WQ0040918_Application_20190604

INITIAL REVIEW
Reviewer Thornburg, Nathaniel
Project Number* WQ0040918
SUBMITTAL DATED: 5/24/2019
Project Contact Information
Rease provide inforrration on the person to be contacted by MB Staff regarding electronic submittal, confirmation of receipt, and other issues.
......................................................................................................................................................................................................................................................................................................................................................................................................
Name * Joshua Outlaw
Email Address*
[e-mail]
Project Information
.... ................
Application Type* r
New
r
Renewal
r
Annual Report
Permit Type * r
Wastewater Irrigation
r
Other Wastewater
r
Closed -Loop Recycle
r
Single -Family Residence
Wastewater Irrigation
Is a paper copy of the application being submitted?*
r Yes r Nor N/A
Permit Number WQ0040918
currently has project
Applicant\Permittee * Murphy -Brown, LLC
Facility Name * Ag Protein Trailer Wash
Phone Number*
910-293-5376
r Modification (Major or Minor)
r Additional Information
r Other
r High -Rate Infiltration
r Reclaimed Water
r Residuals
r Other
Please provide comments/notes on your current submittal below.
Please attach all information required or requested for this submittal to be review here.
Application Form Engineering Rans, Specifications, Calculations, Etc.)
2019-05-24 Ag Protein Trailer Wash electronic
38.66MB
submittal.pdf
Wload only 1 FDF docurrent. IVLltiple docurrents must be corrbined into one PDF file.

For new and modification permit applications, a paper copy may be required. If YGL' have any questions
about what is required, please contactthe reviewer or Tessa Monday. If a aaoe- a1,o1:cation is required,
be advised, applications accepted far pre -review until both the paper and eIect-c-i_ col. es -,ave been
received. The paper copy shall include the following:
o Application Form
o All relevant attachments (cales, soils
report, specs, etc.)
o One full-size engineering plan set
o One 11x27" engineering plan set
o One extra set of specifications
o Fee (if required)
Mailing address:
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
By U.S. Postal Service
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
By Courier/Special Delivery:
�----------------------------------------------------------------------------
---------------------------
❑ivision of Water Resources
i Division of Water Resources
-------------- - ---- ----- -----------------------------------
Non -Discharge Branch
1---------
Non -Discharge Branch
1617 Mail Service Center
i Aft: Nathaniel Thornburg, 90 Floor, O f`uce #942W
Raleigh. NC 27699-1617
512 N. Salisbury St.
Far questions or problems contact Tessa Monday [e-mail] or 919.707.3560.
* I;W By checking this box I acknowledge that I understand the application will not be accepted
for pre -review until the paper copy (if required) and fee (if required) have been received by
the Non -Discharge Branch. I also confirm that the uploaded document is a single PDF with
all parts of the application in correct order (as specified by the application).
Signature � F
Submission Date 5/24/2019

Joshua Outlaw
Smithfield.
Project Engineer
Hog Production Division
�J
Good tookI\�$(%o4i$i b(�
PO Box 856
v
2822 NC Hwy 24W
Warsaw, NC 28398
May 17, 2019
[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). The
design for this site is based on the nutrient values measured at Register. This facility is designed to use 5,000
gallons per day. The wash bay will gravity drain to an oil/water/grit separator and then into 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 2"d stage.
Effluent will be land applied using a combination of reels and solid set irrigation.
The following items are included in this package:
• Form WWIS 06-16 (1 original, 1 copy)
• $810 Application Fee
• Deed
• Corporate Documentation
• Recorded Sprayfield Setback Waiver
• Soils Evaluation (original dated April 20, 2018 and addendum dated July 15, 2018. The original report is
greater than 1 year old; however, the site has not changed since the original evaluation.)
• Nutrient Utilization Plan (this meets the requirements of the Agronomist Evaluation)
• Hydrogeologic Report (this report includes additional groundwater sampling info as requested)
• Water Balance
• Engineering Plans (one full size and one 11x17 set)
• Lagoon and Earthwork specifications (2 copies)
• Irrigation System Design and Specifications (2 copies, these also include the engineering calculations for
the irrigation piping and pumps)
• Site Map
• Power Reliability Plan (included in 0&M Plan, no generator will be used at this site. In the case of a
power outage, no trucks will be washed.)
• Operation and Maintenance Plan
• Residuals Management Plan
• Threatened or Endangered Species Documentation

• Wastewater Chemical Analysis (Register Trailer Wash results)
In addition to the items listed above, we have also addressed review comments dated February 18, 2019. Our
responses to the comments are detailed below:
1. The hydrogeologic report, as required by 15A NCAC 02T .0504(k), did not sufficiently address the site
groundwater quality, groundwater flow, and impacts of wastewater irrigation on groundwater quality. The
fields were previously used as animal waste disposal fields. Existing levels of nutrients could potentially
already exceed groundwater standards or lead to groundwater standard violations by the addition of
nutrients. It is imperative to have a thorough understanding of the existing groundwater conditions.
Response: The included hydrogeologic report addresses this comment. 8 temporary piezometers were
installed on site and groundwater samples were taken. Those results are included in the report.
2. Per 15A NCAC 02T .0505(b)(2), lagoon treatment systems shall meet a monthly average of each of BOD<_30
mg/L. The proposed treatment system does not meet this requirement.
Response: We expect this facility to meet the 30 mg/L threshold. The effluent sample shown was from
the Register Trailer Wash (which also has other wastewater sources), and those lab results are
comparable to other domestic spray irrigation facilities. A summary table showing comparable results
is included with this letter.
3. Per 15A NCAC 02T .0505(k), multiple pumps shall be provided wherever pumps are used. Only one
irrigation pump was proposed.
Response: We are asking for an alternative design to multiple on -site pumps. There are greater than
30 days of temporary storage provided in the lagoon, and we also own portable pumps that can be on
site in 48 hours, if needed.
4. The proposed drain tile system must have adequate calculations and justification to ensure that
groundwater will sufficiently be diverted to prevent the lagoon liner from floating or bubbling. A detailed
explanation of groundwater flow rate, groundwater levels, groundwater recharge, etc. is required. An
inadequate drainage and venting system may result in floating of the liner. Hydrostatic pressures from
fluctuating groundwater levels may cause the liner to float. Gas production and buildup beneath the liner
due to the presence of organic material in the soil my cause bubbling of the liner. These issues must be
addressed when installing a lined lagoon in the water table. Groundwater monitoring should be
conducted to verify the expected water table location. It maybe necessary to monitor groundwater wells
for a year or more to determine the groundwater levels and gather enough information to properly
determine the required flow capacity of the drainage system.
Response: 4 piezometers were installed around the perimeter of the proposed lagoon to monitor
groundwater elevations. The maximum groundwater elevation observed in April was 90.9, which
should be the seasonal high water table. The lagoon has been raised so that the bottom is 90.5, leaving
only 0.4' below the seasonal high groundwater surface. This is below the permanent pool so the water
level in the lagoon will never be below the groundwater level, greatly reducing any potential for the
liner to float. In addition to raising the lagoon, calculations have been included following this letter
showing that the 6" drain tile has ample capacity to drain all the groundwater flowing to it. The
calculations assume a worst case scenario with groundwater at the surface, and there is still extra
capacity through the 6" pipe.

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

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DRAIN TILE CALCULATIONS
5/9/2019
Potential Groundwater Flow
Darcy's Law Equation Q=kia
k= 0.24 in/hr (Zone A value from soils report)
hydraulic gradient
delta h 12 ft (assumed existing groundwater height above tile)
L 50 ft (distance of drop from existing groundwater to tile)
i 0.24
Flow area
h 12 ft (height of ex groundwater above tile)
L 200 ft (length of tile)
Area 2400 sq ft
Qgroundwater- 0.0032 cfs, maximum possible groundwater flow
Drain tile Capacity
Orifice Equation
Cd (orifice coefficient) 0.60
pipe lenth (ft) 200
Unit Area (sq in/ft) 0.30 (from ADS single wall perforated pipe table, attached)
Total Orifice Area (sq ft) 0.417
g (ft/sec2) 32.2
Orifice Flow
H (in)
I (cfs)
61
1.42
-orifice will not be limiting factor
6" Pipe gravity flow capacity
slope
0.25%
n
0.015 (from ADS Table 3-1, attached)
diameter
6 inch
area
0.196 sq ft
perimeter
1.57 ft
Qpipe 0.24 cfs, maximum flow of 6" pipe
Qpipe > Qgroundwater
6" the is adequately sized to handle the groundwater flowing to it
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WADS
TECHNICAL NOTE
TN 1.02
Single Wall HDPE Perforation Patterns
October 2018
Nominal I.D.
Perforation
Type
Maximum Slot
Length or
Diameter
Maximum
Slot Width
Minimum Inlet
Area
in'/tt cm'Im
Pattern
Type
In
mm
in
mm
in
mm
3
75
Slot
0.875
22
0.120
3
1.0
21
A
3
75
Fine Slot
0.875
22
0.015
0.4
0.3
6
A
4
100
Slot
0.875
22
0.120
3
1.0
21
B
4
100
Fine Slot
0.875
22
0.015
0.4
0.3
6
B
5
125
Slot
0.875
22
0.120
3
1.0
21
B
5
125
Fine Slot
0.875
22
0.015
0.4
0.3
6
B
6
150
Slot
0.875
22
0.120
3
1.0
21
B
S
156
- Fine Slot
0,875
22
-0.015
0.44
0.3
6
8
200
Slot
1.18
30
0.120
3
1.0
21
B
10
250
Slot
1.18
30
0.120
3
1.0
21
B
12
300
Slot
1.50
38
0.118
3
1.5
32
B
12
300
Circular
0.313
8
1.5
32
C
15
375
Circular
0.313
8
1.5
32
C
18
450
Circular
0.313
8
1.5
32
C
24
600
Circular
0.313
8
2.0
42
D
The data provided above is representative of the most common pattern supplied by
ADS. Actual perforation count and dimensions may vary based on regional -specific
requirements; product will still comply with respective product ASTM and AASHTO
product standards.
4640 TRUEMAN BLVD. HILLIARD, OH 43026 [phone] w .ads-pipemm t
ATN IO2 © ADS 2018

ADS, Inc. Drainage Handbook Hvdraulics ♦ 3-10
Table 3-1
Conveyance Factors (Standard Units)
Design Mannin
's Values for ADS Thermoplastic Pi
e'
Product
Diameter
Design Mannin 's "n"
N-12, MEGA GREEN, N-12 STIB, N-12 WiIB,
4" - 60"
"n" = 0.012
HP STORM, SamTite, SaniTte HP, N-12 Low
Head
Single Wall Highway and Heavy Duty
18' - 24'
W = 0.020
12"-15'
"n"=0.018
10"
"n" = 0.017
8"
puff
`n" = 0.016
Tri IeWall and Smoolhwall Sewer 8 Drain
3" - 6"
n" = 0.009"
Conve ance Equations: k = Q/ s"0.5 Q = k s^0.5
Conveyance Factors for Circular Pipe FlowinFull
Mannin
's "n" Values
in.
Area
s . it.
0.009
0.010
0,011
0.012
1 0.013
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.021
0.022
0.023
0,024
0.025
3
0,05
1.3
1.1
1.0
1.0
0.9
08
0.8
03
0.7
0.6
06
0.6
0.5
0.5
0.5
0.5
0.5
4
0.09
27
25
2.2
2.1
1.9
18
1.6
1.5
1.5
14
1.3
1,2
T2
1.1
1.1
1.0
10
6
0.20
8.1
7.3
6.6
6.1
5.6
5.2
4.9
4.6
4.3
4.1
3.8
3.6
3.5
3.3
3.2
3.0
29
8
0,35
17.5
157
14.3
13.1
12.1
11.2
105
9.8
9.2
83
8.3
T9
7.6
7.1
6.8
6.5
63
10
0,55
31.6
28.5
25.9
233
21.9
20.3
190
17.8
16.8
15.8
15.0
14.2
13.E
12.9
12A
119
11.4
12
039
51.5
46.3
42.1
38.6
35.6
33.1
30A
28.9
27.2
25.7
24.4
23.2
22.1
21.1
20.1
19.3
18.5
15
1,23
93.3
84.0
76.3
70.0
64.6
60.0
56o
52.5
49.4
463
44.2
42.0
40.0
38.2
36.6
35.0
33.6
18
1,77
151.7
136.6
124.1
113.8
105.0
97.5
910
85.3
80.3
75.9
71.9
68.3
650
62.1
59A
569
54.6
21
241
228.9
206.0
187.3
171.6
158A
147.1
137.3
1283
121.2
114.4
108.4
103.0
98.1
93.6
89.E
858
82.4
24
3,14
326.8
294.1
267.3
245.1
226.2
210.1
1961.
183.8
173o
1634
154.8
147.0
140.0
1333
127A
122.5
117.6
27
3,98
447.3
402.6
366.0
335.5
309.7
287.E
2684
251.6
236.8
2233
211.9
201.3
191.7
183.0
175.0
167.8
1610
30
4.91
5925
533.2
484.7
444.3
410.2
38T9
355.5
333.3
313.7
296.2
280.E
266.6
253.9
242.4
231.8
222.2
213.3
33
5,94
763.9
687.5
625.0
572.9
528.9
491.1
458.3
4293
404A
382.0
361.9
3438
327.4
312.5
298.9
286.5
275.0
36
7.07
9634
867.1
788.2
722.6
667.0
619.3
578 0
641.9
510.0
4813
456A
433.5
412.9
394.1
377.0
361.3
346.8
42
9.62
1453.2
1307.9
1189.0
1089.9
1006.1
9342
871,9
817.5
769.4
7266
688A
65 u
622.8
594.5
568.7
545.0
523.2
45
11 b4
1746.8
1572.1
1429.2
1310.1
1209.3
1122.9
1048.1
982.6
924.8
873.4
827A
786.1
748.E
714.6
683.5
655.0
628a
48
12,57
2074.8
1867A
1697.6
1556.1
14364
1333.8
1244.9
1167.1
1098.4
1037.4
9828
9333
889.2
848.8
811.9
778T
746.9
54
15,90
2840.5
2556.4
23240
2130.4
1966.5
1826.0
1704.3
1597.8
1503.8
1420.2
1346.5
1278.2
1217 4
1162.0
1111.5
1065.21
1022.6
60
19,63
3762.0
3385.8
30780
2821.6
26044
24184
2257.2
2116.1
1991.E
18810
1782.0
1692.9
1612.3
1539.0
1472.1
14107
1 13S4.3
72
28,27
6117.3
5505.6
5005.1
4588.0
4235.1
3932.E
36704
34410
3238.6
30583
28977
1 2752.8
26213
2502.5
23937
1 2294.0
1 2202.2
Corrugated Polyethylene Pipe Association (2000) "Hydraulic Considerations for Corrugated Polyethylene Pipe"
** Tingedburg, Michael, "Civil Engineer Reference Manual"4
C9 ADS, Inc., July 2010

State of North Carolina
nW Department of Environmental Quality
Division of Water Resources
15A NCAC 02T.0500—WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources FORM: WWIS 06-16
I. 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]
II. 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: Duplin
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.863 111° Longitude:-78.119035'
Datum: NAD83 Level of accuracy: Unknown Method of measurement: Aerial photography with ground 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: [e-mail]
2.
Soil Scientist: Karl Shaffer
License Number: 1009
Firm: Agri -Waste Technology, Inc.
Mailing address: 501 North Salem Street, Suite 203
City: Apex State: NC
Zip: 27502-
Phone number: 919) 859-0669
Email Address: [e-mail]
3.
Geologist: Art Barnhardt
License Number: 1096
Firm: BDX Environment, PLLC
Mailing address: 11341 NC 53 West
City: White Oak State: NC
Zip: 28399-
Phone number: [phone]
Email Address: [e-mail]
4.
Agronomist: Kevin Weston
Firm: N/A
Mailing address: PO Box 856
City: Warsaw State: NC
Zip: 28398-
Phone number: (9293-3434
Email Address: kwestongg,smithfield.com
FORM: WWIS 06-16 Page 1 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: 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 01 C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
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 .0114(f)? ❑ 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
gal/
GPD
Total
5000 GPD
See 15A NCAC 02T .01 14(b).(d). (e)(1) and (e)(2), for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use
areas; and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
as defined in G.S. 42A-4).
FORM: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100 (continued):
8. What is the nearest I00-year flood elevation to the facility? 89.6 feet mean sea level. Source: Firm Man 3720246000J
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or M 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 5143 Article 21 Part 69 ❑ 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? M Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ❑ Yes or M No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: PAN reporting in lieu of
monitoring
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
e 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 MN/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 MN/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or MN/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 M No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or M No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or M No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or M No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or M 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 (BOD5)
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 (NOz-N)
0.30 mg/L
2.64 mg/L
Total Kjeldahl Nitrogen
62.9 mg/L
Total Nitrogen
214 mg/L
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? ® Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or ® No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ❑ Yes or ® No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(k)?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0505(l):
❑ Automatically activated standby power supply onsite capable of powering all essential treatment units; or
® Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or ® N/A
7. In accordance with 15A NCAC 02T .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 eared 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 ® 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 I8A
.1900? ❑ Yes, ❑ No or ® N/A
FORM: WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft) /
Spacings in
Volume
allons
Plan Sheet
Reference
Specification
Reference
Grease Trap
1
Concrete
13' x T OD
2500
5
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
allons
Plan Sheet
Reference
Specification
Reference
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
Speccation
Units
Material
allons
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 /
Tye
Ca acit
Plan Sheet
Reference
Specification
Reference
GPM
I TDH
Lagoon bank
1
Irrigation
Berkeley Bl-l/2TPM
l04
182
Irrigation
Desi n
Irrigation
Design
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 /
T e
Power
h
Plan Sheet
Reference
Specification
Reference
h. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
Capacity
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

Plan Sheet
Reference
Specification
I Reference
Internal dimensions (L x W x H or (p x H)
ft
ft
ft
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent irrigation during rain events
FORM: WWIS 06-16 Page 7 of 12

