WQ0040918_Application_20190528

I
Smithfield®
JGood food. �es�oasib(�v°
May 17, 2019
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:
Joshua Outlaw
Project Engineer
Hog Production Division
PO Box856
2822 NC Hwy 24 W
Warsaw, NC 28398
[phone] tel
[phone] fax
RECEIVEDNIODFO/DWR
MAY 282019
Non-Dischqharge
Murphy -Brown LLC is proposing to construct a wash facility utilizing a lagoon and spray irrriigation.nThlsrfacility 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 2nd 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 O&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:M
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 may be 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,
C' o
Joshua E. Outlaw, PE
Project Engineer

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 the 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) (cfs)
6 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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TECHNICAL NOTE
TN 1.02
Single Wall HDPE Perforation Patterns October2018
Nominal I.D.
Maximum Slot Maximum
Perforation Length or
Type Diameter Slot Width
in mm in mm
Minimum Inlet
Area
in'/ft cmz/m
Pattern
Type
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
1 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
150 Fine Slot 0.875-
22
0.120
3
1.0
21
B
6
22
0.015
0.4
0.3
6
13
8
200 Slot 1.18
250 Slot 1.18
30
0.120
3
1.0
21
B
10
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
1 600
1 Circular
0.313
8
-
-
2.0
42
D
Fhe data Drovided above is representative of
the most
common oattern SUDDlied 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] www.ads-pipe.com 1
ATN102 © ADS 2018

ADS, Inc. Drainage Handbook Hydraulics ♦ 3-10
Table 3-1
Conveyance Factors (Standard Units)
Desion Mannina's Values for ADS Thermoplastic Pine'
Product
Diameter
Design Mannin 's "n"
N-12, MEGA GREEN, N-12 STIR, N-12 WTIB,
4" - 60"
n" = 0.012
HP STORM, SaniTite, SaniTite HP, N-12 Low
Head
Single Wall Highway and Heavy Duty
18" - 24"
"n" = 0.020
12" - 15"
"n" = 0.018
10"
"n" = 0.017
8"
"n" = 0.016
Tri IeWall and Smoothwall Sewer & Drain
3" - 6"
w, = 0.009 "
Conveyance Equations: k = Qi SA0.5 Q = k SAO.5
Conveyance Factors for Circular Pipe Flowing Full
Manni 's -n- Values
Dia.
(in.)
Area
sq. ft.
0.009
0.010
0.011
0.012
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
0.8
0.8
0.7
0.7
0.6
0.6
0.6
0.5
0.5
0.5
0.5
0.5
4
0.09
2.7
2.5
2.2
2.1
1.9
1.8
1.6
1.5
1.5
1.4
1.3
1.2
1.2
1.1
1.1
1.0
1.0
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
2.9
8
0.35
17.5
15.7
14.3
13.1
12.1
11.2
10.5
9.8
9.2
8.7
8.3
7.9
7.5
7.1
6.8
6.5
6.3
10
0.55
31.6
28.5
25.9
23.7
21.9
20.3
19.0
17.8
16.8
15.8
15.0
14.2
13.6
12.9
12.4
11.9
11.4
12
0.79
51.5
46.3
42.1
38.6
35.6
33.1
30.9
1 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
56.0
52.5
49.4
46.7
44.2
42.0
40.0
38.2
36.5
35.0
33.6
18
1.77
151.7
136.6
124.1
113.8
105.0
97.5
91.0
85.3
80.3
75.9
71.9
68.3
65.0
62.1
59.4
56.9
54.6
21
2.41
228.9
206.0
187.3
171.6
158.4
147.1
137.3
128.7
121.2
114.4
108.4
103.0
98.1
93.6
89.6
85.8
82.4
24
3.14
326.8
294.1
267.3
245.1
226.2
210.1
196.1
183.8
173.0
163.4
154.8
147.0
140.0
133.7
127.9
122.5
117.6
27
3.98
447.3
402.6
366.0
335.5
309.7
287.6
268.4
251.6
236.8
223.7
211.9
201.3
191.7
183.0
175.0
167.8
161.0
30
4.91
592.5
533.2
484.7
444.3
41 ..2
380.9
355.5
333.3
313.7
296.2
280.6
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
429.7
404A
382.0
361.9
343.8
327A
312.5
298.9
286.5
275.0
36
7.07
963.4
867.1
788.2
722.6
667.0
619.3
578.0
541.9
510.0
481.7
456.4
433.5
412.9
394.1
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
726.6
688.4
1 654.0
622.8
594.5
568.7
545.0
1 523.2
45
11.04
1746.8
1572.1
1429.2
1310.1
1209.3
1122.9
1048.1
982.E 1
924.8
1 873.4
827.4
786.1
748.6
714.6
683.5
655.0
628.8
48
12.57
2074.8
1867.4
1697.6
1556.1
1436.4
1333.8
1244.9
1167.1
1098.4
1037.4
982.8
933.7
889.2
848.8
811.9
778.1
746.9
54
15.90
2840.5
2556.4
2324.0
2130.4
1966.5
1826.0
1704.3
1597.8
1503.8
14202
1345.5
12782
1217.4
1162.0
1111.5
1065.2
1022.E
60
19.63
3762.0
3385.8
3078.0
2821.5
2604.4
2418.4
2257.2
2116.1
1991.E
1881.0
1782.0
1692.9
1612.3
1539.0
1472.1
1410.7
1354.3
72
28.27
6117.3
5505.E1
5005.1
4588.0
4235.1
3932.6
3670.4 1
3441.0 1
3238.E
1 3058.7
2897.7
2752.8
2621.7
2502.5
2393.7
2294.0 1
22022
Corrugated Polyethylene Pipe Association (2000) "Hydraulic Considerations for Corrugated Polyethylene Pipe"
" "Lingedburg, Michael, "Civil Engineer Reference Manualn4
0 ADS, Inc., July 2010

State of North Carolina
DWR
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: Murphy -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: ileerdsmithfield.com RECEIVED{NCDEO/ WR
II. FACILITY INFORMATION:
1. Facility name: A Protein Trailer Wash MAY 2 8 2019
2. Facility status: Proposed Non -Discharge
3. Facility type: Minor < 10,000 GPD or < 300 disposal acres Permitting Unit
4. Facility's physical address: 420 Bonham Rd
City: Ma ng olia State: NC Zip: 28453- County: Duplin
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 34.863111' Longitude:-78.119035'
Datum: NAD83 Level of accuracy: Unknown Method of measurement: Aerial photography with 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: 'eoutlawrrr)smithfield.com
2. Soil Scientist: Karl Shaffer
License Number: 1009 Firm: Avri-Waste Technologv, Inc.
Mailing address: 501 North Salem Stree Suite 203
City: Apex State: NC
Zip: 27502-
Phone number: (9859-0669
Email Address: kshafferrulaariwaste.com
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: artbarn;�r.lintrstar.net
4. Agronomist: Kevin Weston
Firm: N/A
Mailing address: PO Box 856
City: Warsaw State: NC
Zip: 28398-
Phone number: [phone]
Email Address: kweston. 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: WQ00 and most recent issuance date:
2. Application fee: $810 -Standard -Minor Facili -New Permit.
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC 01C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
A roved
Permit/Certification
Number
Agency Reviewer
Collection SS stem (Q > 200,000 GPD k
N/A
Dam Safety
N/A
Erosion & Sedimentation Control Plan
N/A
Nationwide 12 / Section 404
N/A
Pretreatment
N/A
Sewer Svstem
N/A
Stormwater Manaeement 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
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(t)? ❑ Yes or ® No
Establishment Type
Daily Design Flow a
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
a See 15A NCAC 02T .0114(b) (d) (e)(l)and (e)(2), for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use
areas; and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
as defined in G.S. 42A-4).
FORM: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 89.6 feet mean sea level. Source: Firm Ma) 3720246000J
IAre any treatment, storage or irrigation facilities located within the 100-year flood plain? ❑ Yes or ® No
y If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with �143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ❑ Yes or ® No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: 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 a
Longitude a
Gradient
Location
Select
0-0
Select
Select
Select
0-0
Select
Select
Select
-0
Select
Select
Select
0-0
Select
Select
Select
-0
Select
Select
Select
0-0
Select
Select
Select
0-0
Select
Select
Select
0-0
Select
Select
Select
-
Select
Select
Select
-
Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational A reement FORM: DEV been submitted?
❑ Yes, ❑No or ®N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association 02erational Agreement f FORM: HOA) been
submitted? ❑ Yes, ❑No or ®N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.6B? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2).? ❑ Yes or ® No
FORM: VMS 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 Concentrationmonthl avera e}
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 (NO2-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)? The lagoon is gravity fed. The only
pump required in this system is an irrigation pump. We are asking for an alternative design because we have ample storage
on site. We also have portable numos available that can be on site within 48 hours if needed.
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .05050 :
❑ 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 Lated 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 18A
.1900? ❑ Yes, ❑ No or ® N/A
FORM: WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Units
Manufacturer or Dimensions (ft) /
Material Spacings {in
Concrete 13' x T OD
Volume
(gallons)
Plan Sheet Specification
Reference Reference
Grease Trap
1
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
alIons)
Plan Sheet
Reference
Specification
Reference
Select
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: , number of lamps
per bank: and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Select
Select
FORM: VMS 06-16 Page 5 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
e. PUMPS
Location
No. of
Pumps
Purpose
Manufacturer /
Type
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
TDH
Lagoon bank
1
Irrigation
Berkeley B1-1/2TPM
104
182
Irrigation
n
IrrigationDesi
Design
f. BLOWERS
Location
No. of
Blowers
Units Served
Manufacturer /
Type
Capacity
(CFM)
Plan Sheet Specification
Reference Reference
g. MIXERS
Location
No. of
Mixers
Manufacturer / Power
Units Served T► e (h)
Plan Sheet
Reference
Specification
Reference
h. RECORDING DEVICES & RELIABILITY
Device No. of
Units
Select
Select
Select
Select
Location
Manufacturer
Maximum
Capacity
Plan Sheet
Reference
Specification
Reference
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: W WIS 06-16 Page 6 of 12

Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or cp x H)
ft
ft
I 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: 34.863111' Longitude:-78.119035'
Datum: NAD83 Level of accuracy: Unknown Method of measurement: Aerial photog aphy with g•ound 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? ft2, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?: Small dimensions and plastic liner minimize an
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 10-1 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 uoundwater 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:
❑ Clay
® Synthetic
Top of embankment elevation:
102.50 ft
❑ Other
I ❑ 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 ft3
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:
28,3I4 ft2
Plan Sheet Reference:
Sheet 4
Freeboard elevation water surface area:
23,326 ft2
Specification Section:
I and II
Bottom of impoundment surface area:
4,606 ft2
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: WWIS 06-16 Page 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 15A NCAC 02T .0505 n1?
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 Rart of PAN repofting
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
lbs/ac• r
Rate lbs/ac• yr
Bermudagrass
Autryville and
0-4
270
68
Au ville variant
Ryegrass Overseed
Autryville and
0-4
50
7
Au ville 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: 66,268 ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 282,744 ft2
f. Minimum irrigation area from the water balance: 47,423 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 Designed
Loading Loading
Rate Rate Latitude a
(in/hr) (in/yr)
Longitude e
Waterbody
Stream Index
No. b
Classification
1
0.75
Autryville
0.5
65.87
34.861794
-78 1209420
18-74-29-0.5
Q Sw
2
0.75
Autryville
0.5
65.87
34.862486
-78 120783'
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
Q Sw
4
0.91
Autryville variant
0.5
30.31
34.862295
-78 1197040
18-74-29-0.5
Q Sw
5
1.14
Autryville variant
0.5
30.31
34.861176
-78.1183040
18-74-29-0.5
Q 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
Q Sw
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
a
0
0
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 Fround control
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: htrp:Hdeq.nc.9-ov/about/divisions/water-resources/planning classification-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:
$2
Nozzle wetted area:
12,265 ft2
Distance between laterals:
ft
Nozzle capacity:
17.4 GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
Senninger / 7025
Emitter capacity:
GPH
Elevation of highest nozzle:
2 ft
Emitter manufacturer/model:
/
Specification Section:
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 .506f aj 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
S -stem
160
N/A
440
Treatment /
'tora a Unit
N/A
190
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the pro'ect 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)
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
N/A
N/A
270
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
N/A
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 .0506i 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:
ft2
Nozzle wetted area:
35,281 ft2
Distance between laterals:
ft
Nozzle capacity:
78 GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
Nelson / 700 Big Gun
Emitter capacity:
GPH
Elevation of highest nozzle:
5 ft
Emitter manufacturer/model:
/
Specification Section:
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 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 avera e)
Designed Effluent
Concentration
(daily maximum
Ammonia Nitrogen (NH3-N)
mg/L
mg/L
mg/L
Biochemical Oxygen Demand (BOD5)
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 Boundar
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(a)? ❑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 .0 10316 , 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[gj(7), how much green area is provided? ftz
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray irrigation wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N/A (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? ❑ Yes or ❑ No
FORM: WWIS 06-16 Page 13 of 12

Professional Engineer's Certification:
I, cJo_hu4 04t4w attest that this application for
(Professional Enfg�ineer's name from Application IItem III.1.)
(Facility name from Application Item I1.1.)
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 143-215.6 " and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Eng sVA#O �, and date:
SEAL r��IS
Applicant's Certification per 15A NCAC 02T .0106(b):
I,
(Signature Authority's name & title from Application Item 1.3.)
Pib��i✓, Jr i�/ l7Vff{,
(Facility name from Application Item II.1.)
st that this application for
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 .0105f e 1.
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: I�CvV Date:
FORM: WWIS 06-16 Page 14 of 12

DWG
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 0211.0400 (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-Dischar a 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 ARplicant shall submit one original and two co ies of the application and supporting documentation.
A. C ver Letter (All Application Packages):
List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
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 Pro'ect Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages):
S6 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 SecretM 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.
Cr The facility name in Item IL 1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
Gr 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 .0 10b . Per
15A NCAC 02T .0106(ci, 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(h).
❑ If this project is for a renewal without modification, use the Non -Discharge Sy stem Renewal ( FORM: NDSR1 application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504(t). the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
Id 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.
E9 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):
[� Per 15A NCAC 02T .05G .i _; and the Soil Scientist Evaluation Police, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
V 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.
C'I Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
p' Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
[� 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:
E j A minimum of three KsAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
p All KsAT tests shall be conducted in areas representative of the site.
[,a All KsAT tests shall be run until steady-state equilibrium has been achieved.
[� All collected KsAT data shall be submitted, including copies of field worksheets showing all collected readings.
[� Submit a soil profile description for each KsAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
A brief summary of each map unit and its composition and identification of minor contrasting soils.
�] Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
aj Seasonal irrigation restrictions, if appropriate.
�] Identification of areas not suitable for wastewater irrigation.
to 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.
E�J 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.
[V1 Recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed irrigation areas based
upon in -situ KsAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement
shall be included indicating that the site has not changed since the original investigation.
F. A ronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
Per 15A NCAC 02T .05046- submit an agronomist evaluation that has been signed, sealed and dated by a qualified
professional and includes at a minimum:
d Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.1. and proposed mineralization and volatilization rates.
Historical site consideration, soil binding and plant uptake of phosphorus.
C Seasonal irrigation restrictions, if appropriate.
p� A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
[� Maintenance and management plan for all specified crops.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 6

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
[yj Per 15A NCAC 02T .05041 e), the Hvdrogeologic Investigation and Reporting Police. the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slue Tests and PuMing Tests Policy . submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
p` Representative borings within the irrigation areas and all proposed earthen impoundments.
A description of the regional and local geology and hydrogeology.
® A description, based on field observations of the site, of the site topographic setting, streams, springs and other
groundwater discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that
may affect the movement of the contaminant plume and treated wastewater.
* Changes in lithology underlying the site.
[�] Depth to bedrock and occurrence of any rock outcrops.
[� The hydraulic conductivity and transmissivity of the affected aquifer(s).
Ey Depth to the seasonal high water table (SHWT).
Rf A discussion of the relationship between the affected aquifers of the site to local and regional geologic and
hydrogeologic features.
E( 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):
Rf Per 15A NCAC 02T .0504'k and the Water Balance Calculation Policy, submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
At least a two-year iteration of data computation that considers precipitation into and evaporation from all open
atmosphere storage impoundments, and uses a variable number of days per month.
[� Precipitation based on the 80 ' percentile and a minimum of 30 years of observed data.
[� Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
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.
I. Eggineering Plans (All Application Packages):
Per 15A NCAC 02T .0504{ cl(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.
�( A general location map with at least two geographic references and a vicinity map.
❑ A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
[� Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
E Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
Q A hydraulic profile from the treatment plant headworks to the highest irrigation point.
�( The irrigation area with an,overlay of the suitable irrigation areas depicted in the Soil Evaluation.
R1 Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
9 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: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

