310015_Application_20210930

September 24, 2021
Christine Lawson
NCDEQ Division of Water Resources
1601 Mail Service Center
Raleigh, NC 27699-1601
CAVANAU G H
Steward"
Subject: Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5
Facility #31-15
AW I310015
Modification to Swine Digester Animal Waste Management System
Dear Ms. Lawson,
Cavanaugh & Associates, P.A., on behalf of Ironside Investment Management LLC, hereby submits the
following application to NCDEQ Division of Water Resources for review of the New Swine Digester
Animal Waste Management System application package for Magnolia III, DM Section 4 Sites 1-4, Section
3 Sites 4-5. The subject project is located in Sampson County, North Carolina.
To facilitate your review of the enclosed documentation, the following is an itemized breakdown:
1. One (1) original 'New Swine Digester Animal Waste Management System' application form.
2. One (1) copy of the engineering calculations.
3. One (1) copy of a detailed narrative of the Swine Digester Animal Waste Management System.
4. One (1) copy of the FEMA FIRM map labeled with the 'Proposed Digester Site'.
5. One (1) copy of the permit form Section 3.6 components.
6. One (1) full-size set of the 'New Swine Digester Animal Waste Management System Plans', as well as
one (1) 11"x17" set.
As marked in the 'New Swine Digester Animal Waste Management System' application form attached
with this package, Section 3.3 of the form has not been filled out because there are no proposed swine
treatment/storage structures for this project; two of the existing lagoon structures will be converted to
anaerobic digesters.
For the record, the Surface Water Classification (Section 7 of the application form) was approved by DEQ
in March of 2020, and the plan at that time was to build a new digester, so the Water Classification Map
indicates a new digester, and since that time the farm owner decided to cover an existing lagoon rather
than build a new digester; the previously proposed digester was located adjacent to the lagoon that will
be covered, so the approved Surface Water Classification does not change.
RECEIVED
SEP 3 0 2021
NC DEQ/DWR
Central Office
1
Cavanaugh & Associates, P.A. PO Box 11197 Winston-Salem, NC 27116, 1-877-557-8923, www.cavanaughsolutions.com

Please do not hesitate to contact our office should you have any questions, comments, or require any
additional information.
Regards,
Cavanaugh & Associates, P.A.
Jeff P. Cappadona, P.E.
Attachments
cc: Ironside Investment Management LLC
RECEIVED
SEP 3 0 2021
NC DEQ/DWR
Central Office

New Swine Digester Animal Waste Management System
1. GENERAL INFORMATION:
1.1 Facility name: Magnolia IIL DM Section 4 Sites 1-4, Section 3 Sites 4-5
1.2 Print Land Owner's name: Ironside Investment Management LLC
1.3 Mailing address: PO Box 1139
City, State: Wallace. NC Zip: 28446
Telephone (include area code): [phone] Fax: ( ) - Email:
1.4 Physical address: 1114 Beasley Mill Rd.
City, State: Warsaw, NC Zip: 28398
Telephone number (include area code): ( )
Latitude 34.8875° Longitude -78.1314° (Decimal Degrees From Google Earth)
1.5 County where facility is located: Sampson
1.6 Facility location (directions from nearest major highway, using SR numbers for state roads): From the intersection of NC 24
and Union Rd. in Turkey, NC (off of Exit 364 on I-40), head southeast on Union Rd. for 0.3 miles. turn left onto Wilmington
Rd. and go 2.2 miles, turn riuht onto Cornwallis Rd. and go 4.4 miles, continue onto Golden Pond Rd and go 1.5 miles. the
farm entrance is on the left
1.7 Farm Manager's name (if different from Land Owner): AJ Linton
1.8 Lessee's / Integrator's name (if applicable; circle which type is listed): Smithfield Foods
1.9 Facility's original start-up date: 1993 Date(s) of facility expansion(s) (if applicable):
1.10 Design Contact name: Gus Simmons Phone [phone] Email: [e-mail]
2. OPERATION INFORMATION:
2.1 Facility number: 31-15
2.2 Operation Description:
Please enter the Design Capacity of the system. The "No. of Animals" should be the maximum number for which the
current swine waste management system is permitted.
Type of Swine No. of Animals
❑ Wean to Finish
® Feeder to Finish 47,520
❑ Farrow to `.k can
❑ Farrow to Feeder I `
❑ Farrow to Finish I:; sir,%
❑ Wean to Feeder
❑ Gilts
❑ Boar/Stud
RECEIVED
SEP 3 0 2021
NC DEO/DWR
Central Office
2.3 Acreage cleared and available for application (excluding all required buffers and areas not covered by the application
system):
Required Acreage (as listed in the CAWMP): See attached Waste Utilization Plan Acres
Existing Application Area (pre construction): 634.3 Acres
Page 1 of 6

New Swine Digester Animal Waste Management System
Proposed Application Area (after construction): 634.3 Acres
Is there a change to the existing WUP?
Is the Existing WUP attached?
Is the New (if applicable) WUP attached?
2.4 List and Describe all Storage/Treatment Structures Below:
a. DIGESTER or PRIMARY TREATMENT :
YES or (circle one)
or NO (circle one)
or NO (circle one)
YES
Treatment
Unit Type
Existing?
(Y/N)
Name of
Treatment
Unit
Type of
Liner
Material
Surface
Area
(s.f.)
Type of Cover
Material
Ttl Capacity
(cu. ft.)
Req'd
Capacity
(cu. ft.)
Digester
Y (Lagoon
Conversion)
Digester A
(Existing 4-4)
Soil in situ
183,616
Synthetic (80 mil)
1,651,034
761,157
Digester
Y (Lagoon
Conversion)
Digester B
(Existing 3-5)
Soil in situ
219,736
Synthetic (80 mil)
1,541,552
759,240
Select
Select
Select
b. SECONDARY STORAGE :
Name of Storage
Unit
Existing?
Type of Liner
Material
Surface Area
Ttl Capacity
(cu. ft.)
Req'd Capacity
(cu. ft.)
4-1
Y
Soil in situ
182,816
1,569,244
1,558,107
4-2
Y
Soil in situ
201,056
1,702,160
1,631,278*
4-3
Y
Soil in situ
203,658
1,658,280
1,627,049*
3-4
Y
Soil in situ
219,961
1,760,463
1,653,715*
*Note: The "Total Capacity" and "Req'd Capacity" is given per the existing lagoon calculations for this farm (`4-1'
approved by John Lenfestey on 1993-11-19, '4-2' approved by Neal Tucker on 1995-3-24, '4-3' approved by Neal Tucker
on 1994-12-16, and '3-4' approved by Neal Tucker on 1994-10-4)
2.5 Are KNOWN subsurface drains present within 100' of any application fields? YES
2.6 Are KNOWN subsurface drains in the vicinity or under the waste management system?
2.7 Does this facility meet all applicable siting requirements? (See 3.3 for checklist)
2.8 Describe Water Movement between Barns, Digesters, and Storage Ponds
or
YES or
circle one)
(circle one)
or NO (circle one)
Location
Pump Station or
Gravity
Pipe Size
Minimum Pump
Capacity
Plan Sheet
Reference
GPM
TDH
Barns to Digester
Pump Station (IPS-A)
8"
445
(each pump)
63
C.2.15.1
Barns to Digester
Pump Station (IPS-B)
8"
550
(1 pump)
56
C.2.15.1
Digester to Secondary
Pump Station (EPS-A)
6"
410
{ lump}
30
C.2.15.1
Secondary to Tertiary
Pump Station (TP-A)
6"
350
35
C.2.15.1
Barns to Digester
Pump Station (IPS-C)
8"
810
(1 pump)
41
C.2.15.1
Barns to Digester
Pump Station (IPS-D)
10"
510
teach pump)
59
C.2.15.1
Digester to Secondary
Pump Station (EPS-B)
6"
390
(1 pump)
32
C.2.15.1
Secondary to Tertiary
Pump Station (TP-B)
6"
310
39
C.2.15.1
Page 2 of 6

New Swine Digester Animal Waste Management System
3. REQUIRED ITEMS CHECKLIST:
Please indicate that you have included the following required items by signing your initials in the space provided next to each
item.
Applicants Initials
3.1 One completed and signed original of the application for Swine Digester Animal Waste
Management System Application Form.
3.2 One copy of a general location map indicating the location of the animal waste facilities and
field locations where animal waste is land applied and a county road map with the location of
the facility indicated.
N/A, see cover letter
3.3 Documentation that proposed swine treatment/storage structures (NEW) meet the Swine Farm
Siting Act, including a site map. The scale of this map shall not exceed 1 inch = 400 feet. Site
Map included?
All proposed digesters to occupied residences >_ 1500 feet OR no closer than existing setback.
Existing setback = feet
All proposed digesters to schools, hospitals, churches, outdoor recreational facilities, national
parks, state parks, historic properties, or child care centers >_ 2500 feet OR no closer than
existing setback. Existing setback = feet
All proposed digesters to property boundaries >_ 500 feet OR no closer than existing setback.
Existing setback = feet
YES or NO
YES or NO
YES or NO
YES or NO
All proposed digesters to Public Water supply wells >_ 500 feet. YES or NO
The map shall show the location of any property boundaries and perennial streams or rivers
located within 75 feet of waste application areas. YES or NO
3.4 One copy of all engineering documents, including, but not limited to, calculations,
equipment specifications, plan and profile drawings to scale, construction materials,
supporting equations or justifications. Drawings shall be submitted (1) copy 24x36
AND (1) Copy 11x17.
3.5 One copy of a detailed narrative of the Swine Digester Animal Waste Management System.
3.6 One copy of the CAWMP. The CAWMP must include the following components. Some of
these components may not have been required at the time the facility was certified but should be
added to the CAWMP for permitting purposes:
3.6.1 The Waste Utilization Plan (WUP) must include:
• The amount of Plant Available Nitrogen (PAN) produced and utilized by the facility
• The method by which waste is applied to the disposal fields (e.g. irrigation, injection, etc.)
• A map of every field used for land application
• The soil series present on every land application field
• The crops grown on every land application field
• The Realistic Yield Expectation (RYE) for every crop shown in the WUP
• The PAN applied to every application field
• The waste application windows for every crop utilized in the WUP
• The required NRCS Standard Specifications for WUPs.
3.6.2 A site schematic. See Plan Sheet C.2.15.1
3.6.3 Emergency Action Plan
3.6.4 Insect Control Checklist with chosen best management practices noted
Page 3 of 6

New Swine Digester Animal Waste Management System
3.6.5 Odor Control Checklist with chosen best management practices noted
3.6.6 Mortality Control Checklist with the selected method noted
3.6.7 Lagoon/storage pond capacity documentation (design, calculations, etc.); please be
sure to include any site evaluations, wetland determinations, or hazard classifications
that may be applicable to your facility
3.6.8 Operation and Maintenance Plan
3.6.9 Most recent annual Sludge Survey
If your CAWMP includes any components not shown on this list, please include the additional components with your
submittal. (Composting, waste transfers, etc.)
4. ENGINEER'S CERTIFICATION:
1, William G. Simmons, Jr., P.E. (P.E. representing Owner's name listed in question
I.2), attest that this application for Magnolia iII, DM Section 4 Sites 1-4, Section 3 Sites 4-5 (Facility name listed in question 1.1) has
been reviewed by me and is accurate and complete to the best of my knowledge. 1 understand that if all required parts of this
application are not completed and that if all required supporting information and attachments are not included, this application
package will be e as incom ete.
Signature . Date
Engineer's Seal

09/ 21/ Zo2(
RECEIVED
SEP 3 0 2Q21
NC DEQ/DWR
Central Office
5. FARM OWNER/PERMITTEE CERTIFICATION:
I, L'on6 itQe .k. hve5A-v►nev4k MO— Z.L- (Owner/Pemittee name listed in question 1.2), attest
that this application for Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5 (Facility name listed in question 1.1) has been
reviewed by me and is accurate and complete to the best of my knowledge. I understand that if all required parts of this application
are not completed and that if all required supporting information and attachments are not included, this application package will be
returned as incomplete.
Signature `�[ c' L ro n S ord' - Date g' as a k
6. MANAGER'S CERTIFICATION: (complete only if different from the Farm Owner)
I, (Manager's name listed in question 1.7), attest that this
application for Magnolia III, DM Section 4 Sites 1-4. Section 3 Sites 4-5 (Facility name listed in question 1.1) has been reviewed by
me and is accurate and complete to the best of my knowledge. 1 understand that if all required parts of this application are not
completed and that if all required supporting information and attachments are not included, this application package will be returned
as incomplete.
Signature Date
Page 4 of 6

New Swine Digester Animal Waste Management System
THE COMPLETED APPLICATION PACKAGE, INCLUDING ALL SUPPORTING INFORMATION AND MATERIALS,
SHOULD BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
ANIMAL FEEDING OPERATIONS PROGRAM
1636 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
FAX NUMBER: [phone]
7. SURFACE WATER CLASSIFICATION:
This form must be completed by the appropriate DWR regional office and included as a part of the
project submittal information.
INSTRUCTIONS TO NC PROFESSIONALS:
The classification of the downslope surface waters (the surface waters that any overflow from the facility would flow toward) in
which this animal waste management system will be operated must be determined by the appropriate DWQ regional office.
Therefore, you are required, prior to submittal of the application package, to submit this form, with items 1 through 6
completed, to the appropriate Division of Water Resources Regional Operations Supervisor (see page 5 of 5). At a minimum,
you must include an 8.5" by 11" copy of the portion of a 7.5 minute USGS Topographic Map which shows the location of this
animal waste application system and the downslope surface waters in which they will be located. Identify the closest
downslope surface waters on the attached map copy. Once the regional office has completed the classification,
reincorporate this completed page and the topographic map into the complete application form and submit the
application package.
7.1 Farm Name: Magnolia III. DM Section 4 Sites 1-4, Section 3 Sites 4-5
7.2 Name & complete address of engineering firm: Cavanaugh, 1213 Culbreth Dr., Wilmington. NC 28405
Telephone: [phone] Fax: (_) - Email: gus.simmonsgcavanaughsolutions.com
7.3 Name of closest downslope surface waters: Sikes Mill Run
7.4 County(ies) where the animal waste management system and surface waters are located: Duplin
7.5 Map name and date: Rose Hill, 1962
7.6 NC Professional's Seal (If appropriate), Signature, and Date: On map
TO: REGIONAL OPERATIONS SUPERVISOR
Please provide me with the classification of the watershed where this animal waste management facility will be or has been
constructed or field located, as identified on the attached map segment(s):
Name of surface waters: Sikes Mill Run - C;Sw & UTs to Stewarts Creek - C;Sw
Classification (as established by the Environmental Management Commission): C; SW
Proposed classification, if applicable:
Signature of regional office personnel: Date:
(All attachments must be signed)
RECEIVED
SEP 3 0 2021
NC DEQ/DWR
Central Office
03/23/2020
Page 5 of 6

(#1) SIKES
MILL RUN
!T to Stewarts Cr
%4°
(#2) UNNAMED
i
TRIBUTARY TO
• STEWARTS CREEK
. *‘;44A..--4114its
eit7
MAG 3 DM FARMS
(SEC 3&4)
• 14
/PROPOSED
DIGESTER FOR
MAG 3 DM
(SEC 3 & 4)
NAME OF STREAM
STREAM CLASS
STREAM INDEX
1
SIKES MILL RUN
C; Sw
18-68-2-10-4
2
UT TO STEWARTS CREEK
C; Sw
18-68-2-10
LATITUDE:
LONGITUDE:
BASIN:
MAP NAME & #:
34'53'25.0"N
78'07'55.0"W
CAPE FEAR
ROSE HILL, NC 1962

LOCATION
NOT TO SCALE
WATERSHED CLASSIFICATION MAP
BF GRADY BIOGAS COLLECTION
MAGNOLIA 3_ DM (SECTIONS 3 & 4)
OWNER: IRONSIDE INVESTMENT MGMNT.
CAVANAUGH
Stewardship through innovation
PROJECT #: BE19.006
DRAWN BY: LJL
Cavanaugh & Associates, P.A. 1213 Culbreth Dr.
Wilmington, NC 28403
[phone] Fax: [phone] www.cavanaughsolutions.com
BD #: SCALE: 1"=1500'
DATE: 2020-03

41,
CAVANAU G H
-ardshipThrough Innovation
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5 (North) Volume Calculations
Project:
Project No:
Date:
Magnolia III, DM Section 4 Sites 1-4, Section 3
Sites 4-5 (North)
BE.19.006
2021-9-23
Freeboard Elevation -.
Location:
Client:
Duplin County. NC
Smithfield
Digester A Volume (Lagoon '4-4'
Elevation (ft)
Area sL}f
Incr. Vol i cf'
Cumul. Vol (cf)
88.50
123,424
-
-
89.50
128,044
125,734
125,734
90.50
132,736
130,390
256,124
91.50
137,500
135,118
391,242
92.50
142,336
139,918
531,160
93.50
147,244
144,790
675,950
94.50
152,224
149,734
825,684
95.50
157,276
154,750
980,434
96.50
162,400
159,838
1,140.272
97.50
167,596
164,998
1.305.270
98.50
172,864
170,230
1,475,500
99.50
178,204
175,534
1,651,034
100.50
183.616
180,910
1,831,944
101.50
189,100
186,358
2,018,302
Digester Required Volume: 761,157 cu ft.
Digester Design Volume (@ freeboard): 1,651,034 cu ft.
% Required: 217%
`%%%

%%%%''.
Design By: JPC
Checked By WGS
Note: The dimensions
and volumes shown are
provided based on the
lagoon design for the '4-
4' lagoon, approved by
Neal Tucker on 1995-3-8
1 of 3

Overall Farm Volumes: (cu.ft.)
Treatment
Excess Wash Water
Rainfall in excess of evaporation
Storm Storage
Daily Inflow
Total
Treatment
Excess Wash Water
Rainfall in excess of evaporation
Storrn Storage
Dailv Inflow
Total
Treatment
Excess Wash Water
Rainfall in excess of evaporation
Storm Storage
Dail Inflow
Total
Existing Configuration
Existing Lagoon '4-4'
Vol. Required*
Vol. Provided*
Efficienny
1,069,200
1,069,200
100%
0
0
N/A
134,637
134,637
100%
134,637
134,637
100%
261,106
493,398
189%
1,599,580
1,831,872
115%
* Note: The existing volumes shown above are
provided based on the lagoon calculations for this
farm, approved by Neal Tucker on 1995-3-8
Existing Lagoon '4-3'
Vol. Required*
Vol. Provided*
Efficiency
1.077, 300
1,077,300
100%
0
0
N/A
138, 390
138,390
100%
148,275
148,275
100%
263,084
294,315
112%
1,627,049
1,658,280
102%
* Note: The existing volumes shown above are
provided based on the lagoon calculations for this
farm, approved by Neal Tucker on 1994-12-16
Existing Lagoon '4-1'
Vol. Required*
Vol. Provided*
Efficiency
1,069, 200
1.069,200
100%
0
0
NIA
109,667
109,667
100%
117,500
117,500
100%
261,740
272,877
104%
1,558,107
1,569,244
101 %
* Note: The existing volumes shown above are
provided based on the lagoon caicuiations for this
farm, approved by John Lenfestey on 1993-11-19
Total Required
3,215,700
0
382,694
400,412
785,930
4,784,736
Proposed Configuration (Digester+ Storage Lagoon)
Volume Required*
Digester A
(i.e. '4-4')
Existing Lagoon
'4-3'
Existing Lagoon
'4-1'
Total
Required
Treatment
1,069,200
1,077,300
1,069,200
3,215,700
Excess Wash Water
U
0
0
0
Rainfall in excess of evaporation
0
138,390
109,667
248,057
Storm Storage
0
148,275
117,500
265,775
Daily Inflow
261,106
263,084
261,740
785,930
Total
1,330,306
1,627,049
1,558,107
4,515,462
Volume Provided*
DigesterA
(i.e. '4-4')
Existing Lagoon
'4-3'
Existing Lagoon
'4-1'
Total
Provided
Efficiency
Treatment
1,651.034
1,371,615
193,051
3.215,700
100%
Excess Wash Water
0
0
0
0
N/A
Rainfall in excess of evaporation
0
138,390
109,667
248,057
100%
Storm Storage
0
148,275
117,500
265,775
100%
Daily Inflow
0
0
1,149,026
1,149,026
146%
Total
1.551,034
1,658,280
, 1,569.244
4.878,558
108%
CAVANAU G H
Stewardship Through Innovation
2 of 3

Total Required Temporary Storage:
Existing
Proposed
Excess Wash Water
0
0
Rainfall in excess of evaporation
382,694
248,057
Daily Inflow
785,930
785,930
Total
1,168,624
1,033.987
Days of Storage:
1
C AVA N A U G H
Stewardship Through Innovation
cf
cf
cf
cf
Existing Configuration
Proposed Configuration
Required
(Existing)
Provided
(Existing)
Required
(Proposed)
Digester + Storage Lagoon
{Proposed)
Temporary Storage Volume icu.ft.
Days of Storage
1,168,624
1,443,284
1.033,987
1,397,083
180
222
180
243
Existing Lagoon '43' Revised Elevations:
Zone Volume
Cumulative Vol.
Elevation
Treatment
1,371,615
1,371,615
55.25
Temporary
138,390
1,510.005
55.96
Storm
148,275
1,658,280
56.70
Top of Dike Elev = 57.7
Top of Storm Elev = 56.7 (1658280 cf)
Top of Temp Storage Elev = 55.96 (1510005 cf) (Start Pump)
Top of Treat Elev = 55.25 (1371615 cf) (Stop Pump)
Finished Bottom Elev = 46.7
Note: Elevations and volumes are based on the same datum and sizing information as the lagoon calculations for this farm, approved by
Neal Tucker on 1994-12-16
Existing Lagoon'4-1' Revised Elevations:
Treatment
Temporary
Storm
1
Zone Volume
Cumulative Vol.
Elevation
193,051
193,051
51.40
1,258,693
1,451,744
59.25
117,500
1,569,244
59.90
Top of Dike Elev = 60.9
Top of Storm Elev = 59.9 (1569244 f'
Too of Tema: Storage Elev = 59.25 { 1451744 cf) (Start Pump)
Top of Treat Elev = 51.4 (193051 cf) (Stop Pump)
Finished Bottom Elev = 50
Note: Elevations and volumes are based on the same datum and sizing information as the lagoon calculations for this farm, approved by
John Lenfestey on 1993-11-19
3 of 3

CAVANAUGH
Innovation
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5 (South) Volume Calculations
Project
Project No:
Date:
Magnolia III, DM Section 4 Sites 1-4, Section 3
Sites 4-5 (South)
BE.19.006
2021-9-23
Freeboard Elevation —.
Location: Duplin County, NC Design By JPC
Client Smithfield
f Digester B Volume
LLagoon'3-5'1
Incr. Vol f crl
Cumul. Vol tcf}
Elevation It)
Area fsf)
92.00
172,000
-
-
93.00
177,016
174,508
174,508
94.00
182,104
179,560
354,068
95.00
187,264
184,684
538,752
96.00
192,496
189,880
728,632
97.00
197,800
195,148
923,780
98.00
203,176
200,488 '
1,124,268
99.00
208,624
205,900
1,330,168
100.00
214,144
I 211,384
1,541,552
101.00
219,736
216,940
1,758,492
102.00
225,400
222,568
1,981,060
Digester Required Volume: 759,240; cu ft.
Digester Design Volume (@ freeboard): 1,541,552 cu ft.
% Required: 203%
�%„
''
Checked By. LUGS
Note: The dimensions
and volumes shown are
provided based on the
lagoon design for the '3-
5' lagoon, approved by
Neal Tucker on 1995-9-15
1 of 3

Overall Farm Volumes: (cu.ft.)
Treatment
Excess Wash Water
Rainfall in excess of evaporation
Storm Storage
Daily Inflow
Total
Treatment
Excess Wash Water
Rainfall in excess of eva. oration
Storm Storage
Dail Inflow
Total
Treatment
Excess Wash Water
Rainfall in excess of eva. *ration
Storm Sto - e
Dail Inflow
Total
Existing Configuration
Existing Lagoon '3-5'
Vol. Required'
Vol. Provided*
Efficiency
1,069,200
w 1,069,200
100%
0
0
N/A
153,533
153,533
100%
164,500
164,500
100%
261,106
371,205
142%
1,648,339
1,758,438
107%
* Note: The existing volumes shown above are
provided based on the lagoon calcu ations for this
farm, approved by Neal Tucker on 1995-9-15
Existing Lagoon '3-4'
Vol. Required*
Vol. Provided'
Efficiency
1,069,200
1,069.200
100%
0
0
N/A
156,129
156,129
100%
167,281
167.281
100%
261,106
367,853
141%
1,653,716
1,760,463
106%
* Note: The existing volumes shown above are
provided based on the lagoon calcu ations for this
farm, approved by Neal Tucker on 1994-10-4
Existing Lagoon '4-2'
Vol. Required*
Vol. Provided*
Efficiency
1,069,200
1,069,200
100%
0
0
N/A
145,297
145,297
100%
155,675
155,675
100%
261,106
331,988
127%
1,631,278
1,702,160
104%
* Note: The existing volumes shown above are
provided Lased on the lagoon calculations for this
farm, approved by John Lenfestey on 1995-3-24
Total Required
3,207,600
0
45,1,959
487,456
783,318
4,933,333
Proposed Configuration (Digester + Storage Lagoon)
Volume Required*
Digester B
(Le. '3-5')
':xisting Lagoon
'3-4'
Existing Lagoon
'4-2'
Total
Required
Treatment
1,069,200
1,069,200
1,069,200
3,207,600
Excess Wash Water
0
0
0
0
Rainfall in excess of evaporation
0
156,129
145,297
301,426
Storm Storage
0
167,281
155,675
322,956
Daily Inflow
261,106
261,106
_ 261,106
783,318
Total
1,330,306
1,653,716
1,631,278
4,615,300
Volume Provided*
Digester B
(i.e. '3-5')
Existing Lagoon
'3-4'
Existing Lagoon
'4-2'
Total
Provided
Efficiency
Treatment
1,541.552
_
^ 1,437.053
228,995
3,207,600
100%
Excess Wash Water
0
0
0
0
N/A
Rainfall in excess of evaporation
0
156,129
145,297
301,426
1DO%
Storm Storage
0
167,281
155,675
322,956
100%
Dairy Inflow
0
t,
1,172,193
1,172,193
150%
Total
1,541.552 '
1,760,463
1,702,160
5.004,175
108%
CAVANAU G H
Stewardship Through Innovation
2of3

Total Required Temporary Storage:
Existing
Proposed
Excess Wash Water
0
0
Rainfall in excess of evaporation
454,959
301,426
Daily Inflow
783,318
783,318
Total
1,238,277
1,084,744
Days of Storage:
Require
R
(Existing)
GAVANAU G H
Stewardship Through Innovation
cf
cf
cf
cf
Existing Configuration
Provided
(Existing)
Required
(Proposed)
Proposed Configuration
Digester + Storage Lagoon
(Proposed)
Temporary Storage Volume (cu.ft.)
Days of Storage
1,238,277
180
1,526,005
222
1,084,744
180
1,473.619
245
Existing Lagoon'3.4' Revised Elevations:
Zone Volume
Cumulative Vol.
Elevation
Treatment
1,437,053
1,437,053
49.60
Temporary
156,129
1,593,182
50.33
Storm
167,281
1,760,463
51.10
Top of Dike Elev = 52.1
Top of Storm Elev = 51.1 (1760463 cf)
Top of Temp Storage Elev = 50.33 (1593182 cf) (Start Pump)
Top of Treat Elev = 49.6 (1437053 cf) (Stop Pump)
Finished Bottom Elev = 42.1
Note: Elevations and volumes are based on the same datum and sizing information as the lagoon calculations for this farm, approved by
Neal Tucker on 1994-10-4
Existing Lagoon'4-2' Revised Elevations:
Treatment
Tem ora
Storm
Zone Volume
Cumulative Vol.
Elevation
228,995
228,995
42.08
1,317,490
1,546,485
49.72
155,675
1,702,160
50.50
Top of Dike Elev = 51.5
Top of Storm Elev = 50.5 f 1702160 cf;
To of Temp Storage Elev = 49.72 f 1546485 cf) (Start Pump)
Top of Treat Elev = 42.08 (228995 cf) (Stop Pump)
Finished Bottom Elev = 40.5
Note: Elevations and volumes are based on the same datum and sizing information as the lagoon calculations for this farm, approved by
John Lenfestey on 1995-3-24
3 of 3