VI. EARTHEN IMPOUNDMENT DESIGN CRITERIA— 15A NCAC 02T .0505:
IF MORE THAN ONE IMPOUNDMENT PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY
1. What is the earthen impoundment type? Anaerobic Lagoon
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 34.86311 V Longitude:-78.119035'
Datum: NAD83 Level of accuracy: Unknown Method of measurement: Aerial photography with ground 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 ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10° cm/s? ❑ Yes, ❑ No or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? Drain tile will be installed, and the
permanent pool will always be above the measured groundwater elevation
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:
[I Clay
i ® S thetic
Top of embankment elevation:
102.50 ft
Other
❑Other
❑ Unlined
Liner hydraulic conductivity:
<1 x 10 -6 cm/s
Freeboard elevation:
100.50 ft
Hazard class:
Low
Toe of slope elevation:
92.00 ft
Designed freeboard:
2.0 ft
Impoundment bottom elevation:
90.50 ft
Total volume:
180,124 ft'
1,347,328
allons
Mean seasonal high water table depth:
loft
Effective volume:
122,454 ft'
915,956 gallons
Embankment slope:
3 : 1
Effective storage time:
90 days
Top of dam water surface area:
28,314 ftZ
Plan Sheet Reference:
Sheet 4
Freeboard elevation water surface area:
23,326 ftZ
Specification Section:
I and II
Bottom of impoundment surface area:
4,606 ftz
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 8 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA— 15A NCAC 02T .0505:
1. Provide the minimum depth to the seasonal high water table within the irrigation area: >4 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 I SA 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 VII.8.? ❑ Yes or ® No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(t)? Annual calibration of irrigation
equipment and flows will be included as part of PAN reporting
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: The included NCDA waste samples assume 50% of nitrogen is plant available
c. Proposed nitrogen volatilization rate: 0
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: 66268 ftz
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 282,744 ft2
f. Minimum irrigation area from the water balance: 47423 ft2
FORM: WWIS 06-16 Page 9 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'
Waterbody
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
0
°
°
°
°
°
°
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: http:Hdeg.nc.pov/about/divisions/water-resources/plannineclassification-standards/classifications
FORM: WWIS 06-16 Page 10 of 12

Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
125 ft
Emitter wetted area:
ft2
Nozzle wetted area:
12,265 ft'
Distance between laterals:
It
Nozzle capacity:
17.4 GPM
Distance between emitters:
It
Nozzle manufacturer/model:
Senninger / 7025
Emitter capacity:
GPH
Elevation of highest nozzle:
2 ft
Emitter manufacturer/model:
Specification Section:
Irrigation Design
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
l60
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 11 of 12

Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
212 ft
Emitter wetted area:
ftz
Nozzle wetted area:
35,281 ftz
Distance between laterals:
It
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:
Irrigation Design
Elevation of highest emitter:
It
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 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

Parameter
Estimated Influent
Concentration
Designed Effluent
Concentration
(monthly average)
Designed Effluent
Concentration
(daily maximum
Ammonia Nitrogen (NH3-N)
mg/L
mg/L
mg/L
Biochemical Oxygen Demand (BOD,)
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 12 of 12

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS— 15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ® No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H 0404(g)? ❑ Yes or ® 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 .0I03(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? ft2
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 13 of 12

Professional Engineer's Certification:
TDSAN, al now attest that this application for
(Professional Engineer's name from Application Iltem III.1.)
/J4 ((ofaei, 1(O')e,, Wejl
(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.
�pu�annngrr
North Carolina Professional EngiOu sGAin*e4e, and date
Q-0
_ ¢ SEAL
310
3,=
? 7
Applicant's Certification per
that this application for
(Signature Authority's name & title from Application Item I.3.)
�a tonle" 7railei W�r�
(Facility name from Application Item II.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a
condition of this permit be violated. I also understand that if all required parts of this application package are not completed and that
if all required supporting information and attachments are not included, this application package will be returned to me as incomplete.
I further certify that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater
facility without proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are
compliant with any active compliance schedule, and do not have any overdue annual fees per 15A NCAC 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 as civil penalties up to $25,000 per violation.
Signature: oCw Yvt, Date: 11, 19
FORM: WWIS 06-16 Page 14 of 12

State of North Carolina
DWR Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .0100, 15A NCAC 02T .0700, Division Policies and good engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit wehsite
General — When submitting an application to the Water Quality Permitting Section's Non -Discharge Permitting Unit, please use the
following instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions and checking
the provided boxes will help produce a quicker review time and reduce the amount of requested additional information.
Unless otherwise noted the Applicant shall submit one original and two copies of the application and supporting documentation.
A. C9ver Letter (All Application Packages):
Ltij List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environmental
Quality (NCDEQ). The appropriate fee amount for new and major modification applications may be found at: Standard
Review Project Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages):
91 Submit the completed and appropriately executed Wastewater Irrigation Systems (FORM: WWIS 06-16) application. Any
unauthorized content changes to this form shall result in the application package being returned. If necessary for clarity or
due to space restrictions, attachments to the application may be made, as long as the attachments are numbered to correspond
to the section and item to which they refer.
�( If the Applicant Type in Item I.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item I.2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
Rr The facility name in Item II.1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
SK The Professional Engineer's Certification on Page 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
The Applicant's Certification on Page 12 of the application shall be signed in accordance with 15A NCAC 02T .0106(b). Per
15A NCAC 02T .0106(c) an alternate person may be designated as the signing official if a delegation letter is provided from
a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504(f), the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
N( 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.
94 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. Soil Evaluation (All Application Packages that include new irrigation sites):
Rr Per 15A NCAC 02T .0504(b) and the Soil Scientist Evaluation Policy submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
[Jf 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.
f°f Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
Q' Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policv.
[Z Provide all soil boring logs performed at the site.
[a' Standard soil fertility analysis conducted no more than one year prior to permit application for each map unit in the soil
map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
➢ Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
Ell A minimum of three KSAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
0 All KSAT tests shall be conducted in areas representative of the site.
Q All KSAT tests shall be run until steady-state equilibrium has been achieved.
[� All collected KSAT data shall be submitted, including copies of field worksheets showing all collected readings.
C� Submit a soil profile description for each KSAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
[Z A brief summary of each map unit and its composition and identification of minor contrasting soils.
21 Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
VJ Seasonal irrigation restrictions, if appropriate.
UJ Identification of areas not suitable for wastewater irrigation.
12 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.
P1 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.
[VJ 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.
A ronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
Per 15A NCAC 02T 0504(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified
prpfessional and includes at a minimum:
[� Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
[4 Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.I. and proposed mineralization and volatilization rates.
C Historical site consideration, soil binding and plant uptake of phosphorus.
CJ Seasonal irrigation restrictions, if appropriate.
C3 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: W WIS 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):
[J Per 15A NCAC 02T .0504(e), the Hydrogeologic Investigation and Reporting Policy the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
En 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.
C3' Representative borings within the irrigation areas and all proposed earthen impoundments.
® A description of the regional and local geology and hydrogeology.
® A description, based on field observations of the site, of the site topographic setting, streams, springs and other
groundwater discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that
may affect the movement of the contaminant plume and treated wastewater.
p Changes in lithology underlying the site.
d Depth to bedrock and occurrence of any rock outcrops.
2j The hydraulic conductivity and transmissivity of the affected aquifer(s).
9 Depth to the seasonal high water table (SHWT).
lt� A discussion of the relationship between the affected aquifers of the site to local and regional geologic and
hydrogeologic features.
Q A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge
features, and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified irrigation sites, changes in flow or changes in storage):
[f 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:
E6 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.
[?I Precipitation based on the 80' percentile and a minimum of 30 years of observed data.
[� Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
p 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. Eggineering Plans (All Application Packages):
[� Per 15A NCAC 02T .0504(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer, and shall include at a minimum:
p Table of contents with each sheet numbered.
d 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.
Rf 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.
EA Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
9 A hydraulic profile from the treatment plant headworks to the highest irrigation point.
EA The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
d Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
pJ 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):
[✓J Per 15A NCAC 02T .0504(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer and shall include at a minimum:
p Table of contents with each section/page numbered.
Gd 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.
P1 Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
p Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
1Z Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
1Z Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
Cf 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 maybe labeled with the phrase: FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
Q Per 15A NCAC 02T .0504(c)(3), submit engineering calculations that have been signed, sealed and dated by a North
Carolina licensed Professional En ig neer and shall include at a minimum:
❑ Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.1. were determined.
P1 Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
d Total and effective storage calculations for each storage unit.
Q Friction/total dynamic head calculations and system curve analysis for each pump used.
[d 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.
[5 A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended
rates.
E. A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
E� Per 15A NCAC 02T .0504(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional En ineer 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.
ET Soil mapping units shown on all irrigation sites.
[a 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.
[d Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108, and 15A NCAC 02T
.0506 c if applicable.
Setbacks as required by 15A NCAC 02T .0506.
Q' 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):
d Per 15A NCAC 02T .05050), 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. O eration and Maintenance Plan (All Application Packages):
Per 15A NCAC 02T .0507, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment,
storage and irrigation systems that shall include at a minimum a description of:
[2( 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.
[Q' Anticipated maintenance of the wastewater treatment, storage and irrigation systems.
Q' Safety measures, including restriction of access to the site and equipment.
9 Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
Ev 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):
Gd' Per 15A NCAC 02T .0504(i) and .0508, submit a Residuals Management Plan that shall include at a minimum:
❑ A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled,
processed, stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
dA permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .05040), 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)(I and .0504(e), 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 0 1 C .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).
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
d Per 15A NCAC 02T .0105(c)(10) submit documentation from the Department's Natural Heritage Program
demonstrating the presence or absence of threatened or endangered aquatic species within the boundary of the
wastewater treatment, storage and irrigation facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit
conditions pursuant to 15A NCAC 02B .0110.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
d 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 (BODs)
❑ Total Dissolved Solids
❑ Magnesium
❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

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NORTI-1CARO�LL/II,�N,��A� GENERAL WARRANTY DEED
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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.
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,hell prelude eln¢alnr, plural, mnecWb,e, Imnhlbra or neuter its rapdred by context.
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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.
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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.

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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
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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

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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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
40 Surface Water Buffer 100'
1 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.***

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 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
Drawn By: Julie Davidson
By: Karl Shaffer
Date:Reviewed
*** 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'
C Property
C. Parcel Buffer 150775'
Application Field
Drawn By: Julie Davidson
Reviewed By: Karl Shaffer
Date:
***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
1 Ksat Location
O Residence
- Well
® Well Buffer 100'
—Surface Water
• Surface Water Buffer 100'
Property
Parcel Buffer 150775'
Application Field
DavidsonDrawn By: Julie
Reviewed By: Karl Shaffer
Date:
***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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #1
K. Shaffer, T. Bostic
March 28, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s 2)[In{H/r+((H/r)2+1)051-((H/r)2+1)05/(H/r)+1/(H/r)))
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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) I (cm/sec) (cm/day) I (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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h =
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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #2
K. Shaffer, T. Bostic
March 28, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s2)[In{H/r+((H/r)Z+1)0.5}-((H/r)2+1)05/(H/r)+1/(H/r))]
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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 AM
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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.9
1.90E-041
16.41
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r 10. ***Model 1P-M1: h =
Flow Rate Q vs. Total Elapsed Time
E
C'1
40.00
35.00
m
LL
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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #3
K. Shaffer, T. Bostic
March 28, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s 2)[In{H/r+((H/r)2+1)051-((H/r)2+1)05/(H/r)+1/(H/r)))
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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 AM
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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h =
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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #4
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s2)[In{H/r+((H/r)Z+1)0.5}-((H/r)2+1)05/(H/r)+1/(H/r))]
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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 AM
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values
--------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) I (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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.0
9.50E-05
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r
10. ***Model 1P-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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #5
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s2)[In{H/r+((H/r)Z+1)0.5}-((H/r)2+1)05/(H/r)+1/(H/r))]
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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 AM
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values --------------------------
(hr:min:sec) (min)
(pm/sec) I (cm/sec) (cm/day) (in/hr) (ft/day)
Start Soak
9:00:00 AM
2,300
#VALUE!
9:20:00 AM
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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
1.0
1.00E-04
5.9
0.101
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r 10. ***Model 1P-M1: h =
Flow Rate Q vs. Total Elapsed Time
120.00
E
100.00
w
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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #6
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s2)[In{H/r+((H/r)Z+1)0.5}-((H/r)2+1)05/(H/r)+1/(H/r))]
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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 AM
Interval Elapsed Time
Flow Rate Q
(ml/min)
--------------------- KB Equivalent Values
--------------------------
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) I (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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r
10. ***Model 1P-M1: h =
Flow Rate Q vs. Total Elapsed Time
60.00
E
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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #7
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s2)[In{H/r+((H/r)Z+1)0.5}-((H/r)2+1)05/(H/r)+1/(H/r))]
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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 AM
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
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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
Water Table Depth...:
Init. Saturation Time.:
NS, NP
Total Time
(min)
Enter KB Value:
0.4
4.34E-05
3.81
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r 10. ***Model 1P-M1: h =
Flow Rate Q vs. Total Elapsed Time
40.00
10-1
E
C'1
35.00
m
30.00
25.00
LL
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)
E USBR-7300-89-Cond. I
W E
W E
Project Location...:
Murphy Brown
Truck Wash
Warsaw, NC
E
/
Ksat #8
K. Shaffer, T. Bostic
March 29, 2018
Solution and Terminology (USBR 7300-89 Condition 1)*
KB s 2)[In{H/r+((H/r)2+1)051-((H/r)2+1)05/(H/r)+1/(H/r)))
where:
Boring Diameter...:
Soil/Water Tmp. T:
s d
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:
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) I (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
E D
USDA Txt./USCS Class:
Struct./% Pass. #200..:
Moist
SL
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
15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h =
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

Murphy -Brown, LLC
8/21 /2018
NUTRIENT UTILIZATION PLAN
Owner(s):
Facility Name:
County:
Facility Type:
Storage Structure:
Storage Period:
Application Method:
Murphy -Brown, LLC
Ag Protein Trailer Wash
Duplin
Trailer Wash
Anaerobic Lagoon
>90 days
Irrigation
2822 Hwy 24 West
P.O. Box 856
Warsaw, NC 28398
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.
2 of 11

Hill

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 limes 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 Ibis 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/T
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 0.50317566 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 property
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
0.5 1
Sands
2
Autryville
C
0.5 1
Sands
3
Autryville
C
0.5 1
Sands
4
Autryville
C
0.5 1
Sands
5
Autryville
C
0.5 1
Sands
6
Autryville
C
0.5 1
Sands
7
Autryville
C
0.5 1
6of11

Additional Comments:
7of11

NUTRIENT UTILIZATION PLAN CERTIFICATION
Name of Facility: Ag Protein Trailer Wash
(Tuner: 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 DWO
before any modification of the facility begins.
Uwe 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 NCDWO upon request.
Name of Facitfty Owner: Murphy -Brown, LLC
Signature: L�4 I--- '�'- / Ivr alt /
�/ �� / ° Date
Name of Manager (Widtfferent 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, NO 28398
Telephone: [phone]
Signature:
8of11
0.

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.
3 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.
4 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).
5 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.
6 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).
7 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.
B 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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l!

Hydrogeologic Investigation Report
Ag Protein Trailer Wash Facility
420 Bonham Road
Magnolia, NC
Additional Information Supplement for
Wastewater Irrigation System
Permit Application dated January 24, 2019
Report Date
May 8, 2019

B. Executive Summary
On January 24, 2019, Murphy -Brown, L.L.C., submitted a permit application for a
spray irrigation wastewater system to NC DEQ DWR. The wastewater system is
designed to collect, treat and irrigate the final effluent on 3 zones within the project
property. The proposed waste water will be derived from washing of trailers that
transport animal protein to this collection facility. The protein is then loaded from this
hub and sent to other permitted processing facilities. None of the protein is to be
processed at this location. During the permit application review process, the DEQ-
DWR requested additional information related to three issues: 1- groundwater quality;
2-groundwater flow direction; 3-possible water table interference with lagoon liner
installation. In April 2019, the necessary field and background data were collected and
the additional information as requested by DEQ-DWR is provided within this report.
After evaluation of the collected information, it is the opinion of the Licensed Geologist
conducting this study, no conditions were found that would prevent the issuance of a
permit at this facility.
2

C. Table of Contents:
A. d W 1)
B. Executive Summary
C. Table of Contents )
D. Objectives
4-5)
E. Data Collection Methods
6-7)
F. Geology
7-8)
G. Hydrogeology
8-10)
H. Groundwater Chemistry
(pg. 10-12)
I. Lagoon Emplacement
(pg. 13-14)
J. Conclusions
15-16)
Figures:
Figure 1-
Location Map
Figure 2-
Site Detail Map
Figure 3-
Groundwater Flow Map
Figure 4-
Recharge/Discharge Map
Figure 5-
Lagoon Detail Map
Figure 6-
USGS Aquifer Base Map
Figure 7-
Nitrate Map
Tables:
Table 1: Comprehensive Data Table
Table 2: Water Table Elevations -Lagoon
Appendices:
Appendix A - Laboratory Analytical Reports
Appendix B Well Construction Records
3

D. Objectives
On January 24, 2019, a permit application for a spray irrigation wastewater system was
submitted to the NC DEQ DWR. The wastewater system is designed to collect, treat
and irrigate the final effluent on 3 zones within the project property. The proposed
wastewater will be derived from washing and sanitizing trailers that transport animal
protein to this collection facility. The protein is then loaded from this hub and sent to
other permitted processing facilities. None of the protein is to be processed at this
location.
The property this facility is being built upon was formerly occupied by swine
production activities. Six production houses, 2 lagoons and approximately 16.75
wetted acres of spray irrigation area was utilized for the operation. As with all
agricultural land, nutrient inputs will affect the water quality to some degree. One
primary objective of this investigation is to collect groundwater quality and elevation
data from the former application areas to determine a baseline concentrations of target
analytes and general groundwater flow patterns prior to the trailer wash facility start-
up.
4