S ecifications (All Application Packages):
Per 15A NCAC 02T .05041c1(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.
[,a Detailed specifications for each treatment/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
�( Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
Q Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
[� Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
[ Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW
ONLY, NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
p' Per 15A NCAC 02T .0504(c)31. submit engineering calculations that have been signed, sealed and dated by a North
Carolina licensed Professional Engineer. and shall include at a minimum:
❑ Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.I. were determined.
Rf Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
1f Total and effective storage calculations for each storage unit.
pr Friction/total dynamic head calculations and system curve analysis for each pump used.
9 Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, irrigation system, etc.
[v" Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
L�1 A demonstration that the designed maximum precipitation and annual loading rates do not exceed the recommended
rates.
[� A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
Rf Per 15A NCAC 02T .0504(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Survevor, and shall include at a minimum:
A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility -related structures and fences within the wastewater treatment, storage and irrigation areas.
Soil mapping units shown on all irrigation sites.
[� The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and irrigation sites.
[� Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108, and 15A NCAC 02T
.0506 c if applicable.
[Jf Setbacks as required by 15A NCAC 02T .0506.
p" Site property boundaries within 500 feet of all wastewater treatment, storage and irrigation sites.
[g 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 .0505(1). submit documentation of power reliability that shall consist of at a minimum:
❑ An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
❑ Serves a private water distribution system that has automatic shut-off during power failures and has no elevated
water storage tanks,
Has sufficient storage capacity that no potential for overflow exists, and
❑ Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR FORM: WWIS 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 -
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.
Safety measures, including restriction of access to the site and equipment.
[� Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
[ Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .0116, however, a preliminary O&M Plan shall be submitted with each application package.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
5t Per 15A NCAC 02T .0504(i) and .05M 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.
Uv A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .0504(i], a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program is not required at the time of this application, however, it shall be provided prior to
operation of any permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0115(a)(1) and .0504(g), provide the Certificate of Public Convenience and Necessity from the
North Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area
to be served by the wastewater treatment and irrigation system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 0IC .0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(41, 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/Propegy 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 NC 1( 02T .0115(b ), submit the properly executed Operational Agreement (FORM: DEV}.
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
lr Per 15A NCAC 02T .0105(c) UO , submit documentation from the Department's Natural Heritage ProU
demonstrating the presence or absence of threatened or endangered aquatic species within the boundary of the
wastewater treatment, storage and irrigation facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit
conditions pursuant to 15A NCAC 02B .0110.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
[� Per 15A NCAC 02T .0504(h1, provide a complete Division certified laboratory chemical analysis of the effluent to be
irrigated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NH3-N) ❑ Nitrate Nitrogen (NOs-N) ❑ Total Organic Carbon
❑ Calcium ❑ pH ❑ Total Phosphorus
❑ Chemical Oxygen Demand (COD) ❑ Phenol ❑ Total Trihalomethanes
❑ Chloride ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BOD5) ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST.
RALEIGH. NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: VMS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

nag 13 Q 3 R61612 ,�
RECORDE0
00 JAN 24 PH 12- 51
.l.l'ru V I.,I.LiAi iS VILST
REGISTER OF DEEDS
DUPLIN COUNTY. N.C.
Excise 77,x Ra[urdb.a Time, Leak and Fags
Tnc 1.ot No. ....... .. .. P�r�al^^�I�dsallfier Nn. ... ........ .......
Verified by .... ...- County on the ¢E_9... - tiny of ...JQ,r y%—tA."...
GAMY P! R0SF
by.. .............. .._ __._................................ ..........................
T" ADrgfiiVrS77trI�'"f ,9''. .. .
Mall after recording I., .............................. ..... ..... ......_..._... ..._....... .....
_........_._..................................
I. .
,rhla Instrument was prepared by Sanford --Hol- s-houser• Law- -Firm;—PLLC--R-aleigh-y -me ••
Brief description for the Index
NORTI;1 CAROLLI�InNA GENERAL WARRANTY DEED
TIRS DEED nude thl ..... day 914lgT/V i!¢!Q.r...................... by and between
GRANTOR GRANTEE
Wendell H. Murphy and wife Murphy Farms, Inc,
Linda di. Murphy P. 0. Box 759
P. 0. Box 759 Rost; Hill, NC 28450
Rose Hill, NC 28458
k:alrr lu appropriate black for —11 yarn: ann,e, nldnn, ass. IL s„praprlaly Wangler al ..Illy, e.q, aorporallua or partnerrklp.
The deaignatlau Grantor and GI•nalae as used horein almil ilrcludo gold pnrtiea, lhslr heir$, seceesiors, slid aaafgse, and
shall Iseluda singular, plarsl, masculine, foutinh.l or noutn as roqu Llati by context.
1VITNESS:T7i, that Lite Grantor, for a vnioabls cm,alderullan paid by the Grantee, the receipt of which is hersby
acknowledged, has and by these presents does grant, bargain, sell and convey until the Grantee In fie aflnptN all that
certain lot .r pal•reI of laud Situated In the City of . - - ... .... • — 1 Magnolia - Township.
Dnplin County, North Carolina and snore luu'ticalurly duecrlbed as follows:
SEE ATTACHED EXHIBIT "A" FOR DESCRIPTION OF PROPERTY

BOUR 13 6 � M61613
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 5/B 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 518 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 28 degrees
50 minutes West 50.00 feet; South 30 degrees 20 minutes West too.00
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 Lea at 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.

boa 13 0 3 MOE G 111
The property hsreinabove described wits acquired by Grantor by Instrument recorded in
A map altowing ilia above described property Is recorded In Plitt (look ... _. ......... I ........ .. page ........ ._......_.....
TO 11AVE AND TO HOLD tha aforesaid lot or pnrcal of Solid and all privileges nad appurtenances thereto belonging to
ilia Crontgo In fca slnlple.
And the Cranlor covenants with the Grantee. that Grantor to selsod of the promisee In tea simple, has the right to convey
Ilia snow in fee simple, that title In autrket able and free and clear of all encumbrances, mud that Crmltur will warrant and
dermld ilia title agidnnt the lawful clnlms of all persons whmmnaaver except for the exceptionn haraiuniter staled.
Title to the property haroluabive described Is subject to the following exceptions:
W tMAIMAS ivsleae0l'. roe nm.der line h.nanln sl al. head ..a 11. or 1e empura. he. d Sul• In•Irnmena to r.-M a I. It.
lmiilf.te .awn by u. ditty auwem•l olit.en ' -..ad 4.
.h.r. .nu.e. ... IY snit a h. nnvum..ut.ed�7J... I, a1/nI. oy..�rd nt uh 1 n. rn. ee7 ad yn. not
IC. ..... 1. New.) Mendell H. Mur h
eT:.......................................................... O .._..lseAt.l
• .
Linda B Mur h
: 'C•' -tGRAW
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.\WA••rJI..I^. ....aaereury tCo.Panle anl).............................................................IaRALI
Ni tit-. ••• �'.
Na aTn CAaa1.INa. Nttnly.
ti it I�1.. v sa
o-.fJie f
Penn, .I Ih• C.euty sad elate ,l9...old, 114117 that .... e��••lay--iTtl prf�
Ft*O-�., +iP • ._..aud- W.i£er--Li ndaSh---Mux'pil-Y.... -•-------------------------------------- Grannie.
l • D'F' � . penanaly aPpung balers w, Ole day and eoexolrledPd the eneetldn of the fsre(olnf gstleloenL t7tl.w n7
1•••'` i�' ? hand .a r
'r• "y R+1 �, d .Illel9l .Nap .r leAl. tbla
An,. . ....._------------, ---���
/,d Nd+ sly eelnmlul,. e.Ptrnl _�!t•d.a�bl-�-�Ol.: - _ -.-�-•r.3-xy �Noury Pehlke
SZ.AL-STAMP Nostril L•AnUMPIA............................ .------- C.enty.
1, a NSI.,I MR. ,f the Cdenty and Itato alaellald, ,frilly UAL ..........................................
JJ P.... Rally ecmc Wei. m. this any cod .0—ImIga Unit.... it. In ........................... sa r.t.er dl
•%.........................*..............._...... ......... • Nulh Cuellns eerp.eeLlan. Ind MAIL by aolhekit7 duly
ea
R glees Slid the act of Ise sur7Prstlon, the longah.( Ingruntant oa. signed in It. main. by no ...............
Pneldeld, .,,led With IM tarP.rats sal And Minted by ----------- Y Ina ................... I....... lma.t.ey.
lrllllen coy hand and afelelal .loop ae n.l, U.I. _...... day at .... .............. ......... te........
.
sty......I.l.. eaph.......................................................................... Mainly Pobtl.
e
Sh• lore{run( C.IIIIlenllki Sr .... ._ _ ...�s..... .. . .......
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h/... ,..killed le be j�1C` -- - idle enUllcae m dNly ret4laed nt Ihs date end ilia• .ad to the nook mod Page Ih— on ilia
Ihat a... banal. gift
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............. ...!a.�leTER OF ^.��.-��.{`_!.-"- .--"�di - ---- .uaeraTns or noses eon_. ....... Mr/7.. �......eouNTT
or ...........� V IrvoG/Ar.lelant. ncel.t.r .r o•.de
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MURPHY BROWN, LLC
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:
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 WPINESS WHEREOF, the undersigned has hereunto set his hand as of the dale first
written above.
■
r
Craig A. Dixon, Assistant Sccrctmy

Exhibit A

UNANIMOUS CONSENT OF THE MANAGER AND SOLE MEMBER OF
BROWN'S OF CAROLINA LLC,
CARROLUS 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.,
CARROLUS 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.,
Car -roll's Foods, Inc., Carrall's.Foosis.Of Virginia,. Inc., ..Cir-cle_Four Corporation,. Murphy Farms,
Inc., and Quarter M-Farrris, Inc., No the Carolina corporations and Central Plains Farms, Iris., 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
LCs propose to merge one of the Corporations in the following manner with each of the
's being the surviving member:
-Z-6 of Carolina LLC with
till's Foods LLC with
Foods of Virginia LLC with
our LLC with
Farms LLC with
M Farms LLC with
lains 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.
"Ions 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:
4dwin,Sole Manager of Murphy -Brown LLC
HY-BROWN LLC, a Delaware limited liability company
and sole Member of the LLC
Sole Manager
of the Corporations:
Y-BROWN LLB', a Delaware limited liability company
stockholder of the Corporation
Sole Manager
Consent 2

. gLarry Pope, ct�4r
Michael H. Cole, Director
Unanimous Consent 3

LIMITED LIABILITY COMPANY ANNUAL REPORT
l012017 +
NAME OF LIMITED LIABILITY COMPANY: Murphy -Brown LLC
Filing Orfice Use Only
SECRETARY OF STATE ID NUMBER: 0590336 STATE OF FORMATION: DE i E-Filed Annual Report
0590336
CA201805938833
REPORT FOR THE CALENDAR YEAR: 2018 2/28/2018 07:07
SECTION A: REGISTERED AGENT'S INFORMATION Changes
1. NAME OF REGISTERED AGENT: Schmidt, Gre
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
2822 Highway 24 West:
Warsaw, NC 28398 Duplin County
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
2822 Highway 24 West
Warsaw, NC 28398
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Hog. Production
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY 5. PRINCIPAL OFFICE MAILING ADDRESS.
200 Commerce Street
Smithfield, VA 23430
200 Commerce St.
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: Smithfield Packaged Mears Corp. ffkla John Morrea & Co. NAME: NAME:
TITLE: Member TITLE: TITLE:
ADDRESS: ADDRESS: ADDRESS:
200 Commerce St. _
Smithfield, VA 23430
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 2/28/201 8
SIGNATURE DATE
Form must be signed by a Company Official listed under Section C. of This form_
Smithfield Packaged Meats Corp. f/k/a John Morrell & Co., by Mandy Hendricks POA Member
Print or Type Name of Company Official Print or Type Title of Company Official T
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525

III IIIIIIIIIIIIIIIIIIIIIIIII III III
Doc No: 100➢9820
Recorded: 09/28/2018 04:45:20 PM
Fee Amt: 626.00 Page 1 of 2
Duplin County North Carolina
June H. Hargrove, Register of Deeds
BK 1880 PG 366 - 367 (2)
State of North Carolina
■ STATE OF tRORTH CAROL➢l A
r COUl1N OF QUPI.It
This irshmert.kai beeAwbr
He1wralian Pro the GiA,'N"'a and (A the
Beak and Page sk Arl afl I➢e H Pnpa
beret?, and if Ae'so;g ua grass lot
➢ftrVRisk?"PEN A -
Department of Environmental Quality
Division of Water Resources
It. Warroe,
NON -DISCHARGE WASTWATER SYSTEM WAIVER
AGREEMEN'r TO WAIVE SETBACKS 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 property located at:
Address: 356 Bonham Road Parcel No.: 12 972
City: Magnolia State: NC Zip Codo: 28453 County. Duplin
Furthermore, 1 certify that I am authorized to make decisions regarding Ibis property, and that 1 do hereby
agree that the setback distances cited below be granted to the Applicant/Permittce listed on the following
page.
M1 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.
I understand the setback requirements set forth in 15A 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 15A NCAC 02T. For the parcel identified
above, I 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.
❑ I understand the setback requirements set forth in 15A NCAC 02T
above, I consent to a reduced setback from , feet to
construction of wastewater treatme t and to age units as near as _
�!
Signature: GC' / /
DORM: NDWSW 03-17 `7 le
. For the parcel identified
feet, thereby allowing the
— feet from my residence.
Date: �% U
Page 1 oF2

Applicant/Peimittee: Murphy -Brown, LLC
Address: P.O. Box 856
City: Warsaw
Book 1880
Page 357
Parcel No.: 12-970
Stale: NC ZipCodc: 28398 County: Duf)fin
NORTII CAROLttINA, ? n COUNTY
I, 1.1 SSA J ° ULQ ly a Notary Public for Tu 11 n County, North Carolina,
do hereby certify that V trC I k k n , wY � personally appeared before me this day
and acknowledged the due execution of the foregoing instrument.
Witness my hand and offldal seal, this the 3� day of —4yi ;"qb.
SEAL •�`\v���A S
.��Notary Public !�
Duplin
County
My Comm. Exp. zz
11-25-2021 �T
Signature of Notary Public
My commission expires _ � I
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

ZR�yj
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
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
Autrvville
2.1
A
A3
Autrvville
2.5
B
B1
Aut °ville- variant
3.2
B
B2
Autrvville- variant
0.7
B
B3
Autrvville- variant
2.6
Total
1
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
B1
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.

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
M

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
Aut ville
2.5
B
B 1
Autrvville- variant
3.2
B
B2
Autryville- variant
0.7
B
B3
Autryville- variant
2.6
Lynchburg
NA
Lynchburg
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 A1, A2, A3, B 1, B2, 133) 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 Wdraulic Conductivih,
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
it!

