0.5pg/L
08/31/2018
B»on»»form
aw»4emethod »os«ms»»»o
<0.5pg/L
08/31/2018
Bronnomethmne
aw«^omethod oe««B/s»a»e
<U.Gpg/L
08/31/2018
Carbon Disulfide
Swo*umethod oueoa/s«»nu
<0.5pQ/L
08/31/2018
Report #�: 20/3-14079
Page zuxo

��
����`�ir�����������t�� Chemists, Inc.
6602YY'ndo`O lllag,VViboio'-uro N[28405 0 9110.3928223la6 ° 9IO.39244��-pwx
7IOBowmmrhzovoRoad, %4aoten NC27954 , 251473,57O2Lo6/Fax
255-AWilm'Mgkm}�ilghwmy,Jacksonville, INC 20540 1 910.347,5043La6/Iax
ANALYTICAL &CONSUOlWGCHEMISTS
Smithfield Hog Productions -Warsaw
Date of Report: Oct 09.2018
Post Office Box 85O
Customer PO#:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
ReAort#: 2018-14079
Project ID: Trailer Wash (Regisher)
Carbon tetrachloride
s««»*emethod auaon/«oo»o
<0.5pg/L
08/31C2018
Ch|orobonzene
aw«*«method oo»«a/«ou«a
<0.5 pg/L
08/31/2018
Ch|oroethane
am/a*amethod o:o»B/5»»«B
<0.5pg/L
08/31/2018
Chloroform
awe4amethod eze»oo»»«e
<0.5pg/L
08/31C2018
Ch|oronu*thona
SIN «4*method »u««msoo»a
<0.5pg/L
08/31C2018
cis- 1.2-Dich|oroethene
s««o4amethod nue»oa«»«o
<0.5pg/L
08/31/2018
cis-1.3-Dioh|oropropenm
a»»»4omethod ymaoa/««««o
<0.5pg/L
08/31/2018
Oibronnooh|oromethane
awo4nmethod »oeoa/5»»»a
<O.Spg/L
08/31/2018
Oibronnonnethan*
nw»*«method ou««ms»u»a
<O.Spg/L
08/31/2018
Dich|urodif|uoromethane
SW«4nmethod oua»om»«»a
<0.5pg/L
08/31/2018
Ethy|benznne
aw*wamethod ous»a/o»»»u
<0.5pg/L
08/31/2018
Hexach|orobutodiene
sw»*omethod oua«msoo»o
<0�5pg/L
08/31/2018
|pE
awa4amethod a2aomaouos
<0.5pg/L
08/31/2018
|onpnopy|benzene
asa*nmethod aus»ae»»oo
<0.5pg/L
08/31/2018
K8+pXy|ene
awa4amethod a2e»ee»o»a
<1.Upg/L
08/31/2018
MEK
nvvu*omethod axoumsuxuo
<2�5pg/L
08/31/2018
Methylene chloride
awo*pmethod o26»ms000a
<0.5pg/L
08/31/2018
K8|BK
n«»»4«method »z*«oa»»»o
<2.5pg/L
08/31/2018
KAT0E
ow«4«method :us»m««u»a
<0.5pg/L
08/31/2018
Naphthalene
awe4smethod eoe«B1»o»»u
<0.5pg/L
08/31/2018
n-Buty|benzene
»w«*nmethod «u««oe«ooa
<0.5pg/L
08/31/2018
n-Pnopy|benzene
awa4emethod uu*»aao»»e
<0.5pg/L
08/31/2018
urtho-Ky|ene
awa4amethod n«e»B/o»o»o
<0.5pg/L
08/31/2018
p'|sopropy|to|uene
s««u4emethod oua»aa»3»a
<Mpg/L
08/31/2018
sec -Butyl benzene
awo^*method oueooa«ooB
<0.5pg/L
08/31/2818
Styrene
aw«4«method aus»e/sou»o
<0.5pg/L
08/31/2018
teMt-Buty|benzene
awa4emethod au«»msou«a
<O�Spg/L
08/31/2018
Tetnach|onoethene
aw»4emethod »z««ae««»o
<0�5pg/L
08/31/2018
Toluene
»wo4amethod »uaoa/5uo»a
<0.5pg/L
08/31/2018
Trans-1.2-Dioh|oroathene
SIN o4«method a2*«a/s»z»o
<0.5Vg/L
08/31/2018
nmport#:: 2018'14079
Page smo

Environmental
������� Chemists, ��������'��J�������������� ���������J�����s, Inc.
6802Y0ndouUlVVilmiolgtoon, NC284o�; ° 9I0392,0223Lah ° 9lO.392/4-424Fax
7IUBovvac,to=uRoad, Mauteo NC27954 ° 252,473570)2Lab/Fax
255-/\VNlonin-tonHighway, 7ackamoville,NCZ854O °91O.347,5843Lab Tax
ANALYTCAL&CONSULTING CHEMISTS
SmmithfiehdHoQProduotions-Warsaw
Date of Oct 09,2018
Post Office Box 858
Customer PO#:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
Raport#: 2018-14079
Project |D: Trailer Wash (Register)
Trans-1.3-dioh|oropropnne
SIN msmethod »mmm«»»»a
<0.5pg/L
08/31/2018
Trich|oroothene
aw»wamethod o2a»B1a»o»a
<0�5pg/L
08/31/2018
Trioh{onof|uonomethane
»w»4omethod »zs«m*»»»o
<0.5 pg/L
08/31/2018
Vinyl chloride
aw»*smethod »ca»m5»««»
<0.5pg/L
08/31/2018
Nitrate Nitrogen (Ca|c)
Nitrite Nitrogen
ep«o»»�o
2.84mg/L
08/24/2018
N|tnabe+Nibihy-Nitrogen
spAoa»,2
1.51 mg/L
08/30/2018
Nitrate Nitrogen
Subtraction Method
<0.02nng/L
09/09/2018
Total Nitro0en(Cm|c)
Total Nitrogen
Total Nitrogen
64.4nng/L
09/08/2018
Lab |0 Sample ID:
Col|mctDate/Timnm Matrix Sampled by
18-35518 Site: Lift Station
8/24/2018
12:10PW1 VVabar ]cbAanvinoohom
Test
Method
Results Date Analyzed
Residue Suopended(T8S)
sm25w«o
334mg/L
08/27/2018
Temperature
uw2s««o
24.5C
08/24/2018
pH
am4suuna
5.59units
08/24/2018
Ammonia Nitrogen
uM 4n»»NH3 c
65.8nng/L
09/22/2018
Total Phosphorus
sm4s«opF
28.9mg/L
09/05/2018
B[>[]
swm1oe
>1530nng/[
08/24/2018
m|uG requirements for ondepletion not
met.
Nitrate Nitrogen (Caio)
Nitrite Nitrogen
sp»»so.o
0.30mg/L
08/24/2018
Nitnaba+Nitrite-Nitrogen
sn^os12
0.37mg/L
08/30/2018
Nitrate Nitrogen
Subtraction Method
0.07mg/L
09/08/2018
Total Mitro8an(Cm|o)
Total Kje|dah}Nitrogen (TKN)
Ex*:a1.0
213mg/L
09/08/2018
Total Nitrogen
Total Nitrogen
214mg/L
09/08/2018

ANALYTICAL & CONSULTING CHEN11ST S
Environmental Chemists, Inc.
e
660-L WinclimWw�'ill Wili-ningtonINC28409 r 910,392.02-23 Lab * 910.392.4424 Fax
710 Bwwsurtowni Road, Manteo, NC 2-9-41 0 .'K.473.571' 02 Tab /Fax
2;'--A Wilminc�ton Hichwav, lacksonvi' fle, iC 287�340 0 910.34
Z) - ?7 ..5843 Lab/Fax
infibo I envirorrmentalchemists.com
Smithfield Hog Productions - Warsaw Date of Report: Oct 09, 2018
Post Office Box 856 Customer PO #:
Warsaw NC 28398 Customer ID: 08110011
Attention: Josh Outlaw, PE Report #: 2018-14079
Project ID: Trailer Wash (Register)
Lab ID Sample ID: Collect Date/Time Matrix Sampled by
18-35516A Site: Lift Station 8/24/2018 12:10 PM Water jcb/envirochem
Test Method Results Date Analyzed
BOD SM 5210 B 1840 mg/L 08/29/2018
Reanalyzed outside of holding time.
Comment: 41
Reviewed by:
Report #:: 2018-14079 Page 5 of 5

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North Carolina Department of Natural and Cultural Resources
Natural Heritage Program
Govemor Roy Cooper
September 24, 2018
Joshua Outlaw
Smithfield Hog Production
2822 NC HWY 24W
Warsaw, NC 27606
RE: Ag Protein Wash
Dear Joshua Outlaw:
Becretary 3usi H. Hamilton
NCNHDE-7058
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide information
about natural heritage resources for the project referenced above.
A query of the NCNHP database, based on the project area mapped with your request, indicates that there are
no records for rare species, important natural communities, natural areas, and/or conservation/managed areas
within the proposed project boundary, or within a one -mile radius of the project boundary.
Please note that although there may be no documentation of natural heritage elements within or near the project
boundary, it does not imply or confirm their absence; the area may not have been surveyed. The results of this
query should not be substituted for field surveys where suitable habitat exists. In the event that rare species are
found within the project area, please contact the NCNHP so that we may update our records.
Please also note that natural heritage element data are maintained for the purposes of conservation planning,
project review, and scientific research, and are not intended for use as the primary criteria for regulatory
decisions. Information provided by the NCNHP database may not be published without prior written notification
to the NCNHP, and the NCNHP must be credited as an information source in these publications. Maps of
NCNHP data may also not be redistributed without permission.
If you have questions regarding the information provided in this letter or need additional assistance, please
contact Rodney A. Butler at rod ney.butler&a ncdcr.gov or 919.707.8603.
Sincerely,
NC Natural Heritage Program
MAILING ADDRESS: Telexhone: 019) 7D7-8107 LOCA.TICN
1651 Mai Ser,rice Center wrr&ncnh2.org 121 'Nest hones S-reat
Ralaigh, NC 27699-1881 Ralaigh, NC 27603

September 24, 2018
Project Boundary
Buffered Project Boundary
NCNHDE-7058: Ag Protein Wash
1:24,975
0 0.2 0.4 0.8 mi
0 0.325 0.65 1.3 km
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS,
FAO, NPS, NRCAN, GeoBase, ION, Kadaster NL, Ordnance Survey, Esri Japan,
METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and
the GIS User Community
Page 2 of 2

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2' 0

Sprinkler Specifications
Sprinkler Type:
Nelson 100
Nozzle Size:
0.77 inches
Sprinkler Pressure:
40 psi
Flowrate(GPM):
78 gpm
Wetted Diameter:
190 feet
Lane Spacings
Sheet?
CALCULATIONS
* Reflects a 10% reduction from chart
Desired Spacing (%):
70 %
Design Spacing(feet):
133 *PVC irrigation pipe normally comes in 20' pieces,
so round to the nearest multiple of 20.
Actual Spacing (feet):
120 feet
Actual Spacing (%):
63 %
Application Rate
Application Rate =(96.3xFlowrate)/(3.1415x(.9xradius)squared)
Design App. Rate = 0.50 in/hr
300 degree arc = 0.60 in/hr 330 degree arc = 0.55 in/hr
220 degree arc = 0.82 in/hr
180 degree arc = 1.00 in/hr
Traveller Speed
Travel speed = 1.605 x Flowrate / Desired application amount x Lane Spacing
Desired app. (in.) = 0.5 inches
300 degree arc = 2.50 ft/min
220 degree arc = 3.34 ft/min
180 degree arc = 4.17 ft/min
Mainline Velocity
360 degree arc = 2.09 ft/min
330 degree arc = 2.27 ft/min
Velocity = .408 x Flowrate / pipe diameter squared feet/sec.**
**For buried pipelines, velocity should be below 5 feet per second
Pipe size: 4 inches
Velocity= 1.99 ft/sec.
Page 1

Sheet?
Maximum Mainline Friction Loss
Most distant hydrant: 7
Total distance: 1000 feet
Friction Loss is figured using Hazen/William's Equation
Friction Loss=
Max. Mainline Loss =
Total Dynamic Head
0.36 feet/100 feet
3.6 feet or 1.6 psi
Sprinkler Pressure:
40 psi
Loss through traveller:
30 psi
Elevation head:
4.3 psi
Mainline loss:
1.6 psi
Suction head and lift:
2.3 psi
5% fitting loss:
3.9 psi
TOTAL(TDH) =
82.1 psi or
Horsepower Required
Horsepower = Flowrate x TDH(feet) / 3960 / Pump effeciency
Pump Description: Berkeley B1-1/2TPM
Pump Efficiency: 65 %
Horsepower Required: 5.7 Hp
Thrust Blocking
Thrust Block Area = Thrust / Soil Bearing Strength
Thrust: 7460 feet
Soil Bearing Strength: 1200 feet
End Cap: 6.2 ft2
90 degree elbow: 8.8 ft2
Tee: 4.4 ft2
45 degree elbow: 4.7 ft2
Pipe Pressure Rating Check
Pressure Rating of Pipe to be Used: 160 psi
Max. Pressure on system when running: 82.1 psi
70% of Pressure Rating: 112 psi
189.6 feet
If Max. Pressure on system is less than 70% of Pressure Rating, OK
Page 2

Net Positive Suction Head Check
NPSHA: 17
NPSHR: 12 *from pump curve
If NPSHA>NPSHR OK
Sheet?
Page 3

Sprinkler Specifications
Sprinkler Type:
Senninger7025
Nozzle Size:
#18 inches
Sprinkler Pressure:
60 psi
Flowrate(GPM):
17.4 gpm
Wetted Diameter:
125.1 feet
Sprinkler Spacings
Sheet? (2)
CALCULATIONS
* Reflects a 10% reduction from chart
Desired Spacing (%): 60 %
Design Spacing(feet): 75.06 *PVC irrigation pipe normally comes in 20' pieces,
so round to the nearest multiple of 20.
Actual Spacing (feet): 80 feet
Actual Spacing (%): 64 %
Application Rate
Application Rate = (96.3xFlowrate)/sprinkler spacing squared
Design App. Rate = 0.26 in/hr
Run Time per Set
Run time per set = Desired application / Design application rate = hours
Desired app. (in.) = 0.5 inches
Run time per set = 1.91 hours
Mainline Veloci
Velocity = .408 x Flowtate / pipe diameter squared feet/sec.**
**For buried pipelines, velocity should be below 5 feet per second
Pipe size: 4 inches
# Sprinklers Oper.: 6
Velocity= 2.66 ft/sec.
Maximum Lateral Line Entrance Velocity
Pipe size: 2 inches 4 inches
# Sprinklers Oper.: 3 6
Velocity = 5.32 ft/sec. 2.66 ft/sec.
Page 1

Sheet? (2)
Maximum Mainline Friction Loss
Zone Used: 4
Total distance: 1000 feet
Friction Loss is figured using Hazen/Wiiliam's Equation
Friction Loss= 0.62 feet/100 feet
Max. Mainline Loss = 6.2 feet or 2.7 psi
Maximum Lateral Line Loss
Lateral line friction loss is determined using the assumption that 3/4 of the Friction Loss
occurs in the first 1/3 of the lateral line
Total Lateral Length: 240 feet
# sprinklers on Lat.: 3
Frict. Loss at 1/3 lat. 4.05 feet
Max. Lateral Loss: 5.40 feet or 2.34 psi
Total Dynamic Head
Sprinkler Pressure:
60 psi
Lateral Line Loss:
3.54 psi
Elevation head:
6.5 psi
Mainline loss:
2.7 psi
Suction head and lift:
2.3 psi
5%fitting loss:
3.8 psi
TOTAL(TDH) =
78.8 psi or
Horsepower Required
Horsepower = Flowrate x TDH(feet) / 3960 / Pump effeciency
Pump Description: Berkeley B1-1/2TPM
Pump Efficiency: 72 %
Horsepower Req'd: 6.7 Hp
182.0 feet
1000 feet
6
2.08
1.20 psi
Page 2

Sheet? (2)
Thrust Blocking
Thrust Block Area = Thrust / Soil Bearing Strength
6"
4"
2"
Thrust:
7460 feet
3630 feet
910 feet
Soil Bearing Strength:
1200 feet
1200 feet
1200 feet
End Cap:
6.2 ft2
3.0 ft2
0.8 ft2
90 degree elbow:
8.8 ft2
4.3 ft2
1.1 ft2
Tee:
4.4 ft2
2.1 ft2
0.5 ft2
45 degree elbow:
4.7 ft2
2.3 ft2
0.6 ft2
Pipe Pressure Rating Check
Pressure Rating of Pipe to be Used: 160 psi
Max. Pressure on system when running: 78.8 psi
70% of Pressure Rating: 112 psi
If Max. Pressure on system is less than 70% of Pressure Rating, OK
Net Positive Suction Head Check
NPSHA: 17'
NPSHR: 12' *from pump curve
If NPSHA>NPSHR, OK
Page 3

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Ag Protein Trailer Wash
Magnolia, Duplin County
North Carolina
Hydrogeologic Report and
Mounding Analysis
Prepared by: Joshua Outlaw, p-\ CA/�0
October 9, 2018 0Q ,oFEs"s'io^y�, -;
q
2:
t r a SEAL 9�19 3
03�471
Smithfield ",,,,,,,,,,,,,,,,,,�
60od food. Izespo"M8,
Hog Production Division