A second objective is to evaluate the seasonal high water table elevation beneath the
future site of the proposed two -stage synthetically lined lagoon. This information will
be used to evaluate the potential of groundwater to displace the liner during installation
and afterward, during operation when the maximum designed pump down levels are
reached.
E. Data Collection Methods
The data collected for this project consists of several sources. Published USGS
literature, field measurements from twelve (12) monitoring wells, laboratory analytical
data and high definition ground surface LIDAR (elevation) data were used in
developing the conceptual model for this site.
USGS Open File Report 2011-1115 summarizes a study conducted to identify and
describe the geologic formations present within the 1:100,000 Scale Elizabethtown
Quadrangle. This study consists of grid of 196 auger cores examined and cataloged
within the Quad. This USGS Report contains comprehensive, high quality surficial
aquifer background information, describing the sediments, and the base elevation of
5

this aquifer. The USGS provides this document free of charge and is easily
downloadable from their website.
On April 16, 2019 BDX, Environmental, P.L.L.C. mobilized to the site with a Well
Contractor (EHC) to begin the process of installing monitoring wells to collect both
water table elevation and groundwater quality data. An AMS PowerProbe 9500 VTR
rig was utilized to install twelve (12) 1-inch diameter PVC wells at various
predetermined locations. A NC Licensed Well Contractor supervised the construction
of each well. A NC Licensed Geologist evaluated and documented the retrieved cores
from ten (10) of the well installations.
Water levels were collected multiple times using a Heron dipper T2 gauge graduated
in 100th VRI DIRRW The water levels were measured from the top of the well casing
and recorded. The elevations of the top of casing was established with survey grade
GPS, having sub centimeter horizontal and vertical accuracy.
8 of the 12 wells were selected for groundwater analysis. The collection of the samples
was conducted using a peristaltic variable flow pump with disposable plastic tubing.
The wells were purged of approximately 3-4 gallons and until pH and temperature
6

stabilization. Samples were collected in containers provided by the contract laboratory
and picked up in the field by courier.
Additional site data in the form of high definition LIDAR was obtained from the NC
DEM Risk Analysis Web Site. This data consists of elevation measurements with data
points roughly 2 per square meter. This is excellent data to utilize within a GIS
application to digitize hydrogeologic recharge and discharge areas.
F. Geology
The site is in the west central coastal plain of southeastern North Carolina. The coastal
plain in this region consists of mostly unlithified silicate mineral sediments ranging in
texture from gravel to clay. The elevation of the Ag Protein site at its highest was
approximately 117', and lowest at 81' above sea level. The USGS mapped surface
sediments at the project location consist of 3 different geologic formations. At highest
elevations, along Bonham Road, sediments from the Waccamaw Formation exist.
Further downslope the older Tarheel Formation is exposed by the stream erosion
associated with an unnamed tributary to 0 XS H V&UtN At the lowest elevations
within the stream channel, are alluvial sediments from the upslope Formations. Both
7

the Waccamaw and the Tarheel Formation near surface sediments at this location
consisted primarily of fine to medium texture sand. The one noticeable difference was
the thin (1-3 inch thick) clay inclusions with the Tarheel Formation material.
G. Hydrogeology
The site is located on a well -drained shoulder slope and having about 36' of vertical
relief The fine sand sediments within the upslope positions constitute the local
groundwater recharge zones. Along the eastern side of the site is the primary
J UOM IIhU QBF ICJ H IH XH WH MW M WUMJ W 0 NIS H V &MN 7 H
average distance across the stream feature from west floodway fringe to the east is
LT)SM IP DM) W Perpendicular to the primary discharge feature, there are
two (2) well defined slope drain features that likely also are groundwater discharge
features, but not nearly as prominent as the previously mentioned tributary. Figure 4
indicates the respective groundwater recharge and discharge areas.
Figure 6 within this report contains the USGS Open File Report 2011-1115, Figure 4,
a structure elevation contour map of the base of the unconfined surficial aquifer. This
contour provides good but not exact estimates of contact with a low permeability
sediment layer throughout the entire Quad. At the location the Ag Protein Facility, the

USGS map indicates the base of the surficial aquifer is at the approximate elevation of
79'. This map data matches very well with the ground surface LIDAR elevation data
which shows the ground surface elevation at 81 to 82 feet in the stream channel along
the eastern property boundary. It is therefore quite probable that the unnamed tributary
along this side of the property constitutes the eastern lateral extent of surficial aquifer,
providing a true aquifer boundary condition.
Groundwater Flow Direction
One of the specific objectives of this investigation is to determine the primary
groundwater flow direction at the facility. To collect the necessary water table
elevation data around the property, eight (8) 1-inch monitoring wells were installed
either within the proposed spray irrigation fields or topographically upgradient. Due
to the size of the property being evaluated, it would require a much larger number of
monitoring wells to provide a detailed groundwater flow analysis. However, for the
purposes of this evaluation, the 8 monitoring wells accompanied by the high definition
LIDAR ground surface elevation data provides ample information to accurately
estimate the flow characteristics.
9

As can be seen in Figure 3, water table elevation contours are shown superimposed
on the orthophoto base map. The flow is being controlled primarily by the discharge
feature along the eastern property boundary. The two slope drain features are expected
to induce some minor upslope bending of the water table contours, as the nearby
groundwater discharges into these drains.
H. Groundwater Chemistry
Eight (8) of the twelve (12) 1-inch diameter monitoring wells were installed at various
locations within the property to assess the groundwater quality and general flow
pattern. Figure 2 identifies the location of the monitoring well throughout the site.
Groundwater quality samples were collected from all monitoring wells designated as
AG-(X). Table 1 contains the analytical results and field data collected from all the
monitoring wells installed.
Nitrate-N
The analytical results indicated typical concentrations associated with past agricultural
land use practices. Nitrate-N in shallow groundwater at the levels noted within this
study are typical beneath agricultural fields throughout the coastal plain of North
Carolina. Nitrogen being a primary nutrient needed by crops is essential to the
10

production of all crops grown. After nitrogen in its various forms is land applied, it is
utilized by the plants to grow and produce a crop. The rate, timing and soil pH are
primary variables that control the efficiency at which the plants will uptake the nutrient.
The greater the efficiency, the lower the amount of nitrogen potentially leaching into
the groundwater.
Two (2) of the sampled monitoring wells contained nitrate at levels above the numerical
groundwater quality standard (AG-1 & AG-7). As can be seen in Figure 7, AG-7 is in
an upgradient position of a proposed spray field. AG-1 is in the center of a proposed
spray field. Both locations are similar in the fact that they each have had historical
nutrient inputs of inorganic and animal sources in all directions around the monitoring
wells. Groundwater at AG-1 and AG-7 does not pose any threat to a 15A NCAC 2L
compliance boundary exceedance. The other six (6) monitoring wells were
downgradient of AG-1 and AG-7, containing lower concentrations as the groundwater
migrates toward the compliance boundary.
pH
Since all the values were outside the numerical groundwater quality standard range, a
brief discussion is necessary. The pH range identified in the sampled wells is typical
ll

of natural ambient conditions within the North Carolina Coastal Plain shallow
groundwater. The acidic nature of the coastal plain soils tends to affect most shallow
groundwater by lowering the pH. There is no indication that any past agricultural land
uses have caused groundwater pH levels to shift toward the acidic side of the scale.
Zinc
One sample from monitoring well AG-5 contained zinc at a concentration of 1.88 mg/l,
above the numerical groundwater quality standard of 1 mg/l. All other wells were
below this concentration with an average concentration of .12 mg/l. Since AG-5 is an
order of magnitude above the average, some discussion of this result is warranted.
Monitoring well AG-5 was noted to contain one the highest amount of clay within the
boring of any of the 10 cores evaluated. It was also the most difficult well to develop
for sampling (due to turbidity). All the samples collected were unfiltered, and this
sample from AG-5 most probably contained some formation sediment. Given these
conditions, it is more likely that the sample is not an accurate representation of
dissolved zinc within the groundwater and is related to the sediment within the sample.
12

I. Lagoon Emplacement
Another specific objective of this investigation was an evaluation of the water table
depth under the proposed site of the 2-stage wastewater lagoon. This structure is
designed with a HDPE liner FRQFUQRI ' : 5 VSHIP LWQ1 VWI LVWHSRVA�J➢OIRU
groundwater to exert external pressure on the liner causing it to be displaced from the
structure bottom and sidewall. The objective of the evaluation was to compare the
current construction plan elevations to the actual water table.
In order to evaluate the depth to groundwater in this area, four (4) 1-inch pvc
monitoriQl HEN generally at each
corner. Figure 5 shows the location of each well. Three water level measurements
were collected on consecutive days (April 16-18) and a forth was collected on May 6,
2019. Table 2 contains the measurements and corresponding elevations. The highest
water table elevation was 90.9'. The current plan elevation detail has the liner bottom
installed at 87.2' with a maximum pump down liquid level to 89.2'. Therefor there is a
possibility of a high-water table event coinciding with the maximum structure
drawdown causing external pressure on the liner, possibly displacing a small section of
the liner.
13

The design engineer was informed of the findings and of the potential problems the
water table might cause. A review of the plan elevation indicated the liner could be
elevated some, and the maximum drawdown liquid level could be raised as well. Both
actions will work to remedy the liner displacement potential. The critical period for
this structure will be during installation only. With the water table at or near the same
elevation as the base of the liner, keeping the construction site dewatered will be
important. Once the liner is in place, water should be added to fill both stages to at
least above the 9 F elevation to ensure liner integrity. With the summer months
approaching, the water table should continue to drop. It is possible the water table
may naturally drop to a point that it might not present any construction issues or require
any induced dewatering efforts for the construction area. For example, the final water
table elevation data collected prior to the generation of this report was collected on May
6, 2019. In the period between April 16th and May 6th, 2019, the water table dropped a
minimum of 0.47' in L-1 and a maximum of 1.03' in L-4. Based on the discussed
minor modification to the plan elevation, and the properly planned and executed
construction safeguards, the water table will not prevent the lagoon structure and liner
from being installed in the proposed location.
14

J. Conclusions
The evaluation of this facility was undertaken to determine specific site related
conditions to supplement the submittal of a DEQ permit application for the operation
of a waste water treatment and disposal system to service an Ag Protein trailer wash.
Groundwater quality, depth and flow were all components of the needed site
information.
Related to groundwater quality, the evaluation of the shallow groundwater quality
identified evidence of past agricultural land uses, exhibited primarily by Nitrate-N.
However, the concentrations are not above what is typically associated within North
Carolina Coastal Plain. The proposed utilization of this site for an Ag Protein trailer
wash station with waste water treatment and disposal should not have much, if any
measurable impact to groundwater quality. The projected quantity of available N
produced by this operation will be 487 lbs/yr. This is less than '/2 of the needed N to
achieve the realistic yield expectation RYE for the acreage and cover crops selected.
The waste water management system as proposed will provide the means for managing
the future nutrient distribution in a highly efficient manner, optimizing nutrient uptake.
The site is completely situated on the east side of a groundwater flow divide with no
15

downgradient properties under separate ownership between application fields and the
surficial aquifer groundwater flow direction is controlled by this boundary discharge
feature.
The depth to the water table was also a requested supplement to the permit application.
The area of the proposed 2-Stage lagoon was evaluated to determine if the synthetic
liner could be installed and operated without interference form intruding groundwater.
Based on the data collected, a combination of a slight rise in the elevation of the base
of the lagoon, keeping the site dewatered during installation and maintaining a
permanent pool level above the seasonal high water table will be necessary engineering
and management steps. Discussions with the design Engineer determined all these
steps were easily achievable.
16

FIGURES

Leg
Magnolia, NC
NC ad
Prop Li Ag Protien Site
i
Bonham oad i
I
rw
r
waYC
Rose Hill, NC
Time: 12:10:24 PM
N
Date: 5/4/2019
Location Map
Ag Protein Trailer Wash
Magnolia, NC
0 5,500 11,000 22,000 Feet
Figure 1
A. Barnhardt
BDX Environmental, PLLC

�O
X-F
• AG_Pro _Monitor Wells o�
DEQ Compliance Boundary
Property Line
Spray Field & Lagoon
! /AG-8 ( �'
i I Spray I
I Field I i
I I
�J 7 A
t
I
Lagoon L-2 e
6
I CAG-4
Field
5 i
I G-3
Spray Field
I,
� I AG-1 �
Time: 1:20:00 PM
Site Detail Map
A Protein Trailer Wash
N g
Magnolia, NC
Date: 5/4/2019
0 215 430 860 Feet
I i i i I i I I I BDX
Figure 2 A. Barnhardt
BDX Environmental, PLLC

• AG_Pro _Monitor Wells
P" AG_Pro_GW_FlowLine
Water Table Potentiometric Elevation Contours
DEQ Compliance Boundary
� --_— p Y
Property Line
L 4 Spray Field & Lagoon
7
Time: 11:08:59 AM
a
Date: 5/4/2019
Spray ?
Field
I � •
� I
Ac� •
i AG-61 0
•
I-- „� -3 L-2 i
c �y Lago n
' / o e
-4 '
11 Sp y Field
I A-4 ;
i
LO
r G-3
Spray Field
AG-1 j
.ram'
Groundwater Flow Map
Ag Protein Trailer Wash
Magnolia, NC
0 230 460 920 Feet
A. Barnhardt
Figure 3 BDX Environmental, PLLC

i
NC Road
SF_Discharge_Zone
SF_Recharge_Zone
Property Line
� r
GR��OrU WATER o
EC
RGE
FEA RE
t
t
GROUNDWATER DISCHARGE
FEATURE
�a
a G`oy5 Bonham Rd
NCCGIA
Time: 11:51:37 AM
Groundwater Recharge/Discharge Map
A Protein Trailer Wash
N g
Magnolia, NC
Date: 5/4/2019
0 355 710 1,420 Feet
I i i i I i I I I BDX
Figure 4
A. Barnhardt
BDX Environmental, PLLC

• AG —Pro —Monitor Wells , ,•. + ��
DEQ Compliance Boundary
Property Line j
Spray Field & Lagoon
P
Spray Field''
Time: 1:22:54 PM
N
Date: 5/4/2019
Lagoon Detail Map
Ag Protein Trailer Wash
Magnolia, NC
T
1
'O c
0 55 110 220 Feet
Figure 5
A. Barnhardt
BDX Environmental, PLLC

Figure 6.
Map from USGS Open File Report 2011-1115
79°00'
j 5* W
78.00,
35° W
•+3M
.•ql
+1N
•
+130
•
+133 •
+131
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116
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+91
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79" W
Figure 4. Structure -contour map of the Elizabethtown 1:100,000-scale quadrangle showing the base of the surficial aquifer.
Subsurface control points are shown by black circles; values shown are elevations (in feet) above or below sea level. Base from
U.S. Geological Survey State Map Index, 2001.
34° 30'
7s^ 00'

9
I �
• Nitrate �o
DEQ Compliance Bound ' �2.66
Property Line
Spray Field & Lagoon ° I Spray
I m
Uc�� I4
°
►
r� Lagoo
A
`► I Spray Field • 5
9
1 1 4.84 ►
1 0.34
1 Spray Field
15
�� ���•-�" N'CCGIA
Time: 9:16:46 PM
Nitrate Plot Map
A Protein Trailer Wash
N g
Magnolia, NC
Date: 5/7/2019
0 230 460 920 Feet
I i i i I i I I j BDX
Figure 7 A. Barnhardt
BDX Environmental, PLLC

TABLES

Table 1
Comprehensive Data Table
c
°\°
E£
c
E
U
AR
o
zz--
o
a
r
a
-0
£
3
a>i
a
° o
m
=
3
E
E tw
E
a own
E
ba
C
a) LU
+�
'0
L
d
Q
- 1
0
i
a
N
3
m E
o
" E
C
OJ
J
J
f0
(6
O
C
7
++
M
f0
F
L
'N
Q
Y
NC GWQ
No
No
No
250
1
1
10
6.5-8.5
1.5
500
1
Standard/IMAC
Standard
Standard
Standard
AG-1
-78.120047
34.860281
99.755
-4.13
10
0.03
<1
15.7
5.59
20.8
10.1
<0.2
223
2.63
0.023
AG-2
-78.118581
34.860850
88.988
-8.78
5
<0.01
<1
7.87
4.52
9.32
6.58
<0.2
76
<0.04
0.071
AG-3
-78.121366
34.861119
112.137
-4.4
<5
1 0.012
<1
0.34
6.41
2.3
1.37
<0.2
377
1.23
0.15
AG-4
-78.120660
34.861975
106.216
-6.33
<5
0.01
<1
4.84
5.27
18.6
6.12
<0.2
129
0.97
0.127
AG-5
-78.119284
34.862155
92.526
-4.64
<5
<0.010
<1
1.95
5.39
13.6
4.32
0.2
81
0.07
1.88
AG-6
-78.121064
34.864085
102.075
-9.74
5
<0.010
<1
9.08
4.71
12.5
5.24
<0.2
100
<0.04
0.037
AG-7
-78.121886
34.864194
110.876
-5.63
10
0.018
<1
15.4
4.81
12.3
7.9
<0.2
168
4.21
0.298
AG-8
-78.121420
34.865291
98.415
-9.16
<5
<0.010
<1
2.66
5.03
5.23
2.13
0.2
48
0.15
0.155
L-1
-78.119176
34.863423
90.875
-10.06
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
L-2
-78.118630
34.863154
90.054
-6.00
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
L-3
-78.119406
1 34.863124
1 90.865
-6.93
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
L-4
-78.118807
1 34.862827
1 89.444
-3.57
NS
I NS
I NS
NS
I NS
NS
NS
NS
NS
NS
NS
Water Table Elevations Measured 4/18/19
Groundwater Samples Collected 4/17/19
NS=Not Sampled