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
Steadv 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
1 6.5
1 30.31
4.14
730,000
B .channel filled
7.7
1 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:
Irrigation 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
01
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
i 315
406
857
4
25
0
05
6.0
289
492
953
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
8

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.
u

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,
lx,e A�'/
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

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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 Maunolia. NC
Soil Descriptions: Karl Shaffer. Trent Bostic
TYPICAL PROFILE — Autryv ille soils Zone A
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 0-9"
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
d dark grayish 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
C2D 10 YR 6/2, C21) 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
1mSBK
NEXP
NS, NP
Very Friable
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 — AutrV% ille variant soils IZone Bl
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"
10VR 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 -raN ish 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, C21) 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, C21) 7.5 YR
Distinct,
LS
S.G.
NEXP
NS, NP
Loose
5/8
Common
E12 75-86+"
10 YR 7/2
C21) 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
13
14
NA
NA
NA
'
Lynchburg soils- not irrigated
Lynchburg soils- not irrigated
Lynchburg soils- not irrigated
15
B1
1-2
38
29 K4
04
04
16
B1
1
35
38
17
B1
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
>48
03
Grossarenic -similar inclusion
22
B3
1-2
48
44
05
Grossarenic -similar inclusion
23
B3
3
46
39
K7
05
24
B3
4
>48
33
05
25
B3
3
43
28
05
26
A3
4
51
32
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)

1
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Appendix 5
Saturated Hydraulic Conductivity Data Sheets
Saturated Hydraulic Conductivity Summary

Truck Wash Investigators......: K. Shaffer, T. Bostic
Warsaw, NC Date ...................: March 28, 2018
43 in. (Specify units) WCU Base Ht. h: 17.0 cm***
7.0 cm WCU Susp. Ht. S: 5.1 cm
3.50 cm Const. Wtr. Ht. H: 22.1 cm
25 *C H/r**.................: 6.3
0.000891 kg/m•s Dyn. Visc. @ TB.: 0.001003 kg/m•s
Volume Out TIME Interval Elapsed Time Flow Rate Q
(ml) h:mm:ss P (hr:min:sec) (min) (ml/min)
12:00:00 PM
KB = QV/(2nH2)[In(H/r+((H/r)z+1)0'5}-((H/r)2+1)0-5/(H/r)+]
where:
KB: (Coefficient of Permeability) @ base Tmp. TB °C:
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 wat
L, 48 #VALUE! 12:43:00 PM 0:43:00 43.00 #VALUE!
#VALUE!
#VALUE!
#VALUE! #VALUE!
L,500 340 1:14:00 PM 0:31:00 31.00 10.97
850 650 2:20:00 PM 1:06:00 66.00 9.85
0.9
8.93E-05
7.7
0.
0.8
8.02E-05
6.9
0.
0:43:00 43.00 8.84 0.7
0:30:00 30.00 10.00 0.8
0:30:00� 30.00 9.67 0.8
>_,320
2:21:00 PM
L,940
380
3:04:00 PM
7.20E-05
6.21
0.
L,640
300
3:34:00 PM
8.14E-05
7.0. 0.
L,350
290
4:04:00 PM
7.87E-05
6.81 0.
Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...:
Init. Saturation Time.:
Total Time
(min)
Enter KB Value: 0.7
7.20E-05 6.2 0.
Selected lowest rate for conservatistm
243.00
lition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r>_5 -:510. **
3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0
50 100 150 200
250
Total Elapsed Time (min)

Truck Wash Investigators......: K. Shaffer, T. Bostic
Warsaw, NC Date ...................: March 28, 2018
27 in. (Specify units) WCU Base Ht. h: 17.0 cm***
7.0 cm WCU Susp. Ht. S: 5.1 cm
3.50 cm Const. Wtr. Ht. H: 22.1 cm _
25 °C H/r**.................: 6.3
0.000891 kg/m•s Dyn. Visc. @ TB.: 0.001003 kg/m•s
Volume Out TIME Interval Elapsed Time Flow Rate Q
(ml) h:mm:ss A/P (hr:min:sec) (min) (ml/min)
11:45:00 AM
Ka = QV/(2nH2)[In(H/r+((H/r)2+1)1.1)-((H/r)2+1)°-5/(H/r)+]
where:
KB: (Coefficient of Permeability) @ base Tmp. Ts'C:
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 wat
------------------ KB Equivalent Values --- --------
3'100. #VALUE! 12:40:00 PM 0:55:00 55.00 #VALUE!
?,600 500 1:12:00 PM 0:32:00 32.00 15.63
190 2,410 2:21:00 PM 1:09:00 69.00 34.93
#VALUE!
#VALUE!
#VALUE!
I #VALUE!
1.3
1.27E-04
11.0.
0.
2.8
2.84E-04
24.610.
f
'
3,120 2:24:00 PM I
L,840 1,280 3:03:00 PM 0:39:00 39.00 32.82 2.7
L,010 830 3:33:00 PM 0:30:00 30.00 27.67 2.3
310 700 4:03:00 PM 0:30:00 30.00 23.33 1.9
2.67E-04
2.25E-04
1.90E-04
23.1 0.
19.5 0.
16.4 0.
I i
. Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...
Init. Saturation Time.:
Total Time
(min)
Enter KB Value: 1.9
1.90E-04
16.4 0.
Selected lowest rate for conservatistm
255.00
Iition I exists when the distance trom the water surtace in the borehole to the water table or an impermeable layer is 23X the depth of the water in the borehole. "H/r 2* - 510.
3"): h = 10cm, Model JP-1R2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
ao.aa
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0
50 100 150 200 250
Total Elapsed Time (min)

Truck Wash
Warsaw, NC
Investigators......: K. Shaffer, T. Bostic
Date ...................: March 28, 2018
KB = QV/(27[H2)[In{H/r+((H/r)2+1)°'s)-((H/r)2+1)°'s/(H/r)+:
where:
35 in. (Specify units)
7.0 cm
3.50 cm
WCU Base Ht. h: 17.0 cm***
WCU Susp. Ht. S: 5.1 cm
Const. Wtr. Ht. H: 22.1 cm
H/r**.................: 6.3
Dyn. Visc. @ To.: 0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB °C:
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
_
25 °C
0.000891 kg/m•s
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T *C/Dyn. Visc. of wat
Volume Out
(ml)
TIME
h:mm:ss P
Interval Elapsed Time
Flow Rate Q
(ml/min)
------ ------------- KB Equivalent Values ---
(hr:min:sec) (min)
(pm/sec) (cm/sec) (cm/day) (in/hr)
11:30:00 AM
#VALUE! 12:20:00 PM. 0:50:00 50.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
800 12:35:00 PM. 0:15:00 _ 15.00 53.33 4.3 4.34E-04 37.5 0.
150 1:12:00 PM 0:37:00 37.00 4.05 0.3 3.30E-05 2.9i 0.
1,870 2:25:00 PM 1:13:00 73.00 25.62 2.1 2.09E-04 18.0 0.
3,250
?,450
?,300
430
�
3,240 2:25:00 PM.
i.,060 1,180 3:03:00 PM1 0:38:001 38.00
900 1,160 3:33:00 PM 0:30:00 30.00
0 900 3:54:00 PM 0:21:00 21.00
I
2.53E-04
_ 3.15E-04
3.49E-04
21.9 0.
27.2 0.
30.2 0.
31.05.
2.5
38.67
3.1
42.86
3.51
f
Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...:
Init. Saturation Time.:
Total Time
(min)
Enter Ka Value: 2.11
2.09E-04 18.0 0.
Selected lowest rate for conservatistm
264.00
Iition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - 510. **
3"): h = 10cm, Model JP-1R2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Flow Rate Q vs. Total Elapsed Time
0 50 100 150 200 250
Total Elapsed Time (min)

Truck Wash Investigators......: K. Shaffer, T. Bostic
Warsaw, NC Date ...................: March 29, 2018
38 in. (Specify units) WCU Base Ht. h: 17.0 cm***
7.0 cm WCU Susp. Ht. S: 5.1 cm
3.50 cm Const. Wtr. Ht. H: 22.1 cm
25 *C H/r**.................• 6.3
0.000891 kg/m•s Dyn. Visc. @ TB.: 0.001003 kg/m•s V: Dynamic viscosity of water @ T °C/Dyn. Visc. of wat
Volume Out TIME Interval Elapsed Time Flow Rate Q------------------ -- KB Equivalent Values --------
(ml) h:mm:ss A/P (hr:min:sec) (min) (ml/min) ( m/sec (cm/sec) j (cm/day) I (in/hr)
9:00:00 AM
?,750 #VALUE! 9:15:00 AM 0:15:00 15.00 #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.
0 890 10:12:00 AM 0:27:00 27.00 32.96 2.7 2.68E-04 23.2 0.
3,200 10:15:00 AM
t,200 1,000; 10:45:00 AM 0:30:00 30.001 33.33 2.7 2.71E-04 23.5.1 0.
L,610 590 11:15:00 AM 0:30:00 30.001 19.67 1.6 1.60E-04 13.8 0
L,330 280 11:45:00 AM 0:30:00 30.00 9.33 0.8 7.60E-05 6.6 0.
710 620 12:15:00 PMi 0:30:00 30.00 20.67 1.7 1.68E-04 14.5 0.
360 350 12:45:00 PM 0:30:00 30.00 11.67 1.0 9.50E-05 8.2 0.
60 300 1:15:00 PM 0:30:00 30.00 10.00 0.8 8.14E-05 7.0 0.
_.
3,170 1:20:00 PM
>.,850 320 1:50:00 PM 0:30:00 30.00 10.67 0.9 8.69E-05 7.5 0.
?,510 340 2:10:00 PM 0:20:00 20.00 17.00 1.4 1.38E-04 12.01 0.
KB = QV/(21EH2)[In{H/r+((H/r)Z+1)0-5}-((H/r)2+1)0-5/(H/r)+]
where:
KB: (Coefficient of Permeability) @ base Tmp. TB *C:
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
r: Radius of the cylindrical borehole
....: Moist Consistency ...............: N5, NP Total Time Enter KB Value: 1.0 9.50E-05. 8.21 0.
ass: SL Water Table Depth...: (min) Selected lowest rate for conservatistm
10..: Init. Saturation Time.: 302.00
lition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r?5 -:510. **
3" ): h = 10cm, Model JP-1R2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
70.00 T-
60.00 -
50.00
40.00
30.00
20.00
10.00
0.00 T-
0
50 100
Total Elapsed Time (min)
150 200 250 300

Truck Wash
Investigators......: K. Shaffer, T. Bostic
KB = QV/(2nH2)[ln{H/r+((H/r)2+1)0 5)-((H/r)2+1)0-5/(H/r)+]
Warsaw, NC
38 in. (Specify units)
7.0 cm
3.50 cm
25 *C
0.000891 kg/m•s
Volume Out TIME
(ml) i (h:mm:ssA/P)
9:00:00 AM
Date ...................:
March 29, 2018
WCU Base Ht. h:
17.0 cm***
WCU Susp. Ht. S:
5.1 cm
Const. Wtr. Ht. H:
22.1 cm
H/r**.................
6.3
Dyn. Visc. @ TB.:
0.001003 kg/m•s
Interval Elapsed Time
I Flow Rate Q
where:
KB: (Coefficient of Permeability) @ base Tmp. TB *C:
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 wat
------------- ------- KB Equivalent Values----------
?,300
0
3,250
#VALUE!
2,300
9:20:OO AM
9:50:00 AM
10:00:00 AM
0:20:00
0:30:00
20.001 #VALUE!
#VALUE!
#VALUE!
6.24E-04
#VALUE!
53.9
#VALUEI
0.
30.00 76.67
6.2
0
3,250
10:30:00AM
0:30:00
30.00'
108.33f
8.8
8.82E-04,
76.2.
1.
24.6
0.
3,200
?,150
L,220!
L,020
650
400
1,050
930
200
370
250
10:30:00 AM,
11:00:00 AM
11:30:00 AM
12:00:00 PM.
12:30:00 PM
1:00:00 PM
0:30:00
0:30:00
0:30:00
0:30:00
0:30:00
30.00
30.00
30.00
30.00
30.00
35.00
31.00
6.67
12.33
8.33
2.9
2.5
0.5
1.0
0.7
2.85E-04
2.52E-04
21.8
4.7.
8.7
5.9
0.
0.
0.
0.
5.43E-05
1.00E-04
6.79E-05
Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...
Init. Saturation Time.:
Total Time
(min)
Enter KB Value:
1.0 1.00E-041
5.9
0.
Selected lowest rate for conservatistm
230.00
Iition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 -:510. **
3"): h = 10cm, Model JP-1R2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
120.00 r
100.00
80.00
60.00
40.00
20.00
0.00
0
50 100 150 200
Total Elapsed Time (min)

Truck Wash Investigators......: K. Shaffer, T. Bostic
Warsaw, NC Date ...................: March 29, 2018
48 in. (Specify units) WCU Base Ht. h: 17.0 cm***
7.0 cm WCU Susp. Ht. S: 5.1 cm
3.50 cm Const. Wtr. Ht. H: 2201 cm
25 °C H/r**.................: 6.3
0.000891 kg/m•s Dyn. Visc. @ TB.: 0.001003 kg/m•s
Volume Out TIME Interval Elapsed Time Flow Rate Q
(ml) h:mm:ss A P (hr:min:sec) (min) (ml/min)
8:48:00 AM
KB = QV/(2riH2)[In{H/r+((H/r)2+1)05)-((H/r)2+1)0-5/(H/r)+]
where:
KB: (Coefficient of Permeability) @ base Tmp. TB °C:
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 wat
KB Equivalent Values
(cm/day)
?,740
#VALUE! 9:00:00 AM 0:12:00 12.00 #VALUE!
820 9:15:00 AM 0:15:00 15.00 54.67
700 9:30:00 AM 0:15:00 15.00 46.67
#VALUE! #VALUE!
4.5 4.45E-04
#VALUE! #VALUE!
38.5 0.
32.8 0.
L,920
L,220
3.8
3.80E-04
3,000 9:30:00 AM
7,550 450 9:45:00 AM 0:15:00
_
?,200 350 10:00:00 AM 0:15:00
L,980 220 10:15:00 AM 0:15:00
L,740 240 10:30:00 AM 0:15:00
L,500 240 10:45:00 AM 0:15:00
L,260 240 11:00:00 AM 0:15:00
L,020 240 11:15:00 AM 0:15:00
780 240 11:30:00 AM 0:15:00
2.44E-04
1.90E-04
1.19E-04
21.1 0.
15.00 30.00 2.4
y
15.00 23.33 1.9
16.4 0.
10.3 0.
11.3 0.
11.3 0.
11.31.0.
11.3 0.
11.3 0.
15.00 14.67
1.2
15.00 16.00
1.3
1.30E-04
15.00
16.00
1.3
1.30E-04
1.30E-04
15.00
16.00 1.3
16.00 1.3
16.00 1.3
15.00
1.30E-04
15.00
1.30E-04
1
Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...:
Init. Saturation Time.:
Total Time
(min)
Enter KB Value: 1.3
1.30E-04 11.3 0.
Selected lowest rate for conservatistm
162.00
ration I exists when the distance from the water surface in the borehole to the water table or an impermeable layer is 23X the depth of the water in the borehole. "H/r >_b - _<10. "
3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
so.a0
50.00
40.00
30.00
20.00
10.00
0.00
0
20 40 60 80 100 120 140 160
Total Elapsed Time (min)

Truck Wash
Investigators......: K. Shaffer, T. Bostic
Date ...................: March 29, 2018
KB = QV/(2nHZ)[In{H/r+((H/r)2+1)0'51-((H/r)2+1)°'s/(H/r)+l
Warsaw, NC
where:
42 in. (Specify units)
7.0 cm
3.50 cm
WCU Base Ht. h: 17.0 cm***
WCU Susp. Ht. S: 5.1 cm
Const. Wtr. Ht. H: 22.1 cm
H/r**.................: 6.3
Dyn. Visc. @ TB.: 0.001003 kg/m•s
KB: (Coefficient of Permeability) @ base Tmp. TB *C:
Q: Rate of flow of water from the borehole
H: Constant height of water in the borehole
25 °C
0.000891 kg/m•s
r: Radius of the cylindrical borehole
V: Dynamic viscosity of water @ T 'C/Dyn. Visc. of wat
Volume Out
(MI)
TIME
h:mm:ss A/P
Interval Elapsed Time Flow Rate Q
(hr:min:sec) (min) (ml/min)
--------------------- KB Equivalent Values ------- ----
(pm/sec) (cm/sec) (cm/day) (in/hr)
12:15:00 PM
0:15:00 15.00 #VALUE! #VALUE!
0:15:00 15.00 36.00 2.9
0:30:00 30.00 10.00 0.8
0:30:00 30.00 11.33 0.9
#VALUE! #VALUE!
25.3 0.
3,230
#VALUE!
12:30:00 PM
#VALUE!
?,690
540.
12:45:00 PM
2.93E-04
?,390 3001 1:15:00 PM
8.14E-05
9.23E-05
5.70E-05_
4.34E-051
4.34E-05
4.34E-05
7.0
0.
?,050 340
1:45:00 PM
8.0
4.9
0.
0.
L,840 210 2:15:00 PM 0:30:00. 30.00
L,6801 160 2:45:00 PM 0:30:00 30.00
L,520 160 3:15:00 PM 0:30:007 30.00
L,360 160 3:45:00 PM 0:30:00. 30.00
7.00 0.6
5.33 0.4
3.8 0.
3.8 0.
5.33 0.4
5.33 0.4
3.8. 0.
i
f
Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...:
Init. Saturation Time.:
Total Time
(min)
Enter KB Value: 0.4
4.34E-05
3.8 0.
Selected lowest rate for conservatistm
210.00
lition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r z5 - 510. **
3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015
40.00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
Flow Rate Q vs. Total Elapsed Time
0 50 100 150 200
Total Elapsed Time (min)

Truck Wash Investigators......: K. Shaffer, T. Bostic
Warsaw, NC Date ...................: March 29, 2018
33 in. (Specify units) WCU Base Ht. h: 17.0 cm***
7.0 cm WCU Susp. Ht. S: 5.1 cm
3.50 cm Const. Wtr. Ht. H: 22.1 cm
25 C H/r**.................. 6.3
0.000891 kg/m-s Dyn. Visc. @ TB.: 0.001003 kg/m•s
Volume Out I TIME Interval Elapsed Time Flow Rate Q
(ml) h:mm:ss A/P (hr:min:sec) (min) (ml/min)
1 1:20:00 PM,
KB = QV/(2nH2)[ln{H/r+((H/r)2+1)111)-((H/r)Z+1)0-s/(H/r)+9
where:
KB: (Coefficient of Permeability) @ base Tmp. TB °C:
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 wat
--- ---- --------- Ka Equivalent Values---------
?,680 #VALUE! 2:00:00 PM 0:40:00
L,960 720 2:30:00 PM 0:30:00
40.00
#VALUE! #VALUE! #VALUE!
24.00 2.0 1.95E-04
35.33 2.9 2.88E-04
34.62 2.8 2.82E-04
#VALUE! #VALUE!
16.9 0.
24.9 0.
24.4 0.
30.00
900 1,060
3:00:00 PM 0:30:00
30.00
0 900 3:26:00 PM 0:26:00 26.00
34.2 0.
3,150
3:30:00 PM
L,690 1,460
4:00:00 PM 0:30:00j 30.00
48.67
4.0
3.96E-04
I
I
I -
Moist
ass: SL
10..:
Consistency ...............: NS, NP
Water Table Depth...:
Init. Saturation Time.: 1
Total Time
(min)
Enter KB Value: 2.9
2.88E-04 24.9 0.
Selected lowest rate for conservatistm
156.00
lition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is >_3X the depth of the water in the borehole. **H/r >_5 - <_10. **
3"): h = 10cm, Model JP-JR2 (2") h =17cm. Johnson Permeameter, LLC. Revised 12/04/2015
Flow Rate Q vs. Total Elapsed Time
60.00
50.00
40.00
30.00
20.00
10.00 {
0.00 1IIJ
0
20 40 60 80 100
Total Elapsed Time (min)
120 140 160