TABLE OF CONTENTS
I.
INTRODUCTION AND STUDY OBJECTIVES: .................................................. 3
A.
Project Location and Description..................................................................... 3
B.
Study Objectives............................................................................................... 3
II.
HYDROGEOLOGIC DESCRIPTION.................................................................... 4
A.
Regional Details............................................................................................... 4
1. Regional Hydrology...................................................................................... 4
2. Regional Lithology....................................................................................... 4
B.
Site Specific Details.......................................................................................... 4
1. Site Historical Use and Observations........................................................... 4
2. Site Hydrology.............................................................................................. 5
3. Site Lithology................................................................................................ 5
III.
GROUNDWATER PREDICTIVE MODELING .................................................... 5
A.
Mounding Analysis........................................................................................... 5
1. Model............................................................................................................5
2. Assumptions..................................................................................................6
3. Results...........................................................................................................6
B.
Contaminant Source Calculations and Transport Model .................................. 6
IV.
CONCLUSIONS......................................................................................................7
FIGURES
FIGURE 1 USGS QUAD MAP
FIGURE 2 FACILITY LAYOUT AND DRAINAGE DIAGRAM
APPENDICES
APPENDIX A — GEOLOGIC BORING LOGS
APPENDIX B — GROUNDWATER MOUNDING SPREADSHEET RESULTS
I

I. INTRODUCTION AND STUDY OBJECTIVES:
The objective of this hydrogeologic report is to characterize geologic and
hydrogeologic features of the Ag Protein irrigation fields, and correlate this
information with the trailer wash's wastewater characteristics and disposal methods to
demonstrate compliance with minimum design requirements. This document has
been prepared pursuant to 15A NCAC 02T .0504(e), the Hydrogeologic Investigation
and Reporting Policy, and the Groundwater Modeling Policy as part of a Wastewater
Irrigation System Permit Application. Murphy -Brown, LLC will be the owner and
operator of the Ag Protein Trailer Wash.
A. Proiect Location and Description
The proposed irrigation fields are located in Duplin County at 420 Bonham Rd,
Magnolia, NC 28453. The trailer wash and associated irrigation fields are on the
site of a former animal confinement facility. Animals are no longer housed on the
site, and the buildings have been demolished. However, there are two existing
lagoons that are still covered under permit AWS310466. The proposed
sprayfields were also used as sprayfields previously when the farm housed
animals. Figures 1 and 2 show the general location of the site on a USGS quad
map and the existing conditions on an aerial photo.
B. Study Objectives
The objectives of this study and report are to:
• Adequately address the regulatory requirements regarding documentation
required to meet the requirements of the Wastewater Irrigation Permit
application.
• Adequately address the regulatory requirements regarding the minimum
design requirements for the non -discharge wastewater treatment and
disposal system which address the following concerns:
o Ensure that one foot of water table separation will be maintained
during system operation.
o Ensure that the groundwater quality standards will be maintained
at the facility's compliance boundary.

II. HYDROGEOLOGIC DESCRIPTION
Hydrogeologic data relevant to the Ag Protein Trailer Wash facility has been
collected through both technical publications as well as field observations. The
majority of regional data was compiled from internet searches whereas both an NC
licensed soil scientist and geologist were hired to provide the site specific data.
A. Regional Details
The Ag Protein Trailer Wash is located in the geological Black Creek Formation
of the Coastal Plain physiographic province of North Carolina.
1. Regional Hydrology
The Black Creek formation is comprised of an upper confining unit with an
average thickness of 45-feet, and a surficial aquifer of the same name, Black
Creek Aquifer. The Black Creek Formation is part of the Upper Cretaceous
series and overlies the Peedee-Upper Cape Fear aquifer.
The transmissivity in a nearby well located at 34' 50' 52" N and 78' 01' 20"
W in the Black Creek Aquifer is 800 ftZ/day. This well's depth from the
ground surface to water was 40.64 ft at the time of evaluation. This well is
identified as DU-135 in the "Selected Well Data Used in Determining
Ground -Water Availability in the North and South Carolina Atlantic Coastal
Plain Aquifer Systems" report.
2. Regional Lithology
The upper portion of the Black Creek Formation is comprised of glauconitic,
fossiliferous clayey sand lenses overlaying clay, gray or black, lignitic; thin
beds and laminae of fine-grained micaceous sand, and thick lenses of cross -
bedded sand.
B. Site Specific Details
Site specific details for the Ag Protein Trailer Wash have been obtained through a
soil evaluation report developed by a licensed soil scientist, Karl Schaffer; three
50 ft soil boring evaluations by a licensed geologist, Brian Bellis; and a site visit
by a licensed professional engineer, Joshua Outlaw. The full soil evaluation
report is provided in its entirety with the permit application. Copies of the
geologic boring logs are included in Appendix A.
1. Site Historical Use and Observations
The Ag Protein Trailer Wash land application fields are located on gently
sloping (2-5%) agricultural fields. The fields historically received

wastewater applications from the company's swine raising activities in
accordance with permit AWS310466. The nearest surface water receptors
are surface water ditches that run through the site. Land application activities
will be at least 100 feet from these ditches, and the ditches do not encroach
upon the seasonal high water table (SHWT). The nearest perennial stream is
an unnamed tributary of Murpheys Creek, which has a surface water
classification of C; Sw.
2. Site Hydrology
According to the soils report, the seasonal highwater table is 50-68 inches in
Fields Al and A3 and 35-48 inches in Fields B1 and B3. Saturated hydraulic
conductivity (Ksat) values in Zone A fields was determined to be 0.24 inches
per hour and Zone B fields was 0.11 inches per hour.
3. Site Lithology
Three soil borings (one each in sprayfield Al, A3/133, and B1) of 50 feet in
depth were collected and evaluated by Brian Bellis. Each of the borings were
relatively uniform and made up primarily of poorly graded, fine sands. The
borings were each stopped at 50 feet, and no confining layer was found. The
soil boring logs can be found in Appendix A.
IIl. GROUNDWATER PREDICTIVE MODELING
To ensure that one foot of separation will be maintained during system operation and
that groundwater quality standards will be maintained at the facility's compliance
boundary, two predictive models as they relate to site characteristics are detailed in
the following sub -sections.
A. Mounding Analysis
Due to the SHWT being less than six feet from the surface, a mounding analysis
is required to demonstrate that a minimum of one foot of separation will be
maintained between the water table and the surface. Equations developed by
M.S. Hantush in his publication entitled "Growth and Decay of Groundwater
Mounds in Response to Uniform Percolation" (1967, Water Resources Research,
Vol 3. No. 1, 151 Quarter) were used to model the steady state height of the
groundwater mound produced by the spray application system.
1. Model
A model of each sprayfield was created using a spreadsheet developed by the
USGS as part of Scientific Investigations Report 2010-5102 "Simulation of
groundwater mounding beneath hypothetical stormwater infiltration basins".

2. Assumptions
• Each sprayfield was modeled separately using the individual
sprayfield dimensions and soil characteristics.
• Recharge rate was assumed to be the maximum allowable irrigation
rate (1 inch/day).
• Specific yield was assumed to be 21 % for each sprayfield (average
for fine sands as shown USGS report title "Specific Yield —
Compilation of Specific Yields for Various Materials, 1966). Each
boring was uniform with fine sands throughout.
• Vertical hydraulic conductivity was measured by the soils scientist,
and the horizontal hydraulic conductivity was assumed to be 10 times
the vertical.
• According to the water balance included with the permit application,
2.75 inches/month can be applied to Field A3 and 1.50 inches/month
to Field B3. For this model, the duration used was 9 days for fields in
Zone A and 5 days for fields in Zone B. These are conservative
values because they assume that over 25% of the total yearly
application would occur on consecutive days.
3. Results
Maximum groundwater mound heights can be found in the table below.
Each field shows greater than one foot of separation between the surface and
the resulting water table. Groundwater mounding spreadsheet results for
each field can be found in Appendix B.
Field
Max mounding height
ftgroundwater
Distance from surface to
mound ft
A 1
2.503
1.497
A3
1.724
2.276
B1
1.388
1.612
B3
1.604
1.396
B. Contaminant Source Calculations and Transport Model
To quantify the potential pollutant load to groundwater, nitrogen was chosen as
the pollutant indicator due to its solubility in water and its prevalence as a primary
pollutant associated with the type of wastewater. As indicated in the following
predictive calculations, the system's nitrogen load to the localized groundwater is
negative, implying that the groundwater standards at the system's compliance
boundary will be met.

The available land application area is 7.06 acres (3.31 acres in solid sets
and 3.75 acres in reel pulls). Only the solid set acres were used in these
calculations to be conservative.
The field cover crops will include Hybrid Bermudagrass (RYE = 5.5
tons/acre and nitrogen factor = 49 lb/ton) with a ryegrass overseed (RYE _
1 ton/acre and nitrogen factor = 49 lb/ton). The total allowable N
application = 320 lbs/acre/year.
The design N concentration used for land application = 0.25 lbs N/1000
gallons.
Ag Protein Trailer Wash N production per year:
0.25 lbs N x 5,335 gal x 365 day = 486.8 lbs N produced per year
1000ga! day year
50 % RYE of Bermuda Cover Crop:
0.5 x 5.5 tons x 49 lb nitrogen factor x 3.31 acres = 446 lbs PAN
acre
50 % RYE of ryegrass overseed:
0.5 x 1.0 tons x 49 lb nitrogen factor x 3.31 acres = 81 lbs PAN
acre
Sum of 50% RYE of annual cover crops:
446 lbs PAN + 81 lbs PAN = 527 lbs PAN
year
Net flux of PAN per year and 50% RYE cover crop utilization:
486.8 lbs PAN produced _ 527 lbs PAN utilized by crop _ 40.2
lbs PAN
year year year
As a result of these calculations, there is a negative nitrogen flux into the
groundwater; therefore, no groundwater transport analysis is required for
nitrogen.
IV. CONCLUSIONS
The mounding analysis shows that a minimum of 1 foot of separation between
the surface and groundwater will be maintained.
Nutrient predictive calculations show a negative nitrogen flux into
groundwater; therefore, water quality standards will be maintained at the
compliance boundary. Using 50% RYE the cover crop is able to uptake more
nitrogen than will be produced by the trailer wash.

FIGURES
1. USGS QUAD MAP
2. AERIAL PHOTO

\rrcwLU in \Hg rrotein Iranster raauty\
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o D
Iq 0.
rp. -
AG PROTEIN
TRAILER WASH
r'rotein raciltty Layout and
;c FACILITY AND �+
SPRAYFIELDS /
903
O
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o
Smithfield AG PROTFIN TRlILBR FASB
FIGURE 1 - USGS QUAD AMP
OAIE ppAfW 9S JEO SCrtLG: --
food {ood. Re poK ibl8° O PUPUN D.V['8-za-18
STA]L:"C SHpk l--OF..
8

Protein Transfer
Map\Aq Protein Facility Layout and
BORI
sa
LOCAID
Smithfield AG PROTEIN TRAILER FdSB
FIGURE 2 - "RIJL PHOTO
YA¢ 1 DAA "Br: dCD sfAC
6Good food. RespocasM8' LOLn7y, DUEPU.V DATEdE:
s4.18
SITTE: n SHELT Or..

APPENDIX A
GEOLOGIC BORING LOGS

.v.�erXc�e.✓
WITHERS & RAVENEL
ENGINEERS IPLANNERS I SURVEYORS
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Rig Type: OMB '�5�9'l✓ Boring Location: f %cG/'1 "259/Z Xr�L' Goo nd Surface Elevation- K'z
Depth (feet)
Soil/Lithologic Descriptions and Remarks
Depth
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Inches
Rec.
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WITHERS
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ENGINEERS I PLANNERS
I SURVEYORS
111 0, ve
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TEST BORING FIELD REPORT
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Pro ect Name �hT �/STO+t�1V/,✓ 7 A/7c a Project # OV/80�7.01 Date 8 / 11a
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WITHERS & RAVENEL
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APPENDIX B
GROUNDWATER MOUNDING SPREADSHEET RESULTS

r;e-)o Al
This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey
Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins'.
The user must specify infiltration rate(R), specific yield (Sy), horizontal hydraulic conductivity(0), basin dimensions (x,y), duration of infiltration period(t), and the initial
thickness of the saturated zone(hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length s=y). Fora
rectangular basin, if the user wants the water -table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user
wants the values perpendicular to the shaft side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the
distances from the center of the basin at which water -table aquifer thickness are calculated.
Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user -specified inputs. The user MUST click the blue
"Re -Calculate Now" button each time ANY of the user -specified Inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and
values shown will be incorrect. Use consistent units for all input values (for example, feet and days)
Input Val ues
A
R
Sy
K
x
y
t
hi(0)
h(max)
4h(maz)
Ground- Distance from
water center of basin
Mounding, in in x direction, in
feet feet
0
20
40
so
60
70
so
90
100
120
Disclaimer
use consistent units (e.g. feet& days or inches & hours) Conversion Table
inch/hour feet/day
Recharge (infiltration) rate (feet/day) 0.67 1.33
Specific yield, Sy (dimensionless, between 0 and 1)
Horizontal hydraulic conductivity, Kin (feet/day)' 2.00 4.00 In the repot accompanying this spreadsheet
1/2 length of basin (x direction, in feet)
1/2 width of basin (y direction, in feet) hours days (USGSSIR
assumedto be one -tenth hoerontal icy
(fi/tll Is assumed m be one -tenth horizontal
duration of infiltration period (days) 36 1.50 hydraulic conductivity Ift/d).
initial thickness of saturated zone (feet)
maximum thickness of saturated zone (beneath center of basin at end of infiltration period)
maximum groundwater mounding (beneath center of basin at end of Infiltration period)
®Re -Calculate Now
2.510
2500
2 490
2.480
2 470
2,460
2ASo
244a
430
Groundwater Mounding, in feet
0 20 40 0 80 100 120 IQ
This spreadsheet solving the Hantush (1967) equation for ground -water mounding beneath an infiltration basin
is made available to the general public as a convenience for those wishing to replicate values documented in the
USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater
infiltration basins" or to calculate values based on user -specified site conditions. Any changes made to the
spreadsheet (other than values identified as user -specified) after transmission from the USGS could have
unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous
output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in
the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any
changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for
documenting the changes and justifying the results and conclusions.

Feld 4 3
This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey
Scientific Investigations Report 2010-5102 "simulation of groundwater mounding beneath hypothetical stormwater infiltration basins'.
The user must specify infiltration rate(R), specific yield (Sy), horizontal hydraulic conductivity(0), basin dimensions (x, y), duration of infiltration period(t), and the initial
thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x=y). Fora
rectangular basin, if the user wants the water -table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user
wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the
distances from the center of the basin at which water table aquifer thickness are calculated.
Cells highlighted in yellow are values that can be changed by the user. fells highlighted in red are output values based on user -specified inputs. The user MUST click the blue
"Re -Calculate Now" button each time ANY of the user -specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and
va lues shown will be incorrect Use consistent units for all in put values (for example, feet and days)
use consistent units (e.g. feet & days or i aches &hours) Conversion Table
Input Values
Inch/hour feet/day
0.0833
R
Recharge (infiltration) rate (feet/day) 0.67 1.33
0.210
Sy
Specific yield, Sy (dimensionless, between 0 and 1)
4.80
K
Horizontal hydraulic conductivity, Kh (fee~ 2.00 4.001n
143.000
x
the report accompanying this spreadsheet
1/2 length of basin (x direction, in feet)
63.000
y
IGSG$sassumed IR to be verticaltoilpermeability
1/2 width of basin (y direction, in feet) hours days IR/d)is assumed [o be one tenth horizontal
9.000
It
duration of infiltration period (days) 36 1.50 hydraulic conductivity fh/d).
46.000
hi(0)
initial thickness of saturated zone (feet)
h(max)
maximum thickness of saturated zone (beneath center of basin at end of infiltration period)
4h(max)
maximum groundwater mounding (beneath center of basin at end of infiltration period)
Ground.
Distance from
water
center of basin
Mounding, in
In x direction, in
feet
feet
D
I -Re -Calculate Now
zD
40
soGroundwater
Mounding, in feet
70
z0M
80
90
10
1400
120
1_2ao _
LOW
0.g00_-
0.600
04C0
0.200
0.000 ,- -
0 20 40 fi0 80 100 140
Disclaimer
- —120
I_ — - - -- -
-
This spreadsheet solving the Hantush (1967) equation for ground -water mounding beneath an infiltration basin
is made available to the general public as a convenience for those wishing to replicate values documented in the
USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater
infiltration basins" or to calculate values based on user -specified site conditions. Any changes made to the
spreadsheet (other than values identified as user -specified) after transmission from the USGS could have
unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous
output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in
the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any
changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for
documenting the changes and justifying the results and conclusions.

f,e0 8J.
This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey
Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins'.
The user must specify infiltration rate(R), specific yield (Sy), horizontal hydraulic conductivity (0), basin dimensions (x, y), duration of infiltration period(t), and the initial
thickness of the saturated zone(hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x=y). Fora
rectangular basin, if the user wants the water -table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user
wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the
distances from the center of the basin at which water -table aquifer thickness are calculated.
Cells highlighted in Val low are values that can be changed by the user. Cells highlighted In red are output values based on user specified inputs. The user MUST click the blue
"Re -Calculate Now" button each time ANY of the user -specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and
values shown will be incorrect. Use consistent units for all input values (for example, feet and days)
Input Values
0
R Sy
K x y t
hi(0)
47.000
h
4h(maxmaz)
Ground- Distance from
water center of basin
Mounding, in In x threaten, in
feet feet
0
20
40
so
60
70
80
90
100
120
Disclaimer
use consistent units (e.g. feet & days or inches & hours) Conversion Table
Inds/hour feet/day
Recharge (Infiltration) rate (feet/day) 0.67 1.33
Specific yield, Sy (dimensionless, between 0 and 1)
Horizontal hydraulic conductivity, Kh(feet/day)- 2.00 4.001n therepon accompanying this spreadsheet
1/2 length of basin (x direction, in feet) (USGS SIR 2010-5102), vertical .it permeability
2/2 width of basin (y direction, in feet) hours days
Ih/dl is assumed to be one -tenth horizontal
duration of Infiltration period (days) 36 1.50 hydraulic conductivity (ft/d).
initial thickness of saturated zone (feet)
maximum thickness of saturated zone (beneath center of basin at end of infiltration period)
maximum groundwater mounding (beneath center of basin at end of infiltration period)
=Re -Calculate Now
1388
1388
1388
1388
1.388
1.3RR
1.3RR
1388
LASS
1.388
Groundwater Mounding, in feet
0 20 40 ED 80 100 120 140 '..
This spreadsheet solving the Hantush (1967) equation for ground -water mounding beneath an infiltration basin
is made available to the general public as a convenience for those wishing to replicate values documented in the
USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater
infiltration basins" or to calculate values based on user -specified site conditions. Any changes made to the
spreadsheet (other than values identified as user -specified) after transmission from the USGS could have
unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous
output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in
the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any
changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for
documenting the changes and justifying the results and conclusions.