Table 2
Water Table
Around Lagoon Site
L-1 Water Level
L-1GW Elevation
L-3 Water Level
L-3GW Elevation
L-4 Water Level
L-4 GW Elevation
L-2 Water Level
L-2 GW Elevation
Measure Point ELEV
100.935
97.795
93.014
96.054
Water Level
April 16, 2019
-10.09
90.85
-7.00
90.80
-3.40
89.61
-5.90
90.15
April 17, 2019
-10.05
90.89
-6.90
90.90
-3.46
89.55
-5.92
90.13
April 18, 2019
-10.06
90.88
-6.931
90.87
-3.571
89.44
-6.001
90.05
May 6, 2019
-10.52
90.42
-7.561
90.24
-4.431
88.58
-6.76
89.29

APPENDICES

Environmental
Chemists, ����"�iJ������������t�� �����|���i���s, Inc.
66O2WndoiDWay, Wiioington N[284O5 ° 910.392.0228Lab -- 910,392.4424Fox
7lOBov,aerbownRoad, Maoteo NC27954 � 252.473.5702Lub/Fax
255-AYVdodoi,tooB4.ghway,/uckaooville,NC28540 * 9lO.347,5843Lab 'Fax
Smithfield HogProdmctions-Warsaw
Date of Report: May 06.2019
Post Office Box 850
Customer P0#:
Warsaw NC 28398
Customer ID: 08118011
Ah*ndom Josh Outlaw, PE
Report 2019-00241
Project ID: AG Protein
Lab ID Sample |D:
CollertDate/Tinme Matrix Sampled by
19-15745 Site: AG-1
4/17/2019 10:21AM VVabar EHCEnviro
Test
Method
Results Date Analyzed
Copper
spAu»oz
0.030mA/L
04/22/2018
Potassium
e*^x««.r
208mg/L
04C25/2019
Sodium
spxu»o.r
10.1 mg/L
04/23C2019
Zino
sp«u»«-r
0.023mg/L
04/22/2019
Ammonia Nitrogen
Ep«3s«.1
<O.2my/L
04/30/2018
Total Dissolved Solids (TDS)
amun4oC
223mg/L
04/18/2019
Chloride
aw4eonu/s
10mg/L
04/30/2019
Total Phosphorus
em*o»opr
2,83mg/L
05/86/2819
Fecal Co|ifnrm
om»zz2owp
<1 Co|onieo/100mL
04/17/2019
Nitrate Nitrogen (Cmlc)
Nitrite Nitrogen
en^»a».0
O.OQmg/L
04/18/2018
Nbreta+Nitriby-Nitrogen
sp^»*»,o
15.8rng/L
84/26/2019
Nitrate Nitrogen
Subtraction Method
15.7nog/L
05/03/2019
meport#:: e019-0624Page ,mu

SrnithfiebdHmmPrmductioms-Wanaovv
Post Office Box 85G
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19- 5748 Site: AG-2
Copper
Potassium
Sodium
Zinc
Ammonia Nitrogen
Total Dissolved Solids (TDS)
Chloride
Total Phosphorus
Faoa|Co|ifonn
Nitrate Nitrogen (Calo)
Nitrite Nitrogen
Nbrate+Nihke-Nitrogen
Nitrate Nitrogen
�� ��
������i����������������� Chemists, Inc.
66O%'WindnnillWay,ATibnington,NC284O5 ° 910,392,0223Lab �- 9lO3192,4424Bmx
71OBmwmaroovvnRoad, Mambon,N[27954 g 252.475,5702Lab/Bnx
265-A\�ionioc�/uoBighwa�Jacksonville, NC2854O ° 9lO,347,5843Lab" Fax
Date mfReport: May OG.2O1g
Customer PO#:
Customer ID: 08110011
Rwpmrt#: 2810-06241
Project ID: AG Protein
Cp|hectDate/Thme Matrix Sampled by
4/17/2018 11:06AM Water EHCEnvim
Method
Results
Date Analyzed
spxom7
<0.01 nlg/L
04/22/2019
sn^20m3
0.32mg/L
04/25/2019
ePAuon.r
6.58mg/L
04/23/2019
spxmo.r
0.071 mg/L
04/22/2019
spxuso.1
<O.2nng/L
04/30/2019
swu5won
76mg/L
04/18/2019
sm*sonos
5mg/L
04/30/2019
om4suoPp
<O.O4nng/L
06/08/3019
omeoouowp
<1 Co(on|eaJlUOmL
04/17C2019
spAusa.0
0.08nng/L
04/18C2019
EpA000.z
7.95nng/L
04/26/2019
Subtraction Method
7.87mg/L
05/03/2019

Environmental
��
����°�i�[��������������� Chemists, Inc.
66O2Windmill Way, Wilmington, NC284O5 e 910.392.0223Iah ° 910,392/4-42-4Fux
7IODowseztowvuRoad, Maoteu N[27954 -, 251473.57O2Lab/Fax
255-/\Wilmington Highway, Jacksonville, NC2954U ° 910,347.5843Lab/Fav
Snlithfm|dHoQProdudUoms-VVarsmvx
Date mfReport: May O8.2U19
Post Office Box 856
Customer PO#:
Warsaw NC 28388
Customer ID: 08110011
Attention: Josh Outlaw, PE
FKepwrt#: 2019-08241
Project ID: AG Protein
Lab ID Sample ID:
CoMeotOate/Timne Matrix Sampled by
19-15740 Site:8G'3
4/17/2019 11:44AW4 Water EHC Envinz
Test
Method
Results Date Analyzed
Copper
spx2»».r
0.012rng/L
04/22/2019
Potassium
sp«u»«z
2.30nng/L
04/25/2019
Sodium
ep«u«n.r
1.37n)g/L
04/23/2019
Zinc
e*Ao»»r
0.150rng/L
04/22/2019
Ammonia Nitrogen
Ep«o*».1
<U,2nng/L
04/30/2019
Total Dissolved Solids (TD8)
sMuo*«u
377mg/L
04/18/2018
Chloride
om4o»»mE
< 5mg/L
04/30/2019
Total Phosphorus
sm4soopp
1.23nog/L
05/06/2019
Fecal Co|iform
amoouoomp
<1 Co|onies/100mL
04/17/2019
Nitrate Nitrogen (Ca|m)
Nitrite Nitrogen
Ep«usn,z
O.OGmg/L
04/18/2019
Nitrate+Witrihe-Nitrogen
EP^ae1u
8.40nng/L
04/26/2019
Nitrate Nitrogen
Subtraction Method
0.34nng/L
05/03/2019

Environmental
~�� Chemists, ����`���[������������o�� ���������i����s, Inc.
6802VVbdmiU\%'ayl Wlmioghm,NC2B4OS ° 9IO3192,O223Lob ° 9lO.392.�t24Pcx
7IODo=eertov,uRoad, Nllooten,NC27954 ° 252_473,57O2Lmb/9ux
255-/\V0loningtoo8i-hvva�JacksonviUo,IVC2054O t 910.347.5043Lab/pax
io�bw0�ovinnnmnutmicbcmixrusom
Smithfield Hog Productions -Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19-15750 Site: AG-4
Test
Method
Results
Date Analyzed
Copper
spAam.r
O,OiOnng/L
04/22/2019
Potassium
spAcoo/
18,8nng/L
04/25/2819
Sodium
sp«xoo7
S 12mg/L
04/23/2019
Zino
cn^uoo7
0,127mg/L
04/22/2019
Ammonia Nitrogen
EpA«s»1
< 0.2mg/L
04/30%2019
Total Dissolved Solids (TDS)
SMos*oC
129mQ/L
04/18/2019
Chloride
am4soou/s
<5mg/L
04/30/2018
Total Phosphorus
um*uo«pp
0.97mg/L
05/0682019
Fecal Co|iform
omyezooMF
<1 Co(onims/100mL
04/17/2010
Nitrate Nitrogen (Calc)
Nitrite Nitrogen
ep*«so2
0,08mQ/L
04/18/2019
Nitrate+Nitrihs-Nitrogen
epA»a»,u
4.92nng/L
04/28/2019
Nitrate Nitrogen
Subtraction Method
4,84mg/L
05/03/2019

Environmental Chemists, Inc.
6602 Windmill Wad, VV lmin ton, NC 28405 o 9110,392.0223 Lab -_ 910.3E .4424 Fax
10 Bowsertown Load, Manteo, NC 2795 252.473.5702 Lab `Fax
25 A .Irvin ton Highway, Jacksonville, NC 2 '540 910.347.5343 I ab /Fax
info( erg :ronmenta'jchemi ts, o
Smithfield Hog Productions -Warsaw
Date of Report: May 06, 2019
Post Office Box 856
Customer PO #:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
Report #: 2019-06241
Project ID: AG Protein
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
19-15751 Site: AG-5
4/17/2019 12:50 PM Water EHC Enviro
Test
Method
Results Date Analyzed
Copper
EPA 200.7
<0.010 mg/L
04/22/2019
Potassium
EPA200.7
13.6mg/L
04/25/2019
Sodium
EPA 200.7
4.32 mg/L
04/22/2019
Zinc
EPA 2007
1.88 mg/L
04/22/2019
Ammonia Nitrogen
EPA 350.1
0,2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 C
81 mg/L
04/18/2019
Chloride
sM 4500 Ci E
< 5 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
0.07 mg/L
05/06/2019
Fecal Coliform
sM 92227 MF
<1 Colonies/100mL
04/17/2019
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
EPA 353,2
< 0.02 mg/L
04/18/2019
Nitrate+Nitrite-Nitrogen
EPA353.2
1.95mg/L
04/26/2019
Nitrate Nitrogen
subtraction Method
1.95 mg/L
05/03/2019
Deport #.; 2019-06241 Page 5 of 8

Smnithfe|dHmgProductione-VVmramxo
Post Office Box 85G
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19- 5752 Site: AG-6
Environmental
��
������i���������������L� Chemists, Ine,
66O2Windmill Way, Wli8oxbzgbon, NC284O5 e 9I0,392,0223Lah * 910,3924424Fur
7lODovvoeruownRoad, Munteo,NC27954 " 252,473.57O3Lab /Fax
255-'�Y0loxbnghonBigbwa�}mckson,Ulc,��C2054O ° 91O,347,5843Loh/Fax
Date of May UO.2U18
Customer PO #:
Customer ID: 08110011
Repovf#: 2019'06241
Project ID: AG Protein
��
CollectDatm/Tine Matrix Sampled by
4/17/2819 1:20PN1 Water EHCEnvim
Test
Method
Results
Date Analyzed
Copper
EPA 200.7
<0.01mg/L
04/22/2019
Potassium
sp«om.r
12.5mg/L
04/25/2019
Sodium
E*^2«».r
5.24nng/L
04/22/2019
Zinc
epAo»«.r
0.037rng/L
04/22/2010
Ammonia Nitrogen
spAas»A
< 0.2rng/L
04/30/2019
Total Dissolved Solids (TD8)
amu5w»o
100mg/L
04/18/2019
Chloride
am4«o»c/s
5nng/L
04/30/2019
Total Phosphorus
sm*s»»pp
<O.Q4nog/L
05/06/2019
Fecal Co|iform
owouuooMp
<1 Co|onieoJ100mL 04/17/2019
Nitrate Nitrogen (Caln)
Nitrite Nitrogen
spAasx�o
< 0.02mg/L
04/18/2019
Nitrote+Nitriba-Nitrogen
ep«u5o.2
8.08nng/L
04/26/2019
Nitrate Nitrogen
Subtraction Method
9.08nng/L
05/03/2019

ANALY-nCAL & CONSULTING CHEMIST
Environmental Chemists, Inc.
602 Windmill Way, 7ilma etc a1,, 24405 o 910.32.223 Lab 0,32.442 Fax
710 Bo sertown Road, ad, 1anteo, NC 27954 * 252,4 3 . `02 Lab/Fax
255-A Wilmington Highway, Jacksonville, NC 8540 * 10,34 . &43 L abl/Fax
info,, environmentaichemists.corn
Smithfield Hog Productions -Warsaw
Date of Report: May 06, 2019
Post Office Box 856
Customer PO #:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
Report #: 2019-06241
Project ID: AG Protein
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
19-15753 Site: AG-7
4/17/2019 1:52 PM Water EHC Enviro
Test
Method
Results Date Analyzed
Copper
EPA 200.7
0.018 mg/L
04/22/2019
Potassium
EPA 200.7
12.3 mg/L
04/25/2019
Sodium
EPA 200.7
7,90mg/L
04/22/2019
Zinc
EPA 2007
0.298 mg/L
04/22/2019
Ammonia Nitrogen
EPA 3%1
< 0.2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 C
168 mg/L
04/18/2019
Chloride
SM 4500 CI E
10 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
4.21 mg/L
05/06/2019
Fecal Coliform
SM 9222D MF
<1 Colonies/100mL
04/1712019
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
EPA 353.2
< 0.02 mg/L
04/18/2019
Nitrate+Nitrite-Nitrogen
EPA 353.2
15.4 mg/L
04/26/2019
Nitrate Nitrogen
Subtraction Method 15.4 mg/L
05/03/2019
Report #: 2019-05241 Page 7 of 8

Inc.Environmental Chemists,
6602'vindmiil Way. Wilmington, NC 28405 o 91 i.392, ?223 Lab e 910.392,4424 Fax
'10 Bowsertown Road ,1arteo, NC 27964 o 252, 73 5702 Lab/Fax
255-A VVilmin to high a�, jacxsonviile, NC 2 34i} g 910,347,5843 Lab,r'Fax
ANALYTICAL & CONSULTINGCHEMISTS
`F
Smithfield Hog Productions - Warsaw
Date of Report: May 06, 2019
Post Office Box 856
Customer PO #:
Warsaw NC 28398
Customer ID: 08110011
Attention: Josh Outlaw, PE
Report #: 2019-06241
Project ID: AG Protein
Lab ID Sample ID:
Collect Date/Time Matrix Sampled by
19-15754 Site: AG-8
4/17/2019 2:12 PM Water EHC Enviro
Test
Method
Results Date Analyzed
Copper
EPA 200.7
<0.010 mg/L
04/23/2019
Potassium
EPA 2007
5.23 mg/L
04/25/2019
Sodium
EPA 200.7
2.13 mg/L
04/23/2019
Zinc
EPA 2003
0,155 mg/L
04/23/2019
Ammonia Nitrogen
EPA 350.1
0,2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 c
48 mg/L
04/18/2019
Chloride
SM 4500 C E
< 5 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
0.15 mg/L
05/06/2019
Fecal Coliform
SM 9222o MF
<1 Colonies/100mL
04/17/2019
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
EPA 353-2
< 0.02 mg/L
04/18/2019
Nitrate+Nitrite-Nitrogen
EPA 353.2
2.66 mg/L
04/26/2019
Nitrate Nitrogen
Subtraction Method 2.66 mg/L
05/03/2019
Comment:
Reviewed by:
Report #:: 2019-06241 Page 8 of 8

3
lie
-Q
GNI
Sample
-
Type
Composite
C 7
G3
G)
C ?
C7H
0
G
C 3
or
Grab
G)
t7 G)
G)
}
()
G)
0G7
G)
G3
Container
i#+ or i
Chlorine
mg1L
e
s
LAS 10
NUMBER
NONE
NCI.
p 5
HNO3
J
NAONILI
.)
0
rHI0
Z
OTHER

WELL CONSTRUCTION RECORD (GW-1)
1. Well Contractor Information:
Thomas Ammons
Well Contractor Name
2035A
NC Well Contractor Certification Number
EHC Environmental
Company Name
2. Well Construction Permit #: NA
List all applicable well construction permits (i.e. UIC, Coin*, State, Variance, etc.)
3. Well Use (check well use):
Well:
Agricultural
Geothermal (Heating/Cooling Supply)
Industrial/Commercial
Non -Water Supply Well:
Recharge
Storage and Recovery
Test
tental Technology
mal(Closed Loop)
DMunicipaUPublic
Residential Water Supply (single)
Residential Water Supply (shared)
Groundwater Remediation
Salinity Barrier
DStomiwater Drainage
Subsidence Control
Tracer
under #21
4. Date Well(s) Completed: 4-16-19 Well ID# AG 1-8 1-1-4
5a. Well Location:
Murphy Brown - Ag Protein NA
Facility/Owner Name Facility ID# (if applicable)
420 Bonham Road, Magnolia NC
Physical Address, City, and Zip
Duplin
County Parcel Identification No. (PIN)
5b. Latitude and longitude in degrees/minutes/seconds or decimal degrees:
(if well field, one lat/long is sufficient)
78.119284 N 34.86216 W
6. Is(are) the well(s)oPermanent or XOTemporary
7. Is this a repair to an existing well: ©Yes or ®X No
f this is a repair, fill out known well construction information and explain the nature o'the
repair under #21 remarks section or on the back o(this form.
8. For Geoprobe/DPT or Closed -Loop Geothermal Wells having the same
construction, only I GW-I is needed. Indicate TOTAL NUMBER of wells
drilled: 12
9. Total well depth below land surface: 12 @ 15 feet
For multiple wells list all depths ifdi)f"erent (example- 3@200' and 2@100')
10. Static water level below top of casing: 7
If water level is above casing, use "+"
11. Borehole diameter: 2 1 /2 (in.)
Dir ct P h
14. WATER
ZONES
FROM
TO
DESCRIPTION
3.5 ft.
10 tt.
vaned
ft.
ft.
15. OUTER CASING for multi -cased wells OR LINER if a Itcable
FROM
TO
DIAMETER
THICKNESS
MATERIAL
0 ft.
5 ft.
1 In'
SCH 40
PVC
16. INNER CASING OR TUBING(geothermal closed400
FROM
TO
DIAMETER
THICKNESS
MATERIAL
ft.
tt,
in.
ft.
ft.
in.
17. SCREEN
FROM
TO
DIAMETER
SLOT SIZE
THICKNESS
MATERIAL
5 f ,
15 ft•
1 in.
.010
Sell 40
PVC
ft.
ft,
in.
18. GROUT
FROM
TO
MATERIAL
EMPLACEMENT METHOD & AMOUNT
0 ft.
4 ft.
Bentonite
Slow Pour
ft.
tt.
ft.
ft.
19. SAND/GRAVEL PACK if applicable)
FROM
TO
MATERIAL
EMPLACEMENT METHOD
4 ft.
15 ft•
No 2 Quartz Sand
Slow Pour
ft.
ft.
20. DRILLING LOG attach additional sheets if necessary)
FROM
TO
DESCRIPTION (color, hardness, soillrock type, grain size, etc.)
0 ft.
15 fI•
Fine Sand with occasional clay inclusions
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
tt.
ft.
ft.
tt.
21. REMARKS
22. Certi6c `
5-4-19
Signature ofCkrt.fild Well Contractor Date
By signing this form, I hereby certify that the well(s) was (were) constructed in accordance
with 15A NCAC 02C .0100 or 15A NCAC 02C .0200 Well Construction Standards and that a
copy of this record has been provided to the well owner.
23. Site diagram or additional well details:
You may use the back of this page to provide additional well site details or well
construction details. You may also attach additional pages if necessary.
SUBMITTAL INSTRUCTIONS
24a. For All Wells: Submit this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Information Processing Unit,
1617 Mail Service Center, Raleigh, NC 27699-1617
24b. For Iniection Wells: In addition to sending the form to the address in 24a
e US above, also submit one copy of this form within 30 days of completion of well
12. Well construction method: construction to the following:
(i.e. auger, rotary, cable, direct push, etc.)
Division of Water Resources, Underground Injection Control Program,
FOR WATER SUPPLY WELLS ONLY: 1636 Mail Service Center, Raleigh, NC 27699-1636
13a. Yield (gpm) Method of test: 24c. For Water Supply & Iniection Wells: In addition to sending the form to
the address(es) above, also submit one copy of this form within 30 days of
13b. Disinfection type: Amount: completion of well construction to the county health department of the county
where constructed.
Form GW-I North Carolina Department of Environmental Quality - Division of Water Resources Revised 2-22-2016