....----...,, •--
tic, .Shaffer
#1 ZONE 1
)epth = in
Ksat= 0.1 i n/h r
#4 ZONE 2
)epth = in
Ksat= 0.13 in/hr
#7 ZONE 2
)epth = in
Ksat= 0.06 in/hr
metric Mean (Zone 1)
metric Mean (Zone 2)
(in/hr) Zone 1
Zone 2
0.1
0.13
0.27
0.1
0.3
0.18
0.41
0.06
netric Mean 0.24005857
0.10885334
Ksat #2 ZONE 1
Depth = in
Ksat= 0.27 in/hr
Ksat #5 ZONE 2
Depth = in
Ksat= 01 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

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Appendix 7
Realistic Yield Expectation Table
Autryville Soils-Duplin County

1. SELECT COUNTY:
Duplin County, NC
2. SELECT YOUR SOIL
AuB: Autryville loamy fine sand, 0 to 6 percent slopes
SLOPE
U Use Representative Slope Typical of the Soil Map Unit
O Use My Slope:
REALISTIC
ESTIMATED
P OSPORHUS
YIELD
NITROGEN
FACTOR
NITROGEN
RATE
REMOVAL
CROP
+�
4t
(LBSIACRE)
ILBS
Pz03lACRE)
4f
41
Bahiagrass {Hay)
4 Tons
49
196
46
Barley (Grain)
61
1 E8
96
23
Bushels
Caucasion/Old World
Bluestem (Hay)
4.5 Tons
49
221
54
Common
4 Tons
49
i96
48
Bermudagrass (Hay)
Corn (Grain)
s0els
1.02
104
45
B
Corn (Silage)
0 Tons
11.8
0
0
700
Cotton
P
0.112
78
20
Dallisgrass (Hay)
4 Tons
49
196
52
Fescue (Hay)
1-5 Tons
49
74
24
Hybrid Bermudagrass
5.5 Tons
49
270
68
(Hay)
Hybrid Bermudagrass
overseeded with
5.5 Tons
49
270
75
Rescuegrass (Hay)
Mixed Cool Season
1 Tons
49
43
14
Grass (Hay)
Oats (Grain)
76
1.27
97
19
gushers
Orchardgrass (Hay)
1 Tons
49
49
15
Peanuts
0
0
14
Pounds
Pearl Millet (Hay)
5 Tons
54
270
67
Rescuegrass (Hay)
2 Tons
49
98
23
Rye (Grain)
45
232
104
15
Bushe?s
Small Grain (Silage)
7 Tons
12.2
85
?8
Sorghum (Grain)
40 CW)-
1.94
78
30
Sorghum (Silage)
0 Tons
8.3
0
0
Sorghum Sudan (Hay)
4.5 Tons
54
243
63
Soybeans (Double
25
3.98
100
20
Cropped - Manured)
Bushels
Soybeans (Double
25
Cropped)
Bushels
0
0
20
Soybeans(Full
30
Season - Manured)
Bushels
3.98
119
24
Soybeans (Full
30
Season)
Bushe's
0
0
24
Timothy Grass (Hay)
•3 Tons
49
0
0
Tobacco (Burley)
0.06
0
0
Pou0nds
2400
Tobacco (Flue Cured)
Pounds
0.038
91
12
Triticale (Grain)
63
1.6
101
21
Bushels
Tropical Corn (Silage)
0 Tons
71
0
0
r
Wheat (Grain)
2.32
104
23
gushers

z I ;
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
REPORT ADDENDUM
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.
2

Please advise if additional information is required.
Sincerely,
Z<�� -4�4A
Karl Shaffer, LSS
Senior Soil Scientist/Certified Nutrient Management Planner
Summary of Attachments
Register Truck Wash Waste Sample for RTW2
Revised Water Balance

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Enter Data = I Potential Evapo-Transpiration (PET) Worksheet
Choose PET Method: d Thorrithwaite Method 4 --- Cfrk on C>h.cLldaz --i Ulftnui Enkred PET
Click on each step box
Thornthwaite PET Calculation
8 i
Mean mPnMly
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Month
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45.3
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55.1
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4.17
1.43
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80.2
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6.63
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1.16
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111, ;
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4.24
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0.97
6.76
2.44
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0.86
4.28
1.24
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40.0
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TOTALS=
83.45
36.12
Source of Temperature Data
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Location of Precipitation Dafa: Clkdon, NC
Staring Year of Data Record: tg51
Ending Year of Data Record: 198f
Period of Record
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USDA -MRCS County Sol] surveys (contact local NRCS office)
Site Latitude
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Murphy -Brown, LLC 8/21/2018 2822 Hwy 24 West
P.O. Box 856
Warsaw, NC 28398
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
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.
1 of 11

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 Facirity: 486.82
Nitrogen Balance for Crops: (1,768.85)
The following table describes the specifications of the hydrants and fields that contain the crops
designated for utilization of the nitrogen produced on this facility. This chart describes the size,
soil characteristics, and uptake rate for each crop in the specified crop rotation schedule for this
facility.
2of11

i
n�

1111110101111111110111

This plan does not include commercial fertilizer. The facility should produce adequate plant
available nitrogen to satisfy the requirements of the crops listed above.
The applicator is cautioned that P and K may be over applied while meeting the N requirements.
In the future, regulations may require these facilities to have a nutrient management plan that
addresses all nutrients. This plan only addresses nitrogen.
In interplanted fields ( i.e. small grain, etc, interseeded in bermuda), forage must be removed
through grazing, hay, and/or silage. Where grazing, plants should be grazed when they
reach a height of six to nine inches. Cattle should be removed when plants are grazed to a
height of four inches. In fields where small grain, etc, is to be removed for hay or silage, care
should be exercised not to let small grain reach maturity, especially late in the season (i.e.
April or May). Shading may result if small grain gets too high and this will definitely interfere
with stand of bermudagrass. This loss of stand will result in reduced yields and less nitrogen
being utilized. Rather than cutting small grain for hay or silage just before heading as is
the normal situation, you are encouraged to cut the small grain earlier. You may want to
consider harvesting hay or silage two to three times during the season, depending on the
time small grain is planted in the fall.
The ideal time to interplant small grain, etc, is late September or early October. Drilling is
recommended over broadcasting. Bermudagrass should be grazed or cut to a height of
about two inches before drilling for best results.
CROP CODE LEGEND
Crop Code
Crop
Lbs N utilized / unit yield
A
Barley
1.6 Ibs N l bushel
B
Grazed Hybrid Bermudagrass
50 Ibs N ! ton
C
Hybrid Bermudagrass Hay
50 Ibs N / ton
D
Corn - Grain
1.25 Ibs N / bushel
E
Corn - Silage
12 Ibs N / ton
F
Cotton
0.12 Ibs N / Ibs lint
G
Grazed Fescue
50 Ibs N / ton
H
Fescue Hay
50 Ibs N / ton
I
Oats
1.3 Ibs N / bushel
J
Rye
2.4 Ibs N / bushel
K
Grazed Overseed
50 Ibs N / acre
L
Overseed Hay
50 Ibs N / acre
M
Grain Sorghum
2.5 Ibs N / cwt
N
Wheat
2.4 Ibs N / bushel
O
Soybean
4.0 Ibs N / bushel
P
Pine Trees
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
4 of 11

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

Application Rate Guide
The following is provided as a guide for establishing application rates and amounts.
Soil
Application Rate
Application Amount
Tract
Hydrant
Type
Crop
inlhr
* 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
Owner: Murphy -Brown, LLC
Manager:
Owner/Manager Agreement:
Uwe understand and will follow and implement the specifications and the operation and
maintenance procedures established in the approved wastewater nutrient management
plan forthe facility named above. Itwe 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.
l/we understand that I must own or have access to equipment, primarily irrigation equipment,
to land apply the wastewater described in this nutrient management plan, This equipment
must be available at the appropriate pumping time such that no discharge occurs from the lagoon
in the event of a 25 year 24 hour storm. I also certify that the wastewater will be applied on the land
according to this plan at the appropriate times and at rates which produce no runoff.
This plan will be filed on site at the facility office and at the office of the local soil and Water
Conservation District and will be available for review by NCDWQ upon request.
Name of Facility Owner.
Signature:
Name of Manager
Signature:
Murphy -Brown, LLC
rent from owner):
0
r
Name of Technical Specialist: M. Kevin Weston
Affiliation: Mu h -Brown, LLC. Dba Smithfield Hog Production
Address: 2 24 West, PO Drawer 856
Warsaw, NC 28398
Telephone: _ [phone]
Signature:
Date
8of11

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.
2 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, MRCS 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.
8 Waste shall not be applied to saturated soils, during rainfall events, or when the surface is
frozen.
9 of 11

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.
10of11

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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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.
T•'iPat �r�r,rt '..
2

C. Table of Contents:
A. Title Page.................................................................................... (pg. 1)
B. Executive Summary ................................................................... (pg. 2)
C. Table of Contents......................................................................
(pg. 3)
D. Objectives..................................................................................
(pg. 4-5)
E. Data Collection Methods..........................................................
(pg. 6-7)
F. Geology.......................................................................................
(pg. 7-8)
G. Hydrogeology...........................................................................
(pg. 8-10)
H. Groundwater Chemistry..........................................................
(pg. 10-12)
I. Lagoon Emplacement...............................................................
(pg. 13-14)
J. Conclusions.................................................................................(pg.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

A 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 100'h"s of a foot. 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 Murphey's Creek. 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
groundwater discharge feature, the unnamed tributary to Murphey's Creek. The
average distance across the stream feature from west floodway fringe to the east is
approximately 300' to 325'. 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
8

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
11

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. A concern of DWR's permitting staff is the potential for
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
monitoring wells were installed around the structure's future location, 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 9F 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 161h and May 6 h, 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 '/z 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 boundary, an unnamed tributary to Murphey's Creek. The local
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

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Figure 6.
Map from USGS Open File Report 2011-1115
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'off
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.

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APPENDICES

ANALYTICAL & CONSULTING CHEMISTS
Smithfield Hog Productions -Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19-15745 Site: AG-1
Environmental Chemists, Inc.
6602 Windmill Way, Wilmington, INC 28405 $ 910.392.0223 La'o * 910.392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 - 252.473,5702 Lab/Fax
255-A Wilmington Highway, Jacksonville, NC 28540 a 910.347.5843 Lab; Fax
�environnaentalchemists.com
Date of Report:
May 06, 2019
Customer PO #-
Customer ID:
08110011
Report #:
2019-06241
Project ID: AG Protein
Collect Date/Time Matrix
Sampled by
4/17/2019 10:21 AM Water
EHC Enviro
Test Method Results Date Analyzed
Copper
EPA 200.7
0.030 mg1L
04/22/2019
Potassium
EPA 200.7
20-8 mg/L
04/25/2019
Sodium
EPA 200.7
10.1 mg/L
04/23/2019
Zinc
EPA 2007.
0.023 mg/L
04/22/2019
Ammonia Nitrogen
EPA 350.1
< 0.2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 C
223 mg/L
04118/2019
Chloride
SM 4500 CI E
10 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
2.63 mg/L
05/06/2019
Fecal Coliform
SM 9222D MP
<1 Colonies/100mL
04/17/2019
Nitrate Nitrogen (Calc)
Nitrite Nitrogen
EPA353.2
0.09mg/L
04/18/2019
Nitrate+Nitrite-Nitrogen
EPA 353.2
15.8 mg/L
04/26/2019
Nitrate Nitrogen
Subtraction Method
15.7 mg/L
05/03/2019
Report #:: 2019-06241 Pagel of 8

nvironme tal Chemists, Inc.
i; 6602 Windmill Way, Vtii_imington, NC 2840.5 - 910.392.0223 Lab - 910.392.4424 Fax
_ r 710 Bowsertown Road, Nlanteo, NC 27954 $ 252.477.5702 Lab; Fax
255-A `ANilmington Higliwa}, Jacksonville, NC 28540 * 910.347.5E-43 Lab/Fax
ANALYTICAL & CONSULTING CHEMISTS info(r'er..v;rormentalchemists.co:ii
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
19-15748 Site: AG-2
4/17/2019 11:06 AM Water
EHC Enviro
Test Method Results Date Analyzed
Copper
EPA 200.7
<0.01 mg/L
04/22/2019
Potassium
EPA 200.7
9.32mg/L
04/25/2019
Sodium
EPA 200.7
6.58 mg/L
04/23/2019
Zinc
EPA 200.7
0.071 mg/L
04/22/2019
Ammonia Nitrogen
EPA 350.1
< 0.2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 C
76 mg/L
04/18/2019
Chloride
SM 4600 Cl E
5 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
< 0.04 mg/L
05/06/2019
Fecal Coliform
SM 922213 MF
<1 Colonies/100mL
04/17/2019
Nitrate Nitrogen (Calc)
Nitrite Nitrogen
EPA353.2
0.08 mg/L
04/18/2019
Nitrate+Nitrite-Nitrogen
EPA353-2
7.95mg/L
04/26/2019
Nitrate Nitrogen
Subtraction Method
7.87 mg/L
05/03/2019
Report #: 2019-06241 Page 2 of 8

Environmental Chemists, Inc.
6602 Windmill Way, Wilmington, NC 28405 - 910.392.0223 Lab - 910.392.4424 Fax
7 71.0 Bowsertown Read, 114anteo, NC 27954 9 252.4, 3.5702 Lab/Fax
25 5-A Wilmington Highwav, Jacksonville, NC 28540 ® 910.347.5&43 Lab/Fax
ANALYTICAL & CONSULTING CHEMISTS info,' environmentalchemists.com
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
19-15749 Site: AG-3 4/17/2019 11:44 AM Water EHC Enviro
Test Method Results Date Analyzed
Copper
EPA 200.7
0.012 mg/L
04/22/2019
Potassium
EPA 200.7
2.30 mg/L
04/25/2019
Sodium
EPA 200.7
1.37 mg/L
04/23/2019
Zinc
EPA 200.7
0.150 mg/L
04/22/2019
Ammonia Nitrogen
EPA 350.1
< 0.2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 c
377 mg/L
04/18/2019
Chloride
SM 4500 ci E
< 5 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
1.23 mg/L
05/06/2019
Fecal Coliform
SM 9222D MF
<1 Colonies/100mL
04/17/2019
Nitrate Nitrogen (Calc)
Nitrite Nitrogen
EPA353.2
0.06mg/L
04/18/2019
Nitrate+Nitrite-Nitrogen
EPA353.2
0.40mg/L
04/2612019
Nitrate Nitrogen
Subtraction Method
0.34 mg/L
05/03/2019
Report#:: 2019-06241
Page 3 of 8

—"—
ANALYTICAL & CONSULTING CHEMISTS
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
19-15750 Site: AG-4 4117/2019 12:08 PM Water EHC Enviro
Test Method Results Date Analyzed
Copper
EPA 2007
0.010 mg/L
04/22/2019
Potassium
EPA 2007
18.6 mg/L
04/25/2019
Sodium
EPA 200.7
6.12 mg/L
04/23/2019
Zinc
EPA 200 7
0.127 mg/L
04/22/2019
Ammonia Nitrogen
EPA 3501
< 0.2 mg/L
04/30/2019
Total Dissolved Solids (TDS)
SM 2540 C
129 mg/L
04/18/2019
Chloride
SM 4500 C1 E
< 5 mg/L
04/30/2019
Total Phosphorus
SM 4500 P F
0.97 mg/L
05/06/2019
Fecal Coliform
SM 9222D MF
<1 Colonies/100ml-
04/17/2019
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
EPA 353.2
0.08 mg/L
04/18/2019
Nitrate+ N itrite-N itrogen
EPA 353.2
4.92 mg/L
04/26/2019
Nitrate Nitrogen
Subtraction Method
4.84 mg/L
05/03/2019
Report # _ 2019-06241 Page 4 of 8