Feld 83
This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey
Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins'.
The user must specify infiltration rate(R), specific yield(5y), horizontal hydraulic conductivity (xh), basin dimensions (x,y), duration of infiltration period(t), and the initial
thickness of the saturated zone(hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x=y). Fora
rectangular basin, If the user wants the water -table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user
wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the
distances from the center of the basin at which water table aquifer thickness are calculated.
Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user -specified inputs. The user MUST click the blue
"Re -Calculate Now" button each time ANY of the user -specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and
values shown will be incorrect. Use consistent units for all input values (for example, feet and days)
Input Values
R
Sy
K
A
x
y
t
hilt)
h(max)
Ah(max)
Ground-
Distance from
water
center of basin
Mounding, in
in x direction, in
feet
feet
0
20
40
s0
60
70
80
90
100
120
Disclaimer
use consistent units (e.g. feet & days or inches & hours) Conversion Table
inch/hour feet/day
Recharge (infiltration) rate (feet/day) 0.67 1.33
Specific yield, Sy (dimensionless, between 0 and 1)
Horizontal hydraulic conductivity, Kin (feet/day)• 2.00 4.001n the report accompanying this spreadsheet
1/2 length of basin (x direction, in feet) USGS
1/2 width of basin (y direction, in feet) hours days (ft/d)iis sassumed to ble onei`enthoil horizontal oor$oonteillty
a
duration of infiltration period (days) 36 1.50 hydraulicconductivity (ft/d).
initial thickness of saturated zone (feet)
maximum thickness of saturated zone (beneath center of basin at end of infiltration period)
maximum groundwater mounding (beneath center of basin at end of infiltration period)
=Re -Calculate Now
Groundwater Mounding, in feet
1.610
1.605
1,600
'�
1,595
1.5%--
1.585
1.580 - --- -- —
1575 --
1570
1.565 _
0 20 40 60 80 100 120 140
This spreadsheet solving the Hantush (1967) equation for ground -water mounding beneath an infiltration basin
is made available to the general public as a convenience for those wishing to replicate values documented in the
USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater
infiltration basins" or to calculate values based on user -specified site conditions. Any changes made to the
spreadsheet (other than values identified as user -specified) after transmission from the USGS could have
unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous
output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in
the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any
changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for
documenting the changes and justifying the results and conclusions.

N C
Ag Protein Trailer Wash Water Balance
Date: 8-28-18
i 2 ""
Summary ! S�1
This water balance assumes that all irrigation will be performed using only the solid sets in fields A3 and B3 to be = o74L
conservative. The reels in fields Aland Bl will provide additional safety factor in wet years. Using only fields A3 and B3,
both the irrigation and nitrogen volumes are below the maximum thresholds recommended in the soils report, and there (C,1. Gr
are 91 days of temporary storage provided in the 2nd stage lagoon. ��� HG�N�`
Daily Water Use
E.
Washes
Gal/Wash
Total(gpd)
Taal(cf)
Days of Temporary
Storage
10
500
5,000
668.4
91
Storaqe Basin Volumes
Freeboard
st Stage Permanent
Storage
2nd Stage Temporary
Storage
2nd Stage Permanent
Storage
Top Berm Width (fit)
234
Top Berm Length (ft)
117
Max. Liq Width (k)
107
307
107
47
Max. Liq Length (ft)
105
105
105
45
Bottom Width (ft)
35
47
35
Bottom Length (ft)
33
45
33
Side Slope
3
3
3
3
Liq. Depth (ft)
12
10
2
freeboard (ft)
2
Max.Liquid Volume (k3f
50,640
63,972
60,750
3,222
Weather Data
Precip (in)
Evap (In)
January
4.89
1.27
February
3.54
1.57
March
5.14
3.16
April
2.24
4.74
May
4.32
5.43
June
6.12
5.71
July
5.95
6.00
August
8.43
SAS
September
3.07
4.23
October
5.62
3.26
November
1.74
2.05
December
3.28
1.17
Annual
54.34
43.77
'--Precip is BDth percentile and evap is adjusted pan
evaporation from the soils report.
Irrigation Rates
- 9-/6
Field A3 (in)
Field B3 (in)
gal applied
of applied
Jan
2.75
1.50
185,733
24,831
Feb
2.75
1.50
185,733
24,831
Mar
2.75
1.50
185,733
24,831
Apr
2.75
1.50
185,733
24,831
May
2.75
1.50
185,733
24,831
Jun
2.75
1.50
185,733
24,831
Jul
2.75
1.50
185,733
24,831
Aug
2.75
1.50
185,733
24,831
Sep
2.75
1.50
31
2.75
1.50312.75
1.5031
M297,968
gAnnual
2.75
1.50831L
33.00
I8.00
968
-Field A3 area (ac)= 1.50
-Field B3 area (ac)= 1.81

Basin Water Balance
Days
Inflow from
Washbay (cf)
Weather gain/loss
(cf)
Net Inflow to Basin
(cf)
January
31
20,722
8,259
28,981
February
28
18,717
4,495
23,211
March
31
20,722
4,517
25,239
April
30
20,053
(5,704)
14,350
May
31
20,722
12,532)
18,189
June
30
20,053
935
20,989
July
31
20,722
(114)
20,608
August
31
20,722
7,415
28,137
September
30
20,053
(2,647)
171407
October
31
20,722
5,384
26,106
November
30
20,053
(707)
19,346
December
31
20,722
4,814
25,536
Annual
365
243,984
24,115
268,099
Sprayfields Hydraulic Balance
Month
Net Inflow (cf)
Irrigation (cf)
Cumulative Storage
Volume Year 1(cf)
Cumulative Storage
Volume Year 2 (ct)
0
705
January
28,981
24,831
4,150
4,856
February
23,211
24,831
2,531
3,236
March
25,239
24,831
2,939
3,645
April
14,350
24,831
May
18,189
24,831
-
June
20,989
24,831
July
20,608
24,831
-
August
28,137
24,831
3,306
3,306
September
17,407
1 24,831
October
26,106
24,831
1,276
1,276
November
19,346
24,831
December
25,536
24,831
705
705
Annual
268,099
297,968
14,907
17,023
Sprayfields Nutrient Balance
Field
Net Irrigation
(gal)
Total N applied
(Ibs)
A3
1,010,030
253
B3
1,218,770
305
N concentration= 0.25 Ibs N/1000 gal
--Total N applied is less than the 32016 maximum.

Murphy -Brown, LLC 8/21/2018 2822 Hwy 24 West
P.O. Box 856
Warsaw, NC 28398
NUTRIENT UTILIZATION PLAN
Owner(s):
Murphy -Brown, LLC
Facility Name:
Ag Protein Trailer Wash
County:
Duplin
Facility Type:
Trailer Wash
Storage Structure:
Anaerobic Lagoon
Storage Period:
>90 days
Application Method:
Irrigation
The wastewater from your facility must be land applied at a specified rate to prevent pollution
of surface water and/or groundwater. The plant nutrients in the wastewater should be used to
reduce the amount of commercial fertilizer required for the crops in the fields where the waste
water is to be applied.
This nutrient utilization plan uses nitrogen as the limiting nutrient. Wastewater should be
analyzed before each application cycle. Annual soil tests are strongly encouraged so that
all plant nutrients can be balanced for realistic yields of the crop to be grown.
Several factors are important in implementing your nutrient utilization plan in order to maximize
the fertilizer value of the wastewater and to ensure that it is applied in an environmentally safe
manner. These factors are to be used as guidance.
1. Always apply wastewater based on the needs of the crop to be grown and the
nutrient content of the wastewater. Do not apply more nitrogen than the crop can utilize
2. Soil types are important as they have different infiltration rates, leaching potentials,
cation exchange capacities, and available water holding capacities.
3. Normally waste shall be applied to land eroding at less than 5 tons per acre per
year. Waste may be applied to land eroding at 5 or more tons per acre annually, but
less than 10 tons per acre per year providing that adequate filter strips are established
4. Do not apply waste on saturated soils, when it is raining, or when the surface is frozen
Either of these conditions may result in runoff to surface waters which is not allowed
under DWQ regulations.
5. Wind conditions should also be considered to avoid drift and downwind odor
problems.
6. To maximize the value of the nutrients for crop production and to reduce the potential
for pollution, the waste should be applied to a growing crop or applied not more than
30 days prior to planting a crop or forages breaking dormancy. Injecting the waste or
disking will conserve nutrients and reduce odor problems.
1of11

This plan is based on the wastewater application method shown above. If you choose to change
methods in the future, you need to revise this plan. Nutrient levels for different application
methods are not the same.
The estimated acres needed to apply the wastewater is based on typical nutrient content
for this type of facility. In some cases you may want to have plant analysis made, which could
allow additional wastewater to be applied. Provisions shall be made for the area receiving the
wastewater to be flexible so as to accommodate changing wastewater analysis content and crop
type. Lime must be applied to maintain pH in the optimum range for specific crop production.
AMOUNT OF PLANT AVAILABLE NITROGEN PRODUCED PER YEAR (Ibs):
Wastewater Produced Nitrogen Analysis Total
gal/yr Ibs/1000gal Ibs/yr
1,947,275 0.25 486.82
Applying the above amount of wastewater is a big job. You should plan time and have appropriate
equipment to apply the wastewater in a timely manner.
LAND UTILIZATION SUMMARY
The following table describes the nutrient balance and land utilization rate for this facility
Note that the Nitrogen Balance for Crops indicates the ratio of the amount of nitrogen produced
on this facility to the amount of nitrogen that the crops under irrigation may uptake and utilize
in the normal growing season.
Total Irrigated Acreage: 7.06
Total N Required 1st Year: 2255.67
Total N Required 2nd Year: 0.00
Average Annual Nitrogen Requirement of Crops: 2,255.67
Total Nitrogen Produced by Facility: 486.82
Nitrogen Balance for Crops: (1,768.85)
The following table describes the specifications of the hydrants and fields that contain the crops
designated for utilization of the nitrogen produced on this facility. This chart describes the size,
soil characteristics, and uptake rate for each crop in the specified crop rotation schedule for this
facility.
2of11

This plan does not include commercial fertilizer. The facility should produce adequate plant
available nitrogen to satisfy the requirements of the crops listed above.
The applicator is cautioned that P and K may be over applied while meeting the N requirements.
In the future, regulations may require these facilities to have a nutrient management plan that
addresses all nutrients. This plan only addresses nitrogen.
In interplanted fields ( i.e. small grain, etc, interseeded in bermuda), forage must be removed
through grazing, hay, and/or silage. Where grazing, plants should be grazed when they
reach a height of six to nine inches. Cattle should be removed when plants are grazed to a
height of four inches. In fields where small grain, etc, is to be removed for hay or silage, care
should be exercised not to let small grain reach maturity, especially late in the season (i.e.
April or May). Shading may result if small grain gets too high and this will definitely interfere
with stand of bermudagrass. This loss of stand will result in reduced yields and less nitrogen
being utilized. Rather than cutting small grain for hay or silage just before heading as is
the normal situation, you are encouraged to cut the small grain earlier. You may want to
consider harvesting hay or silage two to three times during the season, depending on the
time small grain is planted in the fall.
The ideal time to interplant small grain, etc, is late September or early October. Drilling is
recommended over broadcasting. Bermudagrass should be grazed or cut to a height of
about two inches before drilling for best results.
CROP CODE LEGEND
Crop Code Crop
A Barley
B Grazed Hybrid Bermudagrass
C Hybrid Bermudagrass Hay
D Corn - Grain
E Corn - Silage
F Cotton
G Grazed Fescue
H Fescue Hay
I Oats
J Rye
K Grazed Overseed
L Overseed Hay
M Grain Sorghum
N Wheat
0 Soybean
P Pine Trees
Lbs N utilized / unit yield
1.6 Ibs N / bushel
50 Ibs N / ton
50 Ibs N / ton
1.25 Ibs N / bushel
12 Ibs N / ton
0.12 Ibs N / Ibs lint
50 Ibs N / ton
50 Ibs N / ton
1.3 Ibs N / bushel
2.4 Ibs N / bushel
50 Ibs N / acre
50 Ibs N / acre
2.5 Ibs N / cwt
2.4 Ibs N / bushel
4.0 Ibs N / bushel
40 Ibs N / acre / yr
Acres shown in the preceding table are considered to be the usable acres excluding
required buffers, filter strips along ditches, odd areas unable to be irrigated, and perimeter areas
not receiving full application rates due to equipment limitations. Actual total acres in the fields
listed may, and most likely will be, more than the acres shown in the tables.
See attached map showing the fields to be used for the utilization of this wastewater.
4of11

SLUDGE/GRIT APPLICATION:
The following table describes the Plant Available Nitrogen produced per year in the sludge/grit
Wastewater Produced
Amt Sludge/Grit
Sludge/Grit Analysis
Total
gal/yr
T/1000gal
IbsPAN(r
IbsPAN/yr
1,947,275
0.0038
1.7
12.58
The nutrient utilization plan must contain provisions for periodic land application of sludge/grit at
agronomic rates. The sludge/grit will be nutrient rich and will require precautionary measures to
prevent over application of nutrients or other elements. Your wastewater facility will produce
approximately 12.5793965 pounds of plant available nitrogen per year will in the lagoon
sludge/grit based on the rates of accumulation listed above.
If you remove the sludge/grit every 5 years, you will have approximately 62.8969825 pounds of plant
available nitrogen to utilize. Assuming you apply this PAN to hybrid bermuda grass hayland at the
rate of 300 pounds of nitrogen per acre, you will need 0.209656608333333 acres of land. If you apply this PAN
to corn at a rate of 125 pounds per acre, you will need 0.50317586 acres of land. Please note that
these are only estimates of the PAN produced and the land required to utilize that PAN. Actual values
may only be determined by sampling the sludge/grit for plant available nitrogen content prior to application
Actual utilization rates will vary with soil type, crop, and realistic yield expectations for the specific
application fields designated for sludge/grit application at time of removal.
APPLICATION OF WASTE BY IRRIGATION
The irrigation application rate should not exceed the intake rate of the soil at the time of irrigation
such that runoff or ponding occurs. This rate is limited by initial soil moisture content, soil
structure, soil texture, water droplet size, and organic solids. The application amount should not
exceed the available water holding capacity of the soil at the time of irrigation nor should the
plant available nitrogen applied exceed the nitrogen needs of the crop.
If surface irrigation is the method of land application for this plan, it is the responsibility of the
producer and irrigation designer to ensure that an irrigation system is installed to properly
irrigate the acres shown in the preceding table. Failure to apply the recommended rates and
amounts of nitrogen shown in the tables may make this plan invalid.
'This is the maximum application amount allowed for the soil assuming the amount
of nitrogen allowed for the crop is not over applied. In many situations, the application
amount shown cannot be applied because of the nitrogen limitation. The maximum
application amount shown can be applied under optimum soil conditions.
Your facility is designed for >90 days of temporary storage and the temporary storage must
be removed on the average of once every 4 months. In no instance should the volume of the
wastewater stored in your structure be within the 25 year 24 hour storm storage or two feet of
freeboard except in the event of the 25 year 24 hour storm.
It is the responsibility of the producer and wastewater applicator to ensure that the application
equipment is operated properly to apply the correct rates to the acres shown in the tables. Failure
to apply the recommended rates and amounts of nitrogen shown in the tables may make this plan
invalid.
Call your technical specialist after you receive the wastewater analysis report for assistance in
determining the amount of wastewater per acre to apply to achieve the proper application amount
prior to applying the wastewater.
5of11

Application Rate Guide
The following is provided as a guide for establishing application rates and amounts.
Soil
Application Rate
Application Amount
Tract
Hydrant
Type
Crop
in/hr
' inches
Sands
1
Autryville
C
0.6
1
Sands
2
Autryville
C
0.6
1
Sands
3
Autryville
C
0.6
1
Sands
4
Autryville
C
0.6
1
Sands
5
Autryville
C
0.6
1
Sands
6
Autryville
C
0.6
1
Sands
7
Autryville
C
0.6
1
6of11