Ag Protein Trailer Wash Water Balance
Revised: 5-9-19
Summary
This water balance shows that there is approximately twice as much available land on this site as what is
required to take up the nutrients, and there are 92 days of temporary storage provided in the 2nd stage lagoon.
Daily Water Use
Washes
Gal/Wash
Total(g d)
Total let)
Days of Temporary
Storage
10
500
5,000
668.4
92
Storage Basin Volumes
.% "` N CA
•``gyp 'ESS;i<''•
2!0• 0 �2F_
Freeboard
list Stage Permanent
Storage
Ist Stage
Mudge Storage
age Temporary
Storage
Zed Stage'
Permanent
Top Berm Width tt
234
Top Berm Length (it)
121
Max. Lig wild [h(R)
214
107
55
107
53
Max. Liq Length (ft)
109
Us
53
US
55
Bottom Width (it)
53
49
53
42
tritium Length (it)
S5
47
55
49
Side Slope
3
3
3
3
3
Li . Depth (it)
9
1
9
1
freeboard it
2
Volume(it3)
52,464
61,227
2,603
61,22]
2,603
Weather Data
Peseta (in)
Evap (in)
January
4.40
1.58
February
4.05
2.01
March
4.64
3.30
April
4.26
4.33
Me
4.03
5.41
June
6.08
5.49
July
6.18
SIG
August
7.12
4.18
September
5.53
3.63
October
4.73
2.61
November
3.62
1.69
December
3.89
1 1.42
Annual
58.53
1 40.86
'-WeaNer data Is rrcm the Cfnlm Hodiwiural Cmps
Research Blalion 1mm 1996­2014. Precip Is IAllh perrcnllle
aM avail is open water evaporation based on the Penman
Monteith equation.
Irrigation Rates
SEAL Tjv
E.
Feld AS (to)
Field 83(in)
Field At (in)
Field 81(in)
gal applied
of applied
Jan
1.30
0.75
1.30
0.75
192,169
25,691
Feb
1.10
0.75
1.30
0.75
192,169
25,691
Mar
1.30
0.75
1.30
0.75
192,169
25,691
Apr
1.30
0.75
1.30
0.75
192,169
25,691
May
1.30
0.75
1.30
01
192,169
25,691
Jun
1.30
0.75
1.30
0.75
292,169
25,691
Jul
1.30
0.75
1.30
035
192,169
25,691
Aug1.30
0.75
1.10
0.75
192,169
25,691
Sep
1.30
O.75
1.30
0.75
192,169
25,691
Oct
1.30
0.75
1.30
0.75
192,169
25,691
Nov
1.30
0.]5
1.30
0.]5
192,169
25,691
Dec
1.30
0.]5
1.30
0.]5
192,169
25,691
Annual
15.60
9.00
15.60
9.00
2,306.026
300,292
'-Field A3 area (an)= 1.50
'-Field B3 area(so)= 1.81
'-Field Al area (ao)= 1.74
'-Field Bill area (ac)= 2.01

Basin Water Balance
Days
Inflow from
Washbay(cf)
Weathergainlloss
(cQ
Net Inflow to Basin
(cQ
January
31
20,722
6,657
22,379
February
28
18,717
4,807
23,524
March
31
20,722
3,172
23,894
April
30
20,053
(170)
19,883
May
31
20,722
(3,247)
17,474
June
30
20,053
1,39]
21,451
July
31
20,722
2304
23,026
August
31
20,722
6,941
27,663
Se lember
30
20,053
4,486
24,540
October
31
20,]22
5,008
25,]30
November
30
20,053
4,556
24,fi09
December
311
20,722
5,]80
26,502
Annual
365
243,984
41,690
285,674
Sprayfields Hydraulic Balance
Month
Net Inflow(cfl
Irrigation)A)
Cumulative Storage
Volume Year I(cf)
Cumulative Storage
Volume Year 2 cf)
0
811
January
2],3]9
25,691
1,688
2,499
Februar,
23,524
25,691
332
March
23,994
25,691
April
19,883
25,691
May
17,474
25,691
June
21,451
25,691
July
23,026
25,691
August
27,663
25,691
1,952
1,972
September
2g540
25 ,691
820
820
October
25,]30
25,691
859
859
November
24,609
25,691
December
26,502
25,691
811
811
Annual
285,674
308,292
Sprayfields Nutrient Balance
Field
Net Irrigation
(gal)
Total applied
(Ibs)
A3
489912
122
33
591:2.5
148
At
568,341
142
B1
656,532
1W
N concentration= 025 ]us N/1000 gal
Time N applied is half 0r less than the 320 lb maximum.
Residuals Storage
Volume Provided
2,603
cf
a. y
Proeucea
0.4
cf/day
"''Provided
1,191
days

- - - -"- - I — STAGING/PARKING
— ` AREA (90'x50�)
'----WX -- -
150' / / / / I — — '�\ \\ \ EXISTING ANIMAL
I SPRAYFIELD / 1 — 1 / \ \ WASTE LAGOON
SETBACKLJ
E
\ \-----_-- /�-------------------a—�"�t� ------ i i }
z I
1
w
x 7
11I ;/ o0
1
I
� 17
I � ➢ZDI 1
\a\ WASH
it BAY 1 I (EXISTING ANIMAL
1 I I WASTE LAGOON
sI 1 I
\ II
1 1 FUEL ISLAND
1 PAD ELEV=103.00 \
PRIMARY
STAGE
(90 DAYS
STORAGE)
GATE G,F��y- :' e \ \ / 2ND STAGE
1Oerae� (90 DAYS
STORAGE)
40 20 0 40
SOALE 1INCHJU FEET
SHOP
PAD ELEV=105.30
DISPATCH OFFICE
e0s
�oFE55/0,19 71
:� a SEAL a
037471 3
e: ti
V
A
0
04
q �a
g
co
�m CVg
vm�tq
�soZna
w �C4 nh
R ZmNS
0 50.NRa

GATE
C)
x
i \
I 11 0 f �f g S a
l SHOP
II ID ELEV= 105 V v/
�x. \ ��
II�I� II �QP� DISPATCH OFFICE
I 1 —I / a
I / / %1CPP
IN LF 10 .00 I / INV OUT-1.W
/ II .0195
SLWE 0 0. 5S
1INVFUEL ISYAND / 6'DR START
TILE d89.00 I
STPRT INV=89.00
ELEV / 03.00
i
A
IL.. GATES
/
/
N
I + 1
/+ r/
,+ r
EARTHWORK CALCULATION DATA
METHOD USED: TIN
CUT FILL
SHOP BUILDING PAD 840 1440
WASH BAY BUILDING PAD 0 330
LAGOON 3965 3220
FILL NEEDED 185
1. ALL WANTTES ARE IN CUBIC YARDS. AND
PILL VOLUMES HAVE BEEN ADJUSTED BY 15X
2 NO TOPSOIL IS ACCOUNTED FOR IN THESE
VOLUMES
3. RNISHEO GRADE BAC U- INCLUDES MATERIAL
USED TO CREATE PROPER DRNNAGE. WA WAY
E ARON% AND FEEDPAD GRADES AFTER
FOUNDAROI WORK IS COMPLETE.
30 15 0 30
SCALE:I INCH=30 FEET
a
0
D,
k
� Q4
w
Fw�yh
0
OYhka

I
m�
< \ I D A
o �
0-
0-
ANTI-SUP TEXTURE LINER
IRRIGATION PUMP
6" DRAIN TILE 0 0.25%�_
START I14W89.00
9p /moo �pA
O
t
/.o,�
/ T p
/ 19 STAFF GAO G LOCATION p /
/ (SEE DEFAIL ON VSHE£1-5)�
M-E OUITILET A I \ rpp \ 9
4
94—
\F Y
m
WE
FLOW PROFILE
I � �
I
II I I
I
� II
III1
II
3a u
SCALE:I INCH=30 FEET
20-
2
U
aw
//
/
a
r
��
—
Inuwyi
D
Station
HORIZONTAL: 1"=100'
VERTICAL: 1'=10'
I
I
N
LLJ
Fme6ail
L Rage
Permenent5tomge
t Stage
Sludge Stole
21MStage
Tem"mryStomge
Znd STege
Ne nent
Top Berm VNdtM1 ft)
236
Top Berm Len ft)
]ZS
Max. Ug Wtlth(ft)
214
107
55
1U2
53
Max. UN Wngdl(ft)
109
IN
53
IM
55
Bottom Wift (ft)
53
49
53
47
B mlen (fQ
55
47
55
49
Side Sla e
3
3
3
3
3
U.Depth ft)
9
1
9
1
finelxRM(ft)
2
Volume(ft3)
52,46M1
61,R7
Z601
61,23E
Z603
GENERAL NOTES:
1. TOPSOIL AND ORGANIC MATTER SHALL BE STRIPPED MGM LAGOON AREAS PRIOR TO PLACING MU- THIS
MATERIAL SHALL BE STOCKPILED AND SHALL BE PLACED ON BACKSLOPES TO HELP REESTABLISH
VEGETATION. THESE MATERIALS SHALL NOT BE USED AS STRUCTURAL RU- STUMPS AND/OR ROOM SHALL
NOT BE ALLOINED MTHIN THE IAGOON AREA. ANY STUMPS ENCOUNTERED IN 51DE SLOPES OR BOTTOM MUST
BE COMPLETELY REMOVED.
2 THIS LAGOON SMALL RECEIVE A MINIMUM 40 MIL HOPE UNER OR APPROVED EQUIVALENT. WE UNER SHALL
BE INSTALLED BY OTHERS WE CONTRACTOR SHALL EXCAVATE WE LAGOON AND BUILD WE DIKES TO WE
ONES AND EIEVATONS SHOW ON WE PLANS. THE LAGOON SUBGRADE SHALL BE FREE FIRM FOREIGN
MATERIAL, ORGANIC MATTER. WATER. ETC. WE SUBGRADE SHALL BE FIRM. SMOOTH AND UNYIELDING. WE
SUBGRADE SHALL BE ACCEPTABLE TO SXIITHFIED REPRESNTATIVES AND WE GEOSYNTHETC UNER
INSTAILATON CONTRACTOR. UNER AND DIKE CROSS SCIONS AND DETAILS ARE SHOWN ON THIS SHEET
AND THE DETAIL SHEET.
3. WE IAGOON SHALL BE PRECHARGED WIN WATER TO AT LEAST 1/2 WE TREATMENT ZONE DEPTH AS SOON
AS WE UNER IS CCMPIETE AND HAS BEEN TESTED. THIS IS IMPORTANT TO HELP REDUCE START-UP
ODORS AND TO STABILIZE WE SYNTHETIC LINER MGM FLOATING
4. ALL STRUCTURAL HLL SOIL MATERIAL PLACED ON WE LAGOON DIKES SHALL BE COMPACTED TO A MINIMUM
OF 95% OF THE STANDARD PROCTOR (ASTM D-698) MAXIMUM DRY DENSTY. THE NATURAL MOISTURE OF
WE STRUCTURAL FILL SOIL STALL BE 2 3% OF WE OPTIMUM MOISTURE. WE SOIL SHALL BE PLACED IN
WIN LIFT% LESS THAN 12-INCHES UNCOMPACTED. A S RICIENTLY HEAVY SOL COMPACTOR SMALL BE
USED.
5. ALL PENETRATIONS OF WE DINE SHALL BE ACCGMPUSHED PRIOR TO PLACEMENT OF SYNTHETIC UNER.
6. LAGOON DIKE SM SLOPES PRE 11 UNLESS OTHERMSE NOTED ON PLAN.
J. WE FOL-OWNG ITEMS SHALL BE DONE WTH REGARDS TO WE IAGOON CONSTRUCTION BEFORE WE FACILITY
IS CERTMM EXTERNAL LAGOON DIKES SHALL BE COVERED WTH TOPSOIL, FINE GRADED, FERTUZED.
SEEDED AND MULCHE}. SYNTHERC UNER INSTALLATION AND TESTMG SHALL BE COMPLETED. WE STAFF
GAUGE SHALL BE INSTALLED: AND WE LAGOON PRECHARGED.
B. EROSION AND SEDIMENTATION CONTROL MEASURES ARE REQUIRED TO PREVENT SEDIMENT FROM LEAVING THE
SHE. IT IS WE CONTRACTORS RESPONSBIUTY TO PROVIDE AND MAINTAIN ALL SUCH MEASURES
THROUGHOUT WE CONSTRUCTION PERIOD.
9. RED HOPE R.XILIRED MATERIAL TO LAGOON UNER APPROX. 10' MDE X 40 LONG, TO PROVIDE A TRACTIVE
SERFAGE FOR POTENTIAL ENTRANCE AND EXIT OF LAGOON.
SEEDING NOTES:
1. DISTURBED AREAS SHALL S SEEDED,
FERTUZED AND MULCHED AS SOON AS
POSSIBLE AFTER FINAL CROONS IS COMPLETED.
2. PREPARE DISTURBED AREAS FOR SEEDING BY
GRADING IN ALL SURFACE WATER DIVERSIONS
AND SHAPING TO FINAL GRADES SHOWN ON
PLAN.
3. APPLY UME AND FERTILIZER WEN DISK TO
PREPARE A 3 TO 4 INCH SMODIH SEEDBED.
APPLY SEED AND FIRM SEEDBED MIN A
CULTIPACKER OR SIMILAR EQUIPMENT. APPLY
MULCH AND SECURE WTH A MULCH ANCHORING
TOO OR NETTING
SOIL AMENDMENTS:
1000 LBS/ACRE OF 10-10-10 FERTUZER
2 TONS/ACNE OF DOLOITC UME
100 BALES/ACRE OF SMALL GRAIN STRAW
SEEDING S]HEDUIE
WNTER
60 LBS/ACRE OF FESCUE - SEPT 1 TO NOV 30
40 LBS/ACRE OF RYE GRASS - DEC 1 TO MAR 14
30 IBS/ACRE OF RYE GRAN - NURSE CROP FOR FESCUE
10 LBS/ACRE OF UNHULLED COMMON BERMUDA GRASS
SIMMER
60 MS/ACRE OF PENSACOLA BAHIA MASS - MAR 15 TO MAY 31
B LBS/ACRE OF HULLED COMMON BERMUDA GRASS - JUNE 1 - JULY 31
V
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LINES PAINTED ON SYNTHETIC LINER
NTH WITE PLASTIC PAINT
TYPICAL STAFF GAUGE FOR PLASTIC LINED LAGOONS
N.T.S.