ANALYTICAL & CONSULTING CHEMISTS
Smithfield Hog Productions - Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19-15751 Site: AG-5
Test
Copper
Potassium
Sodium
Zinc
Ammonia Nitrogen
Total Dissolved Solids (TDS)
Chloride
Total Phosphorus
Fecal Coliform
Nitrate Nitrogen (Calc)
Nitrite Nitrogen
Nitrate+Nitrite-N itroge n
Nitrate Nitrogen
III
Environmental fists, Inc.
6602 Windmill 4Vay 'vViimington, NC 28405 6 910.392.0223 Lab - 910,392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 - 252.473.5702 Lab/Fax
?95 .A GVilmington Highwa . Jacksonviile, NC 28540 * 910.347.5843 Lab/Fax
ir,[e-mail]
Date of Report: May 06, 2019
Customer PO #:
Customer ID: 08110011
Report #: 2019-06241
Project ID: AG Protein
Collect Date/Time Matrix Sampled by
4/17/2019 12:50 PM Water EHC Enviro
Method Results Date Analyzed
EPA 200.7
<0.010 mg/L
04/22/2019
EPA 200.7
13.6 mg/L
04125/2019
EPA 2007.
4.32 mg/L
04/22/2019
EPA 2007.
1.88 mg/L
04/22/2019
EPA 350.1
0.2 mg/L
04/30/2019
SM 2540 c
81 mg/L
04/18/2019
SM 4500 CI E
< 5 mg/L
04/30/2019
SM 4500 P F
0.07 mg/L
05/06/2019
SM 9222D MF
<1 Colonies/100mL
04/17/2019
EPA 353.2
< 0.02 mg/L
04/18/2019
EPA 353.2
1.95 mg/L
04/26/2019
Subtraction Method
1.95 mg/L
05/03/2019
Report*: 2019-06241 Page 5 of 8

Environmental Chemists, Inc.
$. 6602 Windmill Way, Wilmington, NC 28405 - 910.392.0223 Lab 1 910.392.4424 Fax
710 8owsertown Road, 1Llanteo, NC 27954 * 252.473.5702 Lab / Fax
255-A Wilmington Highwvay, jackson ille, NC 28540 - 930.347.5843 Lab/Fax
ANALYTICAL & CONSULTING CHEMISTS infocnenvironmentaichemists.com
Smithfield Hog Productions - Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19-15752 Site: AG-6
Test
Copper
Potassium
Sodium
Zinc
Ammonia Nitrogen
Total Dissolved Solids (TDS)
Chloride
Total Phosphorus
Fecal Coliform
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
Nitrate+N itrite-N itrog en
Nitrate Nitrogen
Date of Report: May 06, 2019
Customer PO #:
Customer ID: 08110011
Report #: 2019-06241
Project ID: AG Protein
Collect Date/Time
Matrix Sampled by
4/17/2019 1:20 PM
Water EHC Enviro
Method
Results Date Analyzed
EPA 200.7
<0.01 mg/L
04/22/2019
EPA 200.7
12.5 mg/L
04/25/2019
EPA 200.7
5.24 mg/L
04/22/2019
EPA 2007.
0.037 mg/L
04/22/2019
EPA 350.1
< 0.2 mg/L
04/30/2019
SM 2540 c
100 mg/L
04/18/2019
SM 4600 c1 E
5 mg/L
04/30/2019
SM 4500 P F
< 0.04 mg/L
05/06/2019
SM 9222D MF
<1 Colonies/100mL
04/17/2019
EPA 353.2
< 0.02 mg/L
04/18/2019
EPA 353.2
9.08 mg/L
04/26/2019
Subtraction Method
9.08 mg/L
05/03/2019
Report # : 2019-06241 Page 6 of 8

ANALYTICAL & CONSULTING CHEMISTS
157
Environmental Chemists, Inc®
6602 Windmill Way, Wilmington, NC 28405 4 910.392.0223 Lab - 910.392.4424 Fax
710 Bowsertown Road, Manteo, NC 27954 o 252.473.5702 Lab'Fax
255-A Wilmington Highway°, Jacksonville, NC 285Y0 - 910.347.5843 Lab/Fax
irio,' environmPntalchemists.com
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
Copper
Potassium
Sodium
Zinc
Ammonia Nitrogen
Total Dissolved Solids (TDS)
Chloride
Total Phosphorus
Fecal Coliform
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
Nitrate+Nitrite-Nitrogen
Nitrate Nitrogen
Method Results Date Analyzed
EPA 200.7
0.018 mg/L
04/22/2019
EPA 200.7
12.3 mg/L
04/25/2019
EPA 200.7
7.90 mg/L
04/22/2019
EPA 200.7
0.298 mg/L
04/22/2019
EPA 350.1
< 0.2 mg/L
04/30/2019
SM 2540 C
168 mg/L
04118/2019
SM 4500 CI E
10 mg/L
04/30/2019
SM 4500 P F
4.21 mg/L
05/06/2019
SM 9222D MF
<1 Colonies/100mL
04/1712019
EPA 353.2
< 0.02 mg/L
04/18/2019
EPA 353.2
15.4 mg/L
04/26/2019
Subtraction Method
15.4 mg/L
05/03/2019
Report #:: 2019-06241 Page 7 of 8

Smithfield Hog Productions - Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
Lab ID Sample ID:
19-15754 Site: AG-8
Toat
Copper
Potassium
Sodium
Zinc
Ammonia Nitrogen
Total Dissolved Solids (TDS)
Chloride
Total Phosphorus
Fecal Coliform
Nitrate Nitrogen (Calc)
Nitrite Nitrogen
Nitrate+Nitrite-Nitrogen
Nitrate Nitrogen
rinvironmental Chemists, Inc.
6602 Windmill Way, Wilmington, NC 28105 * 910.392.0223 Lab - 910.392.4424 Fax
710 3owsertown Road, Manteo, NC 27954 # 252.473.5702 Lab/Fax
255 _A Wilmington Highway Jacksonville, NC 28540 - 910.347.584.3 Lab/ Fax
i_nfo,� environmentalchemi sts.com
Date of Report: May 06, 2019
Customer PO #:
Customer ID: 08110011
Report #: 2019-06241
Project ID: AG Protein
Collect Date/Time
Matrix Sampled by
4/17/2019 2:12 PM
Water EHC Enviro
Method
Results Date Analyzed
EPA 200.7
<0.010 mg/L
04/23/2019
EPA 200.7
5.23 mg/L
04/25/2019
EPA 200.7
2.13 mg/L
04/23/2019
EPA 200.7
0.155 mg/L
04/23/2019
EPA 350.1
0.2 mg/L
04/30/2019
SM 2540 C
48 mg/L
04/18/2019
SM 4500 CI E
< 5 mg/L
04/30/2019
SM 4500 P F
0.15 mg/L
05/06/2019
SM 9222D MF
<1 Colonies/100mL
04/17/2019
EPA 3532
< 0.02 mg/L
04/18/2019
EPA 353.2
2.66 mg/L
04/26/2019
Subtraction Method
2.66 mg/L
05/03/2019
Comment:
� f• o
Reviewed by: -)
Report #:: 2019-05241 Page 8 of 8

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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 (1.e. UIC County, Slate, Variance, etc.)
3. Well Use (check well use):
rater Supply Well:
Agricultural
Geothermal (Heating/Cooling Supply)
Industrial/Commercial
Non -Water Supply Well:
Aquifer Recharge
Aquifer Storage and Recovery
Aquifer Test
Experimental Technology
Geothermal (Closed Loop)
QMunicipaVPublic
Residential Water Supply (single)
Residential Water Supply (shared)
Groundwater Relnediation
Salinity Barrier
[]Stormwater Drainage
Subsidence Control
Tracer
Other (e+cplain under #21 Remarks)
4. Date Well(s) Completed: 4-16-19
5a. Well Location:
Murphy Brown - Ag Protein
Facility/Owner Name
420 Bonham Road, Magnolia NC
Physical Address, City, and Zip
Duplin
County
WellID#AG1-8 1-1-4
NA
Facility ID# (ifapplicabie)
Parcel Identification No. (PIN)
5b. Latitude and longitude In degreesindnutes/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 OTemporary
7. Is this a repair to an existing well: []Yes or ❑X No
lfthts is a repair, fill ota known well conslrisclion inforrnalion and explain the nature afthe
repair under #11 remarks section a• on the back ofthis 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: 'Z
9. Total well depth below land surface: 12 @ 15 feet
For mulliple wells list all depths iif fi fereut (example- 3Q200' mrd 2Q 100')
10. Static water level below top of casing: 7 (ft.)
!f water level is above casing, use "+"
11. Borehole diameter: 2 1 I2 (in.)
12. Well construction method: Direct Push
(i.e. auger, rotary, cable, direct push, etc.)
FOR WATER SUPPLY WELLS ONLY:
13a. Yield (gpm) Method of test:
13b. Disinfection type: Amount:
Print Form
For Internal Use Only:
14. WATER
ZONES
FROM
TO DESCRIPTION
3.5
to ft. v,Roa
ft.
ft.
15. OUTER CASING for multl-cased wells OR LINER if
licable
FROM _
0 ft.
TD
I DIAMETER _ THICKNESS
1 ln. SCH 40
MATERIAL
5 ft.
PVC
16. INNER
CASING OR TUBING(geothermal closed -loop)
FROM
TO
1 DIAMETER THICKNESS
MATERIAL
ft,
ft.
in.
17.SCREEN
FROM
To
DIAMETER
SLOT SIZE
I THICKNESS
MATERIAL
5 ft.
15 ft.
1 in.
010
Soh 40
PVC
ft.
ft.
in.
18. GROUT
FROM
TO
MATERIAL
EMPLACEMENT METHOD & AMOUNT
0 ft.
4 ft.
Bentonite
Slow Pour
ft.
ft.
ft.
ft,
19. SAND/GRAVEL
PACK if licable
FROM
TO
MATERIAL
EMPLACEMENT METHOD
4 ft.
t5 ft..
No 2 Quartz Sand
Slow Pour
rt.
ft.
20. DRILLING
LOG tattach additional sheets If necessar
FROM
TO
DESCRIPTION (color, hardness, seiUrock type. rain size, etc.)
0 ft.
15 ft,
Fine Sand with occasional clay inclusions
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
21. REMARKS
22. Certific
(��,�- 5-4-19
Signature ofrtVed Wcll Contractor Date
Br signing this farm, I hereby cerlify that the well(s) was (were) constructed M 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 Injection Wells: In addition to sending the form to the address in 24a
above, also submit one copy of this form within 30 days of completion of well
construction to the following:
Division of Water Resources, Underground Injection Control Program,
1636 Mail Service Center, Raleigh, NC 27699-1636
24c. For Water Supply & Injection Wells: In addition to sending the form to
the address(es) above, also submit one copy of this form within 30 days of
completion of well construction to the county health department of the county
' where constructed.
Forni GW-I North Carolina Department of Environmental Quality - Division of Waler 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 (gpd)
Total (co
Days of Temporary
Storage
10
500
5,000
1 668.4
92
Storage Basin Volumes
Freeboard
st Stage Permanent list Stage
Storage Sludge Storage
2nd Stage Temporary
Storage
Znd Stage'
Permanent
Top Berm Width (ft)
234
Top Berm Length (ft)
121
Max. Liq Width (ft)
214
107
55
107
53
Max. Liq Length (ft)
109
109
53
109
.55.
Bottom Width (ft)
1
53
49
53
47
Bottom Length (it)
55
47
55
49
Side Slope
Liq. Depth (ft)
3
3
3
3
.3
1
9
1
9
1
freeboard (ft)
2
Volume (ft3)
12,464
61,227
2,603
61,227
2,603
Weather Data
Precip (in)
Evap (in)
January
4.40
1.58
February
4.05
2.01
March
4.64
3.30
April
4.26
4.33
May
4.03
5.41
June
6.08
5.49
July
6.18
5.20
August
7.12
4.18
September
5.53
3.63
October
4.73
2.61
November
3.62
1.69
December
3.89
1.44
Annual
58.53
40.86
-Weather data is from the Clinton Horticultural crops
Research Station from 1986-2014. Precip is 80th percentile
and evap is open water evaporation based on the Penman -
Monteith equation.
Irrigation Rates
Field A3 (in)
Feld B3 (in)
Field Al (in)
Field B1 (in)
gal applied
cf applied
Jan
1.30
0.75
1.30
0.75
192,169
25,691
Feb
1.30
0.75
1.30
0.75
192,169
f 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
25,591
May
130
0.75
1.30
0.75
192,169
25,691
Jun
1 130
0.75
1.30
0.75
192,169
25,691
Jul
1.30
0.75
1.30
0.75
192,169
25,691
Aug
1.30
0.75
1.30
0.75
192,169
25,691
Sep
1.30
0.75
1.30
0.75
192,169
25,691
Oct
1.30
0.75
1.30
0.75
192,169
25,691
Nov
1.30
0.75
1.30
0.75
192,169
25,691
Dec
1.30
0.75
1.30
0.75
'92,169
25,691
Annual
15.60
9.00
15.60
9.00
2,306,026
308,292
-Field A3 area (ac)= 1.50
-Field B3 area (ac)= 1.81
`-Field Al area (ac)= 1.74
'-Field B1 area (ac)= 2.01

Basin Water Balance
Days
Inflow from
Washbay (cf)
Weather gain/loss
(cf)
Net Inflow to Basin
(d)
January
31
20,722
6,657
27,379
Februa
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
1,397
21,451
July
31
20,722
2,304
23,026
August
31
20,722
6,941
27,663
September 1
301
20,053
4,486
24,540
October
31
20,722
5,008
25,730
November
30
20,053
4,556
24,609
December
31
20,722
5,780
26,502
Annual
365
243,984
41,690
285,674
Soravfields Hvdraulic Balance
Month
Net Inflow (d)
Irrigation (d)
Cumulative Storage
Volume Year 1 (cf)
Cumulative Storage
Volume Year 2 (d)
Ul
811
January
27,379
25,691
1,688
2,499
February
23,524
25,691
-
332
March
23,894
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
1,972
1,972
_
September
24,540
25,691
820
820
October
25,730
25,691
859
859
November
24,609
25,691
December
26,502
25,691
811
811
Annual
285,674
308,292
Spravfieids Nutrient Balance
Feld
Net Irrigation
Igal)
Total N applied
jibs)
A3
489,949
122
B3
591,205
148
Al
568,341
142
B1
656,532
164
N concentration= 0.25 Ibs N/1000 gal
--Total N applied is half or less than the 320 lb maximum.
Residuals Storage
Volume Provided
2,603
d
-ITaay volume
Produced
0.4
d/day
ays orage
Provided
6,598
days

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
Smithfielct
600A food. RnFOKSib(8°
Hog Production Division

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Sheet?
CALCULATIONS
Si)rinkler Specifications
Sprinkler Type: nelson 100
Nozzle Size:
0.77 inches
Sprinkler Pressure:
40 psi
Flowrate(GPM):
78 gpm
Wetted Diameter:
190 feet k Reflects a 10% reduction from chart
Lane Soacinas
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 Sneed
Travel speed = 1.605 x Flowrate / Desired application amount x Lane Spacing
Desired app_ (in.) =
0.5 inches 360 degree arc = 2.09 ftlmin
300 degree arc =
2.50 ft/min 330 degree arc = 2.27 ft/min
220 degree arc =
3.34 ft/min
180 degree arc =
4.17 ft/min
Mainline Velocity
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

Sheet?
Maximum Mainline Friction Loss
Most distant hydrant: 7
Total distance: 1000 feet
Friction Loss Is figured using Hazenf illiam'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
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
Pi1:)e Pressure Rating Check
Pressure Rating of Pipe to be Used: 160 psi
Max. Pressure on system when running: 82.1 psi
70% of Pressure Rating: 112 psi
189.6 feet
If Max. Pressure on system is less than 70% of Pressure Rating, OK
Page 2

Net Positive Suction Head Check
NPSHA: 17
NPSHR: 12 "from pump curve
If NPSHA>NPSHR OK
S heet7
Page 3

Sprinkler S 7ecifk#jons
Sprinkler Type: Senninger
7025
Nozzle Size:
#18 inches
Sprinkler Pressure:
60 psi
Flowrate(GPM):
17.4 gpm
Wetted Diameter:
125.1 feet
Sprinkler Spacings
Sheet7 (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 Velocity
Velocity = .408 x Flowrate / pipe diameter squared feet/sec.`}
**For buried pipelines, velocity should be below 5 feet per second
Pipe size:
4 inches
# Sprinklers Oper.:
6
Velocity=
2.66 ft/sec.
Maximum Lateral Line Entrance Velocity
Pipe size:
2 inches 4 inches
# Sprinklers Oper.:
3 6
Velocity =
5.32 ft/sec. 2.66 ft/sec.
Page 1