Additional Comments:
7of11

NUTRIENT UTILIZATION PLAN CERTIFICATION
Name of Facility: Ag Protein Trailer Wash
Owner: Murphy -Brown, LLC
Manager:
Owner/Manager Agreement:
uwe understand and will follow and implement the specifications and the operation and
maintenance procedures established in the approved wastewater nutrient management
plan for the facility named above. I/we know that any expansion to the existing design capacity
of the wastewater treatment and/or storage system, or construction of new facilities, will require a
new nutrient management plan and a request for permit modification to be submitted to DWQ
before any modification of the facility begins.
I/we understand that I must own or have access to equipment, primarily irrigation equipment,
to land apply the wastewater described in this nutrient management plan. This equipment
must be available at the appropriate pumping time such that no discharge occurs from the lagoon
in the event of a 25 year 24 hour storm. I also certify that the wastewater will be applied on the land
according to this plan at the appropriate times and at rates which produce no runoff.
This plan will be filed on site at the facility office and at the office of the local Soil and Water
Conservation District and will be available for review by NCDWQ upon request.
Name of Facility Owner: Murphy -Brown, LLC
Signature:
Date
Name of Manager (if different from owner):
Signature:
Name of Technical Specialist: M. Kevin Weston
Affiliation: Murphy -Brown LLC. Dba Smithfield Hog Production
Address: 2822 Hwy 24 West PO Drawer 856
Warsaw, NC 28398
Telephone: [phone]
Signature:
8of11
53

NUTRIENT UTILIZATION PLAN
REQUIRED SPECIFICATIONS
Waste shall not reach surface waters of the state by runoff, drift, manmade conveyances,
direct application, or direct discharge during operation or land application. Any discharge
of waste which reaches surface water is prohibited.
There must be documentation in the design folder that the producer either owns or has an
agreement for use of adequate land on which to properly apply the waste. If the producer
does not own adequate land to properly dispose of the waste, he/she shall provide
evidence of an agreement with a landowner, who is within a reasonable proximity,
allowing him/her the use of the land for waste application. It is the responsibility of the
owner of the waste production facility to secure an update of the Nutrient Utilization Plan
when there is a change in the operation, increase in the amount of waste, method of
application, recieving crop type, or available land.
Waste shall be applied to meet, but not exceed, the nitrogen needs for realistic crop yields
based upon soil type, available moisture, historical data, climatic conditions, and level of
management, unless there are regulations that restrict the rate of applications for other
nutrients.
Waste shall be applied to land eroding less than 5 tons per acre per year. Waste may be
applied to land eroding at more than 5 tons per acre per year but less than 10 tons per
acre per year provided grass filter strips are installed where runoff leaves the field (See
USDA, NRCS Field Office Technical Guide Standard 393 - Filter Strips).
Odors can be reduced by injecting the waste or disking after waste application. Waste
should not be applied when there is danger of drift from the land application field.
When waste is to be applied on acres subject to flooding, waste will be soil incorporated
on conventionally tilled cropland. When waste is applied to conservation tilled crops or
grassland, the waste may be broadcast provided the application does not occur during a
season prone to flooding (See "Weather and Climate in North Carolina" for guidance).
Liquid waste shall be applied at rates not to exceed the soil infiltration rate such that runoff
does not occur offsite or to surface waters and in a method which does not cause drift
from the site during application. No ponding should occur in order to control odor and
flies.
Waste shall not be applied to saturated soils, during rainfall events, or when the surface is
frozen.
9of11

NUTRIENT UTILIZATION PLAN
REQUIRED SPECIFICATIONS
(continued)
Waste shall be applied on actively growing crops in such a manner that the crop is not
covered with waste to a depth that would inhibit growth. The potential for salt damage
from animal waste should also be considered.
10 Nutrients from waste shall not be applied in fall or winter for spring planted crops on soils
with a high potential for leaching. Waste/nutrient loading rates on these soils should be
held to a minimum and a suitable winter cover crop planted to take up released nutrients.
Waste shall not be applied more than 30 days prior to planting of the crop or forages
breaking dormancy.
11 Any new swine facility sited on or after October 1, 1995 shall comply with the following
The outer perimeter of the land area onto which waste is applied from a lagoon that is a
component of a swine farm shall be at least 50 feet from any residential property
boundary and canal. Animal waste, other than swine waste from facilities sited on or after
October 1, 1995, shall not be applied closer than 25 feet to perennial waters.
12 Waste shall not be applied closer than 100 feet to wells.
13 Waste shall not be applied closer than 400 feet of dwellings other than those owned by
the landowner.
14 Waste shall be applied in a manner not to reach other property and public right-of-ways.
15 Waste shall not be discharged into surface waters, drainageways, or wetlands by
discharge or by over -spraying. Waste may be applied to prior converted cropland
provided the fields have been approved as a land application site by a "technical
specialist". Waste shall not be applied on grassed waterways that discharge directly into
water courses, and on other grassed waterways, waste shall be applied at agronomic
rates in a manner that causes no runoff or drift from the site.
16 Domestic and industrial waste from showers, toilets, sinks, etc., shall not be discharged
into the waste management system.
10 of 11

NUTRIENT UTILIZATION PLAN
REQUIRED SPECIFICATIONS
(continued)
17 A protective cover of appropriate vegetation will be established on all disturbed areas
(lagoon embankments, berms, pipe runs, etc.). Areas shall be fenced, as necessary, to
protect the vegetation. Vegetation such as trees, shrubs, and other woody species, etc.,
are limited to areas where considered appropriate. Lagoon areas should be kept mowed
and accessible. Berms and structures should be inspected regularly for evidence of
erosion, leakage, or discharge.
18 If production at the facility is to be suspended or terminated, the owner is responsible for
obtaining and implementing a "closure plan" which will eliminate the possibility of an illegal
discharge, pollution and erosion.
19 Waste handling structures, piping, pumps, reels, etc., should be inspected on a regular
basis to prevent breakdowns, leaks and spills. A regular maintenance checklist should be
kept on site.
20 Waste can be used in a rotation that includes vegetables and other crops for direct human
consumption. However, if waste is used on crops for direct human consumption, it should
only be applied pre -plant with no further applications of waste during the crop season.
21 Highly visible markers shall be installed to mark the top and bottom elevations of the
temporary storage (pumping volume) of all waste treatment lagoons. Pumping shall be
managed to maintain the liquid level between the markers. A marker will be required to
mark the maximum storage volume for waste storage ponds.
22 Waste shall be tested within 60 days of utilization and soil shall be tested at least annually
at crop sites where waste products are applied. Nitrogen shall be the rate -determining
nutrient, unless other restrictions require waste to be applied based on other nutrients,
resulting in a lower application rate than a nitrogen based rate. Zinc and copper levels in
the soil shall be monitored and alternative crop sites shall be used when these metals
approach excessive levels. pH shall be adjusted and maintained for optimum crop
production. Soil and waste analysis records shall be kept for a minimum of five years.
Poultry dry waste application records shall be maintained for a minimum of three years.
Waste application records for all other waste shall be maintained for a minimum of five
years.
23 Dead animals will be disposed of in a manner that meets North Carolina regulations.
11 of 11

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Operation & Maintenance Plan
Proper lagoon management should be a year-round priority. It is especially important to manage levels
according to nutrient management plans so that you do not have problems during extended rainy and
wet periods.
Maximum storage capacity should be available in the lagoon for periods when there is no receiving crop
available or when there are extended rainy/wet periods. This means that at the first sign of plant growth
in the later winter/ early spring, irrigation should start according to the facilities waste management plan
should be done whenever the land is dry enough to receive lagoon liquid. This will make storage space
available in the lagoon for future wet periods. In the late summer/early fall the lagoon should be
pumped down to the stop pump mark to allow for winter storage. Every effort should be made to
maintain the lagoon close to the minimum liquid level as long as the weather and waste utilization plan
will allow it.
The routine maintenance of a lagoon involves the following:
Maintenance of a vegetative cover for the dam. Fescue or common Bermuda grass are the most
common vegetative covers. The vegetation should be fertilized each year, if needed, to maintain a
vigorous stand. A soils test of the lagoon embankment and surrounding areas will indicate the fertilizer
and lime requirements. In the event that it is not practical to obtain a soils test each year, an application
of 400 pounds per acre of 10- 10-10, or equivalent.
Brush and trees on the embankment must be controlled. This may be done by mowing, chemical
control, chopping, or a combination of these practices. This should be done at least once a year and
possibly twice in years that weather conditions are favorable for heavy vegetative growth.
NOTE: If vegetation is controlled by spraying, the herbicide must not be allowed to enter the lagoon water
Such chemicals could harm the bacteria in the lagoon that are treating the waste.
Maintenance inspections of the entire lagoon should be made weekly of the lagoon and after rainfall events
of 1 inch or greater. Items to be checked should include, as a minimum, the following:
Waste Inlet Pipes and Overflow Pipes - look for:
separation of joints
cracks or breaks
accumulation of salts or minerals
overall condition of pipes
Lagoon surface - look for:
undesirable vegetative growth
floating or lodged debris

Embankment - look for:
settlement, cracking, or holes
side slope stability- slumps or bulges
wet or damp areas on the back slope
erosion due to lack of vegetation or as a result of wave action
rodent damage
openings in the fence (if applicable)
Larger lagoons may be subject to liner damage due to wave action caused by strong winds. These
waves can erode the lagoon sidewalls, thereby weakening the lagoon darn. A good stand of
vegetation will reduce the potential damage caused by wave action. If wave action causes serious
damage to a lagoon sidewall, baffles in the lagoon may be used to reduce the wave impacts.
Any of these features could lead to erosion and weakening of the dam. If your lagoon has any of these
features, you should call an appropriate expert familiar with design and construction of waste
lagoons. You may need to provide a temporary fix if there is a threat of a waste discharge.
However, a permanent solution should be reviewed by the technical expert. Any digging into a
lagoon dam with heavy equipment is a serious undertaking with potentially serious consequences
and should not be conducted unless recommended by and appropriate technical expert.
Transfer Pumps - check for proper operation of:
irrigation pumps
Check for leaks, loose fittings, and overall pump operation. An unusually loud or grinding noise, or a
large amount of vibration, may indicate that the pump is in need of repair or replacement.
NOTE: Pumping systems should be inspected and operated frequently enough so that you are not
completely "surprised" by equipment failure. You should perform your pumping system
maintenance at a time when your lagoon is at its low level. This will allow some safety time should
major repairs be required. Having a nearly full lagoon is not the time to think about switching,
repairing or borrowing pumps. You should consider maintaining an inventory of spare parts or
pumps.
Surface water diversion features are designed to carry all surface drainage waters (such as rainfall
runoff) away from your lagoon and other waste treatment or storage structures. The only water that
should be coming into your lagoon is that which comes from your facility discharge system pipes
and the rainfall that hits the lagoon directly. You should inspect your diversion system for the
following:
adequate vegetation
diversion capacity
ridge berm height

Identified problems should be corrected promptly. It is advisable to inspect your system during or
immediately following a heavy rain. If technical assistance is needed to determine proper solutions,
consult with appropriate experts. Create a work order to ensure the problem is addressed and
documented.
You should record rainfall from onsite rain gauges daily. This will give you an idea of how much your
lagoon level will rise with a certain rainfall amount in addition to being a permit requirement.
Knowing this should help in planning irrigation applications and storage. If your lagoon rises
excessively, you may have an overflow problem from a surface water diversion, excessive facility
water usage or there may be seepage into the lagoon from the surrounding land.
Lagoon Operation Startup:
I. Immediately after construction establish a complete sod cover on bare soil surfaces to avoid
erosion.
Fill new design treatment volume at least half full of water before waste loading begins, taking care not
to erode lining or bank slopes.
Drain pipes into the lagoon should have a flexible pipe extender on the end of the pipe to discharge near
the bottom of the lagoon during initial filling or another means of slowing the incoming water to
avoid erosion of the lining.
When possible, begin loading new lagoons in the spring to maximize bacterial establishment (due to
warmer weather).
It is recommended that a new lagoon be seeded with sludge from a healthy working swine lagoon in the
amount of 0.25 percent of the full lagoon liquid volume. This seeding should occur at least two
weeks prior to the addition of wastewater.
Maintain a periodic check on the lagoon liquid pH. If the pH falls below 7.0, add agricultural lime at the
rate of I pound per 1000 cubic feet of lagoon liquid volume until the pH rises above 7.0. Optimum
lagoon liquid pH is between 7.5 and 8.0.
A dark color, lack of bubbling, and excessive odor signal inadequate biological activity. Consultation
with a technical specialist is recommended if these conditions occur for prolong periods, especially
during the warm season.
Loading:
The more frequently and regularly that wastewater is added to a lagoon, the better the lagoon will
function.
Practice water conservation - minimize facility water usage and spillage from broken pipes and wash
down through proper maintenance.

Management:
Maintain lagoon liquid level between the permanent storage level and the full temporary storage level.
Place visible markers in the lagoon to show the minimum liquid level and the maximum liquid level.
Start irrigating at the earliest possible date in the spring based on nutrient requirements and soil
moisture so that temporary storage will be maximized for the summer thunderstorm season.
Similarly, irrigate in the late summer/ early fall to provide maximum lagoon storage for the winter.
The lagoon liquid level should never be closer than start pump level (based on lagoon design) to the
lowest point of the dam or embankment.
Do not pump the lagoon liquid level lower than the permanent storage level unless you are removing
sludge.
Locate float pump intakes approximately 18 inches underneath the liquid surface and as far away from
the drainpipe inlets as possible.
Prevent additions debris or other foreign materials from entering into the lagoon.
Maintain strict vegetation, rodent, and varmint control near lagoon edges.
Do not allow trees or large bushes to grow on lagoon dam or embankment.
Remove sludge from the lagoon either when the sludge storage capacity.
Lagoons that are placed in the seasonal high water table could be damaged from liner sloughing if
pumped below the seasonal high mark elevation. Refer to your lagoon design to see what the
season high water elevation is.
Lagoons could also be recharged from ground water if pumped below the seasonal high mark. Refer to
your lagoon design to see what the season high water elevation is.

Sludge Removal:
Rate of lagoon sludge buildup can be reduced by:
proper lagoon sizing
mechanical solids, separation of flushed waste
gravity settling of flushed waste solids in an appropriately designed basin
Mix the sludge and lagoon liquid with a chopper - agitator impeller pump through an application system
onto nearby cropland; and soil incorporate following a nutrient application plan.
Dewater the upper part of lagoon by irrigation onto nearby cropland or forage land; mix remaining
sludge; pump into liquid sludge applicator; haul and spread on to cropland or forage land; and soil
incorporate following a nutrient application plan.
Dewater the upper part of lagoon by irrigation onto nearby cropland or forage land; dredge sludge from
the lagoon into dewatering bags; berm an area beside lagoon to receive the sludge so that liquids can
drain back into lagoon; allow sludge to dewater; haul spread with manure spreader onto cropland or
forage land; and soil incorporate following a nutrient application plan.
Regardless of the method, you must have the sludge material analyzed for waste constituents just as you
would your lagoon water. The sludge will contain different nutrient and metal values from the liquid.
The application of the sludge to fields will be limited by these nutrients as well as any previous waste
applications to that field and crop requirement.
When removing sludge, you must also pay attention to the liner to prevent damage. Close attention by
the agitator, pump or dredge operator will ensure that the lagoon liner remains intact. If you see soil
material being disturbed, you should stop the activity immediately and not resume until you are sure
that the sludge can be removed without liner injury. If the liner is damaged it must be repaired as
soon as possible.
Sludge removed from the lagoon has a much higher phosphorus and heavy metal content than liquid.
Because of this it should probably be applied to land with low phosphorus and metal levels, as
indicated by a soil test, and incorporated to reduce the chance of erosion. A residual solids permit
may be required.
NOTE: That if the sludge is applied to fields with very high soil -test phosphorus, it should be applied
only at rates equal to the crop removal of phosphorus. As with other wastes, always have your lagoon
sludge analyzed for its nutrient value.
The application of sludge may increase the amount of odor at the waste application site. Extra precaution
should be used to observe the wind direction and other conditions which could increase the concern
of neighbors.

Possible Causes of Lagoon Failure
Lagoon failures result in the unplanned discharge of wastewater from the structure. Types of failures
include leakage through the bottom or sides, overtopping, and breach of the dam. Assuming proper
design and construction, the owner has the responsibility for ensuring structure safety. Items which
may lead to lagoon failures include:
Modification of the lagoon structure - an example is the placement dirt to a low area of the dike without
proper design and construction. (Consult an expert in lagoon design before placing any pipes in
dams.)
Lagoon liquid levels - high levels are a safety risk.
Failure to inspect and maintain the dam.
Excess surface water flowing into the lagoon.
Liner integrity - protects from inlet pipe scouring, damage during sludge removal, or rupture from
lowering lagoon liquid level below groundwater table.
NOTE: If lagoon water is allowed to overtop the dam, the moving water will soon cause gullies to form
in the dam. Once this damage starts, it can quickly cause a large discharge of wastewater and possible
dam failure.
Revised 09/25/18

Power Reliability Plan
No generator will be used at this facility. In the event of a power outage, trailers will not be washed and
irrigation will not occur. The lagoons are sized large enough to store rainfall as needed during rain
events.

Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 North Salem Street
Suite 203
Apex, NC 27502
919-859-0669
www.agriwaste.com
0 SOIL So/
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Soils & Site Evaluation Report — Wastewater Spray Irrigation System
Smithfield Foods, LLC
Bonham Road Truckwash Facility
Duplin County, NC
PREPARED FOR: Kevin Weston- Environmental Compliance Specialist- Smithfield Foods
PREPARED BY: Karl Shaffer, LSS
Senior Soil Scientist
DATE: April 20, 2018
Agri -Waste Technology, Inc. (AWT) was contracted to perform a site evaluation and assessment
of the subject parcel in Duplin County, NC and owned by Smithfield Foods. The purpose of this
evaluation was to perform a soil and agronomic assessment for a proposed truck wash for
Smithfield Foods. These systems are permitted by the N.C. Division of Water Resources.
Relevant DWR rules (2T) and subsequent guidance policies were followed for this site
assessment and report completion.
Preliminary Information
The site is presently in cleared fields with some wooded sections along drainageways and along
the stream that lies on the eastern edge of the property. Recently, some wooded sections of the
property that were on upland soils have been converted to fields.
The property had once served as a confined animal feeding location, and an irrigation system
was employed for wastewater application to the cleared fields. The cleared fields are in
bermudagrass with some mixed weeds. Irrigation hydrants exist along the eastern edge of the
property for using a traveling gun system to irrigate the cleared fields. Soil fertility tests were
taken as required by DWR rules and to also determine past levels of any waste constituent
buildup that may have occurred.

The soils are mapped by USDA- National Cooperative Soil Survey- as Autryville and a Marvyn-
Gritney Complex. Topography consists of smooth uplands with slopes of 1 to 4 percent and
associated sideslopes with slopes of 4 to 8 percent.
The proposed facility is expected to have a waste concentration similar to other Smithfield Foods
truck wash facilities. Appendix 1 shows several waste analyses results that are offered as
comparable data for planning of this facility. Kevin Weston, Environmental Compliance Director
for Smithfield Foods has decided that a N concentration of 1.5 pounds plant available nitrogen
per 1,000 gallons will be a conservative and appropriate design level for this project. Wastewater
will be sampled as dictated by the DWR WQ permit and wastewater applications tracked and
based upon the N loading as shown in the agronomic section. This report will show both the
hydraulic and nutrient limitations for this project. As wastewater quality changes, hydraulic
loading to the sprayfields may change as well. An upper hydraulic limit will be assigned based
on site conditions, and as dictated by the water balance developed.
This report will reference two possible site scenarios that may be used for the available field
acreage. Near the south end of the parcel, a wooded strip has a drainage channel which flows to
the east. This drainage channel is man-made and only flows during extreme wet periods. It is cut
into the landscape and ranges in depth from 4 to 12 feet. It does not follow the natural direction
of surface water flow. This channel does not classify on any USGS maps as a surface water, but
by virtue of its location and depth, the channel as it exists should receive a 100-foot setback, as if
it were a surface water.
The first scenario and corresponding water balance and field loading summaries are based on the
site as it presently exists, with the drainage channel in place and applying a 100-foot setback
from the channel. This scenario results in the following acreage. Details on the nomenclature of
the soil map units and subfields can be found later in the report and in Appendix 2 which
contains the site maps.
Soil Map Zone
Subfield
Dominant Soil Series
Useable acres*
A
Al
Autryville
2.9
A
A2
Autryville
2.1
A
A3
Autryville
2.5
B
B 1
Aut ille- variant
3.2
B
B2
Au ille- variant
0.7
B
B3
Aut ille- variant
2.6
Total
V
V
14.0
*These are useable acres outside of regulated setbacks. Actual irrigated acreage may be
somewhat less.
The second scenario is based upon the channel being filled in. Natural surface water actually
drains easterly but to the north of the cut drainage channel, in a cleared field section that already
has been eliminated as an irrigation zone. The natural drainage to the north is not a defined
channel nor surface water, rather, it is a low area in the field, draining easterly, with soils that are
moderately well to somewhat poorly drained. If the channel is filled in to eliminate the need for a
2

100-foot setback, two fields will increase in potential irrigated area. The table below defines this
increase, by field, and shows a revised total acreage.
Subfield ID
Useable acres with no drainage channel
B 1
3.7
B2
1.4
New total of all subfields
15.2
Site Assessment
The site was mapped using soil auger borings to assess the soil types and segregate the field into
management zones for future wastewater irrigation. Management zones are dictated by changes
in soil types, topography, and subsurface soil features such as depth to less permeable layers,
depth to seasonal wetness, and thickness of surface horizons.
Attached Site Map 1 (Appendix 2) depicts the site and the location of the soil borings that were
performed to map out the irrigation management units.
Attached Site Map 2 (Appendix 2) depicts the resulting soil map by segregating the areas into
soil map units for purpose of sampling and irrigation design. The soil map units are:
AuB- Autryville soils; 1-7 percent slopes
AuB-v- Autryville variant; 0-3 percent slopes (details of soil characteristics found below)
Ly- Lynchburg soils; 0-3 percent slopes- not used for irrigation area
The site will be separated into 2 soil management areas for the design of this project: They will
be referred to as Zones A and B. Zone A consists of Autryville soils. The soil conditions as seen
at the site match the Autryville soil series. Zone B consists of Autryville variants. This map unit
has the variation away from the Autryville official series description of having depth to seasonal
wetness at 36- 48 inches, whereas true Autryville soils have depth to seasonal wetness exceeding
48 inches. A representative soil profile description to 7 feet is found in Appendix 3 for each of
the two proposed irrigation zones.
Zone A: This area is on the higher uplands at the site. It is further segregated into 3 smaller units
as these fields are separated by farm roads and a drainageway. These areas are mapped as
Autryville soils and this evaluation confirmed this. Detailed soil descriptions can be found in
Appendix 3. Generally, Autryville soils have a thick sandy surface layer deeper than 20 inches.
The subsoil (Bt horizons) is sandy loam or sandy clay loam. Depth to seasonal wetness occurs
from 50 to 68 inches on average over this map unit. Autryville soils are bisequal, meaning there
are 2 morphological sequences in the profile- i.e. the soils were formed in 2 marine deposits
separated by some period of time. Below the subsoil (Bt) horizons is the remnant of an old upper
soil profile- typically an E or A horizon- that is very sandy in texture. The Bt horizons range in
thickness from 10 to 24 inches thick. The underlying layers are sandy (sand, loamy sand, coarse
sand or loamy coarse sand). Below these layers lies a deeper subsoil (another Bt) horizon. In
most borings performed, this lower subsoil layer was not encountered before 7 feet.
3

Inclusions in these mapping units are soils that are grossarenic (>40 inches to Bt) and soils that
have very light Bt horizons of loamy sand. Also included are soils that do not have a Bt horizon
and thus are inceptisols by classification versus ultisols, despite the age being the same. As these
soils formed in active marine deposit environments, not all areas received finer deposits that
weathered into the clay material that supports the Bt horizon classification. Inclusions account
for about 20% of the mapped areas. These inclusions do not affect the use and management of
these soils for wastewater irrigation. Minor differences will exist in realistic yield expectations,
but the complex nature of these inclusions does not allow separation of individual map units for
an irrigation design.
Autryville soils are classified taxonomically as:
LOAMY, SILICEOUS, SUBACTIVE, THERMIC ARENIC PALEUDULTS
Zone B: These are areas on the site that are more low-lying to the adjacent drainageways. These
map units are nearly level, with slopes of 0 to 3 percent. Zone B is further segregated into 3
smaller areas that are separated by wet soils in drainageways. These soils are similar to
Autryville soils except that they have seasonal wetness from 36 to 48 inches, whereas Autryville
soils require seasonal wetness deeper than 48 inches. Therefore, these soils are a variant of
Autryville. There is no soil series set up to define this exact condition, so these soils are
classified as Autryville variant. Detailed soil descriptions can be found in Appendix 3.
Generally, the soils in this Autryville variant map unit have a thick sandy surface layer deeper
than 20 inches. The subsoil (Bt horizons) is mostly light sandy loam or sandy loam, with thin
pockets of sandy clay loam. These soils are bisequal, meaning there are 2 morphological
sequences in the profile- i.e. the soils were formed in 2 marine deposits separated by some period
of time. Below the subsoil (Bt) horizons is the remnant of an old upper soil profile- typically an
E or A horizon- that is very sandy in texture. The Bt horizons range in this map unit in thickness
from 8 to 18 inches thick, thus are very thin. The underlying layers are sandy (sand, loamy sand,
coarse sand or loamy coarse sand). Below these layers lies a deeper subsoil (another Bt) horizon.
In most borings performed, this lower subsoil layer was not encountered before 7 feet.
Inclusions in these mapping units are soils that are grossarenic (>40 inches to Bt) and soils that
have very light Bt horizons of loamy sand. Also included are soils that do not have a Bt horizon
and thus are inceptisols by classification versus ultisols, despite the age being the same. As these
soils formed in active marine deposit environments, not all areas received finer deposits that
weathered into the clay material that supports the Bt horizon classification. Inclusions account
for about 30% of the mapped areas. These inclusions do not affect the use and management of
these soils for wastewater irrigation. As these soils are not defined by a true series name, the
closest related series is Autryville. Drainage is one drainage class lower (36-48 inches) and thus
realistic yield expectations are likely higher, however, the Autryville series RYE will be used.
Autryville soils are classified taxonomically as:
LOAMY, SILICEOUS, SUBACTIVE, THERMIC ARENIC PALEUDULTS
S

Remaining soils: The remaining soils are either in drainageway setbacks (not mapped) or are in
more lowly lying areas and are in the Lynchburg soil series and related variants. These soils are
not arenic, have the Bt horizon within 15 inches of the soil surface, and have seasonal wetness
from 14 to 24 inches. These soils are not proposed for wastewater irrigation due to the seasonal
wetness factor. No additional detailed boring details are offered as these areas will not be
irrigated.
Appendix 3 contains detailed soil descriptions performed and a summary table of key soil
parameters for all soil borings.
Soil mapping summary: Two zones will be set up for irrigation design. These are Zone A
(Autryville soils) and Zone B (Autryville variant soils).
In Appendix 2 (site maps), Site Map 3 is the individual field zones with acreage, with drainage
channel in place and buffered. Site Map 4 is the individual field zones with acreage and with the
drainage channel filled in and no buffer applied (see report for detailed description of the channel
scenario).
The table below shows these zones and individually separated areas for irrigation design. This
table shows the zones with the existing drainage channel at the south end in place, with a 100-
foot setback.
Soil Map Zone
Subfield
Dominant Soil Series
Useable acres*
A
Al
Autryville
2.9
A
A2
Autryville
2.1
A
A3
Autryville
2.5
B
B 1
Autryville- variant
3.2
B
B2
Autryville- variant
0.7
B
B3
Autryville- variant
2.6
Lynchburg
NA
L nchbur
Not to be irrigated
Total acres
14.0
*These are useable acres outside of regulated setbacks. Actual irrigated acreage may be
somewhat less. The water balance relating to this design, found in Appendix 4, can be modified
once wetted acreage is set from the irrigation design.
A wooded field strip exists between Zones B 1 and B2. Presently, this strip contains a dug
drainage channel that allows some surface water to flow easterly to the natural stream. This
channel is not natural and does not conform to the natural topography. This channel could be
filled in with no negative soil wetness impacts to the adjacent fields. Smithfield Foods indicates
the desire to possibly fill this channel in and remove the surface water setback that is shown on
Site Map 3. Site Map 4 depicts the field zones with the channel filled in and no setback. The
table below indicates the change in acreage for the affected fields:

Field ID
Useable acres with existing ditch and setback
Useable acres with no ditch
B 1
3.2
3.7
B2
0.7
1.4
Total
14.0
15.2
Summary of site maps in Appendix 2 for the site evaluation:
Site Map 1: Soil Boring Log Map
Site Map 2: Soil Evaluation Map depicting map units identified
Site Map 3: Application Fields (segregated into Al, A2, A3, B1, B2, B3) with no site changes
Site Map 4: Application Fields with the drainage channel filled in and abandoned
Site Map 5: Location of Ksat readings taken
Saturated Hydraulic Conductivity
Each of the proposed irrigation zones is required to have saturated hydraulic conductivity (Ksat)
assessed at 3 locations. For this project, 4 Ksat tests were performed in each of the two soil map
units proposed for irrigation. This is felt to be more than adequate, as the soils are very consistent
across the site with respect to profile characteristics. Soil inclusions that had no Bt horizon had
no Ksat tests performed. All Ksat tests were performed where the Bt horizons were noted with
the highest clay content throughout this site. These were sandy clay loam or heavier sandy loam
horizons with clay content estimated at 20 to 25%. The Autryville variant soils could easily be
mapped with Autryville as a similar inclusion. However, with the lower landscape position and
consistent field conditions, it is easy to separate out the two soil conditions and set up separate
management zones.
The Ksat tests were performed with Johnson permeameters. Appendix 5 shows the individual
test data sheets for the 8 Ksat tests performed. Site map 5 in Appendix 2 shows the location of
the Ksat tests on the site. Typically, Ksat tests are run in the most restrictive soil horizon and run
until steady state water flow is achieved. The most restrictive soil horizon in all cases is the Bt
horizon of sandy loam or sandy clay loam. All other soil horizons are loamy sand to sand. There
are no plow pans or other soil structural impedance to indicate that anything other than the Bt
with the highest clay content would be the least permeable within 7 feet.
Only two of 8 Ksat tests showed steady state readings. Regardless, the readings are considered
reliable for this site. Further, the over-riding design factor for this facility with be nutrient
loading.
The following explanation is offered for the reason that steady state flow was not achieved in the
Ksat tests: The least permeable Bt layers of sandy loam and sandy clay loam are very thin in
these soils. The thickness of these horizons averages about 13- 15 inches. In order to measure
saturated hydraulic conductivity in the least permeable layers, the boring was advanced into the
Bt horizon at least 8 inches to insure that the 6-inch water column height used for the test was
entirely within the heaviest Bt horizon. For all tests, conductivity flow decreased as the subject
soil horizon became saturated. Then, at 60-90 minutes into the test, flow typically increased to
higher rates and became somewhat variable. The cause is believed to be that the Bt horizon was
saturated, and flow progressed deeper into the coarser soil horizons, thus increasing hydraulic
output (conductivity). This happened in 6 out of 8 readings. For all cases, the slowest
0

conductivity reading that was noted is used for design purposes, i.e. the geometric mean was
calculated with the slowest rates, and then plugged into the water balance.
For further conservatism, the water balance (see section below) uses the most restrictive soil
drainage figures. Finally, this hydraulic balance will be overridden by the wastewater nutrient
concentration. The design maximum hydraulic loading would almost certainly never be
approached unless the wastewater were extensively treated beyond that which is proposed. A
summary explanation will also be offered in the summary comments.
The following table summarizes the Ksat data for this project.
Ksat reading
Depth in.
Horizon
Slowest reading calculated in/hr
Steady state achieved?
1
43
Bt
0.10
No
2
27
Bt
0.27
No
3
35
Bt
0.30
No
4
38
Bt
0.13
No
5
38
Bt
0.10
No
6
48
Bt
0.18
Yes
7
42
Bt
0.06
Yes
8
33
Bt
0.41
No
Appendix 5 shows the individual Ksat data sheets and a summary sheet with geometric mean
calculations. Despite the soils being similar with the exception of depth to seasonal wetness in
proposed Zones A and B, the geometric mean of the Ksat readings for Zone B was less than that
for Zone A. The readings were all within one order of magnitude and thus reliability in the
readings is high. The geometric mean of the Ksat readings to be used in the water balance is:
Zone A: 0.24 inches per hour
Zone B: 0.11 inches per hour
Water Balance
Two individual water balance sheets have been set up for this project. They differ only in useable
acreage. Should Smithfield Foods choose to fill in the drainage channel at the south end, an
additional 1.2 acres in Zone B will be available.
The water balance tool uses local weather data for estimation of precipitation and potential
evapotranspiration. The geometric mean of the Ksat measurements described above are used
along with a drainage factor. Very conservative drainage factors of 4 and 5% are used for the two
irrigation zones A and B.
The design flow is 5,000 gallons per day. A 2.5-acre surface area lagoon is assumed, which adds
335 gallons per day to the design flow. The flow is budgeted between the two irrigation zones A
and B to approximately correspond to the higher potential hydraulic loading for the better
drained soils in Zone A.
7