Lagoon
Specifications
For:
Ag Protein Trailer Wash
Magnolia, Duplin County
North Carolina
Prepared by: Joshua Outlaw, P
January 22, 2019
Smithfield
600A f00d.IzmP0KSibt8°
Hog Production Division
o•'•••" CAR
'10 SEAL 9�`I
E.
z z -i

I.
II
TABLE OF CONTENTS
EARTHWORK: ....................................................................................................... 1
A. Foundation Preparation..................................................................................... 1
B. Excavation and Earthfill Placement................................................................. 1
SYNTHETIC LINER............................................................................................... 2
A. MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING ...... 2
B. WARRANTY...................................................................................................2
C. GEOMEMBRANE PROPERTIES.................................................................. 2
D. EQUIPMENT...................................................................................................4
E. DEPLOYMENT...............................................................................................4
F. FIELD SEAMING............................................................................................ 4
G. FIELD QUALITY ASSURANCE................................................................... 5
H. REPAIR PROCEDURES................................................................................. 6

I. EARTHWORK:
A. Foundation Preparation
The foundation area of the lagoon embankment shall be cleared of trees, logs,
stumps, roots, brush, boulders, sod, and rubbish. The contractor shall be
responsible for the disposition of all debris to the satisfaction of the owner. The
topsoil from the lagoon area should be stripped and stockpiled for use on the dike
areas. After stripping, the foundation area of the lagoon embankment and
building pad shall be thoroughly loosened prior to placing the first
lift of fill material to get a good bond.
B. Excavation and Earthfill Placement
The completed excavation and earthfill shall conform to the lines, grades, and
elevations shown on the plans. Earthfill material shall be free of material such as
sod, roots, frozen soil, stones, and other objectionable material. To the extent
they are suitable, excavated material may be used as fill. The fill shall be brought
up in approximately horizontal layers not to exceed 9 inches in thickness when
loose and prior to compaction. Each layer shall be compacted by complete
coverage with the hauling and spreading equipment or standard tamping roller or
equivalent method.
All fill shall be compacted to a minimum of 95% standard proctor maximum dry
density.
Precautions shall be taken during construction to prevent excessive erosion and
sedimentation.
Page I 1

II. SYNTHETIC LINER
A. MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING
1. Labeling - Each roll of geomembrane delivered to the site shall be labeled by the
MANUFACTURER. The label will identify:
a. manufacturer's name
b. product identification
C. thickness
d. length
e. width
f. roll number
2. Delivery- Rolls of liner will be prepared to ship by appropriate means to prevent damage
to the material and to facilitate off-loading.
3. Storage- The on -site storage location for geomembrane material, provided to protect the
geomembrane from punctures, abrasions and excessive dirt and moisture, should have the
following characteristics:
a. level (no wooden pallets)
b. smooth
C. dry
d. protected from theft and vandalism
e. adjacent to the area being lined
4. Handling- Materials are to be handled so as to prevent damage.
B. WARRANTY
1. Material shall be warranted, on a pro-rata basis against Manufacturer's defects for a period
of 5 years from the date of geomembrane installation.
2. Installation shall be warranted against defects in workmanship for a period of I year from
the date of geomembrane completion.
C. GEOMEMBRANE PROPERTIES
1. Material shall be smooth/textured polyethylene geomembrane as shown on the drawings.
2. Resin
a. Resin shall be new, first quality, compounded and manufactured specifically for
producing geomembrane.
b. Natural resin (without carbon black) shall meet the following requirements:
Table: Raw Material Properties
TOONOlhod `
APE
1Lg1M z
Density (g/cm3)
ASTM D 1505
>0.932
>0.915
Melt Flow Index (g/10 min)
ASTM D 1238 (190/2.16)
<1 0
<1.0
OIT (minutes)
ASTM D 3895 (1 atm/200°C)
>100
>100
3. Geomembrane Rolls
a. Do not exceed a combined maximum total of 1 percent by weight of additives other
than carbon black.
b. Geomembrane shall be free of holes, pinholes as verified by on-line electrical
detection, bubbles, blisters, excessive contamination by foreign matter, and nicks and
cuts on roll edges.
c. Geomembrane material is to be supplied in roll form. Each roll is to be identified
with labels indicating roll number, thickness, length, width and MANUFACTURER.
Page 12

d. All liner sheets produced at the factory shall be inspected prior to shipment for
compliance with the physical property requirements listed in section D and be tested
by an acceptable method of inspecting for pinholes. If pinholes are located,
identified and indicated during manufacturing, these pinholes may be corrected
during installation.
4. Smooth surfaced geomembrane shall meet the requirements shown in the following data
below:
a. Table a.I for Black HDPE
Table a. 1:
Tested Property Test Method
Frequency
Minimum
Average
Values
Thickness, mil
Lowest individual reading
ASTM D 5199
every roll
30
27
40
36
60
54
80
72
100
90
Density, g/cm', (min.)
ASTM D 1505
200,000lbs
0.940
0.940
0.940
0.940
0.940
Tensile Properties (each direction)
Strength at Break, lb/in-width
Strength at Yield, lb/in-width
Elongation at Break, %
Elongation at Yield, %
ASTM D 6693, Type IV
Dumbbell, 2 ipm
G.L. 2.0 in
G.L. 1.3 in
20,000 Ibs
114
63
700
12
152
84
700
12
228
126
700
12
304
168
700
12
380
210
700
12
Tear Resistance, lb
ASTM D 1004
45,000 Ibs
21
28
42
56
70
Puncture Resistance, lb
ASTM D 4833
45,000 Ibs
54
72
108
144
180
Carbon Black Content, % (Range)
ASTM D1603*/4218
20,000 Ibs
2.0-3.0
2.0-3.0
2.0-3.0
2.0-3.0
2.0-3.0
Carbon Black Dispersion
ASTM D 5596
45,000 Ibs
Notell1
Noteol
Note(11
Note")
Note11I
Notch Constant Tensi le Load, hr
ASTM D 5397, Appendix
200,000lbs
300
300
300
300
300
Oxidative Induction Time, min
ASTM D 3895, 200°C; 02, 1
atm
200,000Ibs
>100
>100
>100
>100
>100
Roll Lengthol, ft
1,120
870
560
430 340
Roll Widthol, it
22.5
22.5
22.5
22.5 22.5
Roll Area, f12
25,200
19,575
12,600
9,675 7,6SO
NOTES:
• olDispersion only applies to near spherical agglomerates. 9 of 10 views shall be Category 1 or 2. No more than 1 view from Category 3.
• (Noll lengths and widths have a tolerance of± 1%.
• GSE HD Smooth is available in rolls weighing approximately 4,000 lb.
• All GSE geomembranes have dimensional stability of±2%when tested according to ASTM D 1204 and LTB of <-77° C when tested according to ASTM D 746.
• *Modified.
5. Extrudate Rod or Bead
a. Extrudate material shall be made from same type resin as the geomembrane.
b. Additives shall be thoroughly dispersed.
c. Materials shall be Gee of contamination by moisture or foreign matter.
Page13

D. EQUIPMENT
1. Welding equipment and accessories shall meet the following requirements:
a. Gauges showing temperatures in apparatus such as extrusion welder or fusion welder
shall be present.
b. An adequate number of welding apparati shall be available to avoid delaying work.
c. Power source must be capable of providing constant voltage under combined line load.
E. DEPLOYMENT
1. Assign each panel a simple and logical identifying code. The coding system shall be
subject to approval and shall be determined at the job site.
2. Visually inspect the geomembrane during deployment for imperfections and mark faulty or
suspect areas.
3. Deployment of geomembrane panels shall be performed in a manner that will comply with
the following guidelines:
a. Unroll geomembrane using methods that will not damage geomembrane and will
protect underlying surface from damage (spreader bar, protected equipment bucket).
b. Place ballast (commonly sandbags) on geomembrane which will not damage
geomembrane to prevent wind uplift.
c. Personnel walking on geomembrane shall not engage in activities or wear shoes that
could damage it. Smoking will not be permitted on the geomembrane.
d. Do not allow heavy vehicular traffic directly on geomembrane. Rubber -tired ATV's
and trucks are acceptable if wheel contact is less than 8 psi.
e. Protect geomembrane in areas of heavy traffic by placing protective cover over the
geomembrane.
4. Sufficient material (slack) shall be provided to allow for thermal expansion and contraction
of the material.
F. FIELD SEAMING
1. Seams shall meet the following requirements:
a. To the maximum extent possible, orient seams parallel to line of slope, i.e., down and
not across slope.
b. Minimize number of field seams in corners, odd -shaped geometric locations and
outside comers.
c. Slope seams (panels) shall extend a minimum of five -feet beyond the grade break into
the flat area.
d. Use a sequential seam numbering system compatible with panel numbering system
that is agreeable to the OWNER and INSTALLER.
e. Align seam overlaps consistent with the requirements of the welding equipment being
used. A 6-inch overlap is commonly suggested.
2. During Welding Operations
a. Provide at least one Master Seamer who shall provide direct supervision over other
welders as necessary.
3. Extrusion Welding
a. Hot-air tack adjacent pieces together using procedures that do not damage the
geomembrane.
b. Clean geomembrane surfaces by disc grinder or equivalent.
c. Purge welding apparatus of heat -degraded extmdate before welding.
4. Hot Wedge Welding
a. Welding apparatus shall be a self-propelled device equipped with an electronic
controller which displays applicable temperatures.
Page14

b. Clean seam area of dust, mud, moisture and debris immediately ahead of hot wedge
welder.
c. Protect against moisture build-up between sheets.
5. Trial Welds
a. Perform trial welds on geomembrane samples to verify welding equipment is
operating properly.
b. Make trial welds under the same surface and environmental conditions as the
production welds, i.e., in contact with subgrade and similar ambient temperature.
c. Minimum of two trial welds per day, per welding apparatus, one made prior to the
start of work and one completed at mid shift.
d. Cut four, one -inch wide by six-inch long test strips from the trial weld.
e. Quantitatively test specimens for peel adhesion, and then for shear strength.
f. Trial weld specimens shall pass when the results shown in the following tables for
HDPE is achieved in both peel and shear test.
Minimum Weld Values for HDPE Geomembranes
P..
- . _',
371w
r
'.. -.. 6b .x
' ivplcg
Peel Strength (fusion), ppi
Peel Strength (extrusion), ppi
ASTM D 6392
ASTM D 6392
49
39
65
52
98
78
130
104
162
130
196
157
Shear Strength fusion & ext. i
ASTM D 6392
61
81
121
162
1 203
1 242
i. The break, when peel testing, occurs in the liner material itself, not through peel
separation (FTB).
ii. The break is ductile.
g. Repeat the trial weld, in its entirety, when any of the trial weld samples fail in either
peel or shear.
It. No welding equipment or welder shall be allowed to perform production welds until
equipment and welders have successfully completed trial weld.
6. Seaming shall not proceed when ambient air temperature or adverse weather conditions
jeopardize the integrity of the liner installation. INSTALLER shall demonstrate that
acceptable seaming can be performed by completing acceptable trial welds.
7. Defects and Repairs
a. Examine all seams and non -seam areas of the geomembrane for defects, holes,
blisters, undispersed raw materials, and any sign of contamination by foreign matter.
b. Repair and non-destructively test each suspect location in both seam and non -seam
areas. Do not cover geomembrane at locations that have been repaired until test
results with passing values are available.
G. FIELD QUALITY ASSURANCE
1. MANUFACTURER and INSTALLER shall participate in and conform to all terms and
requirements of the Owner's quality assurance program. CONTRACTOR shall be
responsible for assuring this participation.
2. Quality assurance requirements are as specified in this Section.
3. Field Testing
a. Non-destructive testing may be carried out as the seaming progresses or at completion
of all field seaming.
i. Vacuum Testing
a) Shall be performed in accordance with ASTM D 5641, Standard Practice for
Geomembrane Seam Evaluation by Vacuum Chamber.
ii. Air Pressure Testing
a) Shall be performed in accordance with ASTM D 5820, Standard Practice for
Pressurized Air Channel Evaluation of Dual Seamed Geomembranes.
iii. Other approved methods.
Page 15

b. Failed Seam Procedures
i. If the seam fails, INSTALLER shall follow one of two options:
1) Reconstruct the seam between any two passed test locations.
2) Trace the weld to intermediate location at least 10 feet minimum or where the
seam ends in both directions from the location of the failed test.
ii. The next seam welded using the same welding device is required to obtain an
additional sample, i.e., if one side of the seam is less than 10 feet long.
iii. If sample passes, then the seam shall be reconstructed or capped between the test
sample locations.
iv. If any sample fails, the process shall be repeated to establish the zone in which the
seam shall be reconstructed.
H. REPAIR PROCEDURES
A. Remove damaged geomembrane and replace with acceptable geomembrane materials if
damage cannot be satisfactorily repaired.
B. Repair any portion of unsatisfactory geomembrane or seam area failing a destructive or
non-destructive test.
C. INSTALLER shall be responsible for repair of defective areas.
D. Agreement upon the appropriate repair method shall be decided between OWNER and
INSTALLER by using one of the following repair methods:
1. Patching- Used to repair large holes, tears, undispersed raw materials and
contamination by foreign matter.
2. Abrading and Re -welding- Used to repair short section of a seam.
3. Spot Welding- Used to repair pinholes or other minor, localized flaws or where
geomembrane thickness has been reduced.
4. Capping- Used to repair long lengths of failed seams.
5. Flap Welding- Used to extrusion weld the flap (excess outer portion) of a fusion weld
in lieu of a full cap.
6. Remove the unacceptable seam and replace with new material.
E. The following procedures shall be observed when a repair method is used:
1. All geomembrane surfaces shall be clean and dry at the time of repair.
2. Surfaces of the polyethylene which are to be repaired by extrusion welds shall be
lightly abraded to assure cleanliness.
3. Extend patches or caps at least 6 inches for extrusion welds and 4 inches for wedge
welds beyond the edge of the defect, and around all corners of patch material.
F. Repair Verification
1. Number and log each patch repair (performed by OWNER).
2. Non-destructively test each repair using methods specified in this Specification.
Page 16

Ag Protein Trailer Wash
Magnolia, Duplin County
North Carolina
Irrigation System Design and
Specifications
Prepared by: Micah Kevin Weston, CID
July 12, 2018
Revised January 23, 2019
Smithfield
600A food. lZespoWSibi8.
Hog Production Division
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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 f lmin
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 f /sec.
Page 1

Sheet7
Maximum Mainline Friction Loss
Most distant hydrant: 7
Total distance: 1000 feet
Friction Loss Is figured using Hazen/William's Equation
Friction Loss= 0.36 feet/100 feet
Max. Mainline Loss = 3.6 feet or 1.6 psi
Total Dynamic Head
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 189.6 feet
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
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
Sheet7
Page 3

Sprinkler Specifications
Sprinkler Type:
Senninger 7025
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 Flowrate / pipe diameter squared feettsec."
"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

Sheet7 (2)
Maximum Mainline Friction Loss
Zone Used: 4
Total distance: 1000 feet
Friction Loss is figured using Hazen/William'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 1000 feet
# sprinklers on Lat.: 3 6
Frict. Loss at 1/3 lat. 4.05 feet 2.08
Max. Lateral Loss: 5.40 feet or 2.34 psi 1.20 psi
Total Dvnamic 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) =
78.6 psi or
182.0 feet
Horsepower Required
Horsepower = Flowrate x TDH(feet) 13960 / Pump effeciency
Pump Description: Berkeley B1-1/2TPM
Pump Efficiency: 72 %
Horsepower Req'd: 6.7 Hp
Page 2

Sheet7 (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 1`1:2
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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(4PPrma-16007
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Zone 2
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Zone 4
,',tted Perimeter 000
4000
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400
( �4 4E4) ,
1 inch = 1 20Q Q
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piEl 1'V«S .
I VIIIP VILO. I- 1/� A c A U 1r1 IVIGUe I: tl 1- ILL I_IYI
Curve No 8888
Type CCMO FM CPLG FM BELT SAE Hydraulic AC Engine
Model B1-1/2TPM
RPM 1801-3600
Nominal RPM: VARIOUS
Dia. 6.5625" Based on Fresh Water@ 68 deg. F.
Maximum Working Pressure: 150 PSI
i00 RPM Limit CCMD 59 -63 66
69.71
73
74
ON
NAM
0 20 40 60 80 100 120 140 160 180 200 220 240 260
Capacity - USgpm
I I I I 1 I I
0 5 10 15 20 25 30 35 40 45 50 55
Capacity - m3/h
'NPSH data shaven is at maximum speed

7025 RD- I -EFF
t �':'b +S'A`3 a .k=i>-�J F ?h=/''^�` ...,
. l j✓M-�rva ZYL3't� zA3�"M1
R
`4'ygry�
#14 Nozzle - Blue (7132)
#14 Nozzle Blue(5.56 mm)
Flow m)
8.1 I 8.66
( 910 ( 9.69 110.20 10.60 1 00I 1 150
' .1
Dart! I.5 ft ht (ft)
106 I 11
113 : I S : 117 119 121 123
Diam at 6.0 R ht (h)
1 114 118
1121 1129 126 128 129 130
j
#l6 Nozzle - Orange (1/41
#16 Nozzle - Orange (6.35 mm)
Row(gpm)
110.70111.40112,10
12.80113.40'14.00I14.60 1510
Diam at 1.5 R ht (ft)
i 111 1117
1120 123 1126 131 133
Diam. at 6.0 ft ht (R)1
122 126
1129
129 131 134 136 137 138
- - -
J 3
a 1
#18 Nozzle - Purple (9/321
418 Nozzle • Purple (7.14 mm)
Flow(gpm)
113.30
14.20115.0015.90116.6007,40118.1018.80
Diam, at 1.5 R ht (R)
1 118
124
127 129 134 :tta 142 144
Diam. at 6.0 ft ht (ft)
j 128
1132
135 137 1141 1144 146 ( 147 1
Diam at I ._
#20 Nozzle- DarkTurquoise(5116')
#20 Nozzle -Dark Turquoise(794 mm)
Am(gpm)
_
16.00117.10
18.20119.20120.10 21.0021.80 22.70
Flo. ' - ;361
'S65
-i 1'-g
Diam, at 15 ft ht (ft)
129 130
134 137 142 146 I50 153
p ; s
i3 3
.
„ a
Diam. at 6.O h ht (ft) 1133
137
140 1143 197 151 154 155
+.3 I ', =
+, 9
SA 46.9
#22 Nozzle - Maroon (11/321
#22 Nozzle - Maroon (8.73 mm)
Flow (gpm)
19.30 20.50
21.80 22.90 24.10 25.10 26.1012710
Flow r a
39 +
vcl 5928 6155
Diam. at 15 h ht (R) 1
Diam. 6.0
126 133
141 148 153 157 160 162
Oar
n
16
9 4a.8 49,d
at R ht (h) 1
136 I91
146 I50 I55 159 162 164
Diam at I a
+8.5 49.4 500
924 Nozzle - Dark Blue 1318')
#24 Nozzle - Dark Blue (9.53 mm)
Flow(gpm)
22.40 23.90
25.30 2670 2&00 2930 30.40 31.,
Flrnv r 0 j 54,3 5 , 0064
6359
0055 6905 -/ 77
Diam. at 1.5 ft ht (ft)
I
130 138I145
151 156I160 1661169
39 S.J
',
488 500 51,5
Diam, at 6.0 ft ht (R) 1
138 145
150 155 160 164 167 170
Diam 1.83 m 1
8.8
300 50.9 51.8
Figures reflect actual test data obtained under ideal condition. Stream heights range from 8.5 to 15.5 ft (1.6 to 4.7 m) above nozzle based on pressure and nozzle
size. Diameters shown are for standard straight bore nozzles and effluent vanes (brown). Other nozzles and or vane combinations are available. Contact factory
for specific performance data.
117025RDEFF 01 i .. i. Call (407) 877.565S • Web:wwwsenningeccom 4MS-1304