Sheet? (2)
Maximum Mainline Friction Loss
Zone Used: 4
Total distance: 1000 feet
Friction Loss is figured using HazenlWilliam'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 314 of the Friction Loss
occurs in the first 1 /3 of the lateral line
Total Lateral Length: 240 feet
# sprinklers on Lat.: 3
Frict. Loss at 1/3 lat. 4.05 feet
Max. Lateral Loss: 5.40 feet or 2.34 psi
Total Dynamic Head
Sprinkler Pressure:
60 psi
Lateral Line Loss:
3.54 psi
Elevation head:
6.5 psi
Mainline loss:
2.7 psi
Suction head and lift:
2.3 psi
5% fitting loss:
3.8 psi
TOTAL(TDH) =
78.8 psi or
Horsepower Re wired
Horsepower= Flowrate x TDH(feet)13960 / Pump effeciency
Purnp Description: Berkeley B1-1/2TPM
Pump Efficiency: 72 %
Horsepower Req'd: 6.7 Hp
Page 2
182.0 feet
1000 feet
6
2.08
1.20 psi

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

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zz
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---- -- ---------I - - - - -
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Zone 8
Zone .8
FB
1 1 Zoned 1
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1 1 zone woo
0000
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GRAP tic stA 5 , ,
L /
Zoo 0 1 l00 1 �oo aoo .• _.._..._. •../ 1
1 inch = 1 20p4L
i

CENTRIFUGAL PUMPS BSERIES
Pump Size: 1-1/2 x 2 x 6 M Model: B1-1/2T M
Curve No 8888
Type CCMD FM CPLG FM BELT SAE Hydraulic AC Engine
Model 81-1/2TPM
RPM 1801-3600
2
70
2
60 2
RrEL-
$aufp-
1
50
1,
F. 40 c
u 1,
x x
30 I i
20
io
0
Nominal RPM: VARIOUS
Dia, 6.5625" Based on Fresh Water@ 68 deg. F.
Maximum Working Pressure: 150 PSI
1
F,
ter►
04
,..•.
►®�
1
yr'®v
:.
,
rr
► \�f�
: � � •
!r
00
Ol
00
`
OMNI
U zu 40 60 So 100 120 140 160 ISO 200 220 240 260
Capacity - USgptn
0 5 l0 IS 20 25 30 35 40 45 50 55
Capacity - m3/h
•NPSII data shown is at maximum speed

7025RD-I-EFF
414 Nozzle - Blue (7132')
Flow (gpm)
Diam. at IS ft ht (ft)
Wrn. at 6.0 ft ht (11)
8.11 18.66 920 19 1 1 # 14 Nozzle - glue (5.56 mm)
.69 110.20110.60111.00 ILSO qc..v '-� ^;- 1 ?=' , i:;: ! --i-
106 1 111 119 1 121 123 1--4 - - .32-1
113 115 117 f
114 j 118 121 r, " w 1 v D 124 126 128 1129 130 D,ax,
4 16 Nozzle - Orange (1141
# 16 Nozzle - Orange (6.35 mm)
Flow (gpm) :10.70il1.40:12.10 12.80-13,40M.00 14.60, 15,10
Diam at 1,5 ft ht (11) 111 117 , 120 123 1 126 129 131 133
Diam at 6.0 ft ht (ft) 122 126 1129 i 131 1 134 136 1 137 j 138
-Dia.r..;- L,; Y ;-: ; .=
f
i ? -_,� - , j ;i.? -_.
418 Nozzla - Purple (9132)
#18 Nozzle - Purple 14 mm)
Flow (gpm) 1113.30114.20:15.00il5.9011660!17,4o 18.10111180
Diam at 1.5 ft ht (ft) 118 124 127 129 134 139 142 j 144
7c i !3
J., Zp
Diam. at 6.0 ft ht (ft) j 128 132
135 137 i 141 1 144 146 147
D-1-ro. -�z •I K 7'
#20 Nozzle - Dark Turquoise (51161
#20 Nozzle - Dark Turquoise (7.94 mm)
0117.1011
Flow (gpm) 16.0 8.20 119.20 120 10
, 121,00.1. 21802270
, 1 3 1
-3
Diam. at 15 ft ht (R) 124 130 11 134 137 1 142 1 146 150 153
Diam. at 6.0 ft ht (11) 133 137 140 143 1 147 1 151
D
-z
d 44
t
1 1-54 155
:3 1.8,
.16.Z 47'
422 Nozzle - Maroon (11/321
#22 Nozzle - Maroon (8.73 mm)
Row (gpm) 19-30 20.50
21.80 12190124.10 25.10126.10 2710
low 'i;:
Diam. at 1.5 ft ht (ft) 126 133
141 i 148 153 j 157 1 160 i 162
Diam. at 6.0 ft ht (ft) j 136 i 141
146 150 1 155 159 1 162 1 164
Da,-,. 1. 31
•4
#24 Nozzle - Dark Blue (3/8')
#24 Nozzle - Dark Blue (933 mm)
Flow (gpm) 1 22.40 23.90
5.3W 26.70
2 �26.70 28.00129.30
130. 40
31.60
9 :.. I �.- , -,
i '.-,
Diam. at 1.5 ft ht (11) 130 138
145 151 156
160
166
169
4. ;r 4 ;13
Diam. at 6,0 ft ht (11) 138 145 1150
155 160 164
1 167
170
D.
Figures reflect actual test data obtained under ideal conditions. Steam heights range from 8.5 to 15.5ft (2.6 to 4.7 in) 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.
I I 7025RDEFF 01
Call [phone] - Web: www.senninger.com *M S- 1304

"nOvd non h a+padm,• -
UNLBON 100 SERIES BIG GUN° PERFORMANCE - U.S. UNITS
100 TAPER BORE NOZZLE IOOT
100T - Specify size when ordering
:Flow Poih
0.50" 0.551, 0.60" 0.65" 0.70" 0.75" 0.80" 0.85" 0.90" 1.0"
9309-050 9309-055 9309-060 9309.065 93n9.n7n 9.1no.n75 olano_nan onno nos ovno non Bonn ,nn
PSI
GPM DIA Fr.
GPM DIX FT
GPM ( u Fr.
GPM DIA. Ft
GPM ow FT
GPM
Dix FG
GPM DIX Ft
GPM ow
GPM DIX r[
GPM ow Fc
40
47
191
57
2021
66
213
78
222
91
230
103
240
118
250
134
256
152
262
-
-
50
50
205
64
2151
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
100
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
111
290
129
303
150
315
171
324
195
335
222
344
247
355
304
380
100 TAPER RING NOZZLE 1®®iR
100TR = Body + Cap + 1 Taper Ring
Specify size when ordering fflo
0.64" 0.68" 0.72" 0.76" 0.80"
9257.016 9257-017 9257-019 9257.019 9757.n7n
COMPONENTS:
Body Taper Ring Cap
#9956-001 #9257-bii: #6745
Flow Path
0.84" 0.88" 0.92" 0.96"
97ri7_r171 0747 MI 0797 nl)7 n•sc7 -
PSI
GPM
Du, Fr.
GPM
DIA. FL
GPM
Du. Fx
GPM
Du. Fr.
GPM
Du. FT.
GPM
ow Fr.
GPM
Dw Fr.
GPM
DIw n
GPM
ow Fr
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 1
155
308
175
318
197
327
216
334
240
344
262
355
110
112
288
127
298
143
308
163
317
1 183
326
207
336
226
342
251
353
275
364
100 RING NOZZLE 100111
10011 = Body + Cap + Set of 7 Rings
Specify size when ordering
Complete set of 7 rings only = #6847
0.71" 0.77"
6738-071 6738-077
COMPONENTS:
Body Ring
Cap
#9956-001 #6738.1???
#7872
U3�j
%
Llf
0.81" 0.86" 0.89" 0.93" 0.96"
673A.081 677A.nA6 67AA_na0 A710 not A- nn.
PSI
GPM
DIX FT.
GPM
DIX n
GPM
Dw Ft
GPM
DIX FT.
GPM
DU. FT.
GPM
ow Fr.
GPM
DIX Ft
40
66
208
78
212
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
B1
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
212
325
236
335
110
110
275
130
290
149
305
170
315
191
325
222
335
248
345
r n . po« en <. < h«u «d odor. Nexm I dq" ion
CarpemGen mo4e<rorpn.anbGon rem adroplel <erdfion, •milemrry, «appYmGon nld.
Nelson Irrigation Corporation 848 Airport Rd. Walla Walla, WA 99362 USA Tel: [phone] Fax: [phone] E-mail: [e-mail] Web silo: www rielsonirrigatioumn

1
tis
z I a-
44
u r! �
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V

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Gw-e'
_ L.Ti'
1e.4J.a�c. SIC

I
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9
At.4 V.Iw. S+ 1 I
."rr anF rif.
(S. f v�„�- we {d
Scl�.i .lc ISO
d�ftiJ.tifc' Nc
Pvc

FRICTION
LOSS CHARTS
FOR DIAMOND
PIPE
IPS DIMENSION
4-1rich $•Inch
6-Inch
8-Inch
10-Inch
12-Inch
Gallons
Per Min.
FRICTION HEAD LOSS IN FEET
PER HUNDRED FEET
150
1.11
160
1.26
170
1.41
180
1.57
190
1.73
200
1.90
220
2.28 .81
.34
-09
240
2.67 .95
.40
.10
260
3.10 1-10
.46
.12
280
3.56 1.26
.54
.14
300
4.04 1.43
.61
.17
320
4.56 1.62
.69
.19
340
5.10 1.82
.77
.21
'
360
5.67 2-02
.86
.24
' 360
6.26 2.22
.95
.26
400
6.90 2.45
1.04
.28
10
420
2.59
1.14
.31
10
440
2.92
1.25
.34
11
160
3.18
1-35
.37
.12
y
480
3.44
1.46
.41
.14
500
3.70
1.58
.43
.15
.060
550
1.89
.52
.18
.083
600
2.22
.61
.21
.096
650
2.58
.71
.24
.110
700
2.96
.81
.28
.125
750
3.36
.93
.32
.141
800
3.78
1.04
.36
-158
850
4.24
1.17
.40
.175
900
Table based on Hazen -Williams
4.71
1.30
.44
.194
950
equation=Cw = 150
5.21
1.44
A9
-213
1000
5.73
1.58
.54
.233
1l To find friction head loss in
1050
PVC pipe having a standard
1.73
.59
.254
1100
dimension ratio other than 21,
1.88
.65
.276
1 150
the values in the table should
2.05
.70
.298
1200
be multiplied by the
2.21
.76
.322
1250
appropriate conversion [actor
2.39
.62
.346
1300
(F) shown below:
2.57
.88
.371
1350
2.76
.95
.397
1400--
- --
2.95
1-01
.423
1450
SOR PR
116
1.08
.451
1500 I
21 200 PSI 1.00
3.35
1.15
.508
1600
26 160 PSI .91 +
1.30
.568
1700
32.5 125 PSI .84
1.45
.632
1800
41 100 PSI .785 1
1.62
.698
1900
51 80 PSI .75
1.79
.767
`
2000
64 63 PSI .71
1.97
840
Loss below.,
-
bold line indicates velocives in excess of
5 feel per second
vetocrlies
%which exceed 5 feet per second are not
recommended
200101020540

Diamond ASTM ID-2241
IPS Pressure -Rated PVC Pipe
Approximate Coupler pimensions
i F.Z
. 1
I
]
I
A ]
I
]
I
I
I
]
A
O. D.
C
Size
Gasket Race
Sockel ()epth
•
2
3.166
4.500
•
216
3.719
6.000
3
4.434
6.000
(�
4
5.603
5.000
6
8.252
6.250
a
10.420
6.500
10
12-762
7.500
12
14.952
7.500
.0-2241 Pipe Dimensions
Minimum Wall Thickness
0 1765
SOn-,3 5 SO91,•2 j
S01126 SOR 12 5 SOa •,
S."
0.0
Sc to
315 PSI 2DO PSI
160PS,
US PSI 'OOPS'
.840
109
.062
1,050
.113
060
1
1.315
133
063
1 If,
1.660
140
-079
G54
056
1 ":"'
1,9C0
lag
090
073
058
2
2.315
.154
113
091
073
21:,"
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 .162
8
"' 6.625
322
410
332
265 '210
,n
"10 1$0
.365
511
413
331 .262
12.750
406
606
490
392 .311
lmond's IPS Pressure -Rated PVC; Pipe coupler
�W.dels the requirements of ASTM 0 3134.
Diamond
Gasket Specifications
1. Gasket configuration locks gasket in place and
prevents f ishmouthing.
2. Chevron seat for added pressure sealing Ca.
pacify.
3. Compression seal - provides a seal under
vacuum.
4. Wiper beads to clean spigot end -
Diamond ASTM 02241
IPS Pressure -Rated PVC Pipe
Rieber Gasketed Joint Dimensions
slot
o ;�•s as
7 _T
A --��
F.lbtr Gifltl
Pipe
A
6
D
Sizc
lnsCI
SuCKel
Dixm.:trr
,-
3
Ir_
3 Its
3
4
5 114
a 7/16
a 112
3 ill-
5 1 /2
6-
5
6
7 13116
8-
5 1r
6 718
10 1/8
10-
5 -1/4
7 tr_
1'_ 1/2
12"
6
8 114
14 11/16
Short Form
SpccIricalioll ror Dinnlond
PVC Irrigation Pipe
A STM-D224I -SDR4 1,32.5.20,or2 t
Diamond PVC Irrigation Pi¢e Shall be nladc of
c0u1pounds conforming u1 ASTM D1794 will) a
ccll classiricalion of 13454B. Dian,arnd PVC
irrigation Pipc muss mcct all the dimensional.
chemical, and physical lCOircmenls as oullirled
ill ASTM D224I.-Aancx. A!ISI/ASAl' S316.1.
•rnd SCS 430-DD, and M,h be supplied ,1 20 rndl
laying lengths.
tn0uiro 704 Ovadab;l,ly I " - B00101020541

.{��.yy -- - _ - - .zY-:�'?;S;r!'�•ryfr_=:y:?�: �5� j, ti' �„4�'• . - ti,•:: •;W'..�•i •. - .tcc
f ��11P n�.A
3 15
- -�aR+t 9.5 1`
f) P 5 1
/ :?.
- 0 - I F51)
A
p _
SPECIFICATIONS DATA -
Diamond WS pressure -rased PVC pipe (2
through 12-) is made of compounds conforming
to material requirements of ASTM 02241 0
accordance with ASTM D1784. The pipe sizes
(4" through 12") are made with an integral
bell vShich utilizes a gasket for sealing in
accordance vA,,h the requirements of ASTM
F477 Inlegral sockets, for solvent cementing
-tees the requirements set forth in ASTM
02672
Diamond IPS pressure -rated PVC pipe meets all
the dimensional. chemical and pnys!cat
requirements as outlined in ASTM 02211
Each male end shall be bevaled 10 laciliiate.
joining and reference marked for
proper depth of insertion Otamo!10 iurrlisheci
lubricant is to be used in the joining process
Diamond IPS pressure•raied pipe is supplied it,
20-fool lengths
::C,•'�..'f':+yl.._•.„
PROPERTIES OF PVC 12454-B (1120)
Properly
ASM.
Minimum
Test
Specific Gravity
n 7g"!
1 40
Tensile Strength, psi
0 636
7.000
Tensile Modulus, psi
0 63,.c
400.000
IZOD Impact Strenoth.
0 256
65
0 lb /in
ASTM TEST
3 0ao SulfuriC Acid
4 Oays Flotation at
5 . or - 2° C
Change in.Weicn! .-0
Change in Flex Strength. "o
�S 1 M Cid No 3. 30 �•z'r
-nmefsion at 230 C
Change in Weiant °o
M 1111111 U 111
i,111ve n,du
I,I I'Ipr
.01 5-0
250►o 50
1 0 to 1 U
B00101020542