40,
CAVANAU G H
Stews. gh Int.
CAVANAUGH & ASSOCIATES, P.A.
Magnolia 111, en Section
4 Sites 1-4, Sect'n 3
Sites 4-
PumpSta
Calculations
Project No.: BE.19.006
.•...... �

Prepared by:
Cavanaugh & Associates, P.A.
September 21, 2021
CAVANAUGH Sc ASSOCIATES, P.A. P❑ Box 1 1 197 WINSTON-SALEM, NC 271 16, 1-B77-557-B923
WWW.CAVANAUGHSOLUTIONS.COM

1
1
Pressure
25.00
50.00
75.00
100.00
psi
1
1
Flow
1.00
300.00
700.00
1000.00
GPM
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5 (North)
IPS-B
4" HP, 550 gpm @ 56'
R1
P2
J2
J1
P-5
447 12
R4
ICN•
447 12
P-6
P8
J8
447 12
J4
6
P9
P1
J9
IPS-A 0
4" HP. 445 awn each pump (890 am combined flow) a 63'
P5
Day 1, 12:1
R3
EPANET 2 Page 1

Page 1 9/21/2021 5:26:18 PM
**********************************************************************
* E PAN E T *
* Hydraulic and Water Quality *
* Analysis for Pipe Networks *
* Version 2.0 *
**********************************************************************
Input File: IPS Mag 3 North.net
Link - Node Table:
Link Start End Length Diameter
ID Node Node ft in
P1 J1 R3 3034 7.549
P5 J4 R3 2278 7.549
P2 J2 J1 25 7.549
P3 J3 J1 25 7.549
P8 J8 J4 25 7.549
P9 J9 J4 25 7.549
P-1 R1 J2 #N/A #N/A Pump
P-2 R1 J3 #N/A #N/A Pump
P-5 R4 J8 #N/A #N/A Pump
P-6 R4 J9 #N/A #N/A Pump
Energy Usage:
Pump
Usage Avg. Kw-hr Avg. Peak Cost
Factor Effic. /Mgal Kw Kw /day
P-1 100.00 75.00 235.58 7.83 7.83 0.00
P-2 0.00 0.00 0.00 0.00 0.00 0.00
P-5 100.00 75.00 262.41 7.04 7.04 0.00
P-6 100.00 75.00 262.41 7.04 7.04 0.00
Demand Charge: 0.00
Total Cost: 0.00
Node Results:
Node Demand Head Pressure Quality
ID GPM ft psi
J1 0.00 163.78 70.97 0.00
J4 0.00 187.69 81.33 0.00
J2 0.00 165.24 71.60 0.00
J3 0.00 163.78 70.97 0.00

J8 0.00 188.64 81.74 0.00
J9 0.00 188.64 81.74 0.00
R1 -553.74 109.00 0.00 0.00 Reservoir
R3 1447.98 135.00 0.00 0.00 Reservoir
T
Page 2
Node Results: (continued)
Node Demand Head Pressure Quality
ID GPM ft psi
R4
Link Results:
-894.24 126.00 0.00 0.00 Reservoir
Link Flow VelocityUnit Headloss Status
ID GPM fps ft/Kft
P1 553.74 3.97 9.49 Open
P5 894.24 6.41 23.13 Open
P2 553.74 3.97 58.33 Open
P3 0.00 0.00 0.00 Open
P8 447.12 3.21 38.23 Open
P9 447.12 3.21 38.23 Open
P-1 553.74 0.00 -56.24 Open Pump
P-2 0.00 0.00 0.00 Closed Pump
P-5 447.12 0.00 -62.64 Open Pump
P-6 447.12 0.00 -62.64 Open Pump

Pressure
25.00
50.00
75.00
100.00
psi
Flow
1.00
300.00
700.00
1000.00
GPM
Magnolia I11, DM Section 4 Sites 1-4, Section 3 Sites 4-5 (South)
0.00
P3
IPS-C
4" HP, 810 gpm @ 41'
R1
J1
r
Day 1, 12:1
IPS-D
4" HP, 510 gpm each pump (1,020 gpm combined flow) @ 59'
J8
a
P8
P2
J2
0
131111,
511.55
511.55 511.55
EPANET 2 Page 1

Page 1 9/21/2021 5:32:25 PM
**********************************************************************
* E PAN E T *
* Hydraulic and Water Quality *
* Analysis for Pipe Networks *
* Version 2.0 *
**********************************************************************
Input File: IPS Mag 3 South.net
Link - Node Table:
Link Start End Length Diameter
ID Node Node ft in
P1 J1 R3 1586 7.549
P5 J4 R3 4422 9.409
P2 J2 J1 25 7.549
P3 J3 J1 25 7.549
P8 J8 J4 25 9.409
P9 J9 J4 25 9.409
P-1 R1 J2 #N/A #N/A Pump
P-2 R1 J3 #N/A #N/A Pump
P-5 R4 J8 #N/A #N/A Pump
P-6 R4 J9 #N/A #N/A Pump
Energy Usage:
Pump
Usage Avg. Kw-hr Avg. Peak Cost
Factor Effic. /Mgal Kw Kw /day
P-1 100.00 75.00 169.94 8.23 8.23 0.00
P-2 0.00 0.00 0.00 0.00 0.00 0.00
P-5 100.00 75.00 247.95 7.61 7.61 0.00
P-6 100.00 75.00 247.95 7.61 7.61 0.00
Demand Charge: 0.00
Total Cost: 0.00
Node Results:
Node Demand Head Pressure Quality
ID GPM ft psi
J1 0.00 172.50 74.74 0.00
J4 0.00 186.69 80.89 0.00
J2 0.00 175.57 76.07 0.00
J3 0.00 172.50 74.74 0.00

J8 0.00 187.19 81.11 0.00
J9 0.00 187.19 81.11 0.00
R1 -807.19 135.00 0.00 0.00 Reservoir
R3 1830.28 142.00 0.00 0.00 Reservoir
T
Page 2
Node Results: (continued)
Node Demand Head Pressure Quality
ID GPM ft psi
R4
Link Results:
-1023.10 128.00 0.00 0.00 Reservoir
Link Flow VelocityUnit Headloss Status
ID GPM fps ft/Kft
P1 807.19 5.79 19.23 Open
P5 1023.10 4.72 10.11 Open
P2 807.19 5.79 122.86 Open
P3 0.00 0.00 0.00 Open
P8 511.55 2.36 20.08 Open
P9 511.55 2.36 20.08 Open
P-1 807.19 0.00 -40.57 Open Pump
P-2 0.00 0.00 0.00 Closed Pump
P-5 511.55 0.00 -59.19 Open Pump
P-6 511.55 0.00 -59.19 Open Pump

C AVA N A U G H
Pump System Design Spreadsheet -C .120
Project:
Project No:
Date:
•' DM Section 4 Sites 1-4 Secbon 3 Sites 4-5
i:E 19.006
5021-8-10
Description: Effluent Pump Station A '4-4'to '4-3'
System Reaulrements
System
Pipe 1
Length of Pipe 1,318 ft
Pipe Diameter 6 in
Elevation Difference 6 50 ft
Pipe Area 0.196 fe
C 120
Velocity At Selected Flow (ft/sec) + 15
Step: m
System Curve
Flow Rate Flow Rate
(GPM) (ft/sec)
20
60
60
100
140
180
r
r
220
•
0.04
0.13
0.22
0.31
0.40
0.49
iL
260 0.58
30D
34D
380
420
460
500
540
is 580
is
i•
620
660
M
700
740
780
820
860
900
940
0.67
0.76
Pipe 2
(additional flow)
Location: Sampson County. NC Design By: JPC
gpm
Client: konside Investment Management LLC Checked By:.WGS
Pipe 3
D Daily Flow Rate
in Design Period
gpm Average Flow
(additional flow) Peaking Factor
Peak Flow
Nozzle Head
Pressure Head
0 00
gpd
hrs
gpm
gpm
ft
0 0D ft
Duty Points: 1 Pump: 410 gpm QrQ 30.43 ft, 4.65 ft/sec
2 Pumps: 493 gpm Qt 40.17 ft, 5.59 ft/sec
Friction Head Friction Head Friction Head Velocity Head
Velocity Elevation Head Pipe 1 Pipe 2 Pipe 3 [Sobinerged)
(f/sec) (ft) (ft) (ft)
0.23
0.68
1.13
1.59
2.04
2.50
2.95
3.40
3.86
•
,9.,1
6.50 0.08
3k,
;re,
6.50 0.63
6.50 1.61 - 0.00
6.50 3.00
6.50 4.78
6.50 9.44
6.50 12.30
tam
6.50 15.50
0.00
14,"1
•
i(Sai A'•?
$=
ME
0.85 4.31 6.50 19.04
0.94 4.77 6.50 22.91
ys
UV 27.11
1.11 5.67 6.50 31.64
cili
1.20 6.13 6.50 36.48
12E LE LE
1.29 6.58 6.50 41.63
0 0 65gE
47.10
0
1�47 7.49 6.50 52.87
6g
8.95
um m
1.65 8.40 6.50 65.34
6.,.
1.74 8.85 6.50 72.02
9.31 6.50 79.60
11.
1.83
1.92
9.76 6.50 86.28
2.01 10.21 6.50 93.85
' t i
2.09 10.67 6.50 101.71
Duty Points:
1 Pump 410 0.91 4.65 8.50 21.93
2 Pumps IL 493 1 10 5 59 6 50 30 78
0.00
0.00
0.00
0.00
0.00
1i111
FittingNalve Head
(ft)
Nozzle Head
(ft)
1i4i1
Pressure Head
0.00
0.00
0.00 0.0D
OE
0.04 0.00
Mg
0.12 0.00 0.00
0 `
0.23 0.00 0.00
CD
0.39 0.00 0.00
11
Ti
0.58 0.00 0.00
0.60 0.00 0.00
.110
1,1
BASIS OF DESIGN
Pump Chosen:
[ ✓1 . Nog mtanure
Manufacturer's
Pump Curve Data
TDH TDH
( h:
6.59
zn
8.23
11.66
144..0000
16.74
19.87
0.00 1.07 0.00 0.00
0.00 1.38 D.00 0.00 23.38
•
0.00
0 .0 0
i6,
ri
1.72 D.00 0.00 27.26
yfiie
2.10 D.00 0.00 31.51
fi;i
0.00 2.52 0.00 0.00 36.13
,Jls)i rya';,
0.00 2.97 0.00 0.00 41.11
11 i-r1 . .
0.0D 3.47 0.00 0.00 46.45
0.00 4.00 0.00 0.00 52.13
v r; ,r,);.'10
0.00 4.57 0.00 0.00 58.17
0 ME
0.00 5.18 0.00 0.00 64.56
0.00 5.83 0.00 0.00 71.28
0 MIMI, 3 1gE
0.00 6.52 0.00 0.00 78.35
0.00 7.24 0.00 0.00 85.76
0.00 8.00 0.00 0.00 93.50
48 i
i.
0.00
0.00
�,
.11
1Y's
0.00
0.m
0.00
0 00
0.00 10.51 0.00 0.00
8.80 0.00
8.64
0.00
101.58
109.99
118.72
0.00
0 00
200
2 89
5 00
G 00
0.00
000
30.43
40 17
FittingNalve Head:
Size in Description K Factor gyt Total K
Gate Valve 0.12 0 0.00
Check Valve 0.75 1 0.75
Ball Valve 0.05 0 0.00
Butterfly Valve 0.68 0 0.00
Plug Valve 0.27 1 0.27
90' Elbow 0.45 5 2.25
45° Elbow 0.24 0 0.00
Tee (Branch) 0.90 1 0.90
Tee (Run) 0.30 0 0.00
Pipe Entrance 0.78 1 0.78
Pipe Exit 1.00 1 1.00
Tee (Run) 0.28 0 0.00
45' Elbow 0.22 0 0.00
Check Valve 0.22 0 0.00
Plug Valve 0.78 0 0.00
12" x 8" Reducer 1.89 0 0.00
12 Tee (Run) 0.23 0 0.00
12 45° Elbow 0.23 0 0.00
12 Plug Valve 0.39 0 0.00
12 90° Elbow 0.78 0 0.00
12 Pipe Exit 1.00 0 0.00
Total K: 5.95 FittingNalve Head = K (v2 / 2g)
s0
48.0
45 0
42.0
40 0
38.0
15D
31 D
28 0
25.0
20.0
15.0
11.0
5.0
1 of2

Total Dynamic Head (feet)
60.0
50.0
40.0
30.0
20.0
10.0
0.0
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5
Effluent Pump Station A ('4-4' to '4-3')
Pump Vs. System Curve
4" Hog Manure
Coiet
CAVANAU GH
S: . .
Duty Point =
410gpm @30ft.
Velocity = 4.7 fps
Duty Point =
490 gpm @ 40 ft.
Velocity = 5.6 fps
1 Pump
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
IC) 0 Lf) 0 Lf) 0 LC) 0 LO 0 L[) 0 L1) 0 I!) 0 LO 0 LC) 0 In 0 Li) 0 lC) 0 LC) 0 L() 0
N- r- N N CO CO '1- �t LC) LC) CO CO I - N- co CO C) CA o o r - N N CM CO., U)
Flowrate (gpm)
System Curve
-1 Pump 2 Pumps
2 of 2

CAVANALJGH
Pump System Design Spreadsheet - C = 120
Project:
Project No:
Date:
Magnolia III, DM Secbon 4 Saes 1-4, Secbnn 3 Saes 4-5
BE. 19.006
202r-¢s8
Description: Effluent Pump Station B 3-5' to'3-4'
System Reaulrements
Location: Sampson County, NC Design By: JPC
Client Ironside Inve51m9nt Management LLG Checked By:. WGS
System
Pipe 1 Pipe 2 Pipe 3
Length of Pipe 1.451 ft ft ft Daily Flow Rate = gpd
Pipe Diameter 6 in in in Design Period = hrs
Elevation Difference 85D '.ft gpm gpm Average Flow :tic gpm
Pipe Area 0.196 fta (additional flow) (additional flow) Peaking Factor = 1 00
C 120 Peak Flow = 500 gpm
Velocity At Selected Flow (ft/sec) s 41
Step: 24
System Curve
Flow
2
20 0.04
60 ▪ 0.13
100
140 0.31
180 0.40
Nozzle Head
Pressure Head
0.00 ft
000 ft
Duty Points: 1 Pump: 388 gpm 08 32.12 R 4.41 ft/sec
2 Pumps: 458 gpm a 40.59 ft, 5.2 ft/see
Friction Head Friction Head Friction Head
Rate Flow Rate Elevation Head Pipe 1 Pipe 2 Pipe 3
GPM) (ft'/sec) (ft) (ft)
8.50 0.09
0
8.50 0.69
• Ea 0
0.22 1.13 8.50 1.77
1.59 8.50 3.31
2.04 8.50 5.26
220 0.49 2.50 • 8.50 7.63 fa a Ed EMI
260 0.58 2.95 8.50 10.39
a 02 0) MI
3 3.54
am3.40 50 1
co
340 0.76 3.86 8.50 17.06
. YE 7:..TM
380 0 85 4.31 8.50 20.96
atie
Velocity
(ft/sec)
0.23
0.68
LSI
420 0.94 4.77 8.50 25.23
0 iii
460 1.02 5.22 8.50 28.85
Eta /0
500 1.11 5.67 8.50 34.83
0 0
540 1.20 6.13 8.50 40.18 0.00
a Ea ixd
580 1.29 6.58 8.50 45.83 0.00
62D 1.38 7.04 8.50 51.85 - 0.00
660 1.47 7.49 8.50 58.21 - - 0.00
700 1.56 7.94 8.50 64.90 - 0.00
Mix El/ fUl EZ
,A
740 1.85 8.40 8.50 71.93 - 0.00 6.52 0.00 0.00
.
780 1.74 8.85 8.50 79.29 0.00
820 1.83 9.31 8.50 86.97 - 000
LE ill LEI.,.
1.92 9.76 8.50 94.99 - 0.00
till EE (2 k2i
2.01 10.21 8.50 - 0.00 9.64 0.00
Velocity Head
(Submerged) Fi8ingNalve Head Nozzle Head Pressure Head TDH
(ft) (ft) (ft) (6) (ft)
0 Ea
0.00 0.00
BASIS OF DESIGN
rwr:r
I
0.00 0.00
rt
0.00 0.04 0.00 0.00
rr,
0.00 0.12 0.0D 0.00
Ea
0.00 0.23 0.00 0 00
r R((n
0.00 0.39 0.00 0.00
Ea
0.00 0.58 0.00 0.00
0.00 0.80 0.00 0.00
F)r113
0.00 1.07
0.00 1.38 0.00 0.00 26.94
rm
0.00
0.00 0.00
860
900
raja
940 2.09 10.67 8.50 111.98
a.
103.32
0.00
0.D0
Oho
0.00
6T;
I II
I II
n,
I
ali
1.72 0.00 0.0D 31.18
TAD.._).- !fir:°KG
2.10 0.00 0.0D 35.82
0 Ea
2.52 0.00 0.00 40.87
Ea z,.
2.97 0.00 0.00 46.30
3.47 0.00 0.00 52.13
8a°3
4.00 0.00 0.00 58.34
.92 ,
4.57 000 000 64.93
5.18 0.00 0.00 71.89
Taa
79.23
Ella
86.95
r6,'S
e.
T;';
at.
2v
5.83 0.00 0.00
;;yiy;
0.00 10.51 0.00
Duty Points:
1 Pump 385 0.87 4.41 8.50 21.83 0.00
i 2 Pumps 458 102 520 850 2660 r.771=1000
FittinaNalve Head:
Size in Description K Factor Oty Total K
Gate Valve 0.12 0 0.00
Check Valve 0.75 1 0.75
Ball Valve 0.05 0 0.00
Butterfly Valve 0.68 0 0.00
Plug Valve 0.27 1 0.27
90° Elbow 0.45 5 2.25
45° Elbow 0.24 0 0.00
Tee (Branch) 0.90 1 0.90
Tee (Run) 0.30 0 0.00
Pipe Entrance 0.78 1 0.78
Pipe Exit 1.00 1 1.00
Tee (Run) 0.28 0 0.00
45' Elbow 0.22 0 0.00
Check Valve 0.22 0 0.00
Plug Valve 0.78 0 0.00
12" x 8" Reducer 1.89 0 0.00
1 Tee (Run) 0.23 0 0.00
1 45' Elbow 0.23 0 0.00
1 Plug Valve 0.39 0 0.00
1 90' Elbow 0.78 0 0.00
1 Pipe E,dt 1.00 0 0.00
1 79
2 49
0.00
000
Total K: 5.95 FittingNalve Head = K (v' / 2g)
liti
7.24 0.00 0.00 95.03
sir
8.00 0.00 0.00 103.47
8.80 0.00 0.00 112.29
0.00 121.46
0.00 130.99
D 00
000
32.12
40 59
8.60
9.23
10.39
Beal
14.15
16,70
19.69 40.0
23.11 38.0
Pump Chosen:
4" Hog Manure
Manufacturer's
Pump Curve Data
TDH
S90
35 0
31.0
28.0
25.0
200
15.0
11,0
50
its
1 of

Total Dynamic Head (feet)
60.0
50.0
40.0
30.0
20.0
10.0
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5
Effluent Pump Station B ('3-5' to '3-4')
Pump Vs. System Curve
4" Hog Manure
CA.VANAIJ'C I-1
Duty Point =
390 gpm @ 32 ft.
Velocity = 4.4 fps
4
Duty Point =
460 gpm @ 41 ft.
Velocity = 5.2 fps
1 Pump
2 Pumps
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
LO 0 r N N CO CO ▪ lC) 14▪ ) CD CO 0- LO ▪ 0 co o) a) 0 0 0 CO - N N 0 0 CO CO V L()
✓ N- T
Flowrate (gpm)
—System Curve - 1 Pump —2 Pumps
2 of 2

C AVA N A U G H
W7r
0.00
0.00
•
0.00
0.02
Nozzle Head
(ft)
Pressure Head
(ft)
igii
BASIS OF DESIGN
TDH
(ft)
0.00 0.00 -11.64
•
-9.28
-5.01
1.03
0.00 0.00
0.00 0.06 0.00 0.00
4.1
•
225 0.50 2.55
i° 7k aC,.i iRa
275 0.61 3.12 -12.00 29.82
AZ
325 0.72 3.69 -12.00 40.82
375 0.84 4.26 -12.00 52.93
•
425 0.95 4.82 -12.00 66.73
121 EJ MD UM
475 1.06 5.39 -12.00 8ay1p.�97
525 1.17 5.96 -12.00 98.65
1.28 8.53 -12.00 116.73
- '%•
1.39
i iye 0 3%i ,Fij.•
1.50- 0.00 1.62 0.00 000 146.66
TM
if p 1111 1.62 - - 0.00 1.87 0.00 0.00 169.10
0
625
Pump System Design Spreadsheet - C = 120
Project:
Project No:
Date:
Magnolia Ili. DM Sechon 4 Sites 1-4 Sechon 3 Sdes 4-5
DE 19 005
21121.9.21
Description: Transfer Pum1: A '4-3 to'41'
System Reouirements
Location: Sampson County, NC - Design By: JPC
Client: Ironside Investment Management, LLC Checked By: WGS
System
Pipe 1 Pipe 2 Pipe 3
Length of Pipe 3,755 ft 'ft ft Daily Flow Rate
Pipe Diameter 6 in in in Design Period
Elevation Difference -12 00 ft gpm gpm Average Flow
Pipe Area 0.196 ft' (additional flow) (additional flow) Peaking Factor
C 120 Peak Flow
Velocity At Selected Flow (ft/sec) 157
. Step: 25
System Curve
Nozzle Head
Pressure Head
0.00
0 00
9Pa
hrs
gpm
gpm
Duty Points: 1 Pump. 350 Assn .035.01 it 7.97 Dleec
Friction Head Friction Head Friction Head Velocity Head
Flow Rate Flow Rate Velocity Elevation Head Pipe 1 Pipe 2 Pipe 3 (Submerged) FittingNalve Head
(GPM) (ft'/sec) (Nsec) (ft) (ft) (ft) (ft)
25 0.06 0.28
75
75 0.17
0-12
125 0.28
175
0.39
0.85
1.42
1.99
wrI
-12.00 0.35
-12.00 2.70
Mt CS
-12.00 6.94
ME
-12.00 12�.92
-12.00 20.57
IAN
575
675
725
775
1.73
825 1.84
875 1.95
925 2.06
120
975 2.17
1,025 2.28
1,075
1,125
i
2,34
2.40
7.09 12 00 936.19
fa
7.66 -12.00 157.03
Lai
8.23 -12.00 179.23
kffl Mil KC
8.79 -12.00 202.76
i.1ME EX13
9.36 -12.00 227.63
--:•
9.93 -12.00 253.60
Zhu
10.50 -12.00 281.28
11.06 -12.00 310.06
-
11.63 -12.00 340.11
T x;iISM
12.20 -12.00 371.44
2.77
fa 1•
1,175 2.62 13.33 -12.00
2.51
Duty Points:
1 Pump 359 0.78
2 Pumps 410 091
FIttin Naive Head:
Size fin) Descrimion
Gate Valve
Check Valve
Ball Valve
Butterfly Valve
Plug Valve
90° Elbow
45' Elbow
Tee (Branch)
Tee (Run)
Pipe Entrance
Pipe Exit
3.97
466
-12.00
-12.00 404.03
0.00 0.11 0.00 0 00
ER
0.00 0.18 0.00 0 00 8.75
0.00 0.27 0.00 0.00 18.09
ILIZ
29.00
0.38
65
0.00
ip
0.00 0.50 0.00 0.00 41.43
•
55.37
10#f(1!
0.00 0.64 0.00 0.00
0.00 0.80 0.00 0.00 70.77
6 99 Y7i ii5(r 221
0.00 0.98 0.00 0.00 87.63
4.1 iTru~•
0.00 1.18 0.00 0.00 105.90
•
125.58
I II
0.00
0.D0
P.6
0.00
w111
0.00
r'b
0.00
I
0.00
0.00
wr1
0.00
rwlr
0.00
e15
1.39 0.00 0.00
A..
2.14
2.42
2.73
3.05
121
3.38
LSI
3.74
4.11
4.50
rsue
0.00 0.00 192.90
EirM
.., 1. :
0.00 0.00 218.05
CM
0.00 0.00 244.53
0.00 0.00 272.33
0.00 0.00. 301.44
y Yi•
0.00 0.00 331.85
.11.I
rP
0.00 0.00
1 n1
1NC1
0.00 0.00
1
437.88 - 0.00 4.91 0.00 0.00
46.57
-+2 0D 62 51
K Factor Dt
0.12 0
0.75 0
0.05 0
0.68 0
0.27 0
0.45 0
0.24 0
0.90 0
0.30 0
0.78 1
1.00 1
Total K:
Total K
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.78
1.00
1.78
0.00
0 00
T. s4
0.00
000
FittingNalve Head = K (v' / 2g)
0.00
0 00
363.55
2111
396.53
•
430.79
35.01
51 11
Pump Chosen:
3" Pontoon
High Pressure
Manufacturer's
Pump Curve Data
TDH
(ft)
62 0
57.0
52.0
46.D
41.0
35.0
29.0
23.0
17.0
10.0
0.00 0.00
f�i iRv
1 of 2

Total Dynamic Head (feet)
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
0
0
0
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5
Transfer Pump A ('4-3 to '4-1')
Pump Vs. System Curve
3" Pontoon High Pressure
1 Pump
Duty Point =
350 gpm @ 35 ft.
Velocity = 4.0 fps
0
1.0
0
0
N
0
Lo
N
0
0
CO
0
M
0
0
0
0
11)
Flowrate (gpm)
System Curve 1 Pump
! A,VANA'U G H
co co r- r- co co a rn o
2 of 2