ZMELS®N I 100 SERIES BIG GUN° PERFORMANCE -U.S. UNITS
100 TAPER BORE NOZZLE 90 10111�'�/\/\I//I@'I
100T-Specify size when ordering U7�
Flow Po1h
0.50' 0.55" 0.60" 0.65' 0.70' 0.75' 0.80" 0.85" 0.90" 1.0"
9309.050 9309-055 9309-060 9309-065 9309.070 9209.075 93no_nan onno_nac o3no_non o1no_Inn
PSI
GPM
dA. n.
GPM
own
GPM
ou. n.
GPM
ou. t
GPM
own
GPM
own
GPM
rnA n.
GPM
owe
I GPM
ou.rr
GPM own
40
47
191
1 57
202
66
213
78
222
91
230
103
240
118
250
134
256
152
262
-
-
50
50
205
1 64
215
74
225
87
235
100
245
115
256
130
265
150
273
165
280
204
300
60
55
215
69
227
81
240
96
250
110
260
126
270
143
280
164
288
182
295
224
316
70
60
225
75
238
88
250
103
263
120
275
136
283
155
295
177
302
197
310
243
338
80
64
235
79
248
94
260
110
273
128
285
146
295
165
305
189
314
210
325
258
354
90
68
245
83
258
700
270
117
283
135
295
155
306
175
315
201
326
223
335
274
362
100
72
255
87
268
106
280
123
293
143
305
163
316
185
325
212
336
235
345
289
372
110
76
265
92
278
1 111
290
1 129
303
1 150
315
171
324
195
335
222
344
247
355
304
380
100 TAPER RING NOZZLE 100iR
100TR = Body + Cap + 1 Taper Ring
Specify size when ordering Em
0.64" 0.68" 0.72' 0.76' 0.80"
9257.016 9257-017 9257-018 9257-019 9257-020
COMPONENTS:
Body Taper Ring Cap
#9956.001 #9257-See #6745
Flow Path
0.84" 0.88" 0.92" 0.96"
9757.071 0797_n99 0157-n9n a957 n"
PSI
GPM
ou.n.
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own.
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ow r..
GPM
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own.
40
67
212
76
219
86
225
98
233
110
242
125
250
136
254
151
259
166
275
50
75
224
85
231
97
240
110
250
123
258
139
266
152
271
169
279
185
288
60
83
239
94
246
106
254
120
264
135
273
153
281
167
286
186
294
203
303
70
89
249
101
259
114
268
130
277
146
286
165
295
180
300
200
309
219
320
80
95
259
108
269
122
278
139
288
156
297
176
306
193
313
214
324
235
336
90
101
268
115
278
130
289
147
299
166
308
187
317
204
324
227
334
249
345
100
107
278
121
288
137
298
155
308
175
318
197
327
216
334
240
344
262
355
110 1
112
288 1
127
298
1 143
308
1 163
317
183
326
207
336
226
342
251
353
275
364
100 RING NOZZLE 10011
10011 = Body + Cap + Set of 7 Rings
Specify size when ordering
Complete set of 7 rings only = #6847
0.71" 0.777„
6738-071 A73n.1177
COMPONENTS:
Body Ring Cap
#9956-001 #6738-tie #78872
0 O I I I III Il : Flow Poth
0.81" 0.86" 0.891, 1U1\Y\V0.93" 0.96'
A71A_nal A790 n.A ♦lea n
P51
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c40;1
1 66
208
i78p
�217i
91
215
103
224
118
235
134
238
152
242
50
74
220
88
225
100
230
115
240
129
250
150
255
167
260
60
81
235
96
240
110
245
125
260
141
270
164
275
183
280
70
88
245
104
250
118
260
135
275
152
290
177
295
198
300
80
94
255
111
265
127
275
145
285
163
300
189
305
211
315
90
99
265
117
275
134
285
154
295
173
310
201
315
224
325
100
105
270
124
280
142
295
162
305
182
320
1 212
325
236
335
110
110
275
130
290
149
305
1 170
315
191
325
222
335
248
345
CapemYon m.k....npu.nkrw.rpadp brya.l WA.n v4lem:y, wept "flan nl... aO 1P'
Reison 8rigalmn lorporation 343 Airport Rd. Walla Walla, WA 99362 USA Tel: [phone] Fax: [phone] E-mail: nelson@nelsonirnsom Web site: www.nelsonirrigolioa.som

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Gallons
Per Min.
150
160
170
180
190
200
220
240
260
280
300
320
340
360
360
400
420
440
460
480
500
550
600
650
700
750
800
850
900
950
1000
1050
1100
1150
1200
1250
1300
1350
1400
1450
1500
1600
1700
1000
1900
2000
FRICTION LOSS CHARTS
FOR DIAMOND PIPE
IPS DIMENSION
4-Inch 5-Inch 6-Inch 6•Inch 10-Inch
FRICTION HEAD LOSS IN FEET PER HUNDRED FEET
1.11
1.26
1.41
1.57
1.73
1.90
2.28
.81
2.67
.95
3.10
1.10
3.56
1.26
4.04
1.43
4.56
1.62
5.10
1.82
5.67
2.02
6.26
2.22
6.90
2.45
2.59
2.92
3.18
3.44 .
3.70
Table based on Hazen -Williams
equation-ew = 150
1% To find friction head loss in
PVC pipe having a standard
dimension ratio other than 21,
the values in the table should
be multiplied by the
appropriate conversion factor
(F) shown below:
SOR
PR
F
21
200 PSI
1.00
26
160 PSI
.91
32.5
125 PSI
.84
41
100 PSI
.785
51
80 PSI
.75
64
63 PSI
.71
.34
.09
.40
.10
.46
.12
.54
.14
.61
.17
.69
.19
.77
.21
.86
.24
.95
.26
1.04
.28
1.14
.31
1.25
.34
1.35
.37
1.46
.41
1.58
.43
1.89
.52
2.22
.61
2.58
.71
2.96
.81
3.36
.93
3.78
f. 44
4.24
1.17
4.71
1.30
5.21
1.44
5.73
1.58
1.73
1.88
2.05
2.21
2.39
2.57
2.76
2.95
116
3.35
Loss belovr bold line indicates velocities in excess of 5 feel per second.
Vefocn,es which exceed 5 feel per second are not recommended
.10
10
.11
.12
.14
.15
18
.21
.24
.28
.32
.36
.40
.44
.49
.54
.59
.65
.70
.76
.82
.88
.95
1.01
1.08
1.15
1.30
1.45
1.62
1.79
1.97
12-Inch
.060
.083
.096
110
125
.141
.158
.175
.194
213
.233
.254
.276
.298
.322
.346
.371
.397
.423
.451
.508
.568
.632
.698
.767
840
B00101020540
J

Diamond ASTM D-2241
IPS Pressure -Rated PVC Pipe
Approximate Coupler Dimensions
A
O.D.
C
Size
Gasket Race
Socket Depth
'
2
3.166
4.500
'
211,
3,719
6.000
3
4.434
6.000
(�
4
5.603
5.000
6
8.252
6.250
8
10.420
6.500
10
12.762
7.500
12
14.952
7.500
0•2241
Pipe Dimensions
Minimum
Wall Thickness
01765
SOP -13S SOP d,
SOP 26
SO-Va SOP •
S.
0.0
yen 40
315 PSI 200 ps,
'60 Ps,
>S PS, lee PSI
Y,
.840
109
.062
1,050
113
060
1
1.315
133
063
1 y"
1.660
140
_079
G64
056
1+':"'
1.900
145
090
073
058
2
T375
.154
113
091
073
2'a
2.875
203
137
110
088
3
3.500
.216
167
135
108
4
4.500
237
214
173
138 .110
5
5.563
.258
265
214
171 136
6
6.625
280
316
255
204 J62
8 "'
8.625
322
410
332
265 .210
,n .10750
.365
511
413
331 .262
.12.750
406
606
490
392 .311
imond's IPS Pressure Rated PVC Pipe coupler
*.sets the requirements of ASTM D 3139.
Diamond
Gasket Specifications
1. Gasket configuration locks gasket in place and
prevents tishmouthing.
2. Chevron seat for added pressure sealing ca
pacily.
3. Compression seal - provides a seal under
vacuum.
4. Wiper beads to clean spigot end.
Diamond
ASTM D2241
IPS
Pressure
-Rated PVC
Pipe
Rieber
Gasketed
Joint Dimensions
T l
_T
T-
Imo- A
\ _ m1.o
l oo
(\
Pao w1•n
� ._
Pipe
A
6
D
Size
Insen
SucFe1
Dimne(er
,-
3
L Ir
3 118
3-
4
5 I!4
J 7/16
4 112
5 1I'_
S 1 r
61
5
6
7 13/16
8-
5 In
6 718
10 t/8
10-
5 314
7 Ir
1'_ 1c
12"
6
8 IN
14 I Ili
Short Form
Speciricetion for Diamond
PVC Irrigation Pipc
A S T M- D 2241 S D 1241, 32.5, 26, o r 21
Diamond PVC Irrigation Pipe shall be ,node of
coin pounds conforming to ASTM D1784 woh a
cell classification of 114548. Diamond PVC
Irrigation pipe must ow all the diniensional.
chemical, and physical ,cqui«ments as outlined
III ASTM D2241. -Anna. ANSLIASAl' 5316.1.
and scs 430.13D, :o,d .di be supplied In 20 fool
laying lenglh6.
Innw•o Tor o+al aoloty I B00101020541

SPECIFICATIONS DATA
Diamond IPS pressure -rased PVC pipe (2
through 12") is made of compounds conlonning
10 material requirements of ASTM D2241 In
accordance with ASTM D1784. The pipe sizes
(4.' through 12") are made with an integral
bell vihich utilizes a gasket for sealing in
accordance with the requirements of ASTM
F477 Integral sockets, for solvent cementing
-Teel the requirements set forth in ASTM
J2672
a\ Diamond IPS pressure -rated PVC pipe meets all
the dimensional. chemical and physical
requirements as outlined in ASTM D2211
Each male end Shall be beveled 10 laciltlale'
joining and reference marked for i»u,ihv
proper depth of insertion Diamond furnishe0
lubricant is t0 be used in the joining process
Diamond IPS pressure rated pipe is supplied u1
20-foo( lengths
r'; y hr y � r as • ' � � y r Sl. ry
Y. -.i .••} t 7 -� - .
... 4• I. i 1. �M1.�6!
PROPERTIES OF PVC 12454-B (1120)
Property
AST6t
Minimum
Test
Specdic Gravity
D 792
1 40
Tensile Strength, psi
0 636
7.000
Tensile Modulus, psi
0 63E
400.000
IZOD Impact Strenolh.
0 256
65
It . lb /in.
'
ASTM TEST
r3 Ooo Sulfuric Acid D 5.13
a Days Flotation at
c5 • or - 2° C
Change in.Weicrn 'o 0 I • 0
Change in Flex Suength, 0•0 - 250 10 5 0
AS1M Oil No 3. 30 Da?
111012rsion at 23° C
Change in We -gilt 00 0 to 1 0
r,
9 10
`\O r
9�
�5
c�9
B00101020542
iaii v0 n.,im
uI Mile

INSTALLATION
t
Diamond Agricultural PVC Pipe should be assembled and
Installed with uniform and continuous support from a firm
base in accordance with the installation procedures provided
in ASTM D232t, and the Installation Guide for PVC Water
Pipe (a "pocket -sized" edition is available from your
representative or from Diamond Plastics Corporation.)
Embedment materials are to be in accordance with soil
classifications listed under Unified Soil Classification
System, ASTM D2487.and ASTM D2488.
Te assemble, clean mating surfaces of the bell, spigo(, and
gasket. Apply gasket lubricant (furnished by Diamond
plastics Corporation) to the entire spigot end up to the
reference mark. Also, apply lubricant to the contact surface
of the gasket.
With the pipe in straight alignment, push the spigot into
the bell up to the insertion line. If a pry bar is used to
apply force, the pipe should be protected by placing a board
between the bar and the pipe.
If normal force does not complete the join(, disassemble the
joint and examine the parts to make cel-,ian they are free of
obstructions. Visually inspect the completed joint to insure
gasket has not been dislodged. '
Table S.
APPROX164ATE GUIDE FOR ESTIMATED RASGE OF DECREE
OF CO.N(PAMON VERSUS EMBEDMENT CLASS AND METHOD
OF PLACEm ENT AS PERCENT OF STANDARD PROCTOR
DENSITY OR RELATIVE DENSITY'
FOR GRANULAR MATERIALS IN PARENTHESIS"
CLASS OF EMBEDMENT
1
It
III
IV
a
11n1Ek1AL DESCRIPTION
.+l.:a.
]>v vJ Gn<
M:..t-rpsn
F:rcera'r.
FlarriJa
Sellf
IL
4 J(Jry •.aiFFr
Sa.l(N'uId,W 4[Nul
I {N RR,b (b N[,Jlnel (knN�T llv,r[
cti ler;ilvnw
IS.=
al-Im
HIW
WIM
b ranxcr
(l3.lOJ1
.lM1 lml '
RrvJ/Ar lauEk
FOSS
I
wr]
IOv3
]4Po
nb'nua
tm•1]I
(mY01
CwwF,ly.<er aN•✓ar.0
FOaf
wvs
1r 711
Slow)
11.nJEJ+.
NW
EUl
uw w.F
moo
rum
mIl
Iwml
IF..••L
VIAU
1049
111.
mll
Iam1
Iwm1
—
• Inn ul • rM .•uy {r. W(..nn rI1111r .r .k.r n ..J .r. r»
<rFL•ul ,yl.Jn,n..011<r ylu <,J.rvl<1Mu ...\J••r J•"IVJ vJ.r
r. Nul•ry ..J a .Irr J.uu r, > rr,<Y a1 , [ rr l.r 4.e In
Table t. VF_SCO,T,nN 01 NAvePFINNr MATERIAL CLA]NIFIGUIIiU'
NmL
]nu
m m
lit 1.Af>
Cu 111
r1All:arA1 C\AFSllll'ATIVA'
Clu,l Awl,'
..
NrnvlNi.J rnlJu,Iru.N r••.:A In It I N rtF, I—.. n... r:u. 4.
elr.%y omit..Y.il rrl+W UV'(er au<nrl.rJ_wur.,
C1v, 11 {wlJ'
CaV
ilL'•J,JN.-rlr WArr.•a I tiw:,un.
,e Fx.,w lnr:W Nw. I,v. v. N., 1. I>i
Clan.
O
1 prYY I�I.N W I••�•I�w.Y�a�i.; a.. Fn'.. V•1 n..u.1
�Ir
M1.Y Iui•el»Mv u.v. [ A4 rwr�J._N... \I, »..
(le."
IV
LLJrw,Wlrr.Nr WnILYr •. la,. ae. rA.r YK �l n..v
it . W u, W...,ra.
Ir
rp,avaJ'x r..w. VM1..
p.•w.. W�V�x.
n,u ul L.,.
G4
I.:r.vl ...l.w..1....,.rr.
N.. J rv.v. N... r
([
Cl.... l•nR.....M,W .,./r�,•vn YR..-.-..J.....e r...-.... r..n.J
,.J.... A..... ,....., F.. a.,
u
bn,a.wr.rw ••wA yn.,... n.�.•,.,.,. A..1
5t6 ina�r
uL
1-1^1 inµ •Ip r.[.w.....\n_..,.. .. •.^• ,.r.. ar.,nn
o- 1.
•NI
In.4n.n4,.n:n..u........, n.. 1.... ..I,. .Li_..L. L.L...I
tt..
FT
ul.net e<n.na q/.n.., LVW +• 4'•^"w•••,r\ hn ..
Pr .IJL nrJl W .Nn FIMI nlrn nl,.
y..l, v... 6'( YwA]TII UIIAI, arrcp Av fll,•I_.,.•I, ...,n Y.'4nJ+AI1'Il ll:r.l
neiNUfl_k,.-ill lA,iMa
•• 1, w~4.n..\f TN 0 ]U !.••ry y •n .... i . L.J..I n..
rhn4.6n 0u 1•Alinv .Auwnliie a Om :I ur..JCuu lu
The haunching area is most idtportan( to the support of
PVC pipe. For good suppoc, the hounching area should be
compacted to the densities given in the Long Term
Deflection Chart.
Figure 2.
B00101020643

0
I
O.D. NM
I.D. INS.
SAL/ 10
NIX. 20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
100
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
no
360
370
380
390
400
420
440
460
480
500
FRICTION LOSS IN POLYETHYLENE HOSE
100 FEET POLYETNELIXE IRRIEATION HOSE MUMp 5.1. FRICTION LOSS PER
40 62 75 63 so
in125 120 110 2.7 2.5 2.1 1.60
4.5 4.1 1.0 3.1 3
0.9
1.0
LO
1.1
1.2
1.2
113
114
I' S
116
1.7
1.7
1.8
1.9
2.0
2.1
2.3
2.5
2.7
3.0
3.2
0.4
0.4
1.0
I.i
1.2
I.1
1.4
1.5
{.6
1.7
1.8
1.9
2.0
2.2
2,3
2.4
2.5
2.7
2.8
2.9
3.1
3.4
3.7
4.0
4.3
4.6
0.9
1.0
1.1
1,2
1.3
1,4
1.5
1.6
1.7
1.9
2.0
2.1
2.2
2.4
2.5
2.7
2.8
3.0
3.2
3.3
3.5
3.7
3.8
4.2
4.6
5.0
5.4
5.8
0.7
0.8
0.9
1.0
1.2
1.3
1.4
1.6
1.7
1.9
2.1
7.2
2.4
7.6
2.8
3.0
3.2
3.4
3.6
3.8
4.0
4.2
4.5
4.7
4.9
5.2
5.5
5.7
1.3
6.8
7.4
8.0
1.1
1.3
1.6
1.8
2.1
2.4
2.7
3.0
3.4
3.7
4.1
4.5
4,9
5.3
5.7
6.2
6.6
7.I
7.6
8.1
8.6
917
9.7
1.0
1,3
1.6
1.9
2.3
2.7
3.1
3.6
4.1
4.6
5.2
5.7
6.3
T.0
7.6
8.3
9.0
9.9
2.1
6.0
1.2
1.6
2.9
3.7
8.4
11.2
2.0
4.1
14.1
2.5
6.1
5.0
1.5
3.61q
8.7-
4.2.
10.5
4.1
6.4
7.2
a. I
8.1
7.4
40
1.30
0.9
1.1
6,6
11.2
Ib.4
B00101020544