a
INSTALLATION
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 Inslallatlon Guide for PVC Waler
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, spigot, 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 Lht gasket.
With the pipe in slraisht 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 fo. ce does not complete the joint, disassemble the
joint and eximine the parts to make eer7ian they are free of
obstructions. Visually inspect the eornple(ed joint to insure
gasket has not been dislodged.
Table 5.
APPROKIMATE GUIDE FOR ESTIMATED RANGE OF DECREE
OF COMPACTION VERSUS EMS EOMENT CLASS AND METttOD
OF YLACEtiENr AS PERCENT OFSTANDARD PROCTOR
DENSITY OR RELATIVE DENSITY,
FOR GRANULAR MATERIALS IN PARENTHESIS —
CLASS OF EMBEDMENT
t
It
(lI
Iv
F9a+uGaitroa
sIATKPIwL VIKILArno.Y
eiaw.:ir
Siva s+e Gr+•e
W: 6-9ar ,
F-ce...
FlarruSt
SaM � Ctr3rr
S9i11
SFilf
opinr.oa•..r•.< I"--1.
I
9•I)
0.1i
b)0
1:1 % Of Jry —;SOS,
fple4AaL161rnA Ar(Jwal
p1 N.-(w xe-v -1 Ws.,y It-g,
{
Compca FT PC— w,,d u
9S-too
95-100
95 M0
9C IOa
tr nrnncr
()f•1p])
.CIF IGSS
D-1,yp ble
W9)
—IS
Sol$
T590
•.N.rvt
(aP 1)1
04l9Tol
faxl.,V,t FT w..na.e.r
t1691
5g95
(W75!
IGO aU3
IlrVplar
CB to
1aam
NaN asr•p
Lino
WW
Ib))
JW�J
tSb tDl
I7r.••9
royu
en AD
v>)1
110 701
-
- -
• aiu.•r/fw..., •I ti•ad.w Wi•.A
•• 1F.• uM1k ..r-ra 1. Iw fp. y..rw•.f (••S' JrC••nwt r•tr.rr 11..w Jt•farr ,� .�J .M1rVa,[L • •w,
«.JnF.W .. �r.wr.W ..•.. e.IkK rl.•a,rr-1 1*r ul,r ., ,••iJ•..I^••y-1VJ•nr .d �.
wal K(�•,.•••••F'tl 'u. Ot..S+• Ar._J Jr.-t.. •.I.,, JwuW Iw 6-r Y..J FI d. ••F�r.rfr l.• •, t•1..
arwrf • al•a .1• •..ryw. .a.• ram.
r f. J
Table 1. 8F-SCRIPr1om or 1:,[aEDA1F,xT A14rtsIAL CLASNIFII.AII41N%
43
TOIL
Sole
Or:CCRV 7ln<NY
C L. Sa
T1'rF'
HAT4:111AL C16AM"FICATID6 f
0«.1 f.,.•
—14 IA Y) 111 nr4a(1 •,M.•ul .:A•. M•
tu..-t ,.w•Irlr )..:.r I,,:,..t.a.:r,�. „rf „ r».4, ,..r ,, a..t.1.,.IrA
Pxl 14 W. •
C.W
L4Y V.44t'•-•L .4 ,..A ­r 4
x ixe:.w Ma:A•1 ea r4. a ti•.. N.• qr ISa aPr:r. +. xw, V l r c
CG •n.
a
11,1TF144Ira..L-Ir-1..id.d,a.u. l:4 w:. C_.. .V,•L ....w.7
'
n«,�.a...ie9r N• r.w. l4.a ,F.wlla ,n.wV.w N.a. t.r n•I
•
Cle••,,
In'
Wef-ar.l.J rudf W 1•••rlrr Y.,r-InY .. f++.- Fr..r.F« !.K i{ n•r.:
hrl:n w«. Nn , aie•r. /+•.. d•. tsa •n..wJ .. «.. ]N..-r. fl:.n
fI
F—Ir p-kd rrfa"A r-• 11••w 9 L.ir,...t,w.. FF•r r..SK
irn:r puae•X...ari.t. FF•r J.}a .n..A.l ,. x. M...•a- rtrn.
C11a1111 f..Jf'
C.f,
f.AT 4-4, 1,,..rt<aA)a.4.. wrr Y,ar«.r.l ..., .•t..-w,.+.w.r
N..r.t e. W..•,FM t(F[rry:rN'w ,a•.�V ,::. r.
!L
Cr.r'/l.„,u•ir,..t ..Ar .r.r w:a••r. .LR .....: ..r ....., r.-.... .a,..v,
M x../au•t. M.•r .F.!•K rN+wnN, Ki, yr
'
tFr
f.Fi a.Au.. •w•r.,::. ,..�.r, aa.� r« yn .r.....t.w •..• r,•«�, r•:. e.w•.r
,1... A.. 11K .n•:xl.w ti Yr fr•r
TC
r1.rn •.Aar. •nJ.LT n•.�,++ Lt kS rn .r ...•. f.. .+Tn-•n.•1
.r•r. Al..re Paw 1•R inr..+.. ew }oar•:
0— W L.1
NIL
••
trriuir rile, K7 F•c .+r•: .1 A.- . f....ni. 1 .r +r Ln.n
)9i N ku. )9'. + n•.r r.�i Kr. In � •�
tr,n rlr)f.a LW1 M•r YR .. err N.S.-w. r:'Y.•.•. -•'•r
F•I<
i.,,/✓.na. .. .: A.• r... r•F+ .. a .r.a_ -.�. hy...i
IiFil rw mY..a`39i. krt . � rM:• Iw. .-•.
CM
Iwri Nr il.11 .!Yf.�{'r•w••T.7n.t.,. [ydlnn. a.. ,,...f.w fir: ..r1 ..
r,Wa p,fn K+, VO..w.
CI),I Y F..L
tl lie«.i adx .n/ «/..e a.nr .I•rf rf 4r Jr+.,p [•rru ..... !rr: .+ k•.
71K w n.o,r lain NS, ri •.•r
/1r eC n.r.wb FtA,I.u. •r irw, l.••i•r,:.Nr •.rt �R .,
I/}Lu:<rl.n
rear NIa•f N.. W I-sK.
Fr T11L nwtt W .0w wsh!T at W 1W..
• Sw•Ir•r•rssfwr,irAST)1Ujlil, errep F•CI.a•I...+yr•pF�.,: tAJ .w A)1'}1N:•:I
•• M ,.n••.il. ASTM U 7411_ I, A— 1%1r,r
'• fw f. whole •.L ASTNI ) T, 1)••r•il1 •'i-h 55 , r7a 1-1 N. ! ....: Ir11 .a . 1.•):rl.n:
rknJ4 •Gn p« i• rr..r dr «rnirie d C1.n :1 " 4Cnv Iu
The haonching area is most important to the support of
PVC pipe_ For good support, the iiounching area should be
compacted to the densities given in the Long Term
Deflection Chart.
Figure 2.
1300101020543

rAm
I.D. 1N5.
6AL/ 10
11IM, 20
30
40
50
60
70
80
90
100
lio
120
130
140
150
160
170
100
I90
200
210
220
230
240
250
260
270
280
290
300
310,
320
330
340
350
360
370
380
390
400
420
4441
4,60
480
500
FRICTION LOSS IN POLYETHYE
HOSE
R1
135
4-5
0.9
1.0
l.0
1.1
1,2
1.2
1.s
1,4
f.5
1.6
1.7
1.7
1.8
1.9
7.0
2.1
2.3
2.5
2.7
3.0
3.2
LOSS 5S PER f00 FEET POLYE:TNELINE
IRRIEATION NOSE (xRTE
P.S.1. FRICTIO
75
63
50
40
125 120 110
40
3
82
2.2
2.5
2.1
1.60
Oo
4.1 4.0 3.7
0.9
3.1
2.3
__
2.1
6.0
th.4
1.0
1.6
1.9
11.2
__ -- --
__
1.3
2.0
4.7
l4.4
_ -
.-
-
2.5
6.1
--
_-
-
-
2.3
3.0
3.b�-
1.5
-
--
1.6
2.7
4.2•--
_- -- 0.7
0.8
1.8
2.1
3.1
3.6
4.4
5.b
--
_
_ . 0.9
- - 1.0
2.4
2.7
4.1
4.6
6.4-
7.2-
- -
_ 1.2
0.4 1.3
3.0
3.4
5.2
5.7
a.I-
8.1-
- -
- - 1.0 1.4
3.7
b.3
7.1
0.4
0.4
1.0
1.1
!.2
1.1
t.4
1.5
1.b
1.7
•1.9
1.9
2.0
2.2
7.3
2.4
2.5
2.7
2.8
2.7
3.1
3.4
3.7
4.0
4.3
4.6
J.1
1.b
4.1
T.0-
1.2
1.7
4.5
7.6
8.3
1.4
2.1
5.3
9.0 -- _ -- --
1.5
2.2
5.7
9.8-
1.6
2.4
6.2--
1.7
2.6-
1.4
2.8
7.1--
2.0
3.0
7.b-
2.1
3.2
8.1
----
2.2
3.4
8.6-
2.4
3.6
9.2--
2.5
3.8
2.7
4.0--
2.8
4.2--
3.0-
4-5-
3.2
4.7--
3.3
4.4-
3.5
5.2.-
3.7
5.5
- -
-- --
3.8
5.7--
4.2
1.3--
4.6
d.8-
5.0
7.4
5.4
800101020544

-10-
FRICTION LOSS. IN ALUMINUM & PVC PIPE
3 p, S,1. FRICIIox LOSS PER 100 F--t-q
P.S.I. FRICTIOK LOSS PER 100 FEET pV0 IRRIGAT109 PIPE
UMIK1flf IRR'SA1lOx FIFE 711 C111!lFLERS
5- 6• 8 IMS. 1,D. 2 3 4 5 6 8
2 3 4'
A.
0
SAL/ 10
0.1
- --
BIH. 20
0.5
0.1-
30
1.1
0.2
--
--
--
"-
44
I.9
0.3
0.1-
50
19
0.4
0.1--
60
4.1
0.6
0.1
70
5.4
0.8
0.2
0.1
- -
-
6a-
90
- -
1.2
0.3
0.1-
100
- -
1.5
0.4_•
0.1
110
- -
1.7
0.4.
0.1-
120
- -
2.o
0.5
0.2
130
- -
2.4
0.6
0.2
0.1
- -
140
- -
2.7
0.7
0.2
0.1
- -
ISO
- -
3.1'
o.a
0.3
0.1
- -
160
- -
3.5
0.9
0.3
0.1
- -
170
- -
3.9
1.0
0.3
0.1
- -
180
- -
4.3
1.1
0.4
0.1
- -
190
- -
4.8
I,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
0.6
0.2
0.1
240
- -
- -
1.8
0.6
0.3
0.1
250
--
--
2.0
0.7
0.3
0.1
260
- -
- -
2.1
0.7
0.3
0-€
270-1
- -
- -
;2.4
0.8
•0.3
0.1
M
- -
- -
2.4
0.8
0.3
0.1
210
- -
- -
2.6
. 0.9
0.4
0.1
Sao
- _
-
2J
0,9
0.4
0.1
310
- -
- -
2,9
1.0
0.4
0.1
320
- -
- -
3.1
1.0
0.4
0.1
330
- _
- -
3.3
1.1
0.5
0.1
340
" _
- -
3.5
1.2
0.5
0.1
350
_
-
3.h
1.2
0.5
0.1
360
- -
- -
3.8
1.3
0.5
0.1
370
- .
--
4.0••
1.4
0.6
0.1
390
- -
- -
4.2
I.4
0.6
0.1
390
- -
- -
4.5
1.5
0.6
0.2
40.0
--
--
4.7
1.6
0.6
0.2
420
_ -
- -
5.1
1.1-
0.7
0.2
w
_ _
_ _
- -
L.9
0.8
0.2
460
- -
- -
- -
2.0
0.1
0.2
AC0
_ _
- -
- -
2.2
0.9
0.2
500 -
_
_ _
- -
2.4
1.0
0.2
Ski
MIK.
10
4.1.
--
--
--
--
--
20
OA
0.1-
30
0,6
0.1-
40
1,4
0.2-
SO
2.1
0.3
0.1-
60
2.9
0.4
0.1-
70
3.9
0.5
0.1-
80
5.0
0.7
0.2
0.1
- -
- -
90
- -
0.9
0.2
0.1.
- -
-
100
- -
1.0
0.3
0.1
- -
- -
110
- -
1.2
0.3
0.1
- -
- -
120
- -
1.5
0.4
0.1
- -
- -
130
- -
1.7
0A
0.1
0.1
• -
t!-0
- -
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
0.7
0.2
0.1
- -
I80
- -
3,L
0.8
0.3
0.1
- -
190
- -
3.4
0.8
0.3
0.1
- -
20o
- -
3.7
0.9
0.3
0;1
- -
210
- -
4.1
1.0
0.3
0.1
-
220
- -.
4.5
1.€
0".
.0.2
- -
2-30
- .
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
Z70
_ _
- -
1.6
0.5
0.2
0.1
280
; -
- -
1�._7
0.6
0.2
0..I
740
_ _
- -
1.8
0.6
0.3
0.1
SO4
- _
_ _
2.0
0.7
0.3
0.1
310
- -
^ -
2.f
0.7
0.3
0.1
320
_ _
_ -
2.2
0.7
0.3
0.1
330
- -
- -
2:3
0,8
0.3
0.1
340;
__
--
2.5
4.8
0.3
0.1
350
- -
- -
2.6.
0.9
0,4
0.1
360 !
- -
- -
`l'r
0.9
0.4
0.1
T70
. -
2.1
1.0
0.4
0.1
380
_ _
_ _
3.0
1.0
0.4
0.1
370 `
- -
- -
3.2
1.1
0.4
0.1
400
- -
- -
3.3
1.1
0.5
0.1
420
_ -
- -
3.6
1.7
0.5
0.1
4,40
--
--
4.0
1.3
0.6
0.1
00
_ _
_ _
4.3
1.5
0.6
0,1
480
_ _
_ -
4.1
1.6
0.6
0.2
500
- -
- -
5.0
1.7
0.7
0.2
s009a1020545

tip
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. r4ost thrust blocks
will be concrete.. Manufacturers recomnended thrust blocks at any
change in direction greater than 100. Figure 1-gives an example of
different arrangements for thrust blocks.
1
M
I . . . .. '. � .:: iL
eC
0
Figure I. Example of different arrangements for thrust blocks.
-5-
tom. �.i 41 •'Y
B00101020546

�4,
°'
Table 2.. Factors for Calculating Thrust 14 for
Elbows an'd Tees .
E1. b'ows: 900 = I .4I "G Tees —� 0.70 L
V.
60° = 1.00
45e = 0.76✓
300 = 0.52
-:'22:5°- 0.39
Y6v jS'
Table 3 gives the safe bearing load for different soil types.
Table 3, Safe Bearing Load
Soil
Mulch, peat and similar
Soft Clay
Sa nd
Sand and gravel
Sand and 'gravel cemented
with clay
Ilb/ft2
0
1000
2000 �--
3000
4000
Hard shale 110,000
Thrust block area(fi2) _ 14 — Thrust (Table I & Table 2)
Soil bearing 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_
1300101020548

Rp-
eration &Maintenance Plan
A Protein Trailer {Nash
• The facility manager shall be responsible for the everyday operations and maintenance
trailer wash facility and shop, ante of the
• Maintain a log of all maintenance activities.
la oon rrfana ement:
• Manage lagoon levels such that there is always a minimum of two feet of
freeo
by the permit and to provide the maximum storage capacity available for extebard as required
wet weather. Water level gauge shall be installed andperiods of
drawing details for specifications. d maintained in the lagoon. See
• Maintain a vegetative cover on the dam, free of brush and trees. lagoon
• Conduct inspections of the entire lagoon weekly and after rainfall events of 1" or
for signs of erosion, damp areas on the back slopes, rodent damage, crackgreater. Look
floating or lodged debris in lagoon, etc. ed or b oken pipes,
• Make necessary repairs promptly.
Site Accessibility:
• Signs shall be placed at all entrances to restrict access to Authorized Personnel On
• Vehicles and heavy machinery shall not be allowed on the irrigation fields except during
installation or maintenance activities.
Irri ation of Wastewater: The ORC for the facility
responsible for the following items as it relates tothe Backup
current wastew tORC if is unavailable) shar irrigation system: ll be
• Collect wastewater samples from lagoon as close to the time of a
least within 60 days (before or after) of the date of application. application as practical and a#
• Conduct irrigation events as needed to maintain proper operating levels in the o
crop health. e lago
on and for
• Maintain irrigation event records.
' Maintain the irrigation system. Inspect the components of the irrigation system and
repairs promptly. make
• Maintain the crops. Inspect the fields and crops and make repairs (harvesting, weed
eroded areas, ponded areas, etc.) promptly control,
Power Re1-i 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
needed during rain events. rainfall
fall as

Bermuda rass 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 W 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
1. "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]
3. 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 5 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. WQ0040375
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,
WQ0030998, and the material accepted on an as needed basis.
If we can be of further service, please let us know.
Sincerely, - — -
r 7
Eric Smith
Triple S Farms & Cleaning, Inc.