CAVANAUGH
Pump System Design Spreadsheet - C .120
Project: Magnolia IH. DM Section 4 Saes 14 5n000n 3 5,res 4.0 Location: Sampson County, NC Design By: JPC
Client: Ironside Investment Management, LLC Checked By: WGS
Project No:
Date:
BE.19.006
2021-0.24
Description: Transfer Puna B.'34' to'4-2',
System Requirements
System
Pipe 1 Pipe 2 Pipe 3
Length of Pipe 4,040 10 ft ft Daily Flow Rate = gpd
Pipe Diameter 6 in in in Design Period = hrs
Elevation Difference -2 30 ft gpm gpm Average Flow = gpm
Pipe Area 0,196 ft' (additional flow) (additional flow) Peaking Factor = t 00
C 120 Peak Flow = gpm
Velocity At Selected Flow (frisec) 3 55
Step: 25
- Nozzle Head 0 00 ft
Pressure Head -0.00 ft
Duty Points: 1 Pump: 313 gar a 39.22 ft, 3.56 ftfsee
System Curve
Friction Head Friction Head Friction Head
Flow Rate Flow Rate Velocity Elevation Head Pipe 1 Pipe 2 Pipe 3
(GPM) Ift'Isec) (ft/sec) (ft) (ft)
25
75
75
125
0.06
0.17
0.28
0.28
0.85
-2.00
-2.00
1.42 -2.00
UM 06 Mil
175 1.99 -2.00
200
225 2.55 -2.00
275 3.12 -2.00
325 3.69 -2.00
ISD 0. 444
375 4.26 -2.00
M al
425 0.95 4.82 -2.00
475 1.06 539 -2.00
525 1.17 5.96 -2.00
a 0 0. 00
575 1.28 6.53 2.00
0 404
625 1.39 7.09 -2.00
0.39
0.50
(12
0.61
0.72
0.84
7
675 1.50 7.66 -2.00
a ie 1
725 1.62 8.23 -2.00
Di 42
775 1.73 8.79 -2.00
IM III TB MD
8 -2.00
a 0 Oa al
875 1.95 9.93 -2.00
925 2.06 ED 10.50 -2.00
975 2.17 11.06 -2.00
1,025 2.28 11.63 -2.00
1,075 2.40 12.20 -2.00
-2.00
1,125 2.51
1,175 2.62
Duty Points:
1 Pump 313
2 Pumps X']
13.33
-2.00
Ye
0.38
2.90
7.46
Velocity Head
(Submerged)
(ft)
FittingNalve Head
(ft)
14
Nozzle Head
(ft)
0.00 0.00 0.00
,3k ewi11.
0.00 0.02 0.00
Pressure Head
(ft)
0.00
•
0.00
0.00 0.06 0.00 0.00
•
BASIS OF DESIGN
TDH
(ft)
-1.62
0.92
5.52
13.91 0.00 0.11 0.00 0.00 12.01
22.14 0.00 0.18 0.00
1.5
32.09
43.71
56.95
71.79
88.19
106.13
125.58
146.53
tiElD
168.95
192,83
218.15
244.90
273.07
302.63
SIM
333.59
031
365.92
:Y.
399.63
434.69
471.11
(i
0.00
0.00
iW+1i
0.00
0.00
0.00
0.00
0.00
0.00
I
0.00
1 le
0.00
rir
0.00
ewm
0.00
Ii7i
0.00
Bi(,
0.00
0.00
IL,.
0.00
0.00
er n
0.00
0.00
•
0.00 20.32
M AM
0,27 0.00 0.00 30.36
M. F e,Wah
0.38 0.00 0.00 42.08
i'i's. r�SeeYie _
0.50 0.00 0.OD 55.45
0.64 0.00 0.00 70.43
M . • di.' i' tER
0.80 0.00 D.OD 87.00
0.98 0.0D 0.00 105.11
■ r
1.18 0.00 000 124.76
t21Jr ( !Mil
1.39 0.0D 0.00 145.92
1 20
1.62 0.00 0.00 168.57
0.00 0.00 192.70
0.00 0.00 218.29
230
245.32
1.87
0
2.14
2.42
2.73
3.05
3.38
LSI
3.74
4.11
4.50
4.91
•
II I
0.00 0.00
i1i4
0.00 0.00 273.79
303.88
334.97
367.66
0.00 0.00 401.74
iS5
0.00 0.00
0.00 0.00
•
0.00 0.00
k
0.00 0.00 437.20
1 II
0.00
0.00
474.01
Pump Chosen:
3" Pontoon
High Pressure
070
062
3.56 -2.00 40.87 4 -2 OD 5449 -
0.00
000
0-35
048
0.00
000
u0
000
39.22
52 97
FittingNatve Head:
Size in Description
Gate Valve
Check Valve
Ball Valve
Butterfly Valve
Plug Valve
90° Elbow
45° Elbow
Tee (Branch)
Tee (Run)
Pipe Entrance
Pipe E4t
K Factor
0.12
0.75
0.05
0.68
0.27
0.45
0.24
0.90
0.30
0.78
1.00
9y
Total K:
Total K
0.0D
0.0D
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.78
1.00
1.78
Fi0ingNalve Head = K (v' (2g)
Manufacturers
Pump Curve Data
TDH
(ft)
62.0
57 0
52.D
40.0
41.0
350
29.0
23
170
10(
1 of 2

Total Dynamic Head (feet)
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5
Transfer Pump B ('3-4' to '4-2')
Pump Vs. System Curve
3" Pontoon High Pressure
1 Pump
Duty Point =
10 gpm @ 39 ft.
elocity = 3.6 fps
CA.VANALiGH
1 f 1,
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o
Ln o u) o u) o Ln 0 u) 0 u) o to o Lo o in o Lr) o
v- , N N Cv) C) "zr Ln co c0 N- I- co co O 0) O
Flowrate (gpm)
System Curve 1 Pump
2 of 2

Narrative
'Magnolia III, DM Section 4 Sites 1-4, Section 3 Sites 4-5' will utilize existing barns with slotted floors
over flushing pits to collect manure.
Upon pulling the plug, Barns 1-6 (located at the '4-3' lagoon) will gravity flow waste through an existing
pipe to an influent pump station (IPS-A) with existing wet well. The influent pump station will utilize two
2x10 hp GEA pumps, with a typical flow of approx. 445 gpm (each pump) through an 8” HDPE (DR 17)
forcemain into the anaerobic digester (i.e. the '4-4' lagoon to be covered). In the event of pump failure,
an existing bypass pipe will gravity flow waste to the existing '4-3' lagoon to prevent overflow of the
influent pump station.
Upon flushing, Barns 7-12 (located at the '4-1' lagoon) will gravity flow waste through an existing pipe to
an influent pump station (IPS-B) with existing wet well. The influent pump station will utilize two 2x10
hp GEA pumps, with a typical flow of approx. 550 gpm (1 pump) through an 8" HDPE (DR 17) forcemain
into the anaerobic digester (i.e. the '4-4' lagoon to be covered). In the event of pump failure, an existing
bypass pipe will gravity flow waste to the existing '4-1' lagoon to prevent overflow of the influent pump
station.
Upon pulling the plug, Barns 13-17 (located at the '4-4' lagoon) will gravity flow waste through an
existing pipe to the mixing pump station (MPS -A) with existing wet well. The mixing pump station will
utilize two 2x7.5 hp GEA pumps, with a typical flow of approx. 1,600 gpm (1 pump) through a 12" HDPE
(DR 17) forcemain into the anaerobic digester (i.e. the '4-4' lagoon to be covered). In the event of pump
failure, an existing bypass pipe will gravity flow waste to the existing '4-4' lagoon to prevent overflow of
the mixing pump station.
After treatment in the anaerobic digester (74,752 cubic yard total volume, 61,149 cubic yard volume at
freeboard), the effluent will enter the effluent pump station (EPS-A). The effluent pump station will
utilize two 10 hp GEA pumps, with a typical flow of approx. 410 gpm through a 6" HDPE (DR 17)
forcemain to the existing '4-3' lagoon, where it will be irrigated in accordance with the waste utilization
plan. Additionally, the transfer pump will pump from the existing '4-3' lagoon to the existing '4-1'
lagoon using a 10 hp GEA pump, with a typical flow of approx. 350 gpm through a 6" HDPE (DR 17)
forcemain in order to balance the lagoons as needed.
Upon pulling the plug, Barns 18-22 (located at the '3-4' lagoon) will gravity flow waste through an
existing pipe to an influent pump station (IPS-C) with existing wet well. The influent pump station will
utilize two 2x10 hp GEA pumps, with a typical flow of approx. 810 gpm (1 pump) through an 8" HDPE
(DR 17) forcemain into the anaerobic digester (i.e. the '3-5' lagoon to be covered). In the event of pump
failure, an existing bypass pipe will gravity flow waste to the existing '3-4' lagoon to prevent overflow of
the influent pump station.
Upon pulling the plug, Barns 23-28 (located at the '4-2' lagoon) will gravity flow waste through an
existing pipe to an influent pump station (IPS-D) with existing wet well. The influent pump station will
utilize two 2x10 hp GEA pumps, with a typical flow of approx. 510 gpm (each pump) through an 10"
HDPE (DR 17) forcemain into the anaerobic digester (i.e. the '3-5' lagoon to be covered). In the event of
pump failure, an existing bypass pipe will gravity flow waste to the existing '4-2' lagoon to prevent
overflow of the influent pump station. RECEIVED
SEP 3 0 2021
NC DEQ/DWR
Central Office

Upon pulling the plug, Barns 29-34 (located at the '3-5' lagoon) will gravity flow waste through an
existing pipe to the mixing pump station (MPS-B) with existing wet well. The mixing pump station will
utilize two 2x7.5 hp GEA pumps, with a typical flow of approx. 1,600 gpm (1 pump) through a 12" HDPE
(DR 17) forcemain into the anaerobic digester (i.e. the '3-5' lagoon to be covered). In the event of pump
failure, an existing bypass pipe will gravity flow waste to the existing '3-5' lagoon to prevent overflow of
the mixing pump station.
After treatment in the anaerobic digester (73,373 cubic yard total volume, 57,095 cubic yard volume at
freeboard), the effluent will enter the effluent pump station (EPS-B). The effluent pump station will
utilize two 10 hp GEA pumps, with a typical flow of approx. 390 gpm through a 6" HDPE (DR 17)
forcemain to the existing '3-4' lagoon, where it will be irrigated in accordance with the waste utilization
plan. Additionally, the transfer pump will pump from the existing '3-4' lagoon to the existing '4-2'
lagoon using a 10 hp GEA pump, with a typical flow of approx. 310 gpm through a 6" HDPE (DR 17)
forcemain in order to balance the lagoons as needed.

.12000D FEET
40000 FEET
Z250000 FEET
aldle
Proposed
Digester Site
FLOOD HAZARD INFORMATION
SEE FM REPORT FOR ZONEDESCRIPDONS AND DOER MAP
THE INFORMATION DEPICTED ONTHIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT
i rTPWFRIS NC GOV/FRIS
WM utBase ROOd Elevation (BEE)
W M ME Or DeptCom AS AO.AH, MAR
Inn Resdatory Macaw/
MEI 02%Mnu•I Chance Flood Doane, Antes
of 1%Mnual chance Flood MTh Average
Depth Less Then One Fool or WIM Drainage
Areas of LassThen One Square Mlle sane v
EIM Future Cana l=1%MnmI
01HERAREM OF Chance Flood Howe Zonex
ROOD HAZARD Area uceLeveewhit Redd Rood Task due to Le
See Notes zaae
OTHER NMI Ands Determined to be Oublde he
AREAS 0.2%Mnuel Chance Floodplalncane
a
--- Channel, culvert or Stan Sewer
AwediMd orProNSlnnalyAem00Red
GENERAL Levee, Dike, or Roodm0
STRUCTuRFS "„ ,,,,,,,, Non-amaeahed levee, Dike, or Roodwoll
ammo North Carolina Geodetic Survey bench mart
sto® National Geodetic Survey bench mark
s ® Contractor Est NCFMP Surrey bench mart
Cross Sections MOD 1%Mnual Chance
Water Surface Elevation (BEE)
CoastalTmnsed
Coastal Transact Baseline
Pm01e Baseline
HydrographIc Feature
UNIT ofShah
Judsdlc0un Boundary
SPECIAL1100D
HAZARD ARIAS
MUER
FEATURES
NOTES TO USERS
SCALE
w me .ry aurae 0 IMam Ga era vm,ev v.., 6a,. decal
..,,,, »•""•,`••• ••"•••"•••• 'm'I 1 inch • 1,000het
r=,..•nr, r...r..,,.vr•a..es,.ween, u,.Nr srru,c nner,w•r.0 m... 0 500 1,000
Limit of Moderate Wave Action (UM WA)
COASTAL BARRIER RESOURCES SYSTEM (MRS)NOTE
Imo\\\\\y
OBITS Area r.:;; 7 Merwisa Protected Arne
112000
2,000
Fret
Meters
0 150 300 600
PANEL LOCATOR
NORM CAROLINAFL000PWN MAPPING PROGRAM
NATIONAL ROOD INSURANCE PROGRAM
0 FLOOD INSURANCE RATE MAP
O NORTH CAROLINA
a mlaxasR
a)
0
y
COMMUNITY
•
FLMA
CID PMEL ED1A01
KV NUMBER
3720206000J
IMP REVERED
02/16/06

4E0000 FEET
II•C00. FEET
smears
..51101
PM�aFee Xad
FLOOD HAZARD INFORMATION
SEERS REPORT FOR ZONE DESCRIPDONBANDINDEIIMAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORDNG
DOCUMENTATION ARE ALSO AVMLABLE IN DIGITAL FORMATAT
HTTP://FRIS.NC.GOV/FRIS
MIWilmotO Base Reed Beaton
WINBFE or Depth mine A0 A0.AN. lEAR
— RoguimryFloodear
MEM 0.2%Annual Chance Road HUM!. Areas
of 1%Annual Chance Rood WO Average
Depth LessT an One Teal 61Y0 h Drainage
Armor LessT an One Square MDe zees x
1 Future Condlans MMus!
OTHER AREAS OF Chance Heed Hmrd zone
FLOOD HAZARDMIEN Area wflh Reduced Hood Rath duets Levee
See Notes zone
OTHER WWI Aram Detemined to be Outsid,The
'end 01%Annual Chance Flood6Nln zonex
Channel, CUMrl, or Slam Sewer
AamdNed or Provisionally Accredited
GENERAL levee, Mke,or Roodwal
STRUCuRES .„.•.....„. NRnaxmdi0d Loma, Dike,orFloodwall
ammo x None Carolina Geodetic Surrey bench mark
s® National GeodegeSurvey bench mark
Bram%
ConbeemrEst RCMP Survey bench mark
ig1-1e4` dem SentiamwBh 1%Annual Chance
Water Surface Elevation(BEE)
sO Coastal Transmit
Coastal Transom Baseline
Profile Baseline
IOdmgraphicFmWre
Um001 Sbdy
Jurisdiction Boundary
SETAAL FLOW
HAZARD AREAS
0MER
FEATURES
NOTES TO USERS
nob
aire seen.
`--FUm6 W MOWrate Ware ACUonNMWA)
COASTAL SAPPER RESOURCES SYSTEM menmw0re
CARS Area 0thewlee Prateded Area
SCALE
Ndiunr'uteeeW=lrrrirMWTeri ,eun1
l lnch-1,000feet
0 500 1.000
0 150 300
PANEL LOCATOR
2.0Fee1
Meters
000
L'12,000
FUSER COLINIY
NW:
.11X FEET
1,11.30,1
2260000 FEET
.000 FEET
NORTH CAROLINA F1000P W N MAPPING PROGRAM
'TIONAL FLOOD INSURANCE PROGRAM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
Fxma2440
COMMUNITY
EUPLATUIM
CIO PANEL SUFWI
AVM NUMBER
3720244000K
MAP RENSFD
01/05/07

•
• •
Facility: DM3-4 #3160
Phone Number: 910-289-4299
911 Address: 163 ADU Road Magnolia NC 28453
Directions to Farm:
Take US 117 North to the first stoplight in Rose Hill and turn left on SR 1102 (Brice's Store Road). Go 4.8 miles to Brice's
Store and bear right on SR 1101 (Cornwallis Road). Go 1.5 miles and turn right on SR 1121 (Anna White Road).
Go 0.3 mile to stop sign and turn right on NC 903 North. Go 0.5 mile and bear left on SR 1119 (Gold Pond Road).
Go 0.5 mile to stop sign and go straight across. Go 2.8 miles (pavement will end after 1.1 miles) to farm entrance on
left. ADU Road (This is the second farm entrance on left) Farm sign DM3-4 Barns 1-5
Effluent Handling System Emergency Procedure
In the event of an actual or potential spill take the following steps in order:
1) STOP and CONTAIN the release.
2) Utilize emergency contact list to notify one of the contacts of the situation.
3) Stay with the actual or potential release to ensure it is stopped or contained; do not
leave until instructed to do so.
Effluent Handling Emergency Contact List
Start with the first contact and continue to call until you talk to someone, do not leave message.
Names (in order to be contacted)
1) Clifton Ball
Pager#
Mobile# Home#
910-296-5065 252-286-8616
2) Tonya Branson [phone]
3) Kendall Huffman
4) A.J. Linton
[phone] [phone]
[phone] [phone]
5) Larry Matthis Jr. [phone]
6) Greg Wulf
[phone]
[phone]
[phone]
[phone]
7) Terry Tate [phone]
Return to the top of the list and start again until someone is contacted.
[phone]

• •
Production System Emergency Procedure
In the event of a suspected disease outbreak take the following steps in order.
1) Ensure bio-security measures are taken and minimize traffic in and out of farm.
2) Contact your manager and/or your primary contact.
In the event of a power/water failure take the following steps in order.
1) Contact your manager and/or primary contact.
Intervention Levels
# of sows off feed in 1 day -
# of aborts in 2 day period -
# of aborts in 1 week -
Weekly Stillborn % -
Weekly PWM -
Sow Mortality -
Nursery and Finishing -
2400
6
10%
20%
10%
Sow Herd Size
3800
in one .location. -
•
10
10%
20%
10%
7200 4400
roo
7
16
10%
20%
10%
> 1% mortality m any one
Production Emergency Contact List
Start at the first contact and continue to call until you talk to someone, do not leave message.
Names (in order to be contacted)
1) Roger Whaley
2) Doug Norris
3) Guy Padgett
4) Clifton Ball
Pager#
6
12
10%
20%
10%
Mobile# Home#
910-282-7429
910-385-4894
91.0 271-3829
252-286-8616
5) Larry Matthis Jr. [phone]
6) Greg Wulf
7) Terry Tate
[phone]
(91.0) 289-0994
[phone]
[phone]
[phone] (91.0) 271-1335

•
• •
Return to the top of the list and start again until someone is contacted.
Emergency Procedure for Fire, Medical, and Property Damage
1) Contact the appropriate personnel using the Safety emergency number contact list.
2) Contact your manager and/or primary contact.
Safety Emergency Contact Numbers
1) Clifton Ball
2) Larry Matthis Jr.
3) Mike Brown
Pager#
Mobile# Home#
910-296-5065 252-286-8616
[phone]
[phone]
[phone]
[phone]
[phone]
4) Ambulance 911
5) Fire Dept 911
6) Police/Sheriff Dept 911
7) (Area) Hospital - Duplin [phone]
8) (Area) Clinic - Dr. Ricci [phone]
9) Poison Control [phone]
10) Highway Patrol [phone]
Location of main electrical shut off: In front of barns beside office
Location of main gas shut off: N/A
Electric Company: Four County Phone # : [phone]
Account/Meter # : 28795

Valid `/' c7 Expired
WASTE UTILIZATION PLAN
litacilitY Number:
31-15
Facility.COC Number:
AW9.310015
Facility Name:
Mag III, DM Section 4 Site 1-4, Section 3 Sites 4-5
Landowner's Name:
Ironside Investment Management LLC
Landowner's Mailing Address:
PO Box 1139 Wallace, NC 28466
Facility's physical address:
1114 Beasleys Mi11 Road Warsaw, NC 28398
Type of Operation:
Farrow - Finish
Number of Animals:
53,320 (4,400 Farrow -Wean; 48,520 Feeder -Finish; 400 Wean -Feeder
The waste from your animal facility must be land applied at a specified rate to prevent
pollution of surface and/or groundwater. The plant nutrients in the animal waste should
be used to reduce the amount of commercial fertilizer required for the crops in the fields
where the waste is to be applied. This waste utilization plan uses nitrogen as the
limiting nutrient. Waste should be analyzed before each application cycle. Annual soil
wsts are strongly encouraged so that all plant nutrients can be balanced for realistic
elds of the crop to be grown.
Several factors are important in implementing your waste utilization plan in order to
maximize the fertilizer value of the waste and to ensure that it is applied in an
environmentally safe manner. Always apply waste based on the needs of the crop to
be grown and the nutrient content of the waste. Do not apply more nitrogen than the
crop can utilize. Soil types are important as they have different infiltration rates,
leaching potentials, cation exchange capacities, and available water holding capacities.
Normally waste shall not be applied to land eroding at greater than 5 tons per acre per
year. With special precautions, waste may be applied to land eroding at up to 10 tons
per acre per year. 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 DEM regulations. Wind conditions should also be
considered to avoid drift and downwind odor problems. To maximize the value of
nutrients for crop production and to reduce the potential for pollution, the waste should
be applied to a growing crop or applied to bare ground not more than 30 days prior to
planting. Injecting the waste or disking will conserve nutrients and reduce odor
problems.
The estimated acres needed to apply the animal waste is based on typical nutrient
content for this type of facility. Acreage requirements should be based on the waste
analysis report from your waste management facility. Attached you will find information
on proper sampling techniques, preparation, and transfer of waste samples to the lab
for analysis.
*his waste utilization plan, if carried out, meets the requirements for compliance with
15A NCAC 2H.0217 adopted by the Environmental Management Commission.
NUP Page 1

•
WASTE UTILIZATION PLAN
Amount of Waste Produced Per Year (gallons, if tons, etc.)
4,400 0
400 0
48,520 animals X 927 (gallons) waste/animal/year = 44,978,040.0 (amt.) waste/year.
Amount of Plant Available Nitrogen (PAN) Produced Per Year
44.978 animals X 1,.88
lbs. PAN/animal/year = 80,960.5 lbs. PAN/year.
Applying the above amount of waste is a big job. You should plan time and have
appropriate equipment to apply the waste in a timely manner.
The following acreage will be needed for waste application based on the crop to be grown
and surface application:
Table 1: ACRE$ OWNED BY PRODUCER See NUP Page 2a
•
*This N is from animal waste only. If nutrients from other sources such as commercial
fertilizer are applied, they must be accounted for. N must be based on realistic yield
expectation.
NOTE: The applicator is cautioned that P and K may be over applied while meeting the N
requirements. Beginning in 1996 the Coastal Zone Management Act will require farmers in
some eastern counties of North Carolina to have a nutrient management plan that addresses
all nutrients. This plan only addresses Nitrogen.
•
NUP Page 2

•
•
Tract
Field
No.
WASTE UTILIZATION PLAN
Soil
TVAe
Table t: ACRES OWNED BY PRODUCER
Crop
Lbs. N Acres
Per Acre
Lbs. N
Utilized
Month of
Application
MAG 0I
1
Blanton
Bermuda G
160
3.0
480
Mar -Sep
MAG HI
1
Blanton
Small Grain
5D
3.0
150
Oct -Mar
MAG HI
Aerway 1
Blanton
Bermuda G
160
1.2
192
Mar -Sep
MAG UI
Aerway 1
Blanton
Small Grain
50
1.2
60
Oct -Mar
MAC III
2-4
Blanton
Bermuda G
160
10.1
1,616
Mar -Sep
MAG III
2-4
Blanton
Small Grain
50
10.1
505
Oct -Mar
MAG III
Aerway 2-4
Blanton
Bermuda G
160
3.9
624
Mar -Sep
MAC Ill
Aerway 2-4
Blanton
Small Grain
50
3.9
195
Oct -Mar
MAG III
5 thru 7
Norfolk
Bermuda G
167
13.0
2,171
Mar -Sep
MACH'
5 thru 7
Norfolk
Small Grain
50
13.0
6501
Oct -Mar
MAG lit
8 thru 12
Blanton
Bermuda G
180
20.8
3,328
Mar -Sep
MAG Ill
B thru 12
Blanton
Small Grain
50
20.8
1,040
Oct -Mar
MAG III
Aerway 5-12
Norfolk/Blanton
Bermuda G
160
10.2
1,632
Mar -Sep
MAG III
Aerway5-12
Norfolk/Blanton
Small Grain
50
10.2
510
Oct -Mar
MAG III
13-20
Blanton
Bermuda G
160
41.9
6,704
Mar -Sep
MAG UI
13-20
Blanton
Small Grain
50
41.9
2,095
Oct -Mar
MAC III
Aerway 13-20
Blanton
Bermuda G
160
15.2
2,432
Mar -Sep
MAG HI
Aerway 13-20
Blanton
Small Grain
50
15.2
760
Oct -Mar
Sect4
21-23
Autryville
Bermuda G
203
12.7
2,578
Mar -Sep
Sect4
21-23
Autryville
Small Grain
50
12,7
635
Oct -Mar
Sect 4
Aerway 21-23
Autryville
Bermuda G
203
12.3
2,497
Mar -Sep
Sect4
Aerway 21-23
Autryville
Small Grain
50
12.3
615
Oct -Mar
Sect4
24-29b
Autryville
Bermuda G
203
51.7
10,495
Mar -Sep
Sect4
24-29b
Autryville
Small Grain
50
51.7
2,585
Oct -Mar
Sect4
Aerway 24-29b
Autryville
Bermuda G
203
2.3
467
Mar -Sep
Sect4
Aerway 24-29b
Autryville
Small Grain
50
2.3
115
Oct -Mar
Sect4
30a-36
y
Autryville
Bermuda G
203
32.7
6,638
Mar -Sep.
Oct -Mar
Sect4
30a-36
Autryville
` Small Grain
50
32.7
1,635
Sect 4
Aerway 30a-36
Autryville
Bermuda G
203
13.8
2,801
Mar -Sep
Sect4
Aerway30a-36
Autryville
Small Grain
50
13.8
890
Oct -Mar
Sect4
37-38
Autryville
Bermuda G
203
7.2
1,462
Mar -Sep
Sect4
37-38
Autryville
Small Grain
50
7.2
380
Oct -Mar
Sect4
Aerway 37-38
Autryville
Bermuda G
203
0.8
162
{ Mar -Sep
Sect4
Aerway 37-38
Autryville
Small Grain
50
0.8
40
Oct -Mar
Sect4
40-47
Torhunta
Corn*
123
30.9
3,8D1
15 Feb - June
Sect4
40-47
Torhunta
Wheat
111
30.9
3,430
Sep - April
Sect4
Aerway 40-47
Torhunta
Corn
123
8.2
1,009
15 Feb - June
Sect4
Aerway40-47
Torhunta
Wheat
111
8.2
910
Sep - April
Sect4
48-62
Torhunta
Com'
123
70.9
8,721
15 Feb - June
Sect4
48-62
Torhunta
Wheat
111
70.9
7,870
Sep - April
Sect4
Aerway 48-62
Torhunta
Com*
123
14.9
1,833
15 Feb - June
Sect4
Aerway 48.62
Torhunta
Wheat
111
14,9
1,854
Sep - April
Sect4
63-76
Autryville
Bermuda G
203
61.4
12,464 ,
Mar -Sep
Sect 4
83-76
Autryville
Small Grain
50
61.4
3,07G
Oct -Mar
Sect 4
Aerway 63-76
Autryville
Bermuda G
203
0.8
122
Mar -Sep
Sect 4
Aerway 63-76
Autryville
Small Grain
50
0.6
30
Oct -Mar
* 15# residual taken following soybeans
TOTAL 356.3
83A 16,509 Aerway
71,961
Reels
NUP Page 2a Rotation 1