The water balance shows the following results, using the design flow of 5,000 gallons per day:
IRRIGATION
ACRES*
POTENTIAL
ACTUAL ANNUAL
ACTUAL
ZONE
ANNUAL
HYDRAULIC
APPLIED
HYDRAULIC
LOAD (INCHES)
GALLONS
LOAD INCHES
PER YEAR
A
7.5
65.87
5.98
1,217,800
B
6.5
30.31
4.14
730,000
B channel filled
7.7
30.31
1 3.49
730,000
*Does not reflect irrigation design. Reflects total useable acres outside of setbacks.
Agronomic and Nutrient Management Considerations
The wastewater irrigation fields will all be in permanent grass or hybrid bermudagrass with a
winter overseed of annual ryegrass. Much of the site already exists in this cropping pattern.
Recently cleared fields will be planted as defined below.
The soils are very adaptable to this cropping system. Soil fertility samples were taken in each of
the proposed irrigation areas. The results are shown in Appendix 6. These fields have previously
received animal wastewater application. Soil sample 01 covers proposed irrigation fields Al and
A2 as they are contiguous. They are only separated on the site maps due to a road crossing. Thus,
5 soil tests are used to reflect 6 irrigation zones.
The soil test report numbers correlate to Site Map 3 as follows:
Irri ation Zone
Soil Report Sample ID
Al
01
A2
01
A3
02
B 1
04
B2
03
B3
05
The following table summarizes key parameters from the soil test reports.
Sample
ID
pH
P-I
Cu-I
Zn-I
ESP
S recommendation
lbs/acre
Lime recommendation
tons/acre
O1
5.4
230
118
278
4
25
0.8
02
5.7
381
376
784
4
25
0.4
03
6.1
169
126
271
4
25
0
04
6.0
406
857
4
25
0
05
6.0
[315
289
1 492
1 953
1 3
25
0
All soil tests show evidence of past swine wastewater application. Phosphorus, Copper, and Zinc
indeces are all very high, yet none pose any agronomic concerns for future waste application.
There are no proposed crops in the cropping system that are sensitive to the high levels of copper
and zinc. Phosphorus loss will be controlled with setbacks to surface waters of 100 or more feet

and the use of a permanent grass cover. Soil test ESP levels pose no concern as they are well
below 15 and there are not any heavy clay layers throughout the proposed irrigation site.
Fields Al and A2 need lime as recommended (0.8 and 0.4 tons per acre respectively). Use
dolomitic lime as all fields are low in Mg. There is no need to add Mg to the other fields at this
time unless the soil test or plant tissue tests dictate that need, then it should be added as dolomitic
lime if the soil test calls for pH amendment, or elemental Mg or sulfo-mag as required. All fields
should receive a S amendment of 25 lbs/acre. No other agronomic parameters have concerns or
require amendments. Annual soil test should dictate the need for future amendments. Add no
supplemental P as the waste and soils will supply adequate amounts.
Bermudagrass should be established in bare areas at a sprigging rate of 50-60 bushels per acre.
Winter overseed grasses such as annual ryegrass should be drilled from mid -September to early
November, depending on temperatures and soil moisture. Animal waste management guidelines
from the S.B. 1217 guidance document should be adhered to for planting and harvesting dates to
insure bermudagrass integrity.
The grass crops should be cut and baled regularly and removed from the site using standard
management practices. Hay may be tested for insurance against high nitrate if fed for cattle.
Realistic yield expectation (RYE) tables for Autryville soils for Duplin County are shown in
Appendix 7. For hybrid bermudagrass, the N rate is 270 pounds per acre per year. Adding a
winter overseed, but managing for maximum bermudagrass yield, allows another 50 pounds of N
per acre per year. A total of 320 pounds N per acre per year is allowed.
To achieve the maximum N load possible, annual loading would be 7.86 inches per year. This is
based on the presumption that the wastewater will have 1.5 pounds PAN/1,000 gallons. The
above discussion on the water balance, with a design daily flow of 5,000 gallons per day, shows
that annual loading will be well below the potential, both for nutrients and hydraulic loading.
This shows that the site has capacity, based on N loading, to increase flow to 8,185 gallons per
day using 14.0 wetted acres, and assuming that N rate stays at or below 1.5 pounds PAN/1000
gallons. No additional site work is required to expand flow up to this level.
Summary comments- the site is nutrient limiting. Soils have hydraulic capacity well beyond the
proposed nutrient loading. If wastewater is further treated to reduce N, then loading can occur
above the 7.86 inch/year limit based upon 1.5 pounds PAN/1000 gallons. Maximum hydraulic
loading is specified in the water balance report section above.
Irrigation Design Rates
Also known as instantaneous loading, a system design rate for the sprinkler equipment must
insure that soil infiltration rates are not exceeded. Infiltration is based upon the soil surface
texture, surface texture thickness, slope, and vigor of cover crop. These fields all have extremely
high infiltrative capacity with sand and loamy sand textures exceeding 20 inches. The majority
of the site slopes are 1-4 percent; however, maximum slopes of 7 percent exist and this will be
used as the limiting design consideration. A well -established cover of bermudagrass reduces
runoff and increases infiltration.
0

Irrigation design manuals specify from 1.0 to 1.5 inches per hour for these type of soil
conditions. Further conservatism is warranted for wastewater versus freshwater, crop production
irrigation rates. For this reason, a maximum irrigation rate of 0.5 inches per hour should not be
exceeded. There is no application event limit proposed, as certain seasons and site conditions
may warrant the application of 1.0 or more inches per irrigation event. At a N concentration of
1.5 pounds N/1,000 gallons, every inch of wastewater carries about 40 pounds of N, so I would
recommend for agronomic purposes not to exceed 1.0 inches of N per application event. Lower
wastewater N concentrations may support the ability for higher application depth events.
Conclusions and Summary Comments
1) The site has soils in the Autryville series and related variants and serves as an excellent
site for wastewater application.
2) Site topography is gentle and soil surfaces have thick sandy layers, allowing for a high
infiltration capacity. An application rate of 0.5 inches per hour should not be
exceeded.
3) Proposed design flow is 5,000 gallons per day.
4) Saturated hydraulic conductivity tests did not all reach steady state. An explanation is
offered in the report text.
5) The wastewater system will be nutrient limiting. Based on similar Smithfield Foods
systems, a plant available nitrogen concentration of 1.5 pounds per 1,000 gallons is used
for preliminary design purposes.
6) The conductivity tests and water balance show that the site can handle the following
hydraulic loading:
a. Zone A- Autryville soils- 65.87 inches per year
b. Zone B- Autryville variant soils- 30.31 inches per year
7) The crops planned are hybrid bermudagrass overseeded with winter annual ryegrass.
Nitrogen uptake is 270 pounds per acre per year and 50 pounds per acre per year
respectively for the two -crop system- total 320 pounds per acre per year. With the design
of 1.5 #N/1,000 gallons, this equates to an annual hydraulic load, based on N, of 213,333
gallons per acre per year, or 7.86 inches of wastewater loading per year. The same
loading rate for N applies to both Zones A and B.
-------------------------------------------------------------------------------------------------------------------
We appreciate the opportunity to assist you. Please contact us with any questions, concerns, or
comments upon review of this information.
Sincerely,
/M-.( -'tLA
Karl Shaffer, LSS
10

Summary of Attachments
Appendix 1: Smithfield Foods Waste Samples for Comparable Facilities
Appendix 2: Site Maps
Appendix 3: Soil Descriptions and Key Soil Parameter Summary
Appendix 4: Water Balance (2 versions)
Appendix 5: Saturated Hydraulic Conductivity Data and Summary
Appendix 6: Soil Fertility Test Results
Appendix 7: RYE table for Autryville soils for Duplin County
11

Appendix 1
Waste Sample Comparable Analyses -
Smithfield Foods Truckwash Facilities

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Appendix 2
Site Maps
Site Map 1: Soil Boring Map
Site Map 2: Soil Evaluation Map
Site Map 3: Application Fields (with stream)
Site Map 4: Application Fields (without stream)
Site Map 5: Ksat Locations

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem St. Suite 203
Apex NC 27502
P: 919.859.0669
www.agriwaste.com
Soil Boring Map
Murphy Brown- DWR TW
Duplin Co., NC PIN 246000258321
N
Legend
• Soil Boring
O Residence
. Well
® Well Buffer 100'
—Surface Water
• Surface Water Buffer 100'
Property
Parcel Buffer 150775'
Application Field
DrawnDavidson
Reviewed By:
D.
—This map was created for proposed planning purposes only. It is not intended to be used as a plat or survey map of any type.—

AVVr
Engineers and Sol] Scientists
Agri -Waste Technology, Inc.
501 N. Salem St. Suite 203
Apex NC 27502
P: 919.859.0669
www.agriwaste.com
Site Map 2 : Whole Site Soils
Murphy Brown- DWR TW
Duplin Co., NC PIN: 246000258321
N
Soil Types per Evaluation:
AuB-Autryville loamy fine sand
AuB:V-Autryville variant -moderately
well drained
Ly-Lynchburg fine sandy loam
Legend
Property
Soil Type Evaluation
DrawnDavidson
Reviewed By: Karl Shaffer
D.
—This map was created for proposed planning purposes only. It is not intended to be used as a plat or survey map of any type.***

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem St. Suite 203
Apex NC 27502
P: 919.859.0669
www.agriwaste.com
Site Map 3: Application Fields
Murphy Brown- DWR TW
Duplin Co., NC PIN 246000258321
N
vidson
DrawnDaReviewed
By: Karl Shaffer
***This map was created for proposed planning purposes only. It is not intended to be used as a plat or survey map of any type.***

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem St. Suite 203
Apex NC 27502
P: 919.859.0669
www.agriwaste.com
Site Map 4: Application Field
Murphy Brown- DWR TW
Duplin Co., NC PIN 246000258321
N
Legend
O Residence
® Well
® Well Buffer 100'
—Surface Water
40 Surface Water Buffer 100'
Property
Parcel Buffer 150'/75'
Application Field
Drawn By: Julie Davidson
Reviewed By:
D.
—This map was created for proposed planning purposes only. It is not intended to be used as a plat or survey map of any type.—

AVVr
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 N. Salem St. Suite 203
Apex NC 27502
P: 919.859.0669
www.agriwaste.com
Site Map 5: Ksat Map
Murphy Brown- DWR TW
Duplin Co., NC PIN:246000258321
N
Legend
I Ksat Location
0 Residence
- Well
® Well Buffer 100'
—Surface Water
• Surface Water Buffer 100'
Property
Parcel Buffer 150775'
Application Field
DrawnDavidson
Reviewed By:
D.4/10/18
***This map was created for proposed planning purposes only. It is not intended to be used as a plat or survey map of any type.—

Appendix 3
Soil Descriptions
Soil Summary Table

Project: Smithfield Foods
County: Duplin
SOIL/SITE EVALUATION
SURFACE IRRIGATION WASTEWATER SYSTEM
Client: Smithfield Foods
Project: Surface Irrigation- Truck Wash
Location Site: Bonham Road; 3 miles west of Magnolia, NC
Soil Descriptions: Karl Shaffer, Trent Bostic
TYPICAL PROFILE — Autryville soils (Zone A)
Horizon/
Matrix
Mottle
(a)(1)
(a)(2)
(a)(3)
Consistence
Consistence
Depth (IN)
Mottles
Abundance
Texture
Structure
Minerology
(Wet)
(Moist)
/ Contrast
A 0-9"
10YR 3/3
N/A
N/A
LS
S.G.
NEXP
NS, NP
Loose
Typical E horizon lamellae
E 9-34"
10YR 6/4
with streaks of very light gray
NA
S
S.G.
NEXP
NS, NP
Loose
and dark Qravish brown
Btl 36- 51"
10 YR 5/6
N/A
N/A
SCL
1mSBK
NEXP
NS, NP
Friable
Bt2 51- 67"
10 YR 5/6
C21) 10 YR 6/2, C2D 10 YR
Distinct,
SL
1mSBK
NEXP
NS, NP
Very Friable
6/8
Common
EB' 67- 76"
10 YR 6/3
MP 10 YR 5/8
Many
LS/SL
S.G. TO
lmSBK
NEXP
NS, NP
Very Friable
Bt' 76 — 86+"
10 YR 6/2
MP 10 YR 5/8
Many
SL
1mSBK
NEXP
NS, NP
Very Friable
Landscape Position/Slope %
Gentle convex ridge 3-6%
Depth to Seasonal Wetness
51 inches
TYPICAL PROFILE — Autryville variant soils (Zone B)
Horizon/
Matrix
Mottle
a l
OO
a 2
OO
a 3
O( )
Consistence
Consistence
Depth (IN)
Mottles
Abundance
Texture
Structure
Minerology
(Wet)
(Moist)
/ Contrast
A 0-7"
10YR 3/2
N/A
N/A
S
S.G.
NEXP
NS, NP
Loose
Typical E horizon lamellae
E 7-36"
10YR 6/4
with streaks of very light gray
NA
S
S.G.
NEXP
NS, NP
Loose
and dark grayish brown
Btl 36- 44"
10 YR 5/8
N/A
N/A
SCL
1mSBK
NEXP
NS, NP
Friable
Bt2 44- 56"
10 YR 5/6
C2D 10 YR 6/2, C2D 7.5 YR
Distinct,
SCL
1mSBK
NEXP
NS, NP
Friable
5/8
Common
Bt3 56- 66"
N/A
Mottled with the above colors
N/A
SL
1mSBK
NEXP
NS, NP
Very Friable
E' 1 66 — 75"
10 YR 6/4
C2D 10 YR 6/2, C2D 7.5 YR
Distinct,
LS
S.G.
NEXP
NS, NP
Loose
5/8
Common
E'2 75-86+"
10 YR 7/2
C2D 10 YR 6/4 streaks
Common
S/LS
S.G.
NEXP
NS, NP
Loose
Landscape Position/Slope %
Gentle convex ridge 14%
Depth to Seasonal Wetness
44 inches
These two detailed descriptions represent the average condition in each of the two proposed irrigation zones and soil map units
(Autryville and Autryville variant). See accompanying table for individual soil boring details.

Soil
Boring
Map
Unit
Slope
%
Depth to
SHWT
in
Depth to
Bt horizon
in
Ksat
performed
Soil
Sample
Number
Comments
1
Al
1-2
>44
22
01
2
Al
1-2
56
32
K2
01
3
Al
1-2
>44
NA
O1
Weak or no Bt, Ince tisol
4
Al
3
49
34
K1
01
5
Al
3
>44
30
01
6
A2
2
>44
38
01
7
A2
7
30
24
K3
01
SHWT <48", similar inclusion
8
A2
4
>44
17
01
Not arenic- similar inclusion
9
A3
2
>48
45
02
Grossarenic -similar inclusion
10
A3
3
>48
22
02
11
B3
2
36
24
05
12
NA
Lynchburg soils- not irrigated
13
NA
Lynchburg soils- not irrigated
14
NA
Lynchburg soils- not irrigated
15
B1
1-2
38
29
K4
04
16
B1
1
35
38
04
17
B 1
1
44
34
04
18
B1
2
>44
36
K5
04
19
B2
1
40
45
K6
03
Grossarenic -similar inclusion
20
B2
1
40
44
03
Grossarenic -similar inclusion
21
B2
1
41
03
Grossarenic -similar inclusion
22
B3
1-2
48
05
Grossarenic -similar inclusion
23
B3
3
46
K7
05
24
B3
4
>48
V28
05
25
B3
3
43
05
26
A3
4
51
K8
02
27
A3
3
>48
36
02
SUMMARY TABLE FOR ALL SOIL BORINGS WITH KEY PARAMETERS
The Table has the depth to seasonal high water table column shaded to allow easy view of the two proposed management areas.
Borings 1-10 and 26 and 27 are in the A zones, with depth to SHWT consistently exceeding 48 inches. Shading is tan. Borings 11 -25
(excluding 12, 13, 14) are in the B zones, with depth to SHWT mainly between 36 and 48 inches. Shading is light green.
-1-

Appendix 4
Water Balance (with stream)
Water Balance (without stream)

Soils and Water Balance for Zone 2 Soils Series Information for Zone 2 Potential site limitations
Water table depth risk of Is bedrock <
Zone 2 Description: Series Name Drainage class (BLS) perching 60" BLS ?
Calculate Soil Drainage Autryville well >3.0 low no
=ep ' Step 2 1 f x Ksat 0
In -situ saturated vertical
Drainage
hydraulic conductivity FDra7inage
(Ksat) factor (f) Rate
in/hr in/day percent in/day
II 0.11 11 2.64 11 0.050 11 0.13 1
Zone 2
Month Days per pET Soil Zone 2 precip
month Total Loss
Drainage
inches inches inches inches 11
January
31
0.44
4.09
4.53
4.89
February
28
0.62
3.70
4.31
3.54
March
31
1.43
4.09
5.53
5.14
April
30
2.56
3.96
6.52
2.24
May
31
4.27
4.09
8.36
4.32
June
30
5.76
3.96
9.72
6.12
July
31
6.63
4.09
10.72
5.95
August
31
5.95
4.09
10.04
8.43
September
30
4.24
3.96
8.20
3.07
October
31
2.44
4.09
6.53
5.62
November
30
1.24
3.96
5.20
1.74
December
31
0.5L__j
4.09
4.62
3.28
Totals:
365
36.12
48.18
84.30
54.34
Copied from Influent & Zones Setup Sheet:
Daily Flow = 2,000 gals/day
Zone 2 Area = 6.50 acres
Manual
Calculated
Actual Used
Override
Maximum
Maximum
Maximum
Allowable
Allowable
Allowable
Irrigation
Irrigation
Irrigation
inches
inches
inches
0.00
0.00
0.77
0.77
0.39
0.39
4.28
4.28
4.04
4.04
3.60
3.60
4.77
4.77
1.61
1.61
5.13
5.13
0.91
0.91
3.46
3.46
1.34
1.34
30.31
30.31
Zone 2
Zone 2
Cummulative
Storage
Actual
Required for
Monthly
Design Irrigation
Monthly
Irrigation
Irrigation Rate
per Month
Excess
inchesIF
inches
inches
inches
r 0.30 i'
0.00
0.35
-0.35
0.32
0.45
0.00
0.61
0.35
0.04
1 0.11 1
0.39
0.34
3.94
I 0.00
0.45
0.35
3.69
0.00
0.35
0.34
3.26
0.00
0.34
0.35
4.42
0.00
0.35
0.35
1.26
0.00
0.35
0.34
4.79
1 0.00 1
0.34
0.35
0.56
I 0.00
0.35
0.34
3.12
0.00
0.34
0.35
0.99
0.00
0.35
0 111
4.14 4.22
Click the
"CALCULATE"
button after making
changes.
FYI
Maximum Monthly Storage Required for the Irrigation of Zone 2:
inches acres gallons
0.30 over 6.50 = 52,338
WATER BALANCE LOWER ACREAGE Z2 Version 5 December 2004