North Carolina Department of Natural and Cultural Resources
Natural Heritage Program
Governor RiDy Cooper
September 24, 2018
Joshua Outlaw
Smithfield Hog Production
2822 NC HWY 24W
Warsaw, NC 27606
RE: Ag Protein Wash
Dear Joshua Outlaw:
Secretarj Susi H_ Hamilton
NC N H DE-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 __ncdcr.gov or 919.707.8603.
Sincerely,
NC Natural Heritage Program
MA.ILING ADDRESS- Telephone_ (R19)7D7-8107 LOGATION:
1651 blai1 Service Center warnv.ncnhp.org 121 West Jones Skeet
Rateigh, NC 2769@-1651 Raleigh, NC 27603

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ANALYTICAL & CONSULTING CHEMISTS
Smithfield Hog Productions -Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw. PE
Lab ID Sample ID:
18-35515 Site: 2nd Stage Lagoon
Environmental Chemists, Inc.
6602 Windmill Way, Wilmington, NC 28405 @ 910.392.0223 Lab ' 910.392.4474 Fax
7:10 Bowsertown Road, Manteo, NC 27954 e 252.473.5702 Lab,/Fax
255-A Wilmington Highway, Jacksonville, NC 28540 0 910.347.5843 Lab/Fax
in.fctrri;�11 irontlientaichenlists.com
Test Method
Date of Report: Oct 09, 2018
Customer PO #:
Customer ID: 08110011
Report #: 2018-14079
Project ID: Trailer Wash (Register)
Collect Date/Time Matrix
8/24/2018 12:25 PM Water
Results
Sampled by
jcb/envirochem
Date Analyzed
SAR
Calculation
3.31
09/08/2018
Calcium
EPA200.7
23.8mg/L
09/01/2018
Magnesium
EPA 200.7
14.3 mg/L
09/02/2018
Sodium
EPA200.7
83.0mg/L
08/31/2018
Total Kjeldahl Nitrogen (TKN)
EPA 351.2
62.9 mg/L
09/04/2018
Inorganic Phenols
EPA420.1
<0.008mg/L
09/06/2018
Bromod ich lorom ethane
EPA502.2
<0.001 mg/L
08/31/2018
Bromoform
EPA502.2
<0.001 mg/L
08/31/2018
Chlorodibromomethane
EPA 502.2
<0.001 mg/L
08/31/2018
Chloroform
EPA502.2
<0.001 mg/L
08/31/2018
Total Trihalomethanes
EPA502.2
<0.001 mg/L
08/31/2018
Total Dissolved Solids (TDS)
SM 254o C
594 mg/L
08/27/2018
Residue Suspended (TSS)
SM 2540 D
77.0 mg/L
08/27/2018
Temperature
SM 2550 B
28.7 C
08/24/2018
Chloride
SM 4500 Cl E
137 mg/L
08/31/2018
pH
SM 4500 H B
8.13 units
08/24/2018
Ammonia Nitrogen
SM 4500 NH3 C
28.6 mg/L
09/22/2018
Total Phosphorus
SM 4500 P F
22.9 mg/L
09/05/2018
BOD
SM 5210 B
42 mg/L
08/24/2018
COD
SM 5220D
237 mg/L
08/27/2018
Total Organic Carbon (TOC)
SM 5310 B
43.6 mg/L
09/07/2018
Fecal Coliform
SM 9222D MF
<10 Colonies/100mL
08/24/2018
1,1,1,2-Tetrachloroethane
SW 846 method8260B/5030B
<0.5pg/L
08/31/2018
1, 1, 1 -Trichloroethane
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
1,1,2,2-Tetrachloroethane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,1,2-Trichloroethane
SW 846 method 826OB150308
<0.5 pg/L
08/31/2018
Report #:: 2018-14079 Page 1 of 5

W'
ANALYTICAL & CONSULTING CHEMISTS
Environmental Chemists, Inca
6602 Windmill kN'av; Witniing,"On NC 28405 : 910.392 0223 Lab 41 910-392.4424 Fax
710 Bowsertown Road, Mantco, NC 2 454 B 252.473.5702 Lab/Fax
255-A titii_Irnington Highway, Jacksonville, INK 28540 * 910.347.5843 Lab
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)
1,1-Dichloroethane
SW 845 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,1-Dichloroethene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,1-Dichloropropene
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
1,2,3-Trichlorobenzene
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
1,2,3-Trichloropropane
SW 846 method 8260815030E
<0.5 pg/L
08/31/2018
1,2,4-Trichlorobenzene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,2,4-Trimethyl benzene
SW 846 method 8260815030B
<0.5 pg/L
08/31/2018
1,2-Dibromo-3-Chloropropane
SW 846 method 82606/503013
<0.5 pg/L
08/31/2018
1,2-Dibromoethane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,2-Dichlorobenzene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,2-Dichloroethane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,2-Dichloropropane
SW 846 method 826013/50308
<0.5 pg/L
08/31/2018
1,3,5-Trimethylbenzene
SW 846 method 826013/503013
<0.5 pg/L
08/31/2018
1,3-Dichlorobenzene
SW 846 method 82606/50308
<0.5 pg/L
08/31/2018
1,3-Dichloropropane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
1,4-Dichlorobenzene
SW 846 method 826013/50308
<0.5 pg/L
08/31/2018
2,2-Dichloropropane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
2-Chlorotoluene
SW 846 method 82608/503013
<0.5 pg/L
08/31/2018
2-Hexanone
SW 846 method 826OB15030B
<2.5 pg/L
08/31/2018
4-Chlorotoluene
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
Acetone
SW 846 method 8260B15030B
9.80 pg/L
08/31/2018
Acrolein
SW 846 method 626013/50306
<5 pg/L
08/31/2018
Acrylonitrile
SW 846 method 826OB15030B
<5 pg/L
08/31/2018
Benzene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
Bromobenzene
SW 846 method 82608150306
<0.5 pg/L
08/31/2018
Bromochloromethane
SW 846 method 826013150306
<0.5 pg/L
08131 /2018
Bromodichloromethane
SW 846 method 8260615030E
<0.5 pg/L
08/31/2018
Bromoform
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
Bromomethane
SW 846 method 82606/503013
<0.5 pg/L
08/31/2018
Carbon Disulfide
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
Report #:: 2018-14079
Page 2 of 5

ANALYTICAL & CONSULTING CHEMISTS
Environmental Chemists, Inca
5602'Mndnlill Way, Wih ningtcn, NC 2840'1 ® 910.392.0223 Lab , 910.392.4424 Fax
710 Bowsertown Road, Manteo, NTC 27954 , 252.473.5702 Lab/Fax
255-A Wlntington Highway, Jacksonville, NC 28540 k 910.3,47. �843 Lab/Fax
info(q euvironnnentaldlemists.con)
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)
Carbon tetrachloride
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
Chlorobenzene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
Chloroethane
SW 846 method 8260815030B
<0.5 pg/L
08/31/2018
Chloroform
SW 846 method 8260B/5030B
<0.5 pg1L
08/31/2018
Chloromethane
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
cis- 1,2-Dichloroethene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
cis-1, 3-Dichloropropene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
Dibromochloromethane
SW 846 method 82608/50306
<0.5 pg/L
08/31/2018
Dibromomethane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
Dichlorodifluoromethane
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
Ethylbenzene
SW 845 method 8260B/5030B
<0.5 pg/L
08/31/2018
Hexachlorobutadiene
SW 846 method 825OB15030B
<0.5 pg/L
08/31/2018
IPE
SW 846 method 8260B/50308
<0.5 pg/L
08/31/2018
Isopropylbenzene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
M+P Xylene
SW 846 method 8260B15030B
<1.0 pg/L
08/31/2018
MEK
SW 846 method 8260B/5030B
<2.5 pg/L
08/31/2018
Methylene chloride
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
MIBK
SW 846 method 8260B15030B
<2.5 pg/L
08/31/2018
MTBE
SW 846 method 82606/5030B
<0.5 pg/L
08/31/2018
Naphthalene
SW 846 method 8260815030B
<0.5 pg/L
08/31/2018
n-Butylbenzene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
n-Propylbenzene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
ortho-Xylene
SW 846 method 8260B/5030B
<0.5 pg/L
08/31/2018
p-Isopropyltoluene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
sec-Butylbenzene
SW 846 method 82608/503013
<0.5 pg/L
08/31/2018
Styrene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
tert-B utyl benzene
SW 846 method 82608/5030B
<0.5 pg/L
08/31/2018
Tetrachloroethene
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
Toluene
SW 846 method 826OB150308
<0.5 pg/L
08/31/2018
Trans-1,2-Dichloroethene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
Report #:: 2018-14079
Page 3 of 5

ANALYTICAL 8 CONSULTING CHEMISTS
Smithfield Hog Productions - Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
EnvironmentalChemists, Inc®
602 VVirtdmill Way, W mington, ;NC 28405 6 910.392.0223 Lau e 910.372.1424 Fax
'10 Botvserto ^ n Idc>ad, ltanteo, C 2i�y� 1 9 2322.4'3 77'02 Lab%Fax
255-A Wilmington f-t'ig) va),,,lacksonvi_tle, NC 28540 6 910.347.5843 Lab,/Fax
int;)(;r;enviroi,inentalcLetr,i�ts.cot i
Date of Report: Oct 09, 2018
Customer PO #:
Customer ID: 08110011
Report #: 2018-14079
Project ID: Trailer Wash (Register)
Trans-1,3-dichloropropene
SW 846 method 826OB15030B
<0.5 pg/L
08/31/2018
Trichloroethene
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
Trichlorofluoromethane
SW 846 method 8260B15030B
<0.5 pg/L
08/31/2018
Vinyl chloride
SW 846 method 82BOB15030B
<0.5 pg/L
08/31/2018
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
EPA 353.2
2.64 mg/L
08124/2018
Nitrate+Nitrite-Nitrogen
EPA 353.2
1.51 mg/L
08/30/2018
Nitrate Nitrogen
Subtraction Method
<0.02 mg/L
09/08/2018
Total Nitrogen (Cale)
Total Nitrogen
Total Nitrogen
64.4 mg/L
09/08/2018
Lab ID Sample ID:
Collect Date/Time
Matrix Sampled by
18-35516 Site: Lift Station
8/24/2018 12:10 PM
Water jcb/envirochem
Test
Method
Results
Date Analyzed
Residue Suspended (TSS)
SM 2540 D
334 mg/L
08127/2018
Temperature
SM 2550 B
24.5 C
08/24/2018
pH
SM 4500 H B
5.59 units
08/24/2018
Ammonia Nitrogen
SM 4500 NH3 C
65.8 mg/L
09/22/2018
Total Phosphorus
SM 4500 P F
28.9 mg/L
09/05/2018
BOD
SM 5210 B
>1539 mg/L
08/24/2018
All QC requirements for DO depletion
not met.
Nitrate Nitrogen (Cale)
Nitrite Nitrogen
EPA 353.2
0.30 mg/L
08/24/2018
Nitrate+Nitrite-Nitrogen
EPA 353.2
0.37 mg/L
08/30/2018
Nitrate Nitrogen
Subtraction Method
0.07 mg/L
09/08/2018
Total Nitrogen (Cale)
Total Kjeldahl Nitrogen (TKN)
EPA 351.2
213 mg/L
09/06/2018
Total Nitrogen
Total Nitrogen
214 mg/L
09/08/2018
Report #:: 2018-14079 Page 4 of 5

n
ANALYTICAL & CONSULTING CHEMISTS
Smithfield Hog Productions - Warsaw
Post Office Box 856
Warsaw NC 28398
Attention: Josh Outlaw, PE
1171
Finvironmental Chemists, Inc.
6602 Windmill k1'ay, Wilmiington, NC 28405 , 910.392.0223 Lab * 910.392.4424 Fax
710 Bowserto:vn Road, 1 lanteo, i'!'C 27954 # 232.473.57/02 LablFax
2'-�;-A Wilmington. F ighivay, Jacksonville, NC 28540 ' 910.347.3843 Lab/Fax
infc�(izervi romre=-�calcl�Ftrists.cc�m
Date of Report: Oct 09, 2018
Customer PO #:
Customer ID: 08110011
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: 1W I
Reviewed by:'
/J_
Report #:: 2018-14079 Page 5 of 5

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2,603
GENERAL NOTES:
1. TOPSOIL AND ORGANIC MATTER SHALL BE STRIPPED FROM LAGOON AREAS PRIOR TO PLACING FILL THIS
MATERIAL SHALL BE STOCKPILED AND SHALL BE PLACED ON BACKSLOPES TO HELP REESTABLISH
VEGETATION. THESE MATERIALS SHALL NOT BE USED AS STRUCTURAL FILL STUMPS AND/OR ROOTS SHALL
NOT BE ALLOWED WITHIN THE LAGOON AREA ANY STUMPS ENCOUNTERED IN SIDE SLOPES OR BOTTOM MUST
BE COMPLETELY REMOVED.
2. THIS LAGOON SHALL RECEIVE A MINIMUM 40 MIL HOPE LINER OR APPROVED EQUIVALENT. THE LINER SHALL
BE INSTALLED BY 01NEIM THE CONTRACTOR SHALL EXCAVATE THE LAGOON AND BUILD THE DIKES TO THE
LINES AND ELEVATIONS SHOWN ON THE PLANS THE LAGOON SUBGRADE SHALL BE FREE FROM FOREIGN
MATERIAL ORGANIC MATTER WATER. ETC. IKE SUBGRADE SHALL BE FIRM. SMOOTH AND UNYIELDING THE
SUBGRADE SHALL BE ACCEPTABLE TO SMITHFIELD REPRESENTATIVES AND THE GEOSYNTHE7IC LINER
INSTALLATION CONTRACTOR. LINER AND DIKE CROSS SECTIONS AND DETAILS ARE SHOWN ON THIS SHEET
AND THE DETAIL SHEET.
3. THE LAGOON SHALL BE PRECHARGED WITH WATER TO AT LEAST Ia THE TREATMENT ZONE DEPTH AS SOON
AS THE UNFR 15 COMPLETE AND HAS BEEN TESTED. THIS IS IMPORTANT TO HELP REDUCE START—UP
ODORS AND TO STABILIZE THE SYNTHETIC LINER FROM FLOATING
4- ALL STRUCTURAL FILL SOIL MATERIAL PLACED ON THE LAGOON DIKES SHALL BE COMPACTED TO A MINIMUM
OF 95Z OF THE STANDARD PROCTOR (ASTM D-598) MAXIMUM DRY DENSITY. THE NATURAL MOISTURE OF
THE STRUCTURAL FILL SOIL SHALL BE t 3R OF THE OPTIMUM MOISTURE THE SUL SHALL BE PLACED IN
THIN LIFTS. LESS THAN 12—INCHES UNCOMPACTED. A SUFFICIENTLY HEAVY SOIL COMPACTOR SHALL BE
USED.
5. ALL PNEIRATIONS OF THE DIKE SHALL BE ACCOMPLISHED PRIOR TO PLACEMENT OF SYNTHETIC LINER.
6. LAGOON DIE MOE SLOPES ARE 3:1 UNLESS 07HERVASE NOTED ON PLAN.
7. THE FOLLOWING ITEMS SHALL BE DONE WITH REGARDS TO THE. LAGOON CONSTRUCTION BEFORE THE FACILITY
IS CERTIFIED: EXTERNAL LAGOON DIKES SHALL BE COVERED WITH TOPSOIL FINE GRADED, FERTILIZED.
SEEDED AND MULCHED; SYNTHETIC LINER INSTALLATION AND TESTING SHALL BE COMPLETED. THE STAFF
GAUGE SHALL BE INSTALLED: AND THE LAGOON PRECHARGED.
6 EROSION
AND SEDIMENTATION CONTROL MEASURES ARE REQUIRED TO PREVENT SEDIMENT FROM LEAVING THE
SITE IT IS THE CONTRACTORS RESPONSBIUTY 7D PROVIDE AND MAINTAIN ALL SUCH MEASURES
7HROUGHOU7 THE CONSTRUCTION PERIOD.
9_ WELD HOPE TEXTURED MATERIAL TO LAGOON LINER APPROX. 1O WIDE X 40' LONG, TO PROVIDE A TRACTIVE
SURFACE FOR POTENTIAL ENTRANCE AND EXIT OF LAGOON.
SEEDING NOTES:
1, DISTURBED AREAS SHALL BE SEEDED,
FER71UZED AND MULCHED AS SOON AS
POSSIBLE AFTER FINAL GRADING 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 LIME AND FERTILIZER THEN DISH TO
PREPARE A 3 TO 4 INCH SMOOTH SEEDBED.
APPLY SEED AND FIRM SEEDBED WITH A
CULTIPACKER O SIMILAR EQUIPMENT. APPLY
MULCH AND SECURE WITH A MULCH ANCHORING
TOOL OR NETTING.
SOIL AMENDMENTS:
1000 LEIS/ACRE OF 10-10-10 F071UZER
2 TONS/ACRE OF DOLOMITIC LIME
100 BALES/ACRE OF SMALL GRAIN STRAW
SEEDING SCHEDULE:
WINTER
60 LEIS/ACRE OF FESCUE — SEPT 1 TO NOV 30
40 LDS/ACRE OF RYE GRASS — DEC I TO MAR 14
30 LBS/ACRE OF RYE GRAIN — NURSE CROP FOR FESCUE
10 LBS/ACRE OF UNHULLED COMMON BERMUDA GRASS
SUMMER
60 LBS/ACRE OF PENSACOLA BAHIA GRASS — MAR 15 TO MAY 31
8 LBS/ACRE OF HULLED COMMON BERMUDA GRASS — JUNE 1 — JULY 31
SEAL

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LINES PAINTED ON SYNTHETIC LINER
WITH WHITE PLASTIC PAINT
TYPICAL STAFF GAUGE FOR PLASTIC LINED LAGOONS
N.T.S.