•
•
•
Tract
Field
No.
WASTE UTILIZATION PLAN
Soil
Tvoe
Tablet ACRES OWNED BY PRODUCER
Crop Lbs. N Acres Lbs. N
Per Acre
Utilized
Month of
Application
Sect 4
77-80b
Autrpille
Bermuda
203
26.2
5,319
Mar -Sep
Sect 4
77-80b
Autryville
Small Grain
50
26.2
1,310
Oct -Mar
Sect 4
81 thru 83
Goldsboro
Bermuda
224
15.1
3,382
Mar -Sep
Sect 4
81 thru 83
Goldsboro
Small Grain
50
15.1
755
Oct -Mar
Sect 4
Aerway 77-83
Autryville/Goldsboro
Bermuda
203
15.4
3,126
Mar -Sep
Sect 4
Aerway 77-83
Autryville/Goldsboro
Small Grain
50
15.4
770
Oct -Mar
Sect 4
84-93
Autryville
Bermuda
203
39.7
8,059
Mar -Sep
Sect 4
84-93
Autryville
Small Grain
50
39.7
1,985
Oct -Mar
Sect 4
Aerway 84-93
Autryville
Bermuda
203
11.9
2,416
Mar -Sep
Sect 4
Aerway 84-93
Autryville
Small Grain
50
11.9
595
Oct -Mar
Sect 4
94
Blanton
Bermuda
160
4.0
640
Mar -Sep
Sect 4
94
Blanton
Small Grain
50
4.0
200
Oct -Mar
Sect 4
Aerway 94
Blanton
Bermuda
160
30.9
4,944
Mar -Sep
Sect 4
Aerway 94
Blanton
Small Grain
50
30.9
1,545
Oct -Mar
Sect 4
95a-97b
Autryville
Bermuda
203
21.0
4,263
Mar -Sep
Sect 4
_
95a-97b
Autryville
Small Grain
50
21.0
1,050
F Oct -Mar
Sect 4
Aerway 95a-97b
Autryville
Bermuda
203
1.4
284
Mar -Sep
Sect 4
Aerway 95a-97b
Autryville
Small Grain
50
1.4
70
Oct -Mar
Sect 4
98-99b
Autryville
Bermuda
203
11.4
2,314
Mar -Sep
Sect 4
98-99b
Autryville
Small Grain
50
11.4
570
Oct -Mar
Sect 4
Aerway 98-99b
Autryville
Bermuda
203
7.6
1,543
Mar -Sep
Sect 4
Aerway 98-99b
Autryville
Small Grain
50
7.6
380
Oct -Mar
Sect 4
100a-100b
Torhunta
Bermuda
203
8.2
1,665
Mar -Sep
Sect 4
100a-100b
Torhunta
Small Grain
50
8.2
410
Oct -Mar
Sect 4
Aerway 100a-100b
Torhunta
Bermuda
203
1.8
365
Mar -Sep
Sect 4
Aerway 100a-100b
Torhunta
Small Grain
50 _
1.8
90
Oct -Mar
TOTAL 125.6
69.0 16,128 Aerway
31,922
Reels
NUR Page 2b Rotation 1

•
•
Tract field
# No.
Table 2:
Soll
Type
WASTE UTILIZATION PLAN
ACRES WITH AGREEMENT OR LONG TERM LEASE
(Agreement with adjacent landowner must be attached)
(Required only if operator does not own
adequate land (see Required Specification 21)
Crop Lbs. N Acres Lbs. N Month of
Per Acre Utilized Application
* See footnote for Table 1
Table 1
Table 2
Total
Amount o
Surplus o
Acres
Total
Totals from above Tables
Reels
Lbs. N
Utilized
481.9
103, 882.80
481.9-
103,882.80
E N Produced
r Deficit
80,960.47
(22,922.33)
Table 1
Table 2
Table 1 Reels
Total
NOTE: The Waste Utilization Plan must contain provisions for periodic land
application of sludge at agronomic rates. The sludge will be nutrient rich and will
require precautionary measures to prevent over application of nutrient or other
elements.
Aerway
Acres
Lbs. N
Utilized
152.4
32,636.80
481.9
103,882.80
634.3
136,519.60
80,960.47
(55,559.13)
NUP Page 3 Rotation 1

•
•
. Tract
Field
No.
WASTE UTILIZATION PLAN
Soil
Type
Table 1: ACRES OWNED
Crop
Lbs. N Acres
Per Acre
BY PRODUCER
Lbs. N
Utilized
Month of
Application
MAG III
1
Blanton
Bermuda
160
3.0
480
Mar -Sep
MAG III
1
Blanton
Small Grain
50
3.0
150
Oct -Mar
MAG III
Aerway 1
Blanton
Bermuda
160
12
192
Mar -Sep
MAG Ill
Aerway 1
Blanton
Small Grain
50
1.2
60
Oct -Mar
MAG ill
2-4
Blanton
Bermuda
160
10.1
1,616
Mar -Sep
MAG III
2-4
Blanton
Small Grain
50
10.1
505
Oct -Mar
MAG 111
Aerway 2-4
Blanton
Bermuda
160
3.9
624
Mar -Sep
MAG III
Aerway 2-4
Blanton
Small Grain
50
3.9
195
Oct -Mar
MAG III
5 thru 7
Norfolk
Bermuda
167
13.0
2,171
Mar -Sep
MAG III
5 thru 7
Norfolk
Small Grain
50
13.0
650
Oct -Mar
MAG III
8 thru 12
Blanton
Bermuda
160
20.8
3,328
Mar -Sep
MAG III
8 thru 12
;
Blanton
Small Grain
50
20.8
1,040
Oct -Mar
MAG ID
Aerway 5-12
Norfolk/Blanton
Bermuda
160
10.2
1,632
Mar -Sep
MAG III
Aerway 5-12
Norfolk/Blanton
Small Grain
50
10.2
510
Oct -Mar
MAG III
13-20
Blanton
Bermuda
160
41.9
6,704
Mar -Sep
MAG Ili
13.20
Blanton
Small Grain
50
41.9
2,095
Oct -Mar
MAG III
Aerway 13-20
Blanton
Bermuda
160
15.2
2,432
Mar -Sep
MAG Ill
Aerway 13-20
Blanton
Small Grain
50
_15.2
760
Oct -Mar
Sect4
21-23
Blanton
Bermuda
160
12.7
2,032
Mar -Sep
Sect4
21-23
Blanton
Small Grain
50
12.7
635
Oct -Mar
Sect 4
Aerway 21-23
Blanton
Bermuda
160
12.3
1,968
Mar -Sep
Sect4
Aerway 21-23
Blanton
Small Grain
50
12.3
615
Oct -Mar
Sect4
24-29b
Blanton
Bermuda
160
51.7
8,272
Mar -Sep
Sect4
24-29b
Blanton
Small Grain
50
51.7
2,585
Oct -Mar
Sect4
Aerway 24-29b
Blanton
Bermuda
160
2.3
368
Mar -Sep
Sect4
Aerway 24-29b
Blanton
Small Grain
50
2.3
115
Oct -Mar
Sect4
30a-36
Autryville
Bermuda
203
32.7
6,638
Mar -Sep
Sect 4
30a-36
Autryville
Small Grain
50
32.7
1,635
Oct -Mar
Sect 4
Aerway 30a-36
Autryville
Bermuda
203
13.8
2,801
Mar -Sep
Sect4
Aerway 30a-36
Autryville
Small Grain
50
13.8
690
Oct -Mar
Sect4
37-38
Autryville
Bermuda
203
7.2 A
1,462
Mar -Sep
Sect4
37-38
Autryville
Small Grain
50
7.2
360
Oct -Mar
Sect4
Aerway 37-38
Autryville
Bermuda
203
0.8
162
Mar -Sep
• Sect4
Agway 37-38
Autryville
Small Grain
50
0.8
40
Oct -Mar
Sect4
40-47
Torhunta
Soybeans
r
136
30.9
4,202
Apr - Sept 15
Sect4
Aerway 40-47
Torhunta
Soybeans
136
8.2
1,115
Apr - Sept 15
Sect4
48-62
Torhunta
Soybeans
136
70.9
9,642
Apr - Sept 15
Sect4
Aerway 48-62
Torhunta
Soybeans
136
14.9
2,026
Apr - Sept 15
Sect4
63-76
Autryville
Bermuda
203
61.4 '
12,464
Man -Sep
Sect 4
63-76
Autryville
Small Grain
50
61.4
3,070
Oct -Mar
Sect 4
Aerway 63-76
Autryville
Bermuda
203
0,6
122
Mar -Sep
Sect 4
Aerway 63-76
Autryville
Small Grain
50
0.6
30
Oct -Mar
TOTAL. 356.3
83.4
71,737
16,458
Reels
Aerway
NUP Page 2a Rotation 2

•
•
•
Tract
Field
No.
WASTE UTILIZATION PLAN
Soil
Tvae
Table 1: ACRES OWNED BY PRODUCER
Crop
Lbs. N Acres
Per Acre
Lbs. N
Utilized
Month of
Application
Sect 4
77-80b
Autryville
Bermuda
203
26.2
5,319
Mar -Sep
Sect 4
77-84b
Autryville
Small Grain
50
26.2
1,310
Oct -Mar
Sect 4
81 thru 83
Goldsboro
Bermuda
224
15.1
3,382
Mar -Sep
Sect 4
81 thru 83
Goldsboro
Small Grain
50
15.1
755
Oct -Mar
Sect4
Aerway77-83
Autryville/Goldsboro
Bermuda
203
15.4
3,126
Mar -Sep
Sect 4
Aerway77-83
Autryville/Goldsboro
Small Grain
50
15.4
770
Oct -Mar
Sect 4
84-93
Autryville
Bermuda
203
39.7_
8,059
Mar -Sep
Sect 4
84-93
Autryville
Small Grain
50
39.7
1,985
Oct -Mar
Sect 4
Aerway 84-93
Autryville
Bermuda
203
11.9
2,416
Mar -Sep
Sect 4
Aerway 84-93
Autryville
Small Grain
50
11.9
595
Oct -Mar
Sect 4
94
Blanton
Bermuda
160
4.0
640
Mar -Sep
Sect 4
94
Blanton
Small Grain
50
4.0
200
Oct -Mar
Sect 4
Aerway 94
Blanton
Bermuda
160
r
30.9
4,944
Mar -Sep
Sect 4
Aerway 94
Blanton
Small Grain
50
30.9
1,545
Oct -Mar
Sect 4
95a-97b
Autryville
Bermuda
203
21.0
4,263
Mar -Sep
Sect 4
95a-97b
Autryville
Small Grain
50
21.0
1,050
Oct -Mar
Sect 4
Aerway 95a-97b
Autryville
Bermuda
203
1.4
284
Mar -Sep
Sect 4
Aerway 95a-97b
Autryville
Small Grain
50
1.4
70
Oct -Mar
Sect 4
98-99b
Autryville
Bermuda
203
11.4
2,314
Mar -Sep
Sect 4
98-99b
Autryville
Small Grain
50
11.4
570
Oct -Mar
Sect 4
Aerway 98-99b
Autryville
Bermuda
203
7.6
1,543
Mar -Sep
Sect 4
Aerway 98-99b
Autryville
Small Grain
50
7.6
380
Oct -Mar
Sect4
100a-100b
Torhunta
Bermuda
203
8.2
1,665
Mar -Sep
Sect 4
100a-100b
Torhunta
Small Grain
50
8.2
410
Oct -Mar
Sect 4
Aerway 100a-100b
Torhunta
Bermuda
203
1.8
365
Mar -Sep
Sect 4
Aerway 10Qa-100b
Torhunta
Small Grain
50
1.8
90
Oct -Mar
TOTAL 125.6
69.0 16,128 Aerway
31,922
Reels
NUP Page 2b Rotation 2

•
•
WASTE UTILIZATION PLAN
Table 2: ACRES WITH AGREEMENT OR LONG TERM LEASE
(Agreement with adjacent landowner must be attached)
(Required only if operator does not own
adequate land (see Required Specification 21)
Tract Field Soil Crop Lbs. N Acres Lbs. N Month of
# No. Type Per Acre Utilized Application
* See footnote for Table 1.
Table 1
Table 2
Total
Amount o
Surplus o
Acres
Total
Totals from above Tables
Reels
Lbs. N
Utilized
481.9
103,658.60
481.9
103,658.60
F N Produced
r Deficit
80,960.47
(22,698.13)
Table 1
Table 2
Table 1 Reels
Total
NOTE: The Waste Utilization Plan must contain provisions for periodic land
application of sludge at agronomic rates. The sludge will be nutrient rich and will
require precautionary measures to prevent over application of nutrient or other
elements.
Aerwati
Acres Lbs. N
Utilized
152.4
32, 586.50
481.9
103,658.60
634.3
136,245.10
80,960.47
(55,284.63)
NUP Page 3 Rotation 2

WASTE UTILIZATION PLAN
See attached map showing the fields to be used for the utilization of waste water.
,Application of Waste by Irrigation
Field
Soil Type
Crop Application
Rate (In/Hr;
Application
Amount (In.
1 thru 4
Blanton
Bermuda/Small Grain
0.75
1
5 thru 7
Norfolk
Bermuda/Small Grain
0.5
1
8 thru 12
Blanton
Bermuda/Small Grain
0.75
1
13 thru 20
Blanton
Bermuda/Small Grain
0.75
1
21 thru 23
Blanton
Bermuda/Small Grain
0.75
1
24 thru 29b
Blanton
Bermuda/Small Grain
0.75
1
30a thru 38 -'Autryville
BermudalSmall Grain
0.6
1
40 thru 62
Torhunta
Corn/Wheat/Soybeans
0.45
1
63 thru 80b
Autryville
Bermuda/Small Grain
0.6
1
81 thru 83
Goldsboro
Bermuda/Small Grain
0.5
1
84 thru 99b
Autryville
Bermuda/Small Grain
0.6
1
100a thru 100b
Torhunta
Bermuda/Small Grain
0.45
1
0.6
1
0.5
1
THIS TABLE IS NOT NEEDED IF WASTE IS NOT BEING APPLIED BY IRRIGATION,
HOWEVER A SIMILAR TABLE WILL BE NEEDED FOR DRY LITTER OR SLURRY.
7 Lagoons
our facility is designed for _180 days of temporary storage and the temporary
storage must be removed on the average of once every S Months. In no
instance should the volume of waste being stored in your structure exceed
Elevation *see lagoon staff gauges.
Call the local Natural Resources Conservation Service (formerly Soil
Conservation Service) or Soil and Water Conservation District office after you
receive the waste analysis report for assistance in determining the amount per
acre to apply and the proper application rate prior to applying the waste.
Narrative of operation:
This NUP reflects wettable acres and is written for travelers and aerways.
These farms use a hard hose traveler and dry hydrant system. and aerway system for irrigation. The method
of nutrient removal is through grazing. haying. and row crops. A 25% N reduction was taken on all land that is grazed.
•
NUP Page4

•
•
•
WASTE UTILIZATION PLAN
REQUIRED SPECIFICATIONS
1 Animal 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 and agreement for use of adequate land on which to properly dispose of waste,
he/she shall provide a copy 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 facility to secure an update of the Waste
Utilization Plan when there is a change in the operation, increase in the number of
animals, method of utilization, or available land.
3 Animal waste shall be applied to meet, but not exceed, the nitrogen needs for
realistic crop yields based on soil type, available moisture, historical data, climatic
conditions, and level of management, unless there are regulations that restrict the
rate of application for other nutrients.
4 Animal waste shall be applied to land eroding Tess than 5 tons per acre per year.
Waste may be applied to land that is eroding at 5 or more tons, but less than 10
tons per acre per year providing grass filter strips are installed where runoff leaves
the field. (See FOTG Standard 393 - Filter Strip).
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 irrigation field.
6 When animal waste is to be applied on acres subject to flooding, it will be soil
incorporated on conventionally tilted cropland. When 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 or flies.
8 Animal waste shall not be applied to saturated soils, during rainfall events, or when
the surface is frozen.
NUP Pages

•
•
•
WASTE UTILIZATION PLAN
REQUIRED SPECIFICATIONS
(continued)
9 Animal 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 Waste nutrients 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 from any perennial stream or river (other than an
irrigation ditch or 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. (See Standard 393 - Filter Strips).
12 Animal waste shall not be applied closer than 100 feet to wells.
13 Animal waste shall not be applied closer than 200 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 Animal waste shall not be discharged into surface waters, drainageways, or
wetlands by a discharge or by over -spraying. Animal waste may be applied to prior
converted wetlands provided they have been approved as a land application site by
prior converted wetlands provided they have been approved as a land application site by
a "technical specialist". Animal 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 washdown facilities, showers, toilets, sinks, etc.,
shall not be discharged into the animal waste management system.
17 If animal 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.
NUP Page 6

•
•
•
WASTE UTILIZATION PLAN
18 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.
19 Animal waste can be used in a rotation that includes vegetables and other crops for
direct human consumption. However, if animal waste is used on crops for direct
human consumption is should only be applied preplant with no further applications
of animal waste during the crop season.
20 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 markers. A marker will be
required to mark the maximum storage volume for waste storage ponds.
21 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 element. Zinc and copper levels in the soils shall be monitored and
alternative crop sites shall be used when these metals approach excessive levels.
pH shall be adjusted for optimum crop production and maintained. Soil and waste
analysis records shall be kept for five years. Poultry dry waste application records
shall be maintained for three (3) years. Waste application records for all other
waste shall be maintained for five (5) years.
22 Dead animals will be disposed of in a manner that meets North Carolina
regulations.
NUP Page 7

•
•
WASTE UTILIZATION PLAN
WASTE UTILIZATION PLAN AGREEMENT
Name of Farm: Mag III, DM Section 4 Site 1-4, Section 3 Site4-5
Owner/ Manager Agreement
I (we) understand and will follow and implement the specifications and the operation
and maintenance procedures established in the approved animal waste utilization plan
for the farm named above. I (we) know that any expansion to the existing design
capacity of the waste treatment and storage system or construction of new facilities will
require a new certification to be submitted to the Division of Environment Management
(DEM) before the new animals are stocked. I (we) also understand that there must be
np discharge of animal waste from this system to surface waters of the state from a
storm event less severe than the 25-year, 24-Hour storm. The approved plan will be
filed on -site at the farm office and at the office of the local Soil and Water Conservation
District and will be available for review by DEM upon request.
Name of Facility Owner: lronside Investment Management LLC
(please print)
Signature: Date:
Name of Manager (If different from owner): AJ Linton
Signature: �' Date:' 1� 'f
Nome of Technical Specialist: (please print) : AJ Linton
Affiliation: Murphy Family Ventures, LLC
Address (Agency): P.O. Box 1139
Wallace, NC 28466
Signature: -, Date:
NUP Page 8

•
•
•
levul3)-)5
WASTE UTILIZATION PLAN
ANIMAL WASTE UTILIZATION AGREEMENT
(Needed only if additional land has to be leased, etc.)
I, OM �rm.s O; = I4;►,Thereby give -1 POn.IO� 1 /1��5f171 eotT �5
permission to apply animal waste from his Waste Utilization System on SFr 30acres
of my land for the duration of time shown below.
I understand that this waste contains nitrogen, phosphorous, potassium, and other
trace elements and when properly applied should not harm my land or crops. I also
understand that the use of waste will reduce my needed for commercial fertilizer.
Adjacent Landowner: oJ� -�t7✓` ijfH ) WW'/ifiDate: // f//-//
Waste Producer: (//` X:o/tra Date: %A N.-/7
Technical Representative: L Date: %lid?'"-f/
SWCD Representative: Date:
Term of Agreement: VOL' €W tQ r I , 20 ( to _Pave»ib€ r t , 19
(Minimum of Ten Years on Cost Shared Items)
(See Required Specification No, 2)
Page 9

Version —November 26, 2018-
•
Mortality Management Methods
Indicate which method(s) will be implemented.
When selecting multiple methods indicate a primary versus secondary option.
Methods other than those listed must be approved by the State Veterinarian.
Primary Secondary Routine Mortality
• E, Burial three feet beneath the surface of the ground within 24 hours of knowledge of animal
death.The burial must be at least 300 feet from any flowing stream or public body of water
(G.S.106-403). The bottom of the burial pit should be at least one foot above the seasonal
high water table. Attach burial location map and plan.
E l ! 1 Landfill at municipal solid waste facility permitted by NC DEQ under GS 15A NCAC
I 1 1 13B .0200.
Rendering at a rendering plant licensed under G.S. 106-168.7.
❑ n Complete incineration according to 02 NCAC 52C .0102.
• El A composting system approved and permitted by the NC Department of Agriculture & Con-
sumer Services Veterinary Division (attach copy of permit). If compost is distributed off -farm,
additional requirements must be met and a permit is required from NC DEQ.
fl�'j In the case of dead poultry only, placing in a disposal pit of a size and design approved by the
f NC Department of Agriculture & Consumer Services (G.S. 106-549.70).
•
El
method which, in the professional opinion of the State Veterinarian; would make possible
❑ the salvage of part of a dead animal's value without endangering human or animal health.
(Written approval by the State Veterinarian must be attached).
❑
Mass Mortality Plan
Mass mortality plans are required for farms covered by an NPDES permit. These plans are
also recommended for all animal operations. This plan outlines farm -specific mortality man-
agement methods to be used for mass mortality. The NCDA&CS Veterinary Division sup-
ports a variety of emergency mortality disposal options; contact the Division for guidance:
• A catastrophic mortality disposal plan is part of the facility's CAWMP and is activated
when numbers of dead animals exceed normal mortality rates as specified by the State
Veterinarian.
• Burial must be done in accordance with NC General Statutes and NCDA&CS Veterinary
Division regulations and guidance. .
• Mass burial sites are subject to additional permit conditions (refer to facility's animal
waste management system permit).
• In the event of imminent threat of a disease emergency, the State Veterinarian may enact
additional temporary procedures or measures for disposal according to G.S. 106-399.4.
gnature of Farm Owner/Manager Date
/6 /9
Signature of Technical Specialist Date

•
• •
Insect Control Checklist for Animal Operations
Source
Flush gutters
Cause
BMPs to Control Insects Site Specific Practices
Liquid Systems
• Accumulation of solids CFlush system is designed and operated sufficiently
to remove accumulated solids from gutters as
designed
L 'R.emove bridging of accumulated solids at
discharce
Lagoons and pits • Crusted solids
g/Maintain lagoons, settling basins and pits where
pest breeding is apparent to minimize the crusting
of solids to a depth of no more than 6 to 8 inches
over more than 30 percent of surface
Excessive vegetative • Decaying vegetation L'd Maintain vegetative control along banks of
growth lagoons and other impoundments to prevent
accumulation of decaying vegetative matter along
water's edge on impoundment's perimeter.
D ry Systems
Feeders • Feed spillage © Design, operate, and maintain feed systems
(e.g., bunkers and troughs) to minimize the
accumulation of decaying wastage
O Clean up spillage on a routine basis (e.g., 7- to 10-
day interval during summer; 15- to 30-day interval
during winter)
AMIC - November 11, 1996, page 1

• • •
Insect Control Checklist for Animal Operations
Source Cause BMPs to Control Insects
Feed storage • Accumulations of feed 0 Reduce moisture accumulation within and around
residues immediate perimeter of feed storage areas by
ensuring drainage is away from site and/or providing
adequate containment (e.g., covered bin for
brewer's grain and similar high moisture grain
products)
Inspect for and remove or break up accumulated
solids in filter strips around feed storage as needed
Site Specific Practices
Animal holding areas • Accumulations of animal 0 Eliminate low areas that trap moisture along fences
wastes and feed wastage and other locations where waste accumulates and
disturbance by animals is minimal
0 Maintain fence rows and filter strips around animal
holding areas to minimize accumulations of wastes
(i.e,, inspect for and remove or break up
accumulated solids as needed)
Dry manure handling • Accumulations of animal 0 Remove spillage on a routine basis (e.g.,
systems wastes 7- to lO-day interval during summer; 15- to 30-day
interval during winter) where manure is loaded for
land application or disposal
0 Provide for adequate drainage around manure
stockpiles
0 Inspect for and remove or break up accumulated
wastes in filter strips around stockpiles and manure
handling areas as needed
For more information contact:
Cooperative Extension Service, Department of Entomology, Box 7613, North Carolina State University, Raleigh, NC 27695-7613.
AMIC - November 11, 1996, page 2

•
Swine Farm Waste Management — Odor Control Checklist
• •
Permit No.: 3) - ) 5
Date: /-5-.2 (
INSTRUCTIONS FOR USE Owner Signature:
• Odor Control Checklist Is required by General Statute 143-215.10C(e)(1)
• Check any/all the BMPs you will implement on thls facility. Items checked/selected become a requirement of the CAWMP.
• Items in bold or pre -selected are required.
• Add any site -specific details related to the selected BMPs
• Include any other odor control measures not listed
• NOTE: Not all BMPs may be cost-effective for every facility. Evaluate each BMP prior to selecting for your facility.
Cause/Source
BMP Option to Minimize Odor Comments
Site Specific Practices
FARMSTEAD
• Swine Production [Maintain vegetative or wooded buffers at or
• Improper drainage
near property boundary
[Grade and landscape so water drains away
tom facilities and prevent ponding
eMaintain farm access roads and prevent traffic
in waste application area
O Other BMPs — please describe
• Traps dust and gases, provides dilution
and visual screening
• May require third party input/approval
• Reduce odors and vectors that occur
with stagnant conditions
• Prevents spillage during transport and
tracking of waste onto public roads
MORTALITY MANAGEMENT
• Carcass ® Dispose of mortality using method approved • Required by statute and permit
Decomposition by NCDA&CS State Veterinarian. Manage • May require third party input/approval
According to CAWMP (Mortality Management
Checklist) and permit(s).
❑ Put carcasses in refrigerated (or freezer) dead
boxes within 24 hours for short-term mortality
storage.
• Incomplete Incineration 0 Use incinerators with secondary burners for • Reduce odors by complete incineration
complete combustion.
❑ Other BMPs — please describe
Swine AMOC Page 1 of 6 APPROVED —7/25/2019

Swine Farm Waste Management —Odor Control Checklist
I, —
Permit. No.. SH-5
Cause/Source
BMP Option to Minimize Odor
Comments
Site Specific Practices
HOUSE I BARN — WASTE HANDLING
*FlushYanks
* Odorous Gases
* Partial microbial
decomposition
* Agitation of wastes
+Ammonia
[] Install flush tank covers
D"Fluuhpits otleast 4times per day
Q,Ennptypits atleast once every 7days
E] Underfloor flush with pit ventilation
Fl Install/extend fill lines tonear bottom uf
tanks with anti -siphon vents
�7 Install covers onoutside waste collection or
junction box
0 Install sump tank covers for lift stations
[] Flush/recharge with treated effluent
[] Treat waste inpits with proven biological mr
chemical additive
[] Other BK8Pu—please describe
* Pit -flush systems
* Pit -flush systems
• Pit -recharge or "pull -plug" systems
* Monitor for any solids accumulation In pit
HOUSE / BARN — FLOOR AND INDOOR SURFACES
+ Manure covered floors
* Odorous Gases
�]Scrape manure from alleys into pens daily
[] Install fully slotted floor system
Ea -'Install waterers over slotted floor area
[Y,nxta||feeders mthigh end ofsolid floors
0 Sc apemanure buildup from floors and walls
a aapfloors dry
[] Install underfloor ventilation for drying
FlReplace bedding/scrape atfrequency to
keep bedding dry
Fl Other 8K8Ps—please describe
* Will move with other manure via pits
° Where applicable
* Aids |uanimal cleanliness
• Aids in animal cleanliness
9 Solid floor/bedding systems
Swine AMOC
0
Page 2 of 6
0
APPROVED —7/2S/ZO19