Soils and Water Balance for Zone 2 Soils Series Information for Zone 2 Potential site limitations
Water table depth risk of Is bedrock <
Zone 2 Description: Series Name Drainage class (BLS) perching 60" BLS ?
Calculate Soil Drainage Autryville well >3.0 low no
=ep ' Step 2 1 f x Ksat 0
In -situ saturated vertical
Drainage
hydraulic conductivity FDra7inage
(Ksat) factor (f) Rate
in/hr in/day percent in/day
II 0.11 11 2.64 11 0.050 11 0.13 1
Zone 2
Month Days per pET Soil Zone 2 precip
month Total Loss
Drainage
inches inches inches inches 11
January
31
0.44
4.09
4.53
4.89
February
28
0.62
3.70
4.31
3.54
March
31
1.43
4.09
5.53
5.14
April
30
2.56
3.96
6.52
2.24
May
31
4.27
4.09
8.36
4.32
June
30
5.76
3.96
9.72
6.12
July
31
6.63
4.09
10.72
5.95
August
31
5.95
4.09
10.04
8.43
September
30
4.24
3.96
8.20
3.07
October
31
2.44
4.09
6.53
5.62
November
30
1.24
3.96
5.20
1.74
December
31
0.53
4.09
4.62
3.28
Totals:
365
36.12
48.18
84.30
54.34
Copied from Influent & Zones Setup Sheet:
Daily Flow = 2,000 gals/day
Zone 2 Area = 7.70 acres
Manual
Calculated
Actual Used
Override
Maximum
Maximum
Maximum
Allowable
Allowable
Allowable
Irrigation
Irrigation
Irrigation
inches
inches
inches
0.00
0.00
0.77
0.77
0.39
0.39
4.28
4.28
4.04
4.04
3.60
3.60
4.77
4.77
1.61
1.61
5.13
5.13
0.91
0.91
3.46
3.46
1.34
1.34
30.31
30.31
Zone 2
Zone 2
Cummulative
Storage
Actual
Required for
Monthly
Design Irrigation
Monthly
Irrigation
Irrigation Rate
per Month
Excess
inchesIF
inches
inches
inches
r 0.30 i'
0.00
0.30
-0.30
0.27
0.50
0.00
0.56
0.30
0.09
1 0.11 1
0.39
0.29
4.00
I 0.00
0.40
0.30
3.74
0.00
0.30
0.29
3.32
0.00
0.29
0.30
4.48
0.00
0.30
0.30
1.31
0.00
0.30
0.29
4.85
1 0.00 1
0.29
0.30
0.61
I 0.00
0.30
0.29
3.17
0.00
0.29
0.30
1.04
0.00
0.30
N 111
3.49 i 3.69
Click the
"CALCULATE"
button after making
changes.
FYI
Maximum Monthly Storage Required for the Irrigation of Zone 2:
inches acres gallons
0.30 over 7.70 = 62,000
WATER BALANCE HIGHER ACREAGE Z2 Version 5 December 2004

Appendix 5
Saturated Hydraulic Conductivity Data Sheets
Saturated Hydraulic Conductivity Summary

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USER-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #1
K. Shaffer, T. Bostic
March 28, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2TcH2)[In{H/r+((H/r)2+1)011-((H/r)2+1)0'/(H/r)+1/(H/r)))
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
43 in. (Specify units)
7.0 cm
3.50 cm
25 °C
0.000891 kg/m•s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
(h:mm:ss A/P)
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) F (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
12:00:00 PM
1,840
#VALUE!
12:43:00 PM
0:43:00
43.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1,500
340
1:14:00 PM
0:31:00
31.00
10.97
0.9
8.93E-05
7.7
0.13
0.25
850
650
2:20:00 PM
1:06:00
66.00
9.85
0.8
8.02E-05
6.9
0.11
0.23
2,320
2:21:00 PM
1,940
380
3:04:00 PM
0:43:00
43.00
8.84
0.7
7.20E-05
6.2
0.10
0.20
1,640
300
3:34:00 PM
0:30:00
30.00
10.00
0.8
8.14E-05
7.0
0.12
0.23
1,350
290
4:04:00 PM
0:30:00
30.00
9.67
0.8
7.87E-05
6.8
0.11
0.22
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
0.7
7.20E-05
6.2
0.10
0.20
Selected lowest rate for conservatistm
243.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 - :510. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
E
14.00
CY
m
3
0
LL
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 50 100
Total Elapsed Time (min)
150
200 250 300

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USER-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #2
K. Shaffer, T. Bostic
March 28, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2TcH2)[In{H/r+((H/r)2+1)011-((H/r)2+1)0'/(H/r)+1/(H/r)))
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
27 in. (Specify units)
7.0 cm
3.50 cm
25 °C
0.000891 kg/m•s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
(h:mm:ss A/P)
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
11:45:00 AM
3,100
#VALUE!
12:40:00 PM
0:55:00
55.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
2,600
500
1:12:00 PM
0:32:00
32.00
15.63
1.3
1.27E-04
11.0
0.18
0.36
190
2,410
2:21:00 PM
1:09:00
69.00
34.93
2.8
2.84E-04
24.6
0.40
0.81
3,120
2:24:00 PM
1,840
1,280
3:03:00 PM
0:39:00
39.00
32.82
2.7
2.67E-04
23.1
0.38
0.76
1,010
830
3:33:00 PM
0:30:00
30.00
27.67
2.3
2.25E-04
19.5
0.32
0.64
310
700
4:03:00 PM
0:30:00
30.00
23.33
1.9
1.90E-04
16.4
0.27
0.54
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.9
1.90E-04
16.4
0.27
0.54
Selected lowest rate for conservatistm
255.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 -:510. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
40.00
E
Ci
m
35.00
R
3
LL 0
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 50 100
Total Elapsed Time (min)
150
200 250 300

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USER-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #3
K. Shaffer, T. Bostic
March 28, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2TcH2)[In{H/r+((H/r)2+1)011-((H/r)2+1)0'/(H/r)+1/(H/r)))
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
3S in. (Specify units)
7.0 cm
3.50 cm
25 °C
0.000891 kg/m•s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
(h:mm:ss A/P)
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
11:30:00 AM
3,250
#VALUE!
12:20:00 PM
0:50:00
50.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
2,450
800
12:35:00 PM
0:15:00
15.00
53.33
4.3
4.34E-04
37.5
0.62
1.23
2,300
150
1:12:00 PM
0:37:00
37.00
4.05
0.3
3.30E-05
2.9
0.05
0.09
430
1,870
2:25:00 PM
1:13:00
73.00
25.62
2.1
2.09E-04
18.0
0.30
0.59
3,240
2:25:00 PM
2,060
1,180
3:03:00 PM
0:38:00
38.00
31.05
2.S
2.53E-04
21.9
0.36
0.72
900
1,160
3:33:00 PM
0:30:00
30.00
38.67
3.1
3.15E-04
27.2
0.45
0.89
0
900
3:54:00 PM
0:21:00
21.00
42.86
3.5
3.49E-04
30.2
0.49
0.99
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
2.1
2.09E-04
18.0
0.30
0.59
Selected lowest rate for conservatistm
264.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 -:510. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
E
60.00
CY
m
50.00
3
0
LL
40.00
30.00
20.00
10.00
0.00
0 50 100
Total Elapsed Time (min)
150
200 250 300

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USBR-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #4
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2nH2)[In{H/r+((H/r)Z+1)0.51-((H/r)2+1)05/(H/r)+1/(H/r))]
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
38 in. (Specify units)
7.0 cm
3.50 cm
25 *C
0.000891 kg/m-s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
h:mm:ss A/P
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values
--------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
9:00:00 AM
2,750
#VALUE!
9:15:00 AM
0:15:00
15.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
890
1,860
9:45:00 AM
0:30:00
30.00
62.00
5.0
5.05E-04
43.6
0.72
1.43
0
890
10:12:00 AM
0:27:00
27.00
32.96
2.7
2.68E-04
23.2
0.38
0.76
3,200
10:15:00 AM
2,200
1,000
10:45:00 AM
0:30:00
30.00
33.33
2.7
2.71E-04
23.5
0.38
0.77
1,610
590
11:15:00 AM
0:30:00
30.00
19.67
1.6
1.60E-04
13.8
0.23
0.45
1,330
280
11:45:00 AM
0:30:00
30.00
9.33
0.8
7.60E-05
6.6
0.11
0.22
710
620
12:15:00 PM
0:30:00
30.00
20.67
1.7
1.68E-04
14.5
0.24
0.48
360
350
12:45:00 PM
0:30:00
30.00
11.67
1.0
9.50E-05
8.2
0.13
0.27
60
300
1:15:00 PM
0:30:00
30.00
10.00
0.8
8.14E-05
7.0
0.12
0.23
3,170
1:20:00 PM
2,850
320
1:50:00 PM
0:30:00
30.00
10.67
0.9
8.69E-05
7.5
0.12
0.25
2,510
340
2:10:00 PM
0:20:00
20.00
17.00
1.4
1.38E-04
12.0
0.20
0.39
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.0
9.50E-05
1 8.2
0.13
0.27
Selected lowest rate for conservatistm
302.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
- 510. ***Model JP-M1: h =
Flow Rate Q vs. Total Elapsed Time
70.00
E
C'1
d
O
LL
60.00
50.00
40.00
30.00 --
20.00
10.00
/
0.00
0 50 100
Total Elapsed Time (min)
150 200
250 300
350

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USER-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #5
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2TcH2)[In{H/r+((H/r)2+1)011-((H/r)2+1)0'/(H/r)+1/(H/r)))
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
38 in. (Specify units)
7.0 cm
3.50 cm
25 °C
0.000891 kg/m•s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
(h:mm:ss A/P)
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
9:00:00 AM
2,300
#VALUE!
9:20:00AM
0:20:00
20.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
0
2,300
9:50:00 AM
0:30:00
30.00
76.67
6.2
6.24E-04
53.9
0.88
1.77
3,250
10:00:00 AM
0
3,250
10:30:00 AM
0:30:00
30.00
108.33
8.8
8.82E-04
76.2
1.25
2.50
3,200
10:30:00 AM
2,150
1,050
11:00:00 AM
0:30:00
30.00
35.00
2.9
2.85E-04
24.6
0.40
0.81
1,220
930
11:30:00 AM
0:30:00
30.00
31.00
2.5
2.52E-04
21.8
0.36
0.72
1,020
200
12:00:00 PM
0:30:00
30.00
6.67
0.5
5.43E-05
4.7
0.08
0.15
650
370
12:30:00 PM
0:30:00
30.00
12.33
1.0
1.00E-04
8.7
0.14
0.28
400
250
1:00:00 PM
0:30:00
30.00
8.33
0.7
6.79E-05
5.9
0.10
0.19
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.0
1.00E-04
5.9
0.10
0.28
Selected lowest rate for conservatistm
230.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 - :510. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
120.00
100.00
m
m
3
0
LL
80.00
60.00
40.00 -
z
20.00
0.00
0 50
Total Elapsed Time (min)
100 150 200 250

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USBR-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #6
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
.51-((H/r)2+1)05/(H/r)+1/(H/r))]
KB = QV/(2nH2)[In{H/r+((H/r)Z+1)0
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
48 in. (Specify units)
7.0 cm
3.50 cm
25 *C
0.000891 kg/m-s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
h:mm:ss A/P
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values
--------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
8:48:00 AM
2,740
#VALUE!
9:00:00 AM
0:12:00
12.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1,920
820
9:15:00 AM
0:15:00
15.00
54.67
4.5
4.45E-04
38.5
0.63
1.26
1,220
700
9:30:00 AM
0:15:00
15.00
46.67
3.8
3.80E-04
32.8
0.54
1.08
3,000
9:30:00 AM
2,550
450
9:45:00 AM
0:15:00
15.00
30.00
2.4
2.44E-04
21.1
0.35
0.69
2,200
350
10:00:00 AM
0:15:00
15.00
23.33
1.9
1.90E-04
16.4
0.27
0.54
1,980
220
10:15:00 AM
0:15:00
15.00
14.67
1.2
1.19E-04
10.3
0.17
0.34
1,740
240
10:30:00 AM
0:15:00
15.00
16.00
1.3
1.30E-04
11.3
0.18
0.37
1,500
240
10:45:00 AM
0:15:00
15.00
16.00
1.3
1.30E-04
11.3
0.18
0.37
1,260
240
11:00:00 AM
0:15:00
15.00
16.00
1.3
1.30E-04
11.3
0.18
0.37
1,020
240
11:15:00 AM
0:15:00
15.00
16.00
1.3
1.30E-04
11.3
0.18
0.37
780
240
11:30:00 AM
0:15:00
15.00
16.00
1.3
1.30E-04
11.3
0.18
0.37
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.3
1.30E-041
11.3
0.18
0.37
Selected lowest rate for conservatistm
162.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
- 510. ***Model JP-M1: h =
Flow Rate Q vs. Total Elapsed Time
E
60.00
50.00
w
m
3
0
LL
40.00
30.00
20.00
10.00
0.00
0 20 40 60
Total Elapsed Time (min)
80 100
120 140 160
180

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USER-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #7
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2TcH2)[In{H/r+((H/r)2+1)011-((H/r)2+1)0'/(H/r)+1/(H/r)))
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
42 in. (Specify units)
7.0 cm
3.50 cm
25 °C
0.000891 kg/m•s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
(h:mm:ss A/P)
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) F (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
12:15:00 PM
3,230
#VALUE!
12:30:00 PM
0:15:00
15.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
2,690
540
12:45:00 PM
0:15:00
15.00
36.00
2.9
2.93E-04
25.3
0.42
0.83
2,390
300
1:15:00 PM
0:30:00
30.00
10.00
0.8
8.14E-05
7.0
0.12
0.23
2,050
340
1:45:00 PM
0:30:00
30.00
11.33
0.9
9.23E-05
8.0
0.13
0.26
1,840
210
2:15:00 PM
0:30:00
30.00
7.00
0.6
5.70E-05
4.9
0.08
0.16
1,680
160
2:45:00 PM
0:30:00
30.00
5.33
0.4
4.34E-05
3.8
0.06
0.12
1,520
160
3:15:00 PM
0:30:00
30.00
5.33
0.4
4.34E-05
3.8
0.06
0.12
1,360
160
3:45:00 PM
0:30:00
30.00
5.33
0.4
4.34E-05
3.8
0.06
0.12
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
0.4
4.34E-05
3.8
0.06
0.12
Selected lowest rate for conservatistm
210.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 -:510. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
40.00
E
Ci
m
35.00
R
3
0
LL
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 50
Total Elapsed Time (min)
100 150 200 250

Constant -Head Borehole Permeameter Test
Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer)
File Name.....: USER-7300-89-Cond. I
Project Name........:
Project No .............:
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
Boring No...........:
Investigators......:
Date ...................:
Ksat #8
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB = QV/(2TcH2)[In{H/r+((H/r)2+1)011-((H/r)2+1)0'/(H/r)+1/(H/r)))
where:
Boring Depth.........:
Boring Diameter...:
Boring Radius r.....:
Soil/Water Tmp. T:
Dyn. Visc. @ T......:
33 in. (Specify units)
7.0 cm
3.50 cm
25 °C
0.000891 kg/m•s
WCU Base Ht. h:
WCU Susp. Ht. S:
Const. Wtr. Ht. H:
H/r**.................:
Dyn. Visc. @ TB.:
17.0 cm***
5.1 cm
22.1 cm
6.3
0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C: 20
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C
VOLUME
ml
Volume Out
(ml)
TIME
(h:mm:ss A/P)
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) F (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
1:20:00 PM
2,680
#VALUE!
2:00:00 PM
0:40:00
40.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
1,960
720
2:30:00 PM
0:30:00
30.00
24.00
2.0
1.95E-04
16.9
0.28
0.55
900
1,060
3:00:00 PM
0:30:00
30.00
35.33
2.9
2.88E-04
24.9
0.41
0.82
0
900
3:26:00 PM
0:26:00
26.00
34.62
2.8
2.82E-04
24.4
0.40
0.80
3,150
3:30:00 PM
1,690
1,460
4:00:00 PM
0:30:00
30.00
48.67
4.0
3.96E-04
34.2
0.56
1.12
Natural Moisture.......:
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Consistency ...............:
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
2.9
2.88E-04
24.91
0.41
0.82
Selected lowest rate for conservatistm
156.00
*USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 -:510. ***Model JP-M1: h =
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
E
60.00
C7
m
m
50.00
3
0
LL
40.00
30.00
20.00
10.00
0.00
0 20 40 60
Total Elapsed Time (min)
80 100
120 140 160 180

Murphy Brown Ksat Summaries
Duplin County, NC
Bostic, Shaffer
Ksat #1 ZONE 1
Depth = in
Ksat= 0.1 in/hr
Ksat #4 ZONE 2
Depth = in
Ksat= 0.13 in/hr
Ksat #7 ZONE 2
Depth = in
Ksat= 0.06 in/hr
Geometric Mean (Zone 1)
Geometric Mean (Zone 2)
Ksat (in/hr) Zone 1
Zone 2
0.1
0.13
0.27
0.1
0.3
0.18
0.41
0.06
Geometric Mean 0.24005857
0.10885334
Ksat #2 ZONE 1
Depth = in
Ksat= 0.27 in/hr
Ksat #5 ZONE 2
Depth = in
Ksat= 0.1 in/hr
Ksat #8 ZONE 1
Depth = in
Ksat= 0.41 in/hr
0.24 in/hr
0.11 in/hr
Ksat #3 ZONE 1
Depth = in
Ksat= 0.3 in/hr
Ksat #6 ZONE 2
Depth = in
Ksat= 0.18 in/hr