-10-
FRICTION LOSS IN ALUMINUM $ PVC PIPE
A
0
P.S.I.
FRICTION LOSS PER 100 FEET
_ .._ .
. AiJ1dINUN IRRtGAi],ON, PIPE 1V ClR1PLFRS
INS. I.D.
2
3
4:
5 6
8
SAL/ 10
0.1
-
-
SIN. 20
0.5
0.1
30
1.1
0.2
40
1.5
013
0.1
50
M
0.4
0.1
60
4'1
0.6
0.1
70
5,4
0.8
0.2
0.1
-
80
- -
1.0
0.2
0.1
90
- -
1.2
0.3
0.1
-
I00
- -
1.5
0.4.
0.1
I10
- -
1.7
0.4.
0.1
0.1.
-
120
- -
2.0
0.5
0.2
0.1
-
130
-
2,4
0,6
0.2
0.1
- -
140
- -
2.7
0.7
0.2
0.1
- -
ISO
- -
3.1'
0,8
0.3
0.1
-
160
- -
3.5
0.9
0.3
0.1
-
170
- -
3.9
1.0
0.3
0.1
l80
- -
4.3
i.l
0.4
0.1
- -
190
- -
4.9
1.2
0.4
0.2
200
- -
5.3
1,3
0.4
0.2
210
-
- -
1,4
0.5
0.2
220
- -
- -
1,5
0.5
0.2
0.1
230
-
-
1.7
0.4
0.2
0.1
240
- -
- -
L8
0.6
0.3
0.1
250
- -
- -
2.0
0.7
0.3
0.1
260
- -
-
2.1
0.7
0.3
0.1
270
- -
-
:1.3
0.8
'0.3
0.1
2"
_ .
_ _
2.4
0.8
0.3
0.1
210
- -
-
2:6
. 0.9
0.4
0.1
300
_ _
- =
217
0,9
0.4
0.1
310
__
__'
L9
1.0
0.4
0.1
320
-
- -
3.1
1.0
0.4
0.1
330
- -
- -
3.3
1.1
0.5
0.1
344
- -
- -
3.5
1.2
0.5
0.1
350
_ _
- -
3.p
1.2
0.5
0.1
360
- -
- -
3.8
1.3
0.5
0.1
370
-
--
4.0•
1.4
0.6
0.1
3g0
_ _
- -
4.2
1.4
0.6
0.1
370
- -
- -
4.5
1.5
0.6
0.2
400
- -
4.7
1.6
0.6
0.2
420
- •
- -
5.1
1.7
0.7
0.2
440
_-
- .
--
1.9
0.8
0.2
460
- -
2.0
0.8
0.2
400
_ _
_ _
- -
2.2
0.9
0.2
500
- -.
- -
- -
2.4
1.0
0.2
P.S.I.
FRICTION LOSS PER 100 FEET
PVC IRRIGATION
PIPE
INS. I,D.
2
3
4
5
6
8
BALI 10
0.1
- -
-
KIN. 20
0.4
0.1
30
0.8
0.1
40
1.4
0.2-
50
2.1
0.3
0.1
60
2.9
0.4
0.)
70
I.9
0.5
0.1
80
5.0
0.7
0.2
0.1
- -
-
90
- -
0.9
0.2
0.1
- -
-.
R00
- -
1.0
0.3
0.1
- -
_3
110
- -
1.2
0.
0.1
120
- -
1.5
0.4
0.1
130
- -
1,7
0,4
0.1
0.l
140
_ -
1.9
0,5
0.2
0.1
- -
150
- -
2.2
0.5
0.2
0.1
-
160
- -
2.5
0.6
0.2
0.1
-
170
- -
2.8
OJ
0.2
0.1
-
1R0
- -
3.1
0.8
0.3
0.1
-
190
- -
3.4
0.8
0.3
0.1
- -
200
- -
3.7
0,9
0.3
0:1
210
4.1
1.0
0.3
0.1
220
4.5
1.1
0.4.
- 0.1
250
--
4.9'
1.2
0.4
0.2
--,
240
- -
5.3
1.3
0.4
0.2
250
-
- -
. 1.4
0.5
0.2
- -
260
_ _
- -
1.5
0.5
0.2
0.1
270
- -
- -
1.6
0.5
0.2
0.1
280
--
--
1,77
0.6
0.2
0:1,
2"
_ _
_ _
1.8 .
0.6
0.3
0.1
S00
_ _
- -
2.0
0.7
0.3
0.1
310
-
- -
2.1
0.1
0.3
0.1
320
- -
-
2.2
0.7
0.3
0.1
�30
_-
--
2:3
0,8
0.3
0.1
3S0
_ _
- -
2.5
0.8
0.3
0.1
n0
- -
- -
2.6.
0.9
0,4
0.1
360
-
-
`71.r
0.9
0.4
D.I
370
- -
- -
2.9
1.0
0.4
0.1
S80
_ _
_ _
3.0
I.0
0.4
0.1
390
_ _
_ _
I.2
1.1
0.4
0.1
400
_ _
- -
3.3
1,1
0.5
0.1
420
- -
- -
3.6
1.2
0.5
0.1
440
_ _
_ -
4.0
1.3
0.6
0.1
40
_ _
_ _
4.3
1.5
0.6
0.1
480
_ _
_ _
4.7
1.6
0.6
0.2
500,
- -
- -
5.0
1.7
0.7
0.2
/0 y
B00101020545

�i
v
be fabricated in almost any configuration. Some epoxy coated fittings
include stacks and hydrants as an integral part of the fitting.
Occasionally it may be necessary to connect PVC plastic pipe to steel
or CA pipe. This connection can be made with a coupling called a
transition or repair coupling. In -line valves can be supplied with
connections to gasket pipe.
Thrust blocking is required for gasket pipe. Most thrust blocks
will be concrete.. Manufacturers recommended thrust blocks at any
change in direction greater than 100. Figure 1 gives an example of
different arrangements for thrust blocks.
'L
meo,JH—
I
fioure 1. Example of different arrangements for thrust blocks.
-5-
BOOIOI020546

`Y k
07
Table 2..Factors .for Calculating Thrust W for
Elbows an
Tees.
Elbows: 900 = 1.41 G Tees 0.70 L
600= 1.00
450 = 0.76 ✓
300 = 0.52
22.50 0.39 _
Table 3 gives the safe bearing load for different soil types.
Table 3. Safe Bearing Load
Soil lb/ft2
1 Mulch, peat and similar 0
Soft Clay 1000
Sa nd 2000
Sand and gravel 3000
Sand and 'gravel cemented
with clay 4000
Hard shale 10,000
Thrust block area(ft2) _ W -_ Thrust (Table 1 & Table 2)
l` of earing strengt a e 3)
In placing concrete thrust blocks, check with the manufacturer of the
pipe being used to ensure that the correct size thrust blocks are
being used.
There are a number of machines that can be used to prepare the
trench for PVC plastic pipe. Soil types, moisture content, depth of
trench required and type and diameter of pipe must be considered.
Generally chain trenches, wheel trenches, backhoes, or vibrating plows
will be used for trench preparation. The vibrating plow can only be
used for solvent weld PVC pipe and generally is limited to the smaller
diameter. of pipe. Under most conditions the chain trencher or wheel
trencher will be faster than the backhoe. Where wide trenches for large
pipe are required, the backhoe will be most satisfactory. If soil
conditions permit, long stretches of open trench will expedite pipe
installation. However, if rain is forecast the pipe should be installed
and the trench backfilled. To avoid sharp turns in the line at obstructions,
trenches should be curved within limits of curvature of the pipe.
-7- 800101020548

NASH �JDB SON109 &SONS FARMS DB 109fi PG 263
v
\
\
\
-
l
®
Y
ISH JOHNSON & SONS FARMS
DB 1096 PG 263 '
I
I
LORERA A CAREY
UE LINE SUIEAM I DB 1660 PG 852
D 100' SPRAYFlEID I
TBACK
to /
�t---------
1 L If /IXISDNC PNIMAL � / - � CFI\��
X �
\ 11 WASTE LAGOON / �"T IXISDNG /N 1 ` \
RIMAL WASTE LAGOON ' / / / 1 \I \ -A u I)
4 I 1f Vt ?t` _ %T^!it
�
I 001 /HELL SETBACK / N2 v V J Ih \
/AND 3 WELLS 40, o°
DM FARMS OF ROSE HILL, LLC ♦ .� /q� e3 q�°� I� ° y\ / ETf'�'`�(',' BAY
DB 1179 PG 720t/ �r)�¢ i l \_ �-�i/� /...1 f ___'✓ �; \\ ;\����� �l/
co
ST�DON'im^l-�
—11 71
1
1 _
I I I f JL I I� P �P 6HOP v0-
/ \ - I o � -tom _- �
✓ Q \� j V0 /-�SUjtiACEWA�ERE� V A� yi0
\/ / �`� - _-� - L� tao�3Ptrn uu3v
et \ A \1
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tIL-4
��ns9"I� PROPOSED OFFICE —ns
HA EY A SHOLAR & HARRY R
SH & EDWARD SHOT JR
DB 1163 PG 674 IA / / / / 6� 1 ?\�� �.=_ tt17)
1 ' A.$H0 R dyr H YI R / �.,� _ DM FARMS OF ROSE HILL, LLC
1 vv vgOl DB-_E�DWSH E j J� / / _ �'-ti�;�H�H ^'^� D6 1839 PG 76
HARVEY A SHOLAR & HA�`R1' R \� — — / / i / �— F - SURFACE WATER DITCH
SHOLAR & EDWARD SHOLAR, JR \ �` — / /� / 'J/� / AND 100' SPRAYFI
DB 1163 PG 674 SETBACK
EY A ENDEAR & HARRY R
raj+ ENDEAR & EDWARD SHOLAR, JR
DB 1163 PG 674 I
100 50 D 1 W
SCALE:I INCH=100 FEET
100' RESIDENCE
SPRAYFlIBD SETBACK
(SEE SIGNED WANQi)
RESIDENTIAL WELL
AND 100' SETBACK
75' PROPERTY HNE
SPRAYRELD SETBACK
(SEE SIGNED WAP/ER)
DM FARMS OF ROSE HILL, LLC
DB 1839 PG 76
NOTES:
1. ADJACENT PRCPIR ONES MI) OYMER INFO IS
BASED ON DUPUN COUNTY INS DATA
2. 100-YEAR ROODPLAIN SHOWN IS FROM NO ROOD
RISK INFORMABON SYSTEM.
LEGEND
--� PROPERTY UNE
f8 ® — COLIPUANCE BOUNDARY
RB A — RENEW BOUNDARY
-F F F— 100-YEIIR ROODPLAIN
410

Operation & Maintenance Plan
Ag Protein Trailer Wash
• The facility manager shall be responsible for the everyday operations and maintenance of the
trailer wash facility and shop.
• Maintain a log of all maintenance activities.
Lagoon management:
• Manage lagoon levels such that there is always a minimum of two feet of freeboard as required
by the permit and to provide the maximum storage capacity available for extended periods of
wet weather. Water level gauge shall be installed and maintained in the lagoon. See lagoon
drawing details for specifications.
• Maintain a vegetative cover on the dam, free of brush and trees.
• Conduct inspections of the entire lagoon weekly and after rainfall events of 1" or greater. Look
for signs of erosion, damp areas on the back slopes, rodent damage, cracked or broken pipes,
floating or lodged debris in lagoon, etc.
• Make necessary repairs promptly.
Site Accessibility:
• Signs shall be placed at all entrances to restrict access to Authorized Personnel Only.
• Vehicles and heavy machinery shall not be allowed on the irrigation fields except during
installation or maintenance activities.
Irrigation of Wastewater: The ORC for the facility (or Backup ORC if ORC is unavailable) shall be
responsible for the following items as it relates to the current wastewater irrigation system:
• Collect wastewater samples from lagoon as close to the time of application as practical and at
least within 60 days (before or after) of the date of application.
• Conduct irrigation events as needed to maintain proper operating levels in the lagoon and for
crop health.
• Maintain irrigation event records.
• Maintain the irrigation system. Inspect the components of the irrigation system and make
repairs promptly.
• Maintain the crops. Inspect the fields and crops and make repairs (harvesting, weed control,
eroded areas, ponded areas, etc.) promptly.
Power Reliability Plan:
No generator will be used at this facility. In the event of 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.

Bermudagrass/Overseed Maintenance and Management
Establishment: Fields should be fertile, free of weeds, firm, moist, and the soils pH should be above 5.5.
Soil test for the amounts of lime, phosphorus, potassium and micronutrients to apply preplant and for
annual maintenance. Hybrid bermudagrass sprigs can be planted March 1 to March 31. Cover sprigs 1"
to 3" deep. Sprigs should be planted quickly after digging and not allowed to dry in the sun and wind.
Generally, a rate of 30 bu/ac is satisfactory to produce full groundcover in one to two years under good
growing conditions. Apply nitrogen in several applications throughout the growing season as indicated in
the Nutrient Utilization Plan. Overseed (rye, oats, etc.) should be planted in October to early November.
Generally, seeding rates of 1-1 1/2 bu/ac at a depth of 1-1 %" are sufficient for adequate cover. Apply
nitrogen as indicated in the Nutrient Utilization Plan.
Management: Once bermudagrass is established, continue to use soil test results as a guide for applying
phosphorus, potassium and lime. Apply nitrogen throughout the growing season as indicated in the
Nutrient Utilization Plan. Bermudagrass should be cut and harvested as hay at four to five -week
intervals or when it is 12" to 15" tall. At the start of winter, bermudagrass should have 3" to 4" of
growth that will serve as insulation against winter damage. Overseed should be cut and harvested as hay
by April 7 to minimize shading of the bermudagrass during spring green -up. All hay should be removed
from the fields as soon as possible.
Weed Management: A healthy and properly managed stand of bermudagrass will not require much
weed management during the growing season. Consult the local Cooperative Extension agent for proper
weed identification and control measures to utilize as needed.

Irrigation Systems and Fields Maintenance
Irrigation Systems:
• Irrigation pump: During each operation, inspect the irrigation pump 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 need of repair or replacement. Any adjustments, repairs or
replacements should be made promptly. When freezing temperatures are expected, drain the
pump housing and primer by removing the drain plug on the bottom of the housing.
• Irrigation pipes, sprinklers, reel: During each operation, inspect the irrigation system, (pipes,
sprinklers and reel) for leaks, loose fittings, and overall operation. Walk the main lines and
around the application fields during operation. Any adjustments, repairs or replacements should
be made promptly.
• Winterization: When freezing temperatures are expected, drain the pump housing and primer
by removing the drain plug on the bottom of the housing, disconnect supply hose to the reel,
open the turbine handle, if applicable, and drain gun cart by removing drain plug on bottom of
the cart.
• Calibrations: Irrigation system shall be calibrated semi-annually or as required by the permit.
Fields:
Inspections: During crop maintenance, harvesting and spray applications, inspect fields for signs
of erosion, ponding, poor crop stand, weeds, etc. Any repairs needed should be made as soon as
possible to insure optimum crop growth and nutrient utilization.
Soil Sampling: Soil sampling shall be conducted in each application field at least once every
three years, as recommended by NCDA & CS Agronomic Laboratory, or as required by the
permit. Maintain soil fertility by following soil test report recommendations.

EMERGENCY CONTACT LIST
"Person -In -Charge" of Facility:
Jimmy Gurganus
Phone: [phone]
Ag Protein Main Office
Phone: [phone]
2. State Division of Environmental Management:
North Carolina Dept. of Environmental Quality
Wilmington Regional Office
Phone: [phone]
Police, Fire, and Ambulance:
Phone: 911

Residuals Management
Residuals Management Plan:
The current plan is to have the residuals collected and disposed of by Triple S Farms & Cleaning, Inc.
under their current land application program, Triple S Farms & Cleaning RLAP, WQ0030998. See
attached commitment letter.
Residuals generated at this facility consist of residual solids, that accumulate in the lagoon, and oil and
grit, that accumulate in the separator. Removal of residuals from the lagoon will not be needed for
several years. Removal of oil and grit from the separator will be done on an as needed basis throughout
the year to ensure proper operation of the separator.
Measurement Frequency:
• Lagoon: Measurement of residual solids in the lagoon should be conducted at a minimum of
once every two years. There is 2' depth of storage in the lagoon for residual solids accumulation.
Based on data from similar facilities and percent solids, the approximate amount of residuals to
be removed at time of cleanout (approximately 10 years) will be 45 dry tons.
• Separator: Measurement of residual solids (oil and grit) accumulation in the separator should be
conducted at least monthly to determine if removal is needed. Based on data from similar
facilities, oil and grit may need to be removed from the separator approximately two -three
times per year, for a total approximate amount of 2000 gallons per year.

January 23, 2019
Murphy -Brown, LLC
Dba Smithfield Hog Production
PO Box 856
Warsaw, NC 28398
Attn.: Joshua Outlaw, Project Engineer
Subject: Commitment Letter to Accept Residuals from
Ag Protein Trailer Wash
Application No. W00040375
Duplin County
Dear Mr. Outlaw,
This letter serves as a commitment from Triple S Farms & Cleaning, Inc. to Murphy -Brown, LLC to accept the
residuals generated in the lagoon and the oil and grit from the separator at the above -mentioned facility.
This material source can be added to our current land application program, Triple S Farms & Cleaning RLAP,
W00030998, and the material accepted on an as needed basis.
If we can be of further service, please let us know.
Sincerely, --
Eric Smith
Triple S Farms & Cleaning, Inc.

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

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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