•
Swine Farm Waste Management — Odor Control Checklist
• •
Permit No.: 3)-15
Cause/Source
BMP Option to Minimize Odor
Comments
Site Specific Practices
HOUSE / BARN — VENTILATION
• Dust
• Volatile/odorous gases
❑ Clean fans regularly —specify frequency
[Efficient air movement
Install temperature and humidity sensors to
control ventilation
O Treat barn exhaust
❑ Other BMPs — please describe
• Examples: biofilters, wet scrubbing, windbreaks
• May reduce ventilation rate depending on method
HOUSE / BARN — FEED
• Dust
• Adsorbed Gases
`♦ Ammonia
❑ install feed covers
❑ Keep outdoor feed storage covered except
/When necessary to add/remove feed
L �iinimize free -fall height of dry feed
❑ Install feed delivery downspout extenders
to the feed covers
❑ Remove spoiled/unusable feed on regular basis
❑ Feed pellets Instead of dry meal
❑ Use feed additives
❑ Use feed -reduced crude protein diet
❑ Other BMPs — please describe
. Required by rule 1SA NCAC 02D .1802
• May require third party input/approval
• May require third party input/approval
• May require third party input/approval
HOUSE / BARN —GENERAL
• Dust
♦ Odorous Gases
Install temperature and humidity sensors
to control ventilation
❑ Use ultraviolet Tight to treat indoor air
❑ Use indoor or outdoor electrostatic space
charge system
[] Other BMPs — please describe
• Maintain relative humidity at 40 to 65%
• Can be used to treat exhaust air
Swine AMOC Page 3 of 6 APPROVED —7/25/2019

Swine Farm Waste Management — Odor Control Checklist
Permit No.: 3)'f.c
Cause/Source BMP Option to Minimize Odor
Comments
Site Specific Practices
LAGOON / WASTE STORAGE STRUCTURE
♦ Volatile Gases ® Maintain proper lagoon volume
• Sufficient liquid volume/depth is required
for proper anaerobic treatment
❑ Minimize free -fall height of waste from
discharge pipe to lagoon surface
❑ Extend discharge point of pipe to below lagoon • Use caution not to scour or damage lagoon liner
liquid level
❑ Maintain proper surface area -to -volume ratio
❑ Use correct lagoon start-up procedures
❑ Aerate for odor control
Manage sludge levels based on annual sludge
s rvey as required by permit
IP/keep spilled feed or foreign debris out of lagoon
to prevent excess sludge accumulation
❑ Install/use solids separation system
❑ Use proven biological or chemical additives
❑ Use permeable lagoon covers (not a digester)
❑ Use impermeable lagoon cover or • Methane can be flared if not utilized
anaerobic digester
❑ Other BMPs — please describe
►1
• Monitor for any increase in rate of solids accumulation
LAND APPLICATION
+ Odorous gases
• Wind drift
Swine AMOC
® Perform land application in accordance with
CAWMP
® Pump intake near lagoon surface
❑ Pump from second stage lagoon
❑ Follow good neighbor policy
❑ Operate at minimum recommended pressure
O Increase setbacks beyond those required by
statute, rule, or permit
• Required by rule 15A NCAC 02D .1802
• Avoid application on known weekends,
special days, or holidays/eves if possible
Page 4 of 6
APPROVED — 7/25/2019
•

•
Swine Farm Waste Management Odor Control Checklist
• •
Permit No.: 3) -15
Cause/Source
BMP Option to Minimize Odor
Comments
Site Specific Practices
LAND APPLICATION (CONTINUED)
❑ Apply during favorable wind conditions,
(especially for traveling guns or Impact
sprinklers)
❑ When practical, apply waste on sunny days
rather than cool, overcast days
❑ When possible, apply waste mid -morning to
late -afternoon
�or traveling guns, use taper -ring or taper -bore
nozzles
❑ For traveling guns, use largest -available nozzle
that provides acceptable application uniformity
❑ Replace impact sprinklers with low -drift nozzles
9,n center pivots and linear move systems.
Use hose -drag system
❑ Use injection method for waste application
❑ Other BMPs — please describe
• Recommend checking predicted average hourly
wind speed within 24 hours prior to
anticipated start
• Allows for vertical dissipation of odor
• Allows for better vertical dissipation of odor
• Less odor and drift than ring nozzles
,SLUDGE DISPOSAL
• Odorous gases
❑ Transport sludge in covered vehicles or tankers
❑ Apply in thin, uniform layers
incorporate land -applied sludge as soon as
practical after application, and in accordance
with permit.
❑ Use infection method for sludge application
❑ Dewater sludge prior to application
❑ Use alternatives to land application, such as
compost, gasification, energy generation, etc.
❑ Other BMPs — please describe
• Speeds drying and prevents pondlng
• Required within 48 hours or prior to next rain event,
whichever is first, for conventionally tilled
bare soils
Swine AMOC Page 5 of 6 APPROVED — 7/25/2019

ADDITIONAL INFORMATION
Air Management Practices Assessment Tool (AMPAT)
AHG-538-A Certification Training for Animal Waste Management Systems: Type A
EBAE 103-83 — Lagoon Design and Management for livestock Manure Treatment and Storage
EBAE 128-88 — Swine Production Facility Manure Management: Pit Recharge -Lagoon Treatment
EBAE 129-88 — Swine Production Facility Manure Management: Underfloor Rush -Lagoon Treatment
EBAE Fact Sheet — Calibration of Manure and Wastewater Application Equipment
EBAE Fact Sheet — Swine Production Farm Potential Odor Sources and Remedies
NC NRCS Standard 359 — Waste Treatment Lagoon
NC NRCS Standard 380—Windbreak/Shelterbeit Establishment
NC NRCS Standard 422 — Hedgerow Planting
NC NRCS Standard 442 —Sprinkler System
Nuisance Concerns in Animal Manure Management: Odors and Flies; PRO107 1995 Conference Proceedings
Options for Managing Odor: A Report from the Swine Odor Task Force
Swine AMOC
•
Page 6of6
•
AVAILABLE FROM:
www.extension.iastate.edu/ampat/
NC Division of Water Resources
www.bae.ncsu.edu
www.bae.ncsu.edu
www.bae.ncsu.edu
www.bae.ncsu.edu
www.bae.ncsu.edu
www.nrcs.udsa.gov
www.nrcs.udsa.gov
www.nrcs.udsa.gov
www.nrcs.udsa.gov
Florida Cooperative Extension Service
NC State University
APPROVED — 7/25/2019.
•

MURPHY FARMS, INC.
P.O. Box 759
Rose Hill, NC 28458
Phone: [phone]
Calculations By: John Lenfestey
Date: 11/19/93
Farm Operator: DM Farms, Finisher No. 4-1
County: Duplin
Distance to nearest residence (other than owner):
INPUT DATA:
Sows (farrow to finish) =
Sows (farrow to feeder) =
Head (finishing only)
Sows (farrow to wean)_
Head (wean to feeder) =
0
0
7,920
0
0
1000.0 Feet
Seasonal high water table elevation = 53.0 Feet
Storage Volume for sludge accumulation = 0.0 Cu. Ft. (As Per Owner's Reques
Treatment volume (Min. = 1 CF/Lb) = 1.0 CF/Lb
Inside top length of dike = 470.00 Feet
Inside top width of dike = 400.00 Feet
Top of Dike Elevation = 60.90 Feet
Bottom of lagoon elevation = 50.00 Feet
Freeboard depth of dike = 1.0 Feet
Side slopes on dike = 3.0 : 1
25 Year - 24 Hour Rainfall = 7.50 Inches
Rainfall in excess of evaporation = 7.00 Inches
Minimum Permanent Storage Depth = 7.10 Feet
CALCULATED DATA:
Minimum treatment volume - livestock =
Vol. of Waste Produced = 261,740 CF
Vol. of Wash Water = 0 CF
Rainfall -Excess Evapor. = 109,667 CF
Rainfall / 25 Yr Storm = 117,500 CF
Minimum temporary storage volume =
Total minimum required treatment volume =
Total design volume available =
Total temporary volume avaliable =
Total Volume at start pumping elevation =
Design Volume less 25 Yr - 24 Hr Rainfall =
linimum Volume for permanent storage =
Permanent storage volume is
1,069,200 Cubic Feet
488,907
1,558,107
1,569,244
491,968
1,442,530
1,451,744
1,077,276
Cubic Feet
Cubic Feet
Cubic Feet
Cubic Feet
CF @
Cubic Feet
CF ar
59.20 Feet
57.10 Feet
greater than Mimimum treatment
volume for livestock

MURPHY FARMS, INC.
Farm Operator: DM Farms, Finisher No. 4 -1
Date: 11/19/93
VOLUME CALCULATIONS:
1. STEADY STATE LIVE WEIGHT
0 sows (farrow to finish) X
0 sows (farrow to feeder) X
7,920 head (finishing only) X
0 sows (farrow to wean) X
0 head (wean to feeder) X
1,417 Lbs. =
522Lbs.=
135 Lbs. =
433 Lbs. =
30 Lbs. =
TOTAL STEADY STATE LIVE WEIGHT (SSLW) _
2. MINIMUM REQUIRED TREATMENT VOLUME OF LAGOON
Minimum volume =
Minimum volume =
Page 2
0 Lbs.
0 Lbs.
1,069,200 Lbs.
0 Lbs.
0 Lbs.
1,069,200 Lbs.
Lbs. SSLW x Treatment Volume (CF/Lb. SSLW)
1,069,200 Cubic Feet
3. STORAGE VOLUME FOR SLUDGE ACCUMULATION
Minimum volume =
4. TOTAL DESIGN VOLUME
Inside top length of dike =
Inside top width of dike =
Top of Dike Elevation
Bottom of lagoon elevation =
Freeboard depth of dike =
Side slopes on dike =
Total design lagoon liquid level elevation =
Total design liquid level depth =
0.0 Cu. Ft. (As Per Owner's Requ
470.00 Feet
400.00 Feet
60.90 Feet
50.00 Feet
1.0 Feet
3.0 : 1
59.90 Feet
9.90 Feet
Determine total design volume using prismoidal formula:
SS / Endi =
SS / En d2
3.0 Feet
3.0 Feet
Inside Dike Length @ Design Liquid Level =
-iside Dike Width @ Design Liquid Level =
SS / Side1 =
SS / Side 2 =
464.00 Feet
394.00 Feet
3.0 Feet
3.0 Feet

MURPHY FARMS, INC.
Farm Operator: DM Farms, Finisher No. 4
Date: 11/19/93
(VOLUME CALCULATIONS (continued):
Area of Top = Inside dike length(top) * Inside dike width(top)
Area of Top = 464.00 * 394.00
Area of Top = 182,816 Square Feet
Area of Bottom = Inside dike length(bottom) * Inside dike width(bottom)
Area of Bottom = 404.60 * 334.60
Area of Bottom = 135,379 Square Feet
Area of Midsection = Inside dike length(mid) * Inside dike width(mid)
Area of Midsection = 434.30 * 364.30
Area of Midsection = 158,215 Square Feet
Page 3
Total design volume = [Area of Top + (4 * Area of Midsection) + Area of Bottom] * (Depth/6)
Total design volume = 951,057 * 1.65
Total design volume = 1,569,244 Cubic Feet
4A. TOTAL DESIGN VOLUME AT START PUMPING ELEVATION OF 59.20 Feet
Area of Top =
Area of Bottom =
Area of Midsection =
179,230 Square Feet
135,379 Square Feet
156,543 Square Feet
Volume @Start Pump = [Area of Top + (4 * Area of Midsection) + Area of Bottom] * (Depth/6)
Volume @Start Pump = 940,781 * 1.53
Volume @Start Pump = 1,442,530 Cubic Feet
4B. TOTAL DESIGN VOLUME AT END PUMPING ELEVATION OF 57.10 Feet
Area of Top =
Area of Bottom =
Area of Midsection =
168,684 Square Feet
135,379 Square Feet
151,578 Square Feet
Volume @ End Pump = [Area of Top + (4 * Area of Midsection) + Area of Bottom] * (Depth/6)
Volume @ End Pump = 910,374 * 1.18
/olume @ End Pump = 1,077,276 Cubic Feet

MURPHY FARMS, INC.
Farm Operator: DM Farms, Finisher No. 4
Date: 11/19/93
;VOLUME CALCULATIONS (continued):
4C. TOTAL DESIGN VOLUME AT PERMANENT STORAGE ELEVATION
Minimum Permanent Storage Depth = 7.10 Feet
Area of Top =
Area of Bottom =
Area of Midsection =
Permanent Volume =
Permanent Volume =
Permanent Volume =
168,684 Square Feet
135,379 Square Feet
151,578 Square Feet
Page 4
[Area of Top + (4 * Area of Midsection) + Area of Bottom] * (Depth/6)
910,374 * 1.18
1,077,276 Cubic Feet
5. TEMPORARY STORAGE VOLUME CALCULATIONS
Design Drainage Area = Area of Lagoon (Top of Dike) + Area of Buildings
Design temporary storage period = 180.0 Days
Area of Lagoon = Length at top of dike * Width at top of dike
Area of Lagoon = 470.00 * 400.00
Area of Lagoon = 188,000 Square Feet
Area of Buildings (roof & lot water) = Length of Buildings * Width of Buildings
Area of Buildings = 0.0 * 0.0
Area of Buildings = 0.0 Square Feet
Design Drainage Area = Area of Lagoon (Top of Dike) + Area of Buildings
Design Drainage Area = 188,000 + 0
Design Drainage Area = 188,000 Square Feet
5A. VOLUME OF WASTE PRODUCED
Approximate daily production of manure in CF/LB SSLW 0.00136 CF/Lb SSLW
Volume of Waste = Lbs. SSLW * CF of Waste/Lb./Day * 180 Days
Volume of Waste = 1,069,200 * 0.00136 * 180
Volume of Waste = 261,740 Cubic Feet

MURPHY FARMS, INC.
Farm Operator: DM Farms, Finisher No. 4
Date: 11/19/93
(TEMPORARY STORAGE VOLUME CALCULATIONS (continued)
5B. Volume of Wash Water
This is the amount of fresh water used for washing floors or volume
of fresh water used for a flush system. Flush systems that recirculate
the lagoon water are accounted for in 5A.
Vol. of Wash Water =
Vol. of Wash Water =
Vol. of Wash Water =
Page 5
Gallons per Day * Temporary Storage Period / 7.48 Gals./ Cubic Foot
0 * 180
0 Cubic Feet
5C. Volume of Rainfall in Excess of Evaporation
Use period of time when rainfall exceeds evaporation by largest amount.
180 days excess rainfall = 7.0 Inches
Vol. of Excess Rainfall =
Vol. of Excess Rainfall =
,Vol. of Excess Rainfall =
Design Area * Rainfall Amount
188,000 * 7.0
109,667 Cubic Feet
5D. Volume of 25 Year — 24 Hour Storm
Vol. of Storm Rainfall =
Vol. of Storm Rainfall =
Vol. of Storm Rainfall =
Design Area * Rainfall Amount
188,000 * 7.5
117,500 Cubic Feet
TOTAL REQUIRED TEMPORARY STORAGE
5A. Volume of Waste Produced =
5B. Volume of Wash Water =
5C. Vol. of Rainfall in Excess of Evapor. =
5D. Vol. of Rainfall / 25 Yr — 24 Hr Storm =
TOTAL TEMPORARY VOLUME =
261,740 Cubic Feet
0 Cubic Feet
109,667 Cubic Feet
117,500 Cubic Feet
488,907 Cubic Feet

MURPHY FARMS, INC.
Farm Operator: DM Farms, Finisher No. 4
Date: 11/19/93
6. SUMMARY
Minimum treatment volume — livestock =
Minimum temporary storage volume =
Total minimum required treatment volume =
Total design volume available =
Total temporary volume available =
Design start pumping elevation =
Total Volume at start pumping elevation =
Design Volume Tess 25 Yr — 24 Hr Rainfall =
Design end pumping elevation =
Total Volume at end pumping elevation =
Design min. permanent storage elevation =
Total Volume at min. storage elevation =
Vol. of Permanent + Temporary Storage =
NOTE: Bottom of Temporary Storage =
the water table elevation of
7. DESIGNED BY: John Lenfestey
DATE: 11/19/93
APPROVED BY:
DATE:
1,069,200 Cubic Feet
488,907 Cubic Feet
1,558,107 Cubic Feet
1,569,244 Cubic Feet
491,968 Cubic Feet
59.20 Feet
1,442,530 Cubic Feet
1,451,744 Cubic Feet
57.10 Feet
1,077,276 Cubic Feet
57.10 Feet
1,077,276 Cubic Feet
1,566,183 Cubic Feet
57.10 Feet is above
53.00 Feet
NOTE: SEE ATTACHED WASTE UTILIZATION PLAN
COMMENTS: AJA R G / ;'
muX-P6tr /- ° S
Page 6

CMEDY
POST OFFICE BOX 759 • ROSE HILL, NORTH CAROLINA 28458
[phone]
• March 29, 1995
Mr. Mike Sugg
District Conservationist
USDA - Soil Conservation Service
PO Box 277
Kenansville, NC 28349
Re: DM Farms Section 4, Site 2 - 7920 Feeder to Finish
Dear Mr. Sugg:
Enclosed for your review is the completed Animal Waste Management
Plan for the above referenced swine farm. Specific items included
in this package are as follows:
Location Map
- Lagoon Design Spreadsheet
- Operation & Maintenance Plan for Lagoon
Construction Specifications for Lagoon
- Site Seeding Requirements
Waste Utilization Plan
Site Plan with Construction Details
Please contact me at [phone], ext. 4629 if you have any
questions concerning this package.
Sincerely:
M. Kevin Weston
Engineering Technician
MKW.
Enclosures
cc: File
Dm Farms (complete package)
Robert Henderson, Murphy Farms Construction Dept. (site plan
only)
Dave Roland, Murphy Farms Transportation Dept. (site plan
only)

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'ator:DELL MURPHY
County: DUPLIN
Date: 03/24/95
listance to nearest residence (other than owner): 1500.0 feet
• AVERAGE LIVE WEIGHT (ALW)
O sows (farrow to finish) x 1417 lbs. = 0 lbs
O sows (farrow to feeder) x 522 lbs. = 0 lbs
7920 head (finishing only) x 135 lbs. = 1069200 lbs
O sows (farrow to wean) x 433 lbs. = 0 lbs
O head (wean to feeder) x 30 lbs. = 0 lbs
Describe other : 0
Total Average Live Weight = 1069200 lbs
MINIMUM REQUIRED TREATMENT VOLUME OF LAGOON
Volume = 1069200 lbs. ALW x Treatment Volume(CF)/lb. ALW
Treatment Volume(CF)/lb. ALW = 1 CF/lb. ALW
Volume = 1069200 cubic feet
STORAGE VOLUME FOR SLUDGE ACCUMULATION
Volume = 0.0 cubic feet
• TOTAL DESIGNED VOLUME
Inside top length (feet)
Inside top width (feet)
Top of dike elevation (feet)
Bottom of lagoon elevation (feet)
Freeboard (feet)
Side slopes (inside lagoon)
Total design volume using prismoidal formula
830.0
250.0
51. 5
40.5
1.0
3.0 . 1
SS/END1 SS/END2 SS/SIDE1 SS/SIDE2 LENGTH WIDTH DEPTH
3.0 3.0 3.0 3.0 824.0 244.0 10.0
AREA OF TOP
LENGTH * WIDTH =
824.0 244.0 201056 (AREA OF TOP)
AREA OF BOTTOM
LENGTH * WIDTH =
764.0 184.0 140576 (AREA OF BOTTOM)
AREA OF MIDSECTION
LENGTH * WIDTH * 4
794.0 214.0 679664 (AREA OF MIDSECTION * 4)
CU. FT. = (AREA TOP + (4*AREA MIDSECTION) + AREA BOTTOM] * DEPTH/6
201056.0 679664.0 140576.0 1.7
Total Designed Volume Available = 1702160 CU. FT.

TEMPORARY STORAGE REQUIRED
DRAINAGE AREA:
Lagoon (top of dike)
Length * Width =
830.0 250.0 207500.0 square feet
Buildings (roof and lot water)
41580.0 square feet
TOTAL DA 249080.0 square feet
Design temporary storage period to be 180 days.
5A. Volume of waste produced
Feces & urine production in gal./day per 135 lb. ALW 1.37
Describe this area.
Volume = 1069200 lbs. ALW/135 lbs. ALW * 1.37 gal/day 180 days
Volume = 1953072 gals. or 261105.9 cubic feet
3B. ' Volume of wash water
This is the amount of fresh water used for washing floors or volume -
of fresh water used for a flush system. Flush systems that recirculate
the lagoon water are accounted for in 5A.
Volume =
0.0 gallons/day * 180 days storage/7.48 gallons
per CF
Volume = 0.0 cubic feet
5C. Volume of rainfall in excess of evaporation
Use period of time when rainfall exceeds evaporation by largest amount.
180 days excess rainfall
Volume = 7.0 in * DA / 12 inches per foot
Volume = 145296.7 cubic feet
7.0 inches

OT\
5D. Volume of 25 year - 24 hour storm
Volume =
7.5 inches / 12 inches per foot * DA
Volume = 155675.0 cubic feet
TOTAL REQUIRED TEMPORARY STORAGE
5A. 261106 cubic feet
SB. _ 0 cubic feet
5C. 145297 cubic feet
SD. 155675 cubic feet
TOTAL 562078 cubic feet
S. SUMMARY
Temporary storage period >
Rainfall in excess of evaporation >
25 year - 24 hour rainfall >
Freeboard >
Side slopes >
Inside top length >
Inside top width >
Top of dike elevation >
Bottom of lagoon elevation >
Total required volume >
Actual design volume _ >
Seasonal high watertable elevation (SHWT)===>
Stop pumping elev. >
Must be > or = to the SHWT elev. >
Must be > or = to min. req. treatment el.=>
Required minimum treatment volume >
Volume at stop pumping elevation >
Start pumping elev. >
Must be at bottom of freeboard & 25 yr. rainfall
Actual volume less 25 yr.- 24 hr. rainfall==> 1546485
Volume at start pumping elevation > 1514038
Required volume to be pumped > 406403
Actual volume planned to be pumped > 413788
Min. thickness of soil liner when required==> 1.6
7. DESIGNED BY:
DATE:
APPROVED BY: %Q
DATE: �1�2�/I
180
7. 0
7. 5
1.0
3. 0
830.0
250.0
51. 5
40.5
-1631278
1702160
0.0
47. 4
0.0
46. 5
1069200
1100250
49. 6
NOTE: SEE ATTACHED WASTE UTILIZATION PLAN
COMMENTS:
days
inches
inches
feet
1
feet
feet
feet
feet
cu. ft.
cu. ft.
feet
feet
feet
feet
cu. ft.
cu. ft.
feet
cu. ft.
cu. ft.
cu. - ft.
cu. ft. *
feet
*
*

Operator:
County:
Date:
Dist.to nearest residence (other than owner):
sows (farrow -to tnish):===
sows (farrow to feeder): eder):
head (nnishIng ortlyj.
sows (farrow to wean):
head (wean to feeder):
4)w_ MURPHY
DUPLIN
03124/95
1500 ft.
Ave. Live Weight for other operations (lbs.)=>
Storage volume for sludge accum. (cu. ft):=>
Treatment Volume (min. 1 cu. ftllb.)
25 Year — 24 Hour Rainfall (in.)
Rainfall in excess of evaporation (in.)
Drainage area of buildings & lots (sq. ft) = >
Volume of wash water (gallons/day)
Temporary storage period (days)
Freeboard (ft.): =
Side slop (inside lagoon):
inside top length (ft):
Inside top wkith(ft.):
Top of dike elevation (ft.):
Bottom of lagoon elevation (ft.):
: •
Seasonal high water table(SFIVVI) elev.(it.):=>
Total required volume:
Actual deqign volume:
Stop pumping ell> or = to
(> or = to
Required minimum treatment volume:
Volume at stop pumping elevation:
Start pumping elev.:
7920
1.0
7.5
7.0
41580.0
180
1.0
3.0 : 1
8300
250.0
51.5
40.5
1631278 cu. ft.
1702160 cu. ft.
0.0 ft.SHWT) >
46.5 ft.Min)
10E4,200
1100250
Volume at start pumping elevation:
Actual volume leas 25yr —24hr rain:
NOTE: Verify that temp. storage is adequate:
Req. volume to be pumped:= ===>
Actual volume to be pumped:==>
1514038
1546485
406403
413788
Cu_ It
oil_ ft
cu. ft
cu. ft
cu. ft
cu. ft.
47.4
49.6
**TOTAL VOL O.K.**
104.35%
**TRMT. VOL O.K.**
- 102.90%
**STORM STOR. OK**
102.14%
**TEMP. VOL OX.**
101 .82%

POST OFFICE BOX 759 • ROSE HILL, NORTH CAROLINA 28458
[phone]
December 14, 1994
Mr. Mike Sugg
District Conservationist
USDA - Soil Conservation Service
PO Box 277
Kenansville, NC 28349
Re: DM Farms Section 4, Site 3 - 7980 Feeder to Finish
Dear Mr. Sugg:
Enclosed for your review is the completed Animal Waste Management
Plan for the above referenced swine farm. Specific items included
in this package are as follows:
- Location Map
- Lagoon Design Spreadsheet
- operation & Maintenance Plan for Lagoon
- Construction Specifications for Lagoon
- Site Seeding Requirements
Earthwork Calculations
Site Plan with Construction Details
It is my understanding that the Waste Utilization Plan for this
farm will be developed by Murphy Family Farms personnel.
Please contact me at [phone], ext. 592 if you have any
questions concerning this package.

Sincerely:
M. Kevin Weston
Engineering Technician
MKW
Enclosures
cc: File
DM Farms (complete package)
Robert Henderson, Murphy Farms Construction Dept. (site plan
only)
Dave Roland, Murphy Farms Transportation Dept. (site plan
only)

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Operator:MURPHY S � 5 3 County: 0.0 Date: 08/15/94
Distance to nearest residence (other than owner): 2000.0 feet
1. AVERAGE LIVE WEIGHT (ALW)
O sows (farrow to finish) x 1417 lbs. = 0 lbs
O sows (farrow to feeder) x 522 lbs. = 0 lbs
7980 head (finishing only) x 135 lbs. — 1077300 lbs
O sows (farrow to wean) x 433 lbs. — 0 lbs
O head (wean to feeder) x 30 lbs. = 0 lbs
Describe other : 0
Total Average Live Weight = 1077300 lbs
2. MINIMUM REQUIRED TREATMENT VOLUME OF LAGOON
Volume = 1077300 lbs. ALW x Treatment Volume(CF)/lb. ALW
Treatment Volume(CF)/lb. ALW = 1 CF/lb. ALW
Volume = 1077300 cubic feet
3. STORAGE VOLUME FOR SLUDGE ACCUMULATION
Volume = 0.0 cubic feet
4. TOTAL DESIGNED VOLUME
Inside top length (feet)
Inside top width (feet)
Top of dike elevation (feet)
Bottom of lagoon elevation (feet) ---------
Freeboard (feet)
Side slopes (inside lagoon)
Total design volume using prismo,idal formula
1125.0
188.0
57.7
46.7
1.0
3.0 : 1
SS/END1 SS/END2 SS/SIDE1 SS/SIDE2 LENGTH WIDTH DEPTH
3.0 3.0 3.0 3.0 1119.0 182.0 10.0
AREA OF TOP
LENGTH * WIDTH =
1119.0 182.0
AREA OF BOTTOM
LENGTH * WIDTH =
1059.0 122.0
AREA OF MIDSECTION
LENGTH * WIDTH * 4
1089.0 152.0
203658 (AREA OF TOP)
129198 (AREA OF BOTTOM)
662112 (AREA OF MIDSECTION * 4)
CU. FT. = [AREA TOP + (4*AREA MIDSECTION) + AREA BOTTOM] * DEPTH/6
203658.0 662112.0 129198.0 1.7
Total Designed Volume Available = 1658280 CU. FT.

. TEMPORARY STORAGE REQUIRED
DRAINAGE AREA:
Lagoon (top of dike)
Length * Width =
1125.0 188.0 211500.0 square feet
Buildings (roof and lot water)
25740.0 square feet Describe this area.
TOTAL DA 237240.0 square feet
Design temporary storage period to be 180 days.
SA. Volume of waste produced
Feces & urine production in gal./day per 135 lb. ALW 1.37
Volume = 1077300 lbs. ALW/135 lbs. ALW * 1.37 gal/day 180 days
Volume = 1967868 gals. or 263084.0 cubic feet
58. Volume of wash water
This is the amount of fresh water used for washing floors or volume
of fresh water used for a flush system. Flush systems that recirculate
the lagoon water are accounted for in 5A.
Volume =
0.0 gallons/day * 180 days storage/7.48 gallons
per CF
Volume = 0.0 cubic feet
5C. Volume of rainfall in excess of evaporation
Use period of time when rainfall exceeds evaporation by largest amount.
180 days excess rainfall = 7.0 inches
Volume = 7.0 in * DA / 12 inches per foot
Volume = 138390.0 cubic feet

5D. Volume of 25 year — 24 hour storm
Volume = 7.5 inches / 12 inches per foot * DA
Volume = 148275.0 cubic feet
TOTAL REQUIRED TEMPORARY STORAGE
5A. 263084 cubic feet
5B. 0 cubic feet
SC. 138390 cubic feet
50. 148275 cubic feet
TOTAL 549749 cubic feet
6. SUMMARY
Temporary storage period 180 days
Rainfall in excess of evaporation--------) 7.0 inches
25 year — 24 hour rainfall = == ) 7.5 inches
Freeboard ) 1.0 feet
Side slopes ) 3.0 : 1
Inside top length > 1125.0 feet
Inside top width ) 188.0 feet
Top of dike elevation .-) 57.7 feet
Bottom of lagoon elevation ) 46.7 feet
Total required volume > 1627049 cu. ft. *
Actual design volume > 1658280 cu. ft. *
Seasonal high watertable elevation (SHWT)== > 0.0 feet
Stop pumping elev. ) 53.7 feet *
Must be > or = to the SHWT elev.-) 0.0 feet
Must be ) or = to min. req. treatment el.=) 52.7 feet
Required minimum treatment volume------=) 1077300 cu. ft.
Volume at stop pumping elevation) 1091147 cu. ft.
Start pumping elev. > 55.9 feet
Must be at bottom of freeboard & 25 yr. rainfall
Actual volume less 25 yr.— 24 hr. rainfall==> 1510005 cu. ft.
Volume at start pumping elevation = =_ == =) 1507727 cu. ft.
Required volume to be pumped-- ) 401474 cu. ft. *
Actual volume planned to be pumped=---=) 416580 cu. ft. *
Min. thickness of soil liner when required) 1.6 feet
7. DESIGNED BY:� /.' APPROVED BY:
DATE://s/gt/
DATE: ;l [p f Q 4
NOTE: SEE ATTACHED WASTE UTILIZATION PLAN
COMMENTS:

OPERATION AND MAINTENANCE PLAN
SHEET 1 OF 2
This lagoon is designed for waste treatment (permanent storage) and
180 days of temporary storage. The time required for the planned
fluid level (permanent and temporary storage) to be reached may vary
due to site conditions, weather, flushing operations, and the amount
of fresh water added to the system.
The designed temporary storage consists of 180 days storage for:
(1) waste from animals and (2) excess rainfall after evaporation. Also
included is storage for the 25 year — 24 hour storm for the location.
aivolume f waste a erate from a given number of animals will be
riy constant throughout the year and Trom year to year, but excess
rainfall will vary from year to year. The 25 year rainfall will not
be a factor to consider in an annual pumping cycle, but this storage
volume must always be available.
A maximum elevation is determined in each design to begin
pumping and this is usually the outlet invert of pipe(s) from
building(s). If the outlet pipe is not installed at the elevation to
tegjn pumping a !permanent marker must be installed at this elev t'on
o indicate whon umping should begin. An elevation must be established
to stop pumping to maintain lagoon treatment depth.
Pumping can be started or stopped at any time between these two
elevations for operating convenience as site conditions permit, such as
weather, soils, crop, and equipment in order to apply waste without
runoff or leaching.
Land application of waste water is recognized as an acceptable
method of disposal. Methods of application include solid set,
center pivot, guns, and traveling gun irrigation. Care should be
taken when applying waste to prevent damage to crops.
The following items are to be carried out:
1. It is strongly recommended that the treatment lagoon be pre —
charged to 1/2 its capacity to prevent excessive odors during
start—up. Pre —charging reduces the concentration of the initial
waste entering the lagoon thereby reducing odors. Solids should be
covered with effluent at all times. When-precharging is complete,
flush buildings with recycled lagoon liquid. Fresh water shouldnot
be used for flushing after initial filling.
2. The attached waste utilization plan shall be followed. This
plan recommends sampling and testing of waste (see attachment)
before land application.
3. Begin temporary storage pump —out of the lagoon when fluid level
reaches the elevation 55.9 as marked by permanent marker. Stop pump —
out when the fluid level reaches elevation 53.7 . This temporary
storage, less 25 yr— 24 hr storm, contains 401474 cubic feet or
3003025 gallons.

SHEET 2 OF 2
4. The recommended maximum amount to apply per irrigation is
one (1) inch and the recommended maximum application rate is 0.3
inch per hour. Refer to the waste utilization plan for further details.
5. Keep vegetation on the embankment and areas adjacent to the
lagoon mowed annually. Vegetation should be fertilized as needed
to maintain a vigorous stand.
G. Repair any eroded areas or areas damaged by rodents and
establish in vegetation.
7. All surface runoff is to be diverted from the lagoon to stable
outlets.
8. Keep a minimum of 26 feet of grass vegetated buffer around
waste utilization fields adjacent to perennial streams. Waste will
not be applied in open ditches. Do not pump within 200 feet of a
residence or within 100 feet of a well. Waste shall be applied in a
manner not to reach other property and public right—of—ways.
9. The Clean Water Act of 1977 prohibits the discharge of
nn11rrtants into waters of the United States. The Department of
Environment, Health, and Natural Resources, Division of Environ—
mental Management, has the responsibility for enforcing this law.

POST OFFICE BOX 759 s ROSE HILL, NORTH CAROLINA 28458
[phone]
•
March 8, 1995
Mr. Mike Sugg
District Conservationist
USDA - Soil Conservation Service
PO Box 277
Kenansvile, NC 28349
Re: DM Farms Section 4, Site 4 - 7920 Feeder to Finish
Dear Mr. Sugg:
Enclosed for your review is the completed Animal Waste Management
Plan for the above referenced swine farm. Specific items included
in this package are as follows:
- Location Map
-- Soils Investigation Report
Lagoon Design Spreadsheet
- Operation & Maintenance Plan for. Lagoon
Construction Specifications for Lagoon
- Site -Seeding Requirements
- Earthwork Calculations
- Site Plan with Construction Details
It is my understanding that the Waste Utilization Plan for this
farm will be developed by Murphy Family Farms personnel.
Please contact me at [phone], ext. 4629 if you have any
questions concerning this package.

Sincerely:
M. Kevin Weston
Engineering Technician
MKW
Enclosures
cc: File
DM Farms (complete package)
Robert Henderson, Murphy Farms Construction Dept. (site plan
only)
Dave Roland, Murphy Farms Transportation Dept. (site plan
only)

LAGOON SETE SOILS [NIVEST[OAT[ON
PROJECT: : =1- S '/- COUNTY: ,
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Operator:DM Farms County: Duplin Date: 02/22/95
D.LQtance to nearest residence (other than owner): 1500.0 feet
1. AVERAGE LIVE WEIGHT (ALW)
O sows (farrow to finish) x 1417 lbs. = 0 lbs
O sows (farrow to feeder) x 522 lbs. = 0 lbs
7920 head (finishing only) x 135 lbs. = 1069200 lbs
O sows (farrow to wean) x 433 lbs. = 0 lbs
O head (wean to feeder) x 30 lbs. = 0 lbs
Describe other : 0
Total Average Live Weight = 1069200 lbs
2. MINIMUM REQUIRED TREATMENT VOLUME OF LAGOON
Volume = 1069200 lbs. ALW x Treatment Volume(CF)/lb. ALW
Treatment Volume(CF)/lb. ALW = 1 CF/lb. ALW
Volume = 1069200 cubic feet
3. STORAGE VOLUME FOR SLUDGE ACCUMULATION
Volume = 0.0 cubic feet
4. TOTAL DESIGNED VOLUME
Inside top length (feet)
Inside top width (feet)
Top of dike elevation (feet)
Bottom of lagoon elevation (feet)
Freeboard (feet)
Side slopes (inside lagoon)
Total design volume using prismoidal formula
610. 0
310.0
101.5
88.5
1.0
3.0 : 1
SS/END1 SS/END2 SS/SIDE1 SS/SIDE2 LENGTH WIDTH DEPTH
3.0 3.0 3.0 3.0 604.0 304.0 12.0
AREA OF TOP
LENGTH * WIDTH =
604.0 304.0 183616 (AREA OF TOP)
AREA OF BOTTOM
LENGTH * WIDTH =
532.0 232.0 123424 (AREA OF BOTTOM)
AREA OF MIDSECTION
LENGTH * WIDTH * 4
568.0 268.0 608896 (AREA OF MIDSECTION * 4)
CU. FT. = [AREA TOP + (4*AREA MIDSECTION) + AREA BOTTOM] * DEPTH/6
183616.0 608896.0 123424.0 2.0
Total Designed Volume Available = 1831872 CU. FT.

TEMPORARY STORAGE REQUIRED
DRAINAGE AREA:
Lagoon (top of dike)
Length * Width =
610.0 310.0 189100.0 square feet
Buildings (roof and lot water)
41706.0 square feet Describe this area.
TOTAL DA 230806.0 square feet
Design temporary storage period to be 180 days.
A. Volume of waste produced
Feces & urine production in gal./day per 135 lb. ALW 1.37
Volume = 1069200 lbs. ALW/135 lbs. ALW * 1.37 gal/day 180 days
Volume = 1953072 gals. or 261105.9 cubic feet
Volume of wash water
This is the amount of fresh water used for washing floors or volume
of fresh water used for a flush system. Flush systems that recirculate
the lagoon water are accounted for in 5A.
Volume =
0.0 gallons/day * 180 days storage/7.48 gallons
per CF
Volume = 0.0 cubic feet
C. Volume of rainfall in excess of evaporation
Use period of time when rainfall exceeds evaporation by largest amount.
-180 days excess rainfall
= 7.0 inches
Volume = 7.0 in * DA / 12 inches per foot
Volume = 134636.8 cubic feet

Volume of 25 year - 24 hour storm
Volume =
7.0 inches / 12 inches per foot * DA
Volume = 134636.8 cubic feet
TOTAL REQUIRED TEMPORARY STORAGE
5A. 261106 cubic feet
5B. 0 cubic feet
5C. 134637 cubic feet
5D. 134637 cubic feet
TOTAL 530380 cubic feet
;. SUMMARY
Temporary storage period
Rainfall in excess of evaporation
25 year - 24 hour rainfall
Freeboard
Side slopes
Inside top length
Inside top width
Top of dike elevation
Bottom of lagoon elevation
Total required volume
Actual design volume =
Seasonal high watertable elevation
Stop pumping elev.
Must be > or = to the SHWT elev.
(SHWT)===>
_
Must be > or = to min. req. treatment el.=>
Required minimum treatment volume >
Volume at stop pumping elevation >
Start pumping elev. > 99.4
Must be at bottom of freeboard & 25 yr. rainfall
Actual volume less 25 yr.- 24 hr. rainfall==> 1697235
Volume at start pumping elevation > 1633174
Required volume to be pumped > 395743
Actual volume planned to.be pumped >
Min. thickness of soil liner when required==>
DESIGNED BY:
DATE:
==
> 180 days
> 7.0 inches
7.0 inches
> 1.0 feet
> 3.0 : 1
> 610.0 feet
> 310.0 feet
> 101.5 feet
> 88.5 feet
> 1599580 cu. ft. *
> 1831872 cu. ft.
98.8 feet
97.0 feet +�
98.8 feet
94.5 feet
1069200 cu. ft.
1222071 cu. ft.
feet
cu. ft.
cu. ft.
cu. ft. *
411104 cu. ft. *
1.9 feet
APPROVED BY: i -cli go(
DATE: .WE119
NOTE: SEE ATTACHED WASTE UTILIZATION PLAN
COMMENTS:

u1L:NA IUN AM} MAJ_NTb AuCE PLAN
This lagoon is designed for waste treatment (permanent storage) and
180 days of temporary storage. The time required for the planned
fluid level (permanent and temporary storage) to be reached may vary
due to site conditions, weather, flushing operations, and the amount
of fresh water added to the system.
The designed temporary storage consists of 180 days storage for:
(1) waste from animals and (2) excess rainfall after evaporation. Also
included is storage for the 25 year - 24 hour storm for the location.
The volume of waste generated from a given number of animals will be
fairly constant throughout the year and from year to year, but excess
rainfall will vary from year to year. The 25 year rainfall will nit
be a factor to consider in an annual pumping cycle, but this storage
volume must always be available.
A maximum elevation is determined in each design to begin
pumping and this is usually the outlet invert of pipe(s) from
building(s). If the outlet pipe is not installed at the elevation to
begin pumping, a permanent marker must be installed at this elevation
to indicate when pumping should begin. An elevation must be established
to stop pumping to maintain lagoon treatment depth.
Pumping can be started or stopped at any time between these two
elevations for operating convenience as site conditions permit, such as
weather, soils, crop, and equipment in order to apply waste without
runoff or leaching.
Land application of waste water is recognized as an acceptable
method of disposal. Methods of application include solid set,
center pivot, guns, and traveling gun irrigation. Care should be
taken when applying waste to prevent damage to crops.
The following items are to be carried out:
1. It is strongly recommended that the treatment lagoon be pre -
charged to 1/2 its capacity to prevent excessive odors during
start-up. Pre -charging reduces the concentration of the initial
waste entering the lagoon thereby reducing odors. Solids should be
covered with effluent at all times. When precharging is complete,
flush buildings with recycled lagoon liquid. Fresh water should not
be used for flushing after initial filling.
2. The attached waste utilization plan shall be followed. This
plan recommends sampling end testing of waste (see attachment)
before land application.
3. Begin temporary storage pump -out of the lagoon when fluid level
reaches the elevation 99.4 as marked by permanent marker. Stop pump -
out when the fluid level reaches elevation 97.0 . This temporary
storage, less 25 yr- 24 hr storm, contains 395743 cubic feet or
2960156 gallons.

SHEET 2 OF 2
4. The recommended maximum amount to apply per irrigation is
one (1) inch and the recommended maximum application rate is 0.3
inch per hour. Refer to the waste utilization plan for further details.
5. Keep vegetation on the embankment and areas adjacent to the
lagoon mowed annually. Vegetation should be fertilized as needed
to maintain a vigorous stand.
6. Repair any eroded areas or areas damaged by rodents and
establish in vegetation.
7. All surface runoff is to be diverted from the lagoon to stable
outlets.
8. Keep a minimum of 25 feet of grass vegetated buffer around
waste utilization fields adjacent to perennial streams. Waste will
not be applied in open ditches. Do not pump within 200 feet of a
residence or within 100 feet of a well. Waste shall be applied in a
manner not to reach other property and public right-of-ways.
9. The Clean Water Act of 1977 prohibits the discharge of
pollutants into waters of the United States. The Department of
Environment, Health, and Natural Resources, Division of Environ-
mental Management, has the responsibility for enforcing this law.

Murphy Family Ventures
Appendix 1. Lagoon Sludge Survey Form
A. Farm Permit or DWQ Identification Number:
B. Lagoon Identification:
C. Person taking Measurements:
D. Date of Measurement
E. Methods/Devices Used for Measurement of:
Dawspn Thorntah;.;;: •,.;
Start Pump 19>
Stop Pump -54;
Freeboard
a. Distance from the lagoon liquid surface to the top of the sludge layer:
b. Distance from the lagoon liquid surface to the bottom (soil) of the lagoon:
c. Thickness of the sludge layer if making a direct measurement with "core sampler":
F. Lagoon Surface Area (using dimensions at inside top of bank): ; .. 'S.. acres
(Draw a sketch of the lagoon on a separate sheet, list dimensions, and calculate surface area.)
�_aSludge Bidatz;.::;
G. Estimate number of sampling points:
a. Less than 1.33 acres: Use 8 points
b. If more than 1.33 acres, :' . .:,........ acres x 6 = 30 , with maximum of 24.
(Using sketch and dimensions, develop a uniform grid that has the same number of intersections as the
estimated number of sampling points needed. Number the intersection points on the lagoon grid so that data
recorded at each can be easily matched.)
H. Conduct sludge survey and record data on "Sludge Survey Data Sheet" (Appendix 2).
I. At the time of the sludge survey, also measure the distance from the Maximum Liquid Level
to the Present Liquid Level (measure at the lagoon gauge pole):
J. Determine the distance from the Maximum Liquid Level to the Minimum Liquid Level
(use lagoon management plan or other lagoon records):
K. Calculate the distance from the present liquid surface level to the Minimum Liquid Level
(Item J minus Item I, assuming the present liquid level is below the Maximum Liquid Level):
L. Record from the Sludge Survey Data Sheet the distance from the present liquid surface level
to the lagoon bottom (average for all the measurement points):
M. Record from the Sludge Survey Data Sheet the distance from the present liquid surface level
to the top of the sludge layer (average for all the measurement points):
-0.1
8.4
4.8
N. Record from the Sludge Survey Data Sheet the average thickness of the sludge layer: 3.6
O. Calculate the thickness of the existing Liquid Treatment Zone (Item M minus Item K):
(Note: If Item 0 is less than 4 feet, a sludge remaval and utilization plan may be required by
N.C. DWQ. See your specific permit or contact DWQ for more information.)
P. Proceed to the Sludge Volume Worksheet If you desire to calculate sludge volume for a rectangular -
shaped lagoon with uniform side slopes.
Completed by: AJ' Linton
Print Name
4.9
.11125/24b20i
Date

Murphy Family Ventures
Appendix 3. Sludge Volume Worksheet
Lagoon Identification: DM 4-4
Completed by: AJ Linton
Print Name
1 Average Sludge Layer Thickness (T)
2 Depth of lagoon from top of bank to
bottom soil surface (D)
3 Slope = horizontal/vertical side slope (S)
4 Length at top inside bank (L)
5 Width at top inside bank (W)
6 Length at midpoint of sludge layer
Lm = L - 2 S (D - (T/2))
7 Width at midpoint of sludge layer
Wm=W-2S(D-(T/2))
8 Volume of sludge (V)
Vs = Lm x Wm x T
9 Volume in gallons
V9 = V x 7.5 gal./ft3. 3,558,380
Date:
11/25/2020
3.6
542.8
242.8
474,451
10 Thickness of existing liquid tmt. Zone (Y)
4.9
11 Thickness of total treatment zone (Z)
Z=T+Y 8.5
12 Length at midpoint of total tmt. Zone
Lz = L-2(S)(D - (Z/2) 558
13 Width at midpoint of total tmt.zone
Wz = W-2(S)(D - (Z/2) 258
14 Volume of total treatment zone (Vz)
Vz = Lz Wz Z 1,220,228
15 Ratio ( R ) of sludge layer volume to total
R=Vs/Vz 0.39

Murphy Family Ventures
Appendix 1. Lagoon Sludge Survey Form
A. Farm Permit or DWQ Identification Number:
B. Lagoon Identification:
C. Person taking Measurements:
D. Date of Measurement:
E. Methods/Devices Used for Measurement of:
_ Qawsor 1 hf i ton''
10/12f2020-:
Start Pump
Stop Pump
Freeboard
a. Distance from the lagoon liquid surface to the top of the sludge layer:
b. Distance from the lagoon liquid surface to the bottom (soil) of the lagoon:
c. Thickness of the sludge layer if making a direct measurement with "core sampler":
F. Lagoon Surface Area (using dimensions at inside top of bank): „acres
(Draw a sketch of the lagoon on a separate sheet, list dimensions, and calculate surface area.)
Sludge so&t...
:5iudgec>Hool....
,::Sltidge<BbafT...:..:
G. Estimate number of sampling points:
a. Less than 1.33 acres: Use. 6 points
b. If more than 1.33 acres, :•11.s ". acres x 6 = 48 , with maximum of 24.
(Using sketch and dimensions, develop a uniform grid that has the same number of intersections as the
estimated number of sampling points needed. Number the intersection points on the lagoon grid so that data
recorded at each can be easily matched.)
H. Conduct sludge survey and record data on "Sludge Survey Data Sheet' (Appendix 2).
I. At the time of the sludge survey, also measure the distance from the Maximum Liquid Level
to the Present Liquid Level (measure at the lagoon gauge pole): 05...'
J. Determine the distance from the Maximum Liquid Level to the Minimum Liquid Level
(use lagoon management plan or other lagoon records):
K. Calculate the distance from the present liquid surface level to the Minimum Liquid Level
(Item J minus Item I, assuming the present liquid level is below the Maximum Liquid Level):
1.9
L. Record from the Sludge Survey Data Sheet the distance from the present liquid surface level
to the lagoon bottom (average for all the measurement points): 7.9
M. Record from the Sludge Survey Data Sheet the distance from the present liquid surface level
to the top of the sludge layer (average for all the measurement points): 4.6
N. Record from the Sludge Survey Data Sheet the average thickness of the sludge layer: 3.3
O. Calculate the thickness of the existing Liquid Treatment Zone (Item M minus Item K):
(Note: If Item 0 is less than 4 feet, a sludge remaval and utilization plan may be required by
N.C. DWQ. See your specific permit or contact DWQ for more information.)
P. Proceed to the Sludge Volume Worksheet if you desire to calculate sludge volume for a rectangular -
shaped lagoon with uniform side slopes.
Completed by: :°:? .............................
Print Name
2.7
`:;11J2412020
Date

Murphy Family Ventures
Appendix 3. Sludge Volume Worksheet
Lagoon Identification: DM 3-5
Completed by: AJ Linton
Print Name
1 Average Sludge Layer Thickness (T)
2 Depth of lagoon from top of bank to
bottom soil surface (D)
3 Slope = horizontal/vertical side slope (S)
4 Length at top inside bank (L)
5 Width at top inside bank (W)
6 Length at midpoint of sludge layer
Lm = L - 2 S (D - (T/2))
7 Width at midpoint of sludge layer
Wm = W - 2 S (D - (T/2))
8 Volume of sludge (V)
Vs= Ian xWmxT
Date:
11/24/2020
3.3
439.9
409.9
595,040
9 Volume in gallons
V9 = V x 7.5 gal./ft3. 4,462,796
10 Thickness of existing liquid tmt. Zone (Y)
2.7
11 Thickness of total treatment zone (Z)
Z=T+Y 6.0
12 Length at midpoint of total tmt. Zone
Lz = L-2(S)(D - (Z12) 448
13 Width at midpoint of total tmt.zone
Wz = W-2(S)(D - (Z/2) 418
14 Volume of total treatment zone (Vz)
Vz = Lz Wz Z 1,123, 584
15 Ratio ( R ) of sludge layer volume to total
R = Vs / Vz 0.53

PLAN OF ACTION (POA) FOR LAGOON SLUDGE REDUCTION
Facility Number: 31-15 County: Duplin
Facility Name:
Mag 3 Section 4 Sites 1-4 Site 3-4 Site 3-5
Certified Operator Name:
Tonya Branson
Operator #: 1007345
**Attach a copy of Lagoon Sludge Survey Form and volume worksheets
Note: A certified Sludge Management Plan may be submitted in lieu of this POA.
Lagoon 1
3.5
Lagoon 2
Lagoon 3
Lagoon 4
Lagoon 5
Lagoon 6
a. Lagoon Name/ Identifier
b. Total Sludge Depth (ft)
3.3
c. Sludge Depth to be
Removed for Compliance
(ft)
1
d. Sludge Volume to be
Removed (gallons) 1,308,743
I
e. Sludge PAN
(Ibs/1000 gal)
NA
f. Liquid PAN
(Ibs/1000 gal)
1.84
g. PAN of Sludge (lbs)
(d x e)/1000
NA
Compliance Timeframes:
If the sludge level is equal to or higher than the stop pump level of the lagoon or if the sludge level
results in an elevated waste analysis, a sludge management plan that meets the requirements of SB
Interagency Group Guidance Document 1.26 must be prepared by a technical specialist and submitted to
DWQ within 90 days. Work to reduce the sludge level must begin within another 180 days. Compliance
with NRCS Standard 359 must be achieved within two years of the original sludge survey.
If the sludge level is non -compliant but below the stop pump level of the lagoon, a POA must be filed
within 90 days and compliance with NRCS Standard 359 must be achieved within two years of the
original sludge survey indicating non-compliance. If future sludge surveys do not show improvement in
sludge levels, DWQ may require the owner to develop a sludge management plan that meets the
requirements of SB Interagency Group Guidance Document 1.26.
SPOA 3-22-2010 Page 1 of 2

NARRATIVE: Use this section to describe the method(s) that will be used to lower the sludge
depth. If microbe use is planned, specify the product to be used.
This facility is going to continue to monitor the depth of sludge in the lagoons. At the present time the farm is able
to get to stop pump and it's waste analysis are in line.
I hereby certify that I have reviewed the information listed above and included within the attached
Plan of Action, and to the best of my knowledge and ability, the information is accurate and
correct. I further certify and acknowledge that compliance with regard to sludge accumulation
must be achieved within two years of the original sludge survey indicating non-compliance.
Sludge Survey Date: 10/12/2020
Compliance Due Date:
AJ Linton Phone: [phone]
Facility Owner/Manager (print)
Fa Ity Owner/Manager (signature)
4
,L ikt&n, Date: 12/16/2020
Return this form to:
Animal Feeding Operations Unit
NC Division of Water Quality
1636 Mail Service Center
Raleigh, NC 27699-1636
SPOA 3-22-2010 Page 2 of 2

Anaerobic Digester System O&M
Table of Contents
I. Definitions 2
II. Introduction 3
III. Description of the Operational Components 3
1) Gravity Collection Pipe 3
2) Influent Pump Station (where necessary) 4
3) Anaerobic digester 5
4) Mixing Pump Station 6
5) Effluent Pump Station (where necessary) 6
6) Storage Basin 7
7) Unison Conditioning System 7
8) Flare 8
9) Transfer Pump 8
10) Stormwater Removal Pump 9
IV. Description of Anticipated Maintenance 9
A. Routine System Maintenance Instructions 9
B. Troubleshooting 10
C. Emergency Protocols, Repair, and Replacement 10
D. Warranty Information 11
1) Farm Site 11
V. Provisions for Safety Measures 11
VI. Spill Prevention and Control Provisions 12
Appendix A: Contact Information 13
Appendix B: Farm Operations and Maintenance Checklist 15
Anaerobic Digester System O&M Page 1 of 16

I. Definitions
Anaerobic Digestion - A method of wastewater treatment that utilizes the natural
decomposition of the waste by bacteria in the absence of oxygen to produce gases commonly
referred to as biogas.
Anaerobic Digester - A basin or tank that holds the wastewater for anaerobic digestion.
Biogas - Produced by anaerobic digestion, and is typically comprised of approximately 55%
methane (the primary constituent of natural gas), with the remainder being mostly carbon
dioxide (CO2).
Anaerobic Digester System O&M Page 2 of 16

II. Introduction
The proposed swine manure biogas project uses anaerobic digestion of hog barn waste to
produce biogas (consisting of approximately 65% methane, which is the primary constituent of
natural gas) which is collected, conditioned, and ultimately injected into the utility's natural gas
pipeline. Each hog farm site includes influent collection piping from the hog barns, an anaerobic
digester or covered lagoon, a digester mixing system, a biogas conditioning system to remove
moisture, a back-up flare unit, and a biogas transfer pipe leading to the Gas Upgrading System
(GUS).
The anaerobic digesters at each farm site include an HDPE membrane cover to capture the
biogas generated by the anaerobic digestion process. The anaerobic digester is partially mixed
by pumping, and provides sufficient detention time to effectively reduce the volatile suspended
solids in the raw waste by anaerobic digestion. The reduction of volatile solids through
microbial processes produces an energy -rich biogas, which is a valuable commodity.
There are two (2) types of solids found in liquid waste: organic and inorganic. The inorganic
solids are "non -treatable," but they are normally present in such small quantities that they are
considered insignificant in the treatment process. However, excessive quantities of sand, grit,
clay, etc. can cause the need to pump out the digester more often.
The organic solids will break down and decompose by biochemical reduction. The bacteria that
is grown and maintained in the system are harmless anaerobic and anoxic bacteria. These same
bacteria are provided by nature and are found in streams, lakes, and in the soil to destroy dead
plants and animals. The difference is that in the treatment process, man has provided an ideal
environment for a concentration of these bacteria to feed and grow; thus, the biological action
is greatly accelerated.
Raw wastes are the food for the bacteria in the system. The anaerobic digester contains certain
populations of bacteria that do not require the presence of oxygen.
In addition to the information covered by this manual, the system operator should become
familiar with the characteristics of the wastewater being treated and with local, state, and
federal laws which may apply to the operation of the system.
Design Flow - The waste collection system, influent pump station (where necessary), and
anaerobic digester systems have been designed to handle the Average Daily Flow Rate (ADF) of
the farms in which they are connected, including the manure and wastes generated by the
animals, flushing liquids, and other wastes typical of confined swine animal housing. All
treatment units were designed for the Design Flow for continuous, seven (7) days per week
operation.
III. Description of the Operational Components
Below are listed the major component operations.
1) Gravity Collection Pipe
Anaerobic Digester System O&M Page 3 of 16

The gravity collection pipe receives the flushed waste from the hog barns and directs
that waste to the influent pump station (or mixing pump station, where applicable).
During normal operation, the pipe should be free -flowing, with no clogs present, in
order to transport waste to the influent pump station or other downstream processes.
The gravity collection pipe includes a series of clean -outs that provide access to the
gravity collection pipe for removal of a clog or blockage via use of a sewer snake or
similar apparatus should the need arise.
Sending flushed waste from the hog barns to the gravity collection pipe is the farmer's
responsibility. The operator of the biogas system should periodically check each hog
barn waste outlet to ensure that there are no overflows, clogs, etc. The influent pump
station includes an analog run-time meter for each pump, which can be monitored by
the operator to ensure the pumps are operating for sufficient times to indicate proper
flushing by the farm owner.
2) Influent Pump Station (where necessary)
The influent pump station receives waste from the gravity collection pipe and pumps
that waste to the anaerobic digester via buried forced main. The waste enters the
digester at the opposite end of the digester outlet (so "new" waste must flow through
the curtain baffle system of the digester, resulting in effective treatment of the waste).
During normal operation, the pump station will automatically cycle on and off based on
the liquid level in the wet well, which is triggered by 4 floats.
The lowest float is the "pump off" float, and is set at approximately 12" above the
bottom of the wet well. The pump station should not run if the liquid level is below this
float.
The 2nd lowest float is the "lead pump on" float, and is set at an elevation approximately
2" below the inlet pipe invert, and above the "lead pump off" float. When the liquid
level is above this float, only one pump will run at any given time, where the pumps will
alternate between cycles (Pump 1 will run while Pump 2 is off, and in the next cycle
Pump 2 will run while Pump 1 is off, and so on).
The 3rd lowest float is the "lag pump on" float, and is set approximately 6" above the
"lead pump on" float. If the liquid level fills above this float, then both pumps will run
until the "pump off" float is disengaged.
The 4th and highest float is the "high level alarm" float. When the liquid level is above
this float, an audible and visual alarm is triggered to alert the operator system that there
is a problem that has prevented pump operation.
The pipe from each of the two pumps goes through a check valve (which only allows the
liquid to travel in one direction) and a plug valve (normally open, but can be closed
when needed, such as when servicing the upstream pump). The two pipes join together
by a tee, and the downstream pipe leads to the inlet of the digester.
Anaerobic Digester System O&M Page 4 of 16

During normal operation, the pumps may run several times an hour to pump waste to
the anaerobic digester. Only one pump will run at any given time, normally, where the
pumps will alternate between cycles (Pump 1 will run while Pump 2 is off, and in the
next cycle Pump 2 will run while Pump 1 is off, and so on). It is not uncommon,
however, for both pumps to operate during higher inlet flows.
The pumps can also be controlled manually, if desired, or in times of troubleshooting,
etc. The control panel next to the pump station includes toggle switches for each pump,
which can be set to either (1) Auto (for normal float -based operation), (2) Off, or (3)
"Hand" (i.e., manual operation).
The alternating of pumps can also be changed within the control panel, where a toggle
switch allows the operator to choose "Lock 1", "Alternate", or "Lock 2". During normal
operation, the toggle switch will remain at "Alternate" in order to alternate the pumps
between pumping cycles, but the operator can choose to lock the use of Pump #1 or
lock the use of Pump #2 if needed.
In the event of a pipe clog or pump failure, the waste will flow through the gravity
"digester bypass" pipe connecting the interior of the pump station to the existing lagoon
at an elevation below the top of the wet well, which will avoid overflow of the pump
station.
Note: Some farms do not have Influent Pump Stations; rather than using an Influent
Pump Station, the waste flows from the barns to the Mixing Pump Station, which is
further described below.
3) Anaerobic digester
The anaerobic digester receives all raw wastes from the hog barns. The complex organic
wastes are broken down to simpler compounds by the anaerobic digestion process. As
a part of the anaerobic process, bio gases (including methane, carbon dioxide, and
hydrogen sulfide) are produced. These gases are captured by an impermeable cover
and then directed to the biogas conditioning system for dehydration and pressurization.
The gases are collected in perforated piping underneath the cover, which are connected
to a main pipe that connects to the conditioning system. The wastes are held for about
45 days to allow the biological process to complete. The sludge that settles at the
bottom of the digester is periodically removed by connecting portable pipes and pumps
to the sludge removal pipes in the digester, and disposed of by permitted means on the
farm or by a contract sludge hauler.
During normal operation, the digester cover will likely be "inflated" like a balloon due to
the biogas that's trapped beneath. The cover should be free of excessive accumulation
of rainwater, and should not show signs of any damage or leaks. The presence of foul
odor, a strong wastewater smell, or "dirty" water on the cover may indicate that there is
a leak. If such odors or dirty water are observed, the operator should carefully inspect
the cover for leaks, and take action to repair the cover temporarily with adhesive tape.
Temporary repairs should be followed with a permanent repair or patch as soon as
possible.
Anaerobic Digester System O&M Page 5 of 16

4) Mixing Pump Station
The mixing pump station slowly mixes the waste that has been collected in the
anaerobic digester, which provides for more efficient methane production than would
be achievable without any mixing.
During normal operation, the pumps will run at the same time for several hours per day
to mix the waste in the anaerobic digester. A common schedule for the pumps would
be 6 hours on, then 6 hours off, and so on.
The pumps can also be controlled manually, if desired, or in times of troubleshooting,
etc. The control panel next to the pump station includes toggle switches for each pump,
which can be set to either (1) Auto (for normal operation), (2) Off, or (3) "Hand" (i.e.,
manual operation).
5) Effluent Pump Station (where necessary)
The effluent pump station receives liquids from the anaerobic digester and pumps that
waste to the downstream influent storage lagoon via buried forced main. The liquid
enters the effluent pump station at the opposite end of the digester inlet (so "new"
waste must flow through the curtain baffle system of the digester, resulting in effective
treatment of the waste).
During normal operation, the pump station will run based on the liquid level in the wet
well, which is triggered by 4 floats.
The lowest float is the "pump off" float, and is set at approximately 12" above the
bottom of the wet well. The pump station should not run if the liquid level is below this
float.
The 2nd lowest float is the "lead pump on" float, and is set at an elevation approximately
2" below the inlet pipe invert, and above the "lead pump off' float. When the liquid
level is above this float, only one pump will run at any given time, where the pumps will
alternate between cycles (Pump 1 will run while Pump 2 is off, and in the next cycle
Pump 2 will run while Pump 1 is off, and so on).
The 3rd lowest float is the "lag pump on" float, and is set approximately 6" above the
"lead pump on" float. If the liquid level fills above this float, then both pumps will run
until the "pump off" float is disengaged.
The 4th and highest float is the "high level alarm" float. When the liquid level is above
this float, an audible and visual alarm is triggered to alert the operator via telemetry
system that there is a problem that has prevented pump operation.
The pipe from each of the two pumps goes through a check valve (which only allows the
liquid to travel in one direction) and a plug valve (normally open, but can be closed
Anaerobic Digester System O&M Page 6 of 16

when needed, such as when servicing the upstream pump). The two pipes join together
by a tee, and the downstream pipe leads to the inlet of the digester.
During normal operation, the pumps may run several times an hour to pump waste to
the lagoon. Only one pump will run at any given time, normally, where the pumps will
alternate between cycles (Pump 1 will run while Pump 2 is off, and in the next cycle
Pump 2 will run while Pump 1 is off, and so on). It is not uncommon, however, for both
pumps to operate during higher inlet flows.
The pumps can also be controlled manually, if desired, or in times of troubleshooting,
etc. The control panel next to the pump station includes toggle switches for each pump,
which can be set to either (1) Auto (for normal float -based operation), (2) Off, or (3)
"Hand" (i.e., manual operation).
The alternating of pumps can also be changed within the control panel, where a toggle
switch allows the operator to choose "Lock 1", "Alternate", or "Lock 2". During normal
operation, the toggle switch will remain at "Alternate" in order to alternate the pumps
between pumping cycles, but the operator can choose to lock the use of Pump #1 or
lock the use of Pump #2 if needed.
The gravity outlet of the anaerobic digester leads to the inlet of the effluent pump
station, and the invert is set at the freeboard of the digester so that the digester
maintains a constant level. The inlet pipe to the effluent pump station should remain
submerged in water at all times to prevent the escape of gases from beneath the
digester cover.
Note: Some farms do not have Effluent Pump Stations; rather than using an Effluent
Pump Station, the waste gravity flows from the anaerobic digester to the lagoon.
6) Storage Basin
The effluent of the anaerobic digester flows from the anaerobic digester outlet pipe to
the storage basin. The storage basin is used to store the treated effluent subsequent to
anaerobic digestion. The individual farm owners are responsible for the operation and
maintenance of the storage basins. However, as this is a critical part of the integrated
system, the Operator should note any abnormal operation of the storage basin, such as
leaks or excessive liquid level, and communicate such observations to the farm owner.
During normal operation, the storage basin will most often appear to be inactive. Waste
will periodically flow from the anaerobic digester outlet pipe into the storage basin via
gravity. The outlet pipe from the anaerobic digester into the storage lagoon should
remain submerged at all times to prevent the escape of gases from beneath the digester
cover. As such, it is not uncommon for the pipe to turn down and follow the direction of
the inner slope of the lagoon to ensure submergence during times when the lagoon
liquid level may be low due to normal pumping and irrigation activities.
7) Biogas Conditioning System
Anaerobic Digester System O&M Page 7 of 16

The Biogas conditioning system receives biogas from the anaerobic digester and
removes moisture from the biogas by means of compression and heat exchangers.
This system will be managed by a 3rd party, but the information is included in this O&M
for reference.
The biogas from the anaerobic digester is commonly at 100% relative humidity; the
biogas is purported to be near 6% relative humidity after going through the conditioning
system. The moisture that is removed should be directed back to the digester mixing
pump station or other suitable reception pipe for proper management of the
condensate.
During normal operation, the conditioning system should run without any need for
input from the system operator. Audible and visual alarms will indicate issues with the
system. The discharge pressure and flow rate can be manipulated by the operator
through adjustment of the pressure regulator on the bypass line and through
adjustment of the variable frequency drive. The automatic shutoff feature, whereby the
operator can set the vacuum pressure shutoff point. As the biogas conditioning skid
approaches this setpoint, it will automatically reduce blower or compressor speed to
seek a flowrate that matches the biogas production. If the vacuum pressure exceeds
the setpoint, the biogas conditioning skid will shutdown and trigger an alarm to the
operator via telemetry system.
8) Flare
During normal operation, the flare located at each farm should not necessary. In times
of need, such as catastrophic failure of the biogas conveyance pipeline, the flare may
need to be operated to consume excess accumulated biogas from the digester. The
flare is not an automated system, and the Operator must articulate the biogas piping
control valving to direct biogas from the digester to the flare, and ignite the flare. Care
must be taken by the Operator in igniting the flare, as biogas is highly flammable.
Each flare also has a condensate trap manhole. Contained inside is a small PVC drain
pipe and PVC drain valve. The PVC drain valve should remain closed at all times unless
the Operator is removing condensate. Should the valve be left open, biogas will escape
from the piping. Periodically, and at a frequency determined appropriate by the
Operator, these condensate traps will be opened momentarily to drain and remove any
condensate collected in the piping. It is recommended that the condensate drain valve
only be opened when the biogas piping is pressurized, as should the valve be opened
under no pressure, ambient air may enter the biogas piping and challenge biogas
upgrading by the GUS.
9) Transfer Pump
The transfer pump transfers accumulated effluent among available storage basins as the
farm owner deems necessary to optimize effluent storage. The transfer pumps are
simply and manually operated through use of a local disconnect. Under normal
Anaerobic Digester System O&M Page 8 of 16

circumstances, the transfer pump will only be used periodically and infrequently by the
farm owner.
10) Stormwater Removal Pump
A stormwater removal pump is kept at each digester site in order to remove
accumulated rainwater from the top of the basin cover. The pump can be powered by
any standard 120v outlet that's available nearby, such as the accessory outlet installed
adjacent to the digester mixing pump station. The pump should be placed in a low spot
on top of the cover, and the pump outlet should lead to an appropriate area for
stormwater discharge (on some sites, pipes have been placed to easily receive the pump
outlet pipe, which leads to the natural stormwater drainage swales on the property).
IV. Description of Anticipated Maintenance
Once the system has been started up and is operating efficiently, very little maintenance will be
required. Simple tests should be periodically performed to evaluate the performance of the
wastewater treatment components, and the system components visually inspected daily.
A well -operated, properly adjusted, system will exhibit the following visible signs of proper
maintenance:
• All pipes should be intact and watertight.
• The pumps should be nearly silent with little to no vibration.
• The anaerobic digester should be free of excessive accumulation of rainwater.
• Accumulated rainwater may be removed with a portable sump pump. The pumped water
may be discharged safely on adjacent vegetated areas, or used for a more beneficial
purpose as permitted.
• The anaerobic digester cover should be free of any tears, punctures, or failures.
• There should be no strong odors coming from the digester or flare.
• The storage basin should be clean and free of floating debris. The liquid should be clean and
clear.
A. Routine System Maintenance Instructions
For optimum system operation and maximum treatment efficiency, daily maintenance is
necessary. In addition to the daily maintenance, all mechanical equipment should be
cleaned weekly and lubricated as often as needed, as specified in the operations and
maintenance manual for each piece of equipment provided by the equipment
manufacturer.
The farm owner will need to periodically remove accumulated sludge from the anaerobic
digester. Accumulated sludge may be removed via the anaerobic digester mixing pumps. To
use these pumps for sludge removal, the system operator should cease mixing pump
operation 48 hours prior to the date of desired sludge removal to allow for settling of
heavier sludge to the pump inlet. A quick disconnect fitting is provided for each mixing
pump that will facilitate the connection of the pump discharge to sludge application
Anaerobic Digester System O&M Page 9 of 16

equipment as chosen by the farm owner, such as slurry tanks or umbilical hose application
systems. All sludge applications should be done in accordance with the approved waste
utilization plan and nutrient management plan for the farm or hauled via tanker to an
approved application site by a contract sludge hauler.
Typically, a small amount of sludge will need to be removed from the anaerobic digester
every other year. The system operator can monitor sludge accumulation via the inspection
ports on top of the digester cover. A pipe or gauge with graduated markings used to
determine depth may be used to assess the sludge depth in the digester. Care should be
taken when inserting the gauge or pipe to not apply excessive pressure or otherwise
puncture the digester liner. Sludge accumulation should be assessed on an annual basis by
the system operator. As the digester cover typically accumulates biogas, care should also be
taken by the operator to remove as much accumulated biogas as possible prior to opening
the inspection port and measuring sludge accumulation. As biogas production slows during
cold weather, it is recommended that this measurement occur during the winter when
biogas accumulation is at a minimum.
After completion of sludge removal activities using the anaerobic digester mixing pumps,
the operator should reconnect all fittings and piping as found prior to the sludge removal
and re-engage the digester mixing pumps operation in accordance with the schedule and
manner in which they had been previously operated.
See Appendix C of this document for an operations and maintenance checklist (daily,
monthly, quarterly, semi-annually, annually).
B. Troubleshooting
Refer to equipment O&M manuals as necessary, summarized below:
1. Influent Pump Station:
2. Mixing Pump Station:
3. Effluent Pump Station:
4. Biogas Conditioning System:
5. Transfer Pump:
4" Hog Manure Pump or 4" High Pressure Pump
(Electric Pumps)
8" Flush Pump (Electric Pump)
4" Hog Manure Pump or4" High Pressure Pump
(Electric Pumps)
N/A
3" Pump (Electric Pumps)
See Appendix A for contact information for each system component.
C. Emergency Protocols, Repair, and Replacement
The O&M Manual kept onsite in the farm office building (or wherever farm records are kept
for each farm) provides step-by-step instructions for field repair or securing the piece of
equipment until qualified repair personnel arrive.
This Manual contains emergency contact numbers for the repair or replacement of the
supplied equipment in Appendix A.
Anaerobic Digester System O&M Page 10 of 16

D. Warranty Information
1) Farm Site
(1) Influent Pump Station: "GEA Farm Technologies... warrants to the original buyer and
end user... that the parts of all equipment sold under the Company trademark are free
from defects in material or workmanship for a period of twelve (12) months from the
date of delivery of the equipment to the Purchaser... Any equipment used for commercial
usage, commercial lease on one or more farms is warranted for a reduced period of
thirty (30) days only."
(2) Anaerobic Digester Liner and/or Cover:
Workmanship: "Plastic Fusion Fabricators, Inc. hereby warrants that the linings
installed by Plastic Fusion Fabricators, Inc. under this warranty shall be installed
free from defects in Plastic Fusion Fabricators' workmanship. The warranty set
forth in the preceding sentence (the "Workmanship Warranty") shall commence
upon acceptance of the work and shall expire on the last day of a period of 1
year from said date..."
Material: "AGRU AMERICA, Inc. (AGRU) warrants its material for a period of
FIVE(5) Years, prorated, from the final project ship date when subsequently
properly installed..."
(3) Mixing Pump Station: "GEA Farm Technologies... warrants to the original buyer and end
user... that the parts of all equipment sold under the Company trademark are free from
defects in material or workmanship for a period of twelve (12) months from the date of
delivery of the equipment to the Purchaser... Any equipment used for commercial usage,
commercial lease on one or more farms is warranted for a reduced period of thirty (30)
days only."
(4) Effluent Pump Station: "GEA Farm Technologies... warrants to the original buyer and
end user... that the parts of all equipment sold under the Company trademark are free
from defects in material or workmanship for a period of twelve (12) months from the
date of delivery of the equipment to the Purchaser... Any equipment used for commercial
usage, commercial lease on one or more farms is warranted for a reduced period of
thirty (30) days only."
(5) Biogas Conditioning System (managed by 3rd party)
(a) Biogas skid: "This warranty is valid for 30 months from the time the equipment is
shipped from Unison's factory or 24 months from the date of startup, whichever
occurs first."
(b) Biogas Blower / Compressor:
"The goods will be free of defects in material and workmanship for a period of twely
e (12) months from the date the goods are placed in use by the buyer or eighteen (18
) months from the date of shipment, whichever shall occur first."
(c) Chiller: "24 months from startup, not to exceed 30 months from shipping."
(6) Transfer Pump: "GEA Farm Technologies... warrants to the original buyer and end user...
that the parts of all equipment sold under the Company trademark are free from defects
in material or workmanship for a period of twelve (12) months from the date of delivery
of the equipment to the Purchaser... Any equipment used for commercial usage,
commercial lease on one or more farms is warranted for a reduced period of thirty (30)
days only."
V. Provisions for Safety Measures
Anaerobic Digester System O&M Page 11 of 16

A. Restriction of Access: No persons should enter any portion of the wastewater treatment system
unless performing a repair or routine maintenance, and only then if accompanied by another
person capable of performing life-saving activities should the need arise. No person should Enter
a waste collection pit, pump station well, or any portion of the anaerobic digester unless all
accumulated biogas has been removed via venting or other utilization and sufficient airflow has
been directed to the workspace via fans, blowers, or other means. Personal safety is the
responsibility of the person or organization conducting the work, and not specifically the
responsibility of the farm owner or other associated equipment providers or construction
contractors.
B. Emergency Contacts: Information shall be posted at the gate and in the control room. (There
will be no harmful chemicals used for the anaerobic digestion system).
C. All equipment safety guards, warning labels, safeties, and warning alarms shall be kept in place
and operational at all times.
D. Keep and maintain all clearances as recommended by equipment manufacturers and as required
by law.
E. Keep all open flames and sources of combustion away from gas accumulations. Do not smoke
near the gas collection, conveyance, or combustion components. It is recommended that any
combustion source or open flame be kept to a minimum separation distance of 50 ft from the
anaerobic digester cover.
VI. Spill Prevention and Control Provisions
A. Response to Upsets and Bypasses Including Control Containment and Remediation: Audible
alarms will be provided at all controls stations. The Control System will provide remote alarms
to alert operator of a problem should one occur.
B. Contact Information for Operational Personnel, Emergency Responders, and Regulatory
Agencies: Phone numbers for Emergency Responders and Remediation Agency numbers will be
located by the computers and control systems in the control room.
C. Facility Control Valves will allow operator to isolate Systems if a problem occurs.
Anaerobic Digester System O&M Page 12 of 16

Appendix A: Contact Information
Project Management and Equipment Service Providers:
Project Management & Equipment
Contact/Local Service Company
Lee Brock
Brock Equipment Company
[e-mail]
Influent Pump Station
[phone]
Anaerobic Digester Cover
Plastic Fusion Fabricators, Inc.
Larry Hice
[e-mail]
[phone]
-
Mixing Pump Station
Lee Brock
Brock Equipment Company
[e-mail]
[phone]
Transfer Pump
Lee Brock
Brock Equipment Company
lee@brockequipr
[phone]
Flare
ProPump & Controls Inc.
Jeff McGuire
Work: [phone]
Cell: [phone]
[e-mail]
Mechanical Installation & Controls
ProPump & Controls Inc.
Jeff McGuire
Work: [phone]
Cell: [phone]
[e-mail]
Anaerobic Digester System O&M Page 13 of 16

Regulatory and other Agencies:
Agency
Location
Phone
Christine Blanton
Lawson
DWQ, AFO Permitting
and Compliance
Raleigh, NC
[phone]
Anaerobic Digester System O&M Page 14 of 16

Appendix B: Farm Operations and Maintenance
Checklist
Operator Present:
Time/Date:
Farm System Checklist: Mark Yes/✓ or No/X as applicable, fill in blanks where specified
Manure Collection / Feedstock System
Perform visual appraisal of waste collection system.
Any visible signs of overflow or malfunctioning?
Check influent pump stations. Any Alarms?
Put each influent pump in "Hand". Operating
normally?
Any rattling or unusual noises from influent pumps?
Any observed leaks or spills from pipes, fittings, or
well?
Test the alarm. Functioning?
Excessive accumulation of solids or debris in well?
Agitation system in need of operation?
RECORD THE RUN HOURS FOR PUMP 1
RECORD THE RUN HOURS FOR PUMP 2
RECORD THE RUN HOURS FOR PUMP 3
RECORD THE RUN HOURS FOR PUMP 4
Digester System
Perform visual appraisal of digester (walk around).
Any visible signs of overflow or malfunctioning?
Does the cover appear to be leaking gas / odorous?
Any visible tears, rips, or holes observed in the cover?
>10% cover area under stormwater/rainwater?
Check mixing pump stations. Any Alarms?
Put each mixing pump in "Hand". Operating
normally?
(not necessary if mixing pumps running during visit)
Any rattling or unusual noises from mixing pumps?
Any observed Teaks or spills from pipes, fittings, or
well?
Excessive accumulation of solids or debris in well?
Agitation system in need of operation?
RECORD THE RUN HOURS FOR PUMP 1
RECORD THE RUN HOURS FOR PUMP 2
RECORD THE RUN HOURS FOR PUMP 3
RECORD THE RUN HOURS FOR PUMP 4
Biogas Skid
i Are there any alarms?
Are there any fluid leaks observed?
Check oil level — oil needed?
Anaerobic Digester System O&M
Page 15 of 16

Excessive vibration of noise?
Are there any visible fluid leaks on skid or chiller?
RECORD THE RUN HOURS FOR GAS COMPRESSOR
Notes
Anaerobic Digester System O&M Page 16 of 16

MAGNOLIA III, DM SECTION 4 SITES 1-4,
SECTION 3 SITES 4-5 BIOGAS SYSTEM
DUPLIN COUNTY, NORTH CAROLINA
OWNER
IRONSIDE INVESTMENT MANAGEMENT LLC.
288 WATSON RD
ROSE HILL, NC
CIVIL ENGINEER
CAVANAUGH & ASSOCIATES, P.A.
PO BOX 11197
WINSTON—SALEM, NC 27116
1-877-557-8923
ELECTRICAL ENGINEER
DAVID SIMS & ASSOCIATES, P.C.
108 GILES AVENUE, SUITE 100
WILMINGTON, NORTH CAROLINA 28403
[phone] / [phone] (FAX)
SHEET INDEX

C.2.15.0 — COVER & SHEET INDEX
C.2.15.1 — MAGNOLIA III, DM SECTION 4 SITES 1-4,
SECTION 3 SITES 4-5 OVERALL SITE PLAN
C.2.15.1A MAGNOLIA III, DM SECTION 4 SITES 1-4,
SECTION 3 SITES 4-5 SITE PLAN NORTH
C.2.15.1B — MAGNOLIA III, DM SECTION 4 SITES 1-4,
SECTION 3 SITES 4-5 SITE PLAN SOUTH
C.2.15.2A — HYDRAULIC PROFILE (NORTH)
C.2.15.2B — HYDRAULIC PROFILE (SOUTH)
C.3.1 — INTENTIONALLY LEFT BLANK
C.3.2 — INFLUENT & EFFLUENT PUMP STATION
DETAILS
C.3.3 — MIXING PUMP STATION DETAIL
C.3.4 — DIGESTER DETAILS
C.3.4A — COVERED LAGOON DETAILS
C.3.5 — EROSION CONTROL DETAILS
C.3.6 — MISCELLANEOUS DETAILS 1
C.3.7 — MISCELLANEOUS DETAILS 2
LEGEND
EXISTING PROPOSED
25
26--
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gas
PROPERTY LINE
LIMITS OF DISTURBANCE
SEDIMENT FENCE
MAJOR CONTOURS
MINOR CONTOURS
FORCEM AIN
INFLUENT FORCEM AIN
EFFLUENT FORCEMAIN
TRANSFER FORCEMAIN
PLUG VALVE
SOLENOID VALVE
REDUCER
AIR RELEASE VALVE
CLEANOUT
MANHOLE
GRAVITY MAIN
STORM PIPE
DITCH
OVERHEAD ELECTRICAL
UNDERGROUND ELECTRICAL
UTILITY POLE
TELEPHONE PEDESTAL
UNDERGROUND TELEPHONE
FIBER OPTIC PEDESTAL
FIBER OPTIC
FENCE
TREE LINE
WETLANDS
APPROXIMATED WETLANDS
JACK AND BORE
BORE PIT
EXISTING IRON PIPE
TEMPORARY ROCK CHECK DAM
GAS
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MAGNOLIA III.
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CAVANALJ G H
Stewardship through innovation
DATE: SEPTEMBER 22, 2021 SHEET C.2.15.0
PROJECT NO. BE.19.006

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-EXISTING LAGOON 4-3
\ C EEC I i 7'g 720 2003
4.. ' .c.--,,,••••• 1.-7--'1,„717' TOP OF DIKE 134.00',c,
--, -,,,•„./ 1 _...„„.......__
FREEBOARD 133.00',I-4",-?
'
T•4.,.., . ,,,......
INV- l'I
( ,,...•••,", 1,..473- IPS-2A
, 4 I.-....4--, "" s••\ \ ' ''',.?... • •;\ .
(EXISTING)
.r CONNECT TO BlOuA8.7
• FI,3LINE ALIGNMENT WITH
r-BNGS AS NECESSARY,
(SEE SHEET C.3.20)I-c
V
it .-tt
• IPS-4A.
INV? J„
1
T EXISTING) i"
IPS-3A
PIPE'
(EXISTING),
,,
D-1A •
\1•..
w ▪ •
1'4
- 71, (,ti • N.-
B-5A
EMERGENCY
FLAPE RISER
• (FLARE TO BE
'SUPPLIED, BUT
NOT
INSTALLED,
AND USED FOR
EMERGENCY
SITUATIONS -
ONLY)
.ilif
iii.l, I, ,I
ifr 5 •. - _ _
j I/1 i I 4FI 3
4 I 4 0 D-2A • 10
! •
MPS
(EXISTING WET WELL,
/ • -,,
-,,-,
5 4 1 --,„ . ,), , I..--
4,,.if F s•-' ft.„e —,.., ; L,' ,..,,Is2-. 4r
,, ,,.$4,-- 'O... /
I i• 4 . ... , \ ..., ........ '''
....:::6,7: ..‘ \\A PROPOSED PUMPS)
l j
• ,A4-C4,,, fr;a
- I.' 4;' ---'r ' , .i:,,,,- •,;,_, % i. '1 5 ,) 11\ .‘ .-j ---- ---
, Ai
- I ,.
i (
D-1,N1vA . 1,1 a, .... _.......,...„
•
'-
\.'" k2 ‘‘.f d ‘11‘\'\,,,,\ --'-'---3'...,-771E I/ 11', :
✓ J., .",t- ...., ^ ' I' f /-
, 't• '
.s '. •
t
EXISTING
EXISTING LAGOON '4-4'
TO BE CONVERTED TO
ANAEROBIC DIGESTER
TOP OF DIKE 135.00'
EXISTING FREEBOARD 134.00'4,4.
NEW FREEBOARD 133.00 '
--,`.L. „
i.-'.444*' (1 ."" \ ' Vi'l , .,
, ,.. .4. _ .-.1. . -. -3/4. /
35••••c7:T . '"\I' ' ''' ' *4- '-' . .,
--TT\
x? • .1 _ •
-
- I f
I
- _i 1111\... ,,,•• PIPE j.,c' 15 ..(, ..4;„...rt.,7. : ( ' -5t.....::".7
. • .6,,,, 1,4. , V/.:;.P.,,,,1":4,A,,,,T7J:"..,-10,5'0'.;:trice ,"_ ..,, ...1,-;, . '
r6-, : 4.1", : I t m . - .::: — • r: a
N )f ?..7.,
,..,,,i 1,..K .,r-ts-r'L-4-..-c"
.E.er•-e-,- : -_.€,' -
2 TE 137.00' l' J. I ?
2,1!:, r\,. I. : , i.?5:EXISTIN0-1,ANFL.kbU.EINI,..T1. 7,...,,::... V.t0,,,,1547.-7.4..; ‘,....„4,0:•,...."
-,--- 'i. .-..1:0ip.? '?'::1.-"'"'-q.:1;47`;'A.::-'1:"::.-
:UeoMP_ST,..ATION,,,,,,..T _
--.-.?4,-,`I - ' ),._,T;44-•'145-4't .0 ;;4
, 5', a :•ti .., ,,\,..-7'',-
4.-.4,4 ..,-,-,•••
,..4
- --- .": ..,,::----,'T77, ;.,.-.•,-,,,,,,; -j;4741,3' .„1." 47, .,'. • ,,,C,3,1-,,,,,,-..,!,-,,,140;;•;-r.,,. -,5,-04:41 •1,4?"i . 5%--I::7FT4,.- -• 7,
,....,, •
C4., V
7) BIOGAS PPE .ft.,<.F., --vr, ,.i, ..i,:,,,,,,r. ".•••.7.te;..t5:::,, --1,..,.., z , -,_
.4.A.
SHEET C.3.19) Igr: I"r•I
• .41'''
,0 • ows-rp k;'\
LIETAIL -- ---
se L,'t. Ma .
— • =" ^ ,
,69•77' O'F';4; HOPE- •an:tr,k:44-14-1 yl.., itilS.,,,, ‘4,' '"5•11,.., '4,e.''.4..k...4,j),..lp 0 .e..-, ,.....N1,. 111
___„. (DR 1
AA-743,k;.2",.-.11•--.CONNErT'TrBIOGAt.4 'Ci,,,rj-j1 2;41 l'ry,t--. ' '.., „571,.. ,... .4...e.;;;...• • . •
‹......-, ,...,,,- 1,;.p.,.....:,;;,.:.
PIPEUNE ALIGNMENT WITH ,F;,-. ....-;1).-
1 - --,,,,1 FTTI1NGS AS NECESSARY I 441:1,.....itr,,
ID-9A r I /
to •
,L
r - • .
,-
7
1 C.' ----?,----..L„
A --1, ------- ''.1t.,!._ f - /1- ,-,
2131rt..1, 't-t NOW OR FORMERLYrLlj ji
, . ......,•...,,... %, vIRONSIDE INVESTMENT 'i.
5....,-,.. Si, . . T LLC
I., .*„. "1,DUPLIN CO. PIN• 'F.Iki."4004.'"''
"2'" 246100055103 - i
....Yr, ,
DEED: 1706 474 2012 l.
.3
IPS-1D1-P-
(EXISTING WET WELL,
PROPOSED PUMPS)
4 I•r46*'. T 41-14`4/ '...NOW 09FORMERLY
F
‘tf-'? '
6 0,.:`
SURRATf PROPERTIES, LLC C/0 GINGER S. SHIELDS
DUPLIN CO. PIN: 246100470032
DEED: 1805 619 2016
ttA5,,:r.
SCALE OF MAP MAY VARY
DUE TO M"HODS OF REPRODUCTION
• 2;7' 1,57
5
1
0
L3
Stewardship through innovation
ON —FARM BIOGAS
SAMPSON COUNTY, NORTH CAROUNA
SHEET NUMBER
cAl
re
a_
2
C.2.15.1
co
0
09
O
0

Table 1: Identification List
Section IDeudpfion
Quantity IOTA IAddltlooal Info
Gravity Waste Collection (GWC)
GWC-1-PIPE
12° HOPE (DR 17) Gravity Collection Line
LF.
GWC-2-00
Cleanout
.1 exh
Influent Pump Station
& Forcemain I IPS[
IPS-1A-PS
Influent Pump Station A
-
-
Tulle 2A/C2.15.1 and Detail 1/C.3.2
IPS-2A-INV
Digester Bypass Inlet
_
-
Em.tog
IPS-3A-PIPE
Digester Bypass Pipe A
0LF
Exnpns
IPS-0A-INV
IPS-1B-PS
Digester Bypass Outlet
Influent Pump Station 8 ~
-
- a
Exrting __________
Table 2A/C215.1 and Detail 1/C.3.2
IPS-2B-INV
Digester Bypass Inlet
-
-
Lotting
IPS-3B-PIPE
Digester Bypass Pipe B
_ 0LF.
Fans Ina
IPS-48-INV
IPS-DC-PS
Digester Bypass Outlet B
Influent Pump Station C
-
•
-
Existins
Table 26/C.2.15.1 and Detail 1/C.3.2
IPS-2C-INV
Digester Bypass Inlet C
-
-
ER1 ..gi
IPS-3C-PIPE
Digester Bypass Pipe
0LF.
Existing
IP5-4C-INV w
IPS-10-PS
Digester Bypass Outlet
Influent Pump Station D
- I-
-
-
Fxlstina_____�
Table 2C/C.2.15.1and Detail 1/C3.2
IPS-2D-INV
Digester BY pass InletD
-
-
Lrisbng
IPS-30-PIPE
Digester Bypass Pipe D
al'_F
&fisling
IPS-4D-INV
IPS-5A-FM
Digester Bypass Outlet D
8" HDPE (DR 17) Forcemain
•
2.276rL.f
Gusting
IPS-513-FM
8" HDPE (DR 17; Forcemain
2,041
LF.
IPS-SC-FM
6'HOPE (DR 17) Forcemain
1.5118-F.
IPS-SD-FM
IPS-6A-INV
10" HDPE (DR 17) Forcemain
V' HDPE [DR 17) Forcemain Inv. Out }-
4.422
LF.
Inv.13L0D
-
IPS-GB-INV
Ff' HOPE (OR 17) Forcemain Inv. Out
-
Im• 11100
IPS-EC-INV
8" HOPE (DR 17) Forcemain Inv. Out
-
-
Inv 1300E
IPS-60-INV
8" HDPE (DR 17) Forcemain Inv. Out
in 13800
IPS-7-BORE
8" HOPE (DR 11; Forcemain
L93
LF.
Oigester(0)
D-1A-DIGESTER
Proposed Digester
-
Tanta 4AIC.215.1 and Sheet C.3.4
D-2A-MPS
0-3A-PIPE
Mixing Pumo Station
-
Table 34/0ltll and SlteetC33
12" HDPE (DR 17)
✓R
LF.
.D-4A-SUMP
HDPE Sump Box Mixing System Inlet
Nof used
D-SA-FM
12" HOPE (OR 17) Forcemain
Na
LF.
D-6A-PRA
Pumo Repair Area
D-7A-OAF
HDPE Baffle(Underflow)
Not road
D-BA-BAF
D-9A-INV
HDPE Baffle (Overflow)
Digester Bypass Inlet A
- Sheet C.3.4
- I- Existing
0-1DA-PIPE
Dgester 8yp423j'j A
0 LF. Existint{ Pi de
D-11A-INV
D-18-DIGESTER
Digester Bypass Outlet A
Proposed Digester
- -
-
Eistin��___Y�___�_
Table48/C.2.15.1 and Sheet C.3.4
0-213-MPS
Mixing Pump Station
-
Table 313/C.2.15.1 and SheetC3.3
D-38-PIPE
12" HDPE (DR 17)
L F.
0.48-SUMP
HDPE Sump Box Mixing Sy tent Inlet
biota pddii
D-5B-FM
12"HDPE(OR 17) Forcemain
�p
LF
D-6B-PRA
Pump Repair Area
-
D-7B-BAF
HOPE Baffle(Undedlow)
E
Sheet C3.4
D-8B-BAF
D-9&INV
HDPE BafflejOverflo j
Digester Bypass Inlet B
1-
Sheet C.3.4
Existng
D-10B-PIPE
Digester Bypass PI pe B
0
LF.
txllna°rr•
D-11B-INV
Digester 4y pass DutletB
-
-
&sang
Effluent (E)
E•1A-INV
Digester Inv Out
-
Inc. 133.00'
E-2A-PIPE
12" HDPE (DR 171 Digester Outlet Pipe
20
1. F.
E-3A-PS
Effluent Pump Station
-
Table 5A/C2.15.1 and Detail 2/C.3.2
E-4A-FM
6" HDPE [DR 17) Forcemain
L.F.
E-5A-INV
E-1B-INV
Lagoon Invert From Dgester J
Digester Inv. Out
-
Inv. 133.00
Inv.140.00
E-2B-PIPE
12" HDPE (DR 171 Digester Outlet Pipe
_
L.F.
_
E-3B-PS
Effluent Pump Station
-
Table 5B/C.215.1and Detail 2/C.3.2
E-4&FM
6" HDPE( DR 17) Forcemain
L4SL._F.
E-5&INV
Lagoon Invert From Digester
-
ks4. 1.420Q
Transfer Pump (TP
TP-IA-PUMP
Transfer Pump
-
Table 6A/C 2.15.1 and Sheet C.3.7
TP-2A-FM
6' HOPE( DR 17) Forcemain
_
LF
_
TP-3A-INV
TP-1B-PUMP
6" HDPE (DR 17) Forcemain Inc. Out
Transfer Pump
-
-
Inv. 116.00
Table 6B/C.2.15.1 and Sheet C.3.7
TP-2B-FM
6" HDPE.(DR 171 Forcemain
0.0etr
LF.
TP-3B-INV
6" HOPE (DR 17) Forcemain Inv. Out
-
(Mum --
Table 2A: Influent Pump Station A (Detail 1/C3.2)
Finished Grade:
135,03
ft
Rim:
136.00
ft
Invert In:
Existing.
ft
Avosoilser. Faesong •
ft
uss Inv. Out of Wall (Existing Existing
120 Cil
Depth of Wet Well: io.t1�
Bottom of W et W ell:
ft
ft
ft
Design Flow:
71b
Selected Pump Rate:
Total Dynamic Head (TDH):
445leach pump)
Pump Horsepower. ;10hp
gpm
gpm
�ft
Pump Speed (RPM):
1,760 RPM
Electrical Supply:
240V
Electrical Frequency:
60 hz
Phase:
to
Impeller Diameter: 8 in.
MotorType: HEE
Selected Pump:
Pt_mtModel:
Shaft length:
6 EA
4° High ptt zsure
10it.
Farm Information
Table I& Intl
nt Pump Station B (Detail 1/C.3.2)
Fialshed Grade:
11003
ft
119.00
Length:
604
ft
ft
Width
36t
Top of Dike Flew
136ft
Freeboard Hein
133
ft
Bottom Elev.
121
ft
Total Volume:
74,752
CY
Volume at Freeboard:
61,149
CY
S.A. 9l Inside Top of Dike:
1*5141ftz
Slope:
01
Total Cut
0
06
Total Fill
0
01
CY
Net Surplus
IPS-1B
(EXISTING WET WELL,
PROPOSED PUMPS)
!�'..'y\
Table4A: Digester Data Table (lagoon '4-4') 1 i
� t
25% compaction factor used for fill i
' rf,
71,
4
Table 3A: Mixing Pump Station A(Deteil 1/C.33)
Finished Grade: 135.00
Rim: OS -SO
Invertln (Gravity Mixing Pipe): USA)
Invert In (From Barns., Esistin 1e: Existing
Bypass Riser. Existing
ypass Inv. Out of Wall (Existing);Exlsdng
Bottom of Wet Well: 123.50
Depth of Wet Well: 12.00
Design How: 1,69D
Selected Pump Rate: 1,600 (1 pump I
Total Dynamic Head (TOH): 16
Pump Horsepower.
2x7.5 hp
Pump Speed [RPM):
1,760 RPM
Electrical Supply:
240 V
Electrical Frequency:
60 hz
Phase:
10
Impeller Diameter.
10 i n.
Motor Type:
TEFC
Selected Pump:
GEA
Pump Model:
B" Flush
Shaft length:
l2 ft.
,Table 5A-. Effluent Pump Station A
Finished Grade:
ft
ft
ft
ft
ft
ft
ft
gpm
gpm
ft
135.00 ft
\ /�,1 • .' ,,CONNECT TO EXISTING 6" ''*•-� NOW OR FORMERLY
S •p+ •: FORCEMAIN WITH 6" HDPE -LvV SANDLIN, CARL WAYNE
WYE AND 45' BEND (USE 2 WIFE SANDLIN, JENNIFER BYRD
ut TRANSITION FITTINGS AS .1 `1 DUPLI E CDO. PIN09�6361z010126235vr
IS- NECESSARY TO CONNECT •Tw - yps; s -d"h
, TO EXISTING PIPE) -
PROPOSED APPROX. 193 LF OF B" HDPE (DR
i. 11) FORCEMAIN DIRECTIONAL BORE UNDER
•• �C^'�,rj
4ESTREAM/WETLANDS o14+*�'
��ma`:(APPROX. WETLAND LINE SHOWN. TO BE FIELD �?{+'i/ey.",�}�• t5"Z: �L•js
. �y,yVERIFIED PRIOR TO CONSTRUCTION, TYP.)yv �;M"'�/""y?,-..::af�a
e,,-! -',.a 9i 'i)'r' Y't••af .#'' '•fir v6./ a•
$s +sg CONNECT PROPOSED'
TRANSFER FORCEMAIN
TO EXISTING 6"
FORCEMAINt
„MzK`r1 -PROPOSED
HDPE PLU�
VALVEN---
F
"ram. + 4 • �'�TP-2A
r " 5 -
`;EXISTING LAGOON '4-3'
r. U_• TOP OF DIKE 134.00'..
FREEBOARD 133.00'r'
TP-1A
PUMPv�
IPS-2A
r "`` �• •, taZ INV
(EXISTING),
\1st,
Rim:
13550
ft
Invert In:
Bottom of Wet Well:
133AOift
127.50 ft
Depth of Wet Well: 'BUD
ft
Design Flow:
Selected Pump Rate:
Total Dynamic Head (TDH):
Pump Horsepower.
Pump Speed (RPM):
410(1pum,
gpm
ft m
10 hp
1.760 RPM
Electrical Supply:
240V
Electrical Frequency:
Phase:
ft ImpellerDiameter:
Moen In:
Existing
BXpxu Riser:
Bypass Inv. Out of Wail (Esisdng)
Existing
.ifitting
ft Motor Type:
ft
ft
Bottom of Wet Well:
11H 00
ft
Depth o1 Wet Well:
100a
ft
Degn N or:
Selected Pump Rate:
Total Dynamic )lead ITOH):
3O1
550(1 rum)
S9
gpm
gpm
ft
Pump Horsepower.
Pump Speed (RPM):
&Isn at Supply:
Electrical Frequentl,
10hp
1,760 RPM
240 V
60hz
le
Irrl�eiler [ammeter:
Motor Type:
TEFC
Selected Pump:
GEA
Pump Model:
Shaft Length:
4'High preia con
Farm Name:
Permit Number.
1ltagnolia III, DM Section 4 Sites 1-4, Section 04il1 4-S
AWLt1W15
Permitted Capacity:
.47,520
60 hz
1a
e in.
TEFC
Selected Pump:
Pump odel:
Shaft tamp:
GEA
"ldpg
Off -
Table 6A: Transfer Pump A (Detail 6/C.3.n
Design Flow:
Selected Pump Rate:
Total Dynamic Head (TDH):
35
gym
gpm
ft
Pump Horsepower.
PumpSpeed (RPM):
Electrical Supply:
10hp
1,760 RPM
240V
Electrical Frequency:
60hz
Phase: 10
Impeller Diameter: 9.5 in.
Motor Type: TEFC
Selected Pump: GEA
Pump Model: Ir Pontoon HP
fly
' s sy"
L
v �ETAI
GWC
PIPE j,.o- r (" -
EXISTINGINFLUENT Au_ •.
PUMP STATION S
OARD ) 33 00"
SY1
y[ Fr A _ 1. {�a``•,r£ %, i..fir IL`-Kr,
•� �yf9�(�Kf-mod.. \ J
•
H x
/� ors 4 _ - 7 - i
r ��Yi, Ent , S .: f., t f y . •s'
It/•:/ - „Zhu, T�Jlle a`�`sf ��
IPS-1ATC'
(EXISTING WET WELLi•
PROPOSED PUMPS) , -T ..-. +.
i,f > 1m
,jr yf. ' tie i 4
'-'1:-....."'
-' y"
,iE • �r • ISTIN� lac. 11
PY�.r VAS
EXISTING LAGOON '4-4
TO BE CONVERTED TO •;
ANAEROBIC DIGESTER•.
TOP OF DIKE 135.00'
EXISTING FREEBOARD 134.00'7'
NEW FREEB
F
D A)• PR
PRA
D-2A
MPS
(EXISTING WET WELL.
PROPOSED PUMPS)
c
A
B-SA
EMERGENCY
FLARE RISER
(FLARE TO BE
SUPPLIED,NOT BUT
INSTALLED,
AND USED FOR D iE
EMERGENCY I•
SITUATIONS
SCALE: i" = 300'
300' 0 300'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
SHEET NUMBER
C.2.15.1A
ac7g i3

O
In

. . -,..... i :
..... .., ., - , SKID :1B-5B
.
---- r F.rdERT;E•l•-..7 FL AP F F•F,.E F, .• F. ••••=• Ti-,, BE SUPPUED, BUT NOT
,,,......
irqs 4., , ,,, .0.11` ..:',11 I.C.F thIERL-:-..N..:Y SITUATIONS ONLY)
..
. .. • vol. „,..---....jr4.7
-
,Table 38: Mixing Pump Station B
Finished Grade:
Invert In /Gravity Mixing Pipe):
Innolt In (From Bams, Brisling):
ass Risen
ss Inv. Out of Wall 88)58
Bottom of Wet Well:
De Oh of Wet Well:
Design Flow:
Selected Pum Rata:
Total Dynamic Head (TDH):
Puma HorsePywer
Pump Speed (RPM):
Electrical Supply:
Electrical Fre uen
i
Cp.,.
.,125MEMI;V.) I
Invert In:
Bottom of Wet Well:
Desalt of Wet Well:tlentxioulSu .1
Design Flow:
Selected Pump Rate:
Total Dynamic Head (111H):
Pump Horse wen
Pump 5 ed RPM:
Electrical Frequency:
Phase:
Impeller Diameter:
Motor T -
Table 1: Identification List
Section 'Description illuantity 'Obit 'Additional Info
Gravity Waste Collection IGWC(
GWC-1-PIPE 12" HDPE (DR 17) Gravity Collection line 0 LF.
GWC-2-CO
Cleanout
Influent PumaStation & Forcemain IIPS)
IPS-IA-PS
Influent Pump Station A
I PS-2A-INV Digespass Inlet A
IPS-3A-PIPE Digester E,yoass Pipe A
IPS-4A-INV Digester Bypass Outlet A
IP5-10-PS Influent Pump Station 13
IPS-2B-INV
IPS-38-PI PE
IPS-OD-INV
IPS-1C-PS
IPS-2C-INV
IPS-3C-PIPE
IPS-4C-INV
IPS-1D-PS
IP5-2D-INV
Digester Bypass Inlet B
Digester Bypass Pipe B
Digester Grass Outlet 8
Influent Pump Station C
Digester Bypass Inlet C
Digester Bypass Pine C
Digester Byes, Outlet C
Influent Pump Station D
DigesterBoassInleD
IPS-3D-PIPE Digester Bypass Pipe D
IPS-40-INV Digester DyEass Outlet D
IPS-SA-FM HDPE (DR 17) Force main
IPS-513-FM HDPE_3R171Forcentain
IPS-5C-FM 8" HOPE CDR 17) Force main
10" HDPE (DR 17) Forcemain
IPS-SD-FM
IP3-6A-INV 8" HDPE (DR 171 Force main Inv. Out
IPS-6B-INV 18" HOPE (DR 17) Forcemain Inv. Out
IPS-6C-INV 8" HDPE (DR 17) Forcemain In, Out
IPS-6D-INV 8" HDPE IOR 171 Forcemain Inv. Out
IPS-7-00RE '8" HDPE (ORD.) Forcemain
Table 413: Di ester Data Tab e (Lagoon '3-5
Length:
4E14 ft
Width
IS* ft
Topof illc
1474 t
Freeboard Bev:
149ft
Bottom Elmo
132 ft
Total Volume:
73.373 CY
Volume at Freeboard:
57.035 CY
S.A. 0 Inside Top of Dike:
219,736 ft'
Slope:
3:1
Total Cut
0 CY
Total Fill
0 CY
Net Surplus
0 CY
25% cornpadion factor used for fill
- Table 2A/C2.15.1and Detail I/C3.2
Existing
Existing
- Table 2A/C2.15.1and Detail I/C.3.2
Existing
L F. Existing
Table 2B/C 2.15 land Detail 1/C-3.2
- Existieg__
- Table 2C/C.2.15.1 and Detairl/C.3.2
Inv. 131.0D
Inv. 131.03
Inv.138.00
Inv. 138.00'
Table 613: Transfer Pump B (Detai 6/C3.7)
Design Flow:
Selected Pump Rate:
Total Dynamic Head (TDH):
Pump Horsepower: l�hp
,gumP screed (RPM):
lElertrioal Supply:
Electrical Frequency:
Impeller Diameter:
Motor Type.
?.!°Fi9d ?.9P,
Pump Model:
1,760 RPM
3" Pontoon HP
EXISTING LAGOON
TO BE CONVERTED TO
• ANAEROBIC DIGESTER
5, 1TOP OF DIKE 1 42.00'
gpm
gpm
ft
Diester (0)
0-IA-DIGESTER
D-2A-MPS
0-SA-PIPE
Proposed Digester
Maine Pump Stakon
12" HDPEII1R17L
O -4A-SUMP HDPESump Box Mixing System Inlet
D-SA-FM
0-7A-BAF
12" HDPE (DR 171 Forcemain
Pump Repair Area
HDPE Baffle iUnderflowl
HDPE Baffle jOverflot)
Digester &pass Iniet A
0-10A-PIPE Digester Etveass Pine A
O -11A-INV
Digester Bypass Oudet A
O -15-DIGESTER Proposed Digester
0-2B-MPS
D-3B-PIPE
D-48-SUMP
D-5B-FM
D-68-PRA
0-73-BAF
D-813-BAF
D-9B-INV
D 10B-PIPE
0 11B-INV
Effluent (EI
E IA INV
E-2A-PIPE
E-3A-PS
E-18-)NV
E-213-PIPE
E-3B-PS
E-4B.EM
E-5B-INV
TP-1A-PUMP
Mxing Pump Station
12" HDPE [DR 17]
HDPE Sump Box Mixing Svrtem Inlet
12" HOPE ( DR 171 Forcemain
Pump Repair Area
HDPE Baffle lUnderflowl
HOPE Bafflepverflow)
Digester Bypass Inlet B
'Digester Bynass Pipe B
Digester Bypass Outlet B
Digester Inv. Out
:12" HDPE (DR 17) Digester Outlet Pipe
Effluent Pump Station
6" HDPE (OR 171 Forcemain
Lagoon Invert From Digester
Digester Inv. Out
12" HDPE (