Appendix 6
Soil Test Report

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/agronomi/
Report No. FY18-SL031139
Predictive
Client:
Kevin Weston
Advisor:
Karl/Kristin Shaffer
Pc,¢'°°`TOuwo
2822 N.C. Highway 24
Shaffer Soil Services,
Inc
t
Soil Report
Mehlich-3 Extraction
Warsaw, NC 28398
685 Sanford Rd
o = c
Pittsboro, NC 27312
y3�
Sampled County: Duplin
FOUD 187
Links to Helpful Information
Sampled: 03/29/2018
NDE
Received: 04/05/2018
Farm: Not Provided
Completed: 04/17/2018
Client ID: 484641
Advisor ID: 191471
Sample ID: 01
Recommendations:
Lime
Nutrients (lb/acre)
More
Crop
(tons/acre) N P205
K20 Mg
S
Mn
Zn
Cu B
Information
Lime History:
1 -Bermuda hay/past., E
0.8 60-80 0
100 0
25
0
0
0 0
Note: 12
2- Bermuda hay/past., M
0.0 180-220 0
190 0
25
0
0
0 0
Note: 12
Test Results [units - W/V in g/cnr3; CEC and Na in meq/100 crrr3; NO3-N in mg/dO]:
Soil Class:
Mineral
HM% W/V
CEC BS% Ac pH
P-1 K-I Ca% Mg%
S-1 Mn-I Mn-All
Mn-Al2
Zn-I
Zn-AI
Cu-I Na ESP
SS-1 NO3-N
0.86 1.35
5.6 74 1.5 5.4
230 21 59 12
24 73 61
61
278
278
118 0.2 4
Sample ID: 02
Recommendations:
Lime
Nutrients (lb/acre)
More
Crop
(tons/acre) N P205
K20 Mg
S
Mn
Zn
Cu B
Information
Lime History:
1 -Bermuda hay/past., E
0.4 60-80 0
90 0
25
0
0
0 0
Note: 12
2- Bermuda hay/past., M
0.0 180-220 0
180 0
25
0
0
0 0
Note: 12
Test Results [units - W/V in g/crrr3; CEC and Na in meq/100 crrr3; NO3-N in mg/dO]:
Soil Class:
Mineral
HM% W/V
CEC BS% Ac pH
P-1 K-I Ca% Mg%
S-1 Mn-I Mn-All
Mn-AI2
Zn-I
Zn-AI
Cu-I Na ESP
SS-1 NO3-N
0.51 1.38
5.6 80 1.1 5.7
381 24 68 9
23 116 87
87
784
784
376 0.2 4
Sample ID: 03
Recommendations:
Lime
Nutrients (lb/acre)
More
Crop
(tons/acre) N P205
K20 Mg
S
Mn
Zn
Cu B
Information
Lime History:
1 -Bermuda hay/past., E
0.0 60-80 0
110 25
25
0
0
0 0
Note: 12
2 -Bermuda hay/past., M
0.0 180-220 0
200 $
25
0
0
0 0
Note: 12 Note:
Test Results [units - W/V in g/c0; CEC and Na in meq/100 c0; NO3-N in mg/dmr3]:
Soil Class:
Mineral
HM% W/V
CEC BS% Ac pH
P-1 K-I Ca% Mg%
S-1 Mn-I Mn-All
Mn-AI2
Zn-I
Zn-AI
Cu-I Na ESP
SS-1 NO3-N
0.60 1.35
5.6 84 0.9 6.1
169 17 77 5
21 96 73
73
271
271
126 0.2 4
North Carolina
4 �'a
Tobacco Trust Fund Commission
Reprogramming of the laboratory -information -management system that makes this report possible is
beinq funded throuqh a qrant from the North Carolina Tobacco Trust Fund Commission.
Thank you for using agronomic services to manage nutrients and safeguard environmental quality.
Steve Troxler, Commissioner of Agriculture

NCDA&CS Agronomic Division Phone: [phone]
Website: www.ncagr.gov/agronomi/
Report No. FY18-SL031139
Kevin Weston
Page 2 of 3
Sample ID: 04
Recommendations:
Lime
Nutrients (lb/acre)
More
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn
Zn
Cu
B
Information
Lime History:
1 -Bermuda hay/past., E
0.0
60-80 0
90
0
25
0
0
0
0
Note: 12
2- Bermuda hay/past., M
0.0
180-220 0
170
0
25
0
0
0
0
Note: 12
Test Results [units - W/V in g/cnr3; CEC and Na in meq/100 cn73; NO3-N in mg/do]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-I
Ca% Mg%
S-1
Mn-I
Mn-All
Mn-Al2
Zn-I
Zn-AI
Cu-I
Na
ESP
SS-1 NO3-N
0.51 1.35 5.5
82 1.0 6.0
315 26
66 14
21
82
66
66
857
857
406
0.2
4
Sample ID: 05
Recommendations:
Lime
Nutrients (lb/acre)
More
Crop
(tons/acre)
N P2O5
K2O
Mg
S
Mn
Zn
Cu
B
Information
Lime History:
1 -Bermuda hay/past., E
0.0
60-80 0
80
0
25
0
0
0
0
Note: 12
2- Bermuda hay/past., M
0.0
180-220 0
170
0
25
0
0
0
0
Note: 12
Test Results [units - W/V in g/cn73; CEC and Na in meq/100 cnr3; NO3-N in mg/dO]:
Soil Class:
Mineral
HM% W/V CEC BS% Ac pH
P-1 K-I
Ca% Mg%
S-1
Mn-I
Mn-All
Mn-AI2
Zn-I
Zn-AI
Cu-I
Na
ESP
SS-1 NO3-N
0.56 1.30 6.0
85 0.9 6.0
289 28
69 14
21
101
78
78
953
953
492
0.2
3

NCDA&CS Agronomic Division Phone: [phone] Website: www.ncagr.gov/agronomi/
Report No. FY18-SL031139
Kevin Weston
Page 3 of 3
Understanding the Soil Report: explanation of measurements, abbreviations and units
Recommendations
Report Abbreviations
Lime
Ac
exchangeable acidity
If testing finds that soil pH is too low for the crop(s) indicated, a lime recommendation will be given in units of either
B
boron
ton/acre or Ib/1000 sq ft. For best results, mix the lime into the top 6 to 8 inches of soil several months before planting.
BS%
% CEC occupied by basic cations
For no -till or established plantings where this is not possible, apply no more than 1 to 1.5 ton/acre (50 Ib/1000 sq ft) at on
Ca%
% CEC occupied by calcium
time, even if the report recommends more. You can apply the rest in similar increments every six months until the full rate
CEC
cation exchange capacity
is applied. If MG is recommended and lime is needed, use dolomitric lime.
Cu-I
copper index
ESP
exchangeable sodium percent
Fertilizer
HM%
percent humic matter
Recommendations for field crops or other large areas are listed separately for each nutrient to be added (in units of
K-I
potassium index
lb/acre unless otherwise specified). Recommendations for N (and sometimes for B) are based on research/field studies
K20
potash
for the crop being grown, not on soil test results. K-1 and P-1 values are based on test results and should be > 50. If they
Mg%
% CEC occupied by magnesium
are not, follow the fertilizer recommendations given. If Mg is needed and no lime is recommended, 0-0-22 (11.5% Mg) is
MIN
mineral soil class
an excellent source; 175 to 250 lb per acre alone or in a fertilizer blend will usually satisfy crop needs, SS-1 levels appear
Mn
manganese
only on reports for greenhouse soil or problem samples.
Mn-All
Mn-availability index for crop 1
Mn-Al2
Mn-availability index for crop 2
Mn-I
manganese index
Farmers and other commercial producers should pay special attention to micronutrient levels. If $, pH$, $pH, C or Z
Mn-
mineral -organic soil class
notations appear on the soil report, refer to $Note: Secondary Nutrients and Micronutrients. In general, homeowners do not
N
nitrogen
need to be concerned about micronutrients. Various crop notes also address lime fertilizer needs; visit
Na
sodium
ncagr.gov/agronomi/pubs.htm.
NO3-N
nitrate nitrogen
ORG
organic soil class
Recommendations for small areas, such as home lawns/gardens, are listed in units of Ib/1000 sq ft. If you cannot find
pH
current soil pH
the exact fertilizer grade recommended on the report, visit www.ncagr.qov/agronomi/obpart4.htrnffsfind information that
P-1
phosphorus index
may help you choose a comparable alternate. For more information, read A Homeowner's Guide to Fertilizer.
P205
phosphate
S-1
sulfur index
Test Results
SS-1
soluble salt index
W/v
weight per volume
The first seven values [soil class, HM%, W/V, CEC, BS%, Ac and pH] describe the soil and its degree of acidity. The
Zn-AI
zinc availability index
Zn-I
zinc index
remaining 16 [P-I, K-I, Ca%, Mg%, Mn-I, Mn-All, Mn-AI2, Zn-I, Zn-AI, Cu-I, S-I, SS -I, Na, ESP, SS -I, NO3-N (not routinel
available)] indicate levels of plant nutrients or other fertility measurement. Visit www•ncagr.gov/agronomi/uyrst.htm

Appendix 7
Realistic Yield Expectation Table
Autryville Soils-Duplin County

1. SELECT A COUNTY:
Duplin County, NC
2. SELECT YOUR SOIL-
AuB: Autryville loamy fine sand, 0 to 6 percent slopes
SLOPE
O Use Representative Slope Typical of the Soil Map Unit
O Use My Slope:
Pr 'R
REALISTIC
ESTIMATED
PESTIMA ED
VIELD
N[MOGEN
FACTOR
NITROGEN
RATE
REMOVAL
CROP
1*
(LRSIACRE)
Pza�ACRE1
41
4t
Bahiagrass{Hay)
4Tons
49
196
46
61
Barley (Grain)
1.58
96
23
Bushels
Caucasiorii World
4.5 Tons
49
221
54
Bluestein (Hay)
Common
4Tons
49
196
48
Bermudagrass (Hay)
102
Corn (Grain)
1.02
104
45
Bushels
Corn (Silage)
OTons
11.8
0
0
700
Cotton
0.112
78
20
pounds
Dallisgrass(Hay)
4Tons
49
196
52
Fescue (Hay)
1.5 Tans
49
74
24
Hybrid Bermudagrass
(Hay)
5.5 Tons
49
270
68
Hybrid Bermudagrass
overseeded with
5.5 Tons
49
270
75
Rescuegrass (Hay)
Mixed Cool Season
1 Tons
49
49
14
Grass (Hay)
7B
Oats (Grain)
127
97
19
Bushels
Orchardgrass May1
1 Tons
49
49
15
2500
Peanuts
0
0
14
pounds
pearl Millet (Hay}
5 Tons
54
270
67
Rescuegrass (Hay)
2 Tons
49
98
23
45
Rye {Grain}
2.32
104
15
Bushels
Small Grain (Silage)
7 Tons
122
85
38
Sorghum (Grain)
40 CVVL
1.94
78
30
Sorghum {Silage)
O Tons
8.3
0
0
Sorghum Sudan (Hay)
4.5 Tons
54
243
63
Soybeans {Double
25
Cropped - Manured)
Bushels
3.98
100
20
Soybeans (Double
25
Cropped)
Bushels
0
0
20
Soybeans {Full
30
Season - Manured)
Bushels
3.98
119
24
Soybeans (Full
30
Season)
Bushels
0
0
24
Timothy Grass (Hay)
0 Tons
49
0
0
0
Tobacco (Burley)
0.06
0
0
Pounds
2400
Tobacco (Flue Cured)
0.038
91
12
Pounds
63
Triticale (Grain)
1.6
101
21
Bushels
Tropical Corn (Silage)
0 Tons
71
0
0
45
Wheat (Grain)
2.32
104
23
Bushels

z `
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 North Salem Street
Suite 203
Apex, NC 27502
919-859-0669
www.agriwaste.com
Soils & Site Evaluation Report — Wastewater Spray Irrigation System
Smithfield Foods, LLC
Bonham Road Truckwash Facility
Duplin County, NC
REPORTADDENDUM
PREPARED FOR: Kevin Weston- Environmental Compliance Specialist- Smithfield Foods
PREPARED BY: Karl Shaffer, LSS
Senior Soil Scientist
DATE: July 15, 2018
This addendum addresses an update to the project as compared to the previous submittal
package. Please attach this addendum to the original April report. Also copy the Register Truck
Wash Waste Analysis Report (FY18-W007595) dated June 21, 2018 and the July Water Balance
Revision. The purpose of this addendum is twofold:
1) After irrigation design, wettable field areas have been reduced, and 2 fields will either not
be used, or will be wetted via an airway hose drag system.
2) After further evaluation, the predicted nitrogen concentration from the two -stage lagoon
is much reduced. The previous report specified a N concentration for planning and design
purposes of 1.5 lbs N/1000 gallons. Please see attached the Waste Analysis Report
(FY18-W007595) showing four N concentrations of the subject two -stage lagoon
(RTW2) at 0.12, 0.08, 0.11, and 0.20 lbs N/1000 gallons. The mean of these
concentrations is 0.128 and the geometric mean is 0.121. For design and planning
purposes, a concentration of 0.25 lbs N/1000 gallons will be used to provide an adequate
conservatism.

The following are the wetted field acreages after irrigation design:
FIELD
ACRES
Al
1.74
A3
1.50
B 1
2.01
B3
1.81
Total A field area:
3.24 acres
Total B field area:
3.82 acres
Total wetted area:
7.06 acres
The water balance was revised to address the change of acreage for Field A (Zone 1 in water
balance) and Field B (Zone 2 in water balance).
The design flow remains at 5,000 gallons per day.
With these revisions, the following apply:
1) The 5,000 gallons per day design flow, over the year, and at a N concentration of 0.25 lbs
N/1000 gallons yields a total of 486 lbs N produced per year (includes lagoon additions -
see water balance- total flow = 5,335 gallons per day).
2) The realistic yields and N rates from the April report have no changes. They show an
allowable N application for overseeded bermudagrass of 320 pounds/acre/year. Thus, the
total acreage needed to handle the N produced is 1.43 acres. 7.06 acres are to be used,
allowing a generous buffer for N rate.
3) From the water balance, Field A (Zone 1) can accept 65.87 inches of water (hydraulic
load) per year. Field A will actually accept 13.84 inches of water per year. This will yield
304 pounds of N applied annually over 3.24 acres, or 94 pounds N/acre-year (with a 320
pound maximum limit).
4) From the water balance, Field B (Zone 2) can accept 30.31 inches of water (hydraulic
load) per year. Field B will actually accept 7.04 inches of water per year. This will yield
182 pounds of N applied annually over 3.82 acres, or 48 pounds N/acre-year (with a 320
pound maximum limit).
Included with this addendum are:
1) Revised water balance showing decreased acreage
2) Waste Sample FY18-WO07595 dated June 21, 2018
Summary: These design changes in no way affect the ability of this site to handle the design
wastewater flow. Both the hydraulic and nutrient capacities of this site allow for additional
loading, or in other words the design as per above and the April report are very conservative.

Please advise if additional information is required.
Sincerely,
Karl Shaffer, LSS
Senior Soil Scientist/Certified Nutrient Management Planner
Summary of Attachments
Register Truck Wash Waste Sample for RTW2
Revised Water Balance

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Enter Data =:� Potential Evapo-Transpiration (PET)
Worksheet
❑Manually Entered PET
PET Data FYI 1
used in
Water
Balance FYI
Choose PET Method: 0 Thomthwaite Method 4-clkk pl CheckBox -►
Click on each step box
Thomthwaite PET Calculation
Ste 2
DaylMonth MeaKmpn�ly Cal etl
Pu
hours11112 Heat indez ET Bite Latiwtle
de rees F inches de real
t
January 45.3 0.87 1.81 0.40
0.4d
February 48.2 0.85 2.43 0.62 34.51
y�
I 0.62 I
Step 6
March W 1 1.03 4.17 1.13 within range
�I
April 62.7 1.09 6.41 2.56
i�
11
May 70.3 1.21 6.96 4.27
June 77.1 1.21 11.47 5.76
� Values shown in
July 80.2 1.23 12.69 6.0
r~g� yellow cells are
August 78.9 1.18 12.1] 5.95
5.95 linked mother
se tember 73.6 1.03 10.15 4.24
locations wi[Nln Me
I 4.24 I Water Salance
October MS 0.97 6.76 2.44
I 2.44 I Program
Nov6mber 0.5 1 0.86 4.28 1.24
I 1.24
0.85 2.15
December
I -
TOTALS= 36.12
6�-
�
Source of Temperature Data
Source of PET Data
�.... .. Ste p 3 �
_. ,.. ..,
Step 5
Location of Precipitation Data I Clinton, NC
Staring Year of Data Record 1951
Ending Year of Data Record: t981
Period of Record (Years) = 3g
Source of Data:
USDA -MRCS County Sail Surveys(contact local NRCS office) '
WATER BALANCE JULY 2018 REVISIONS.xis PET Version 5 December 2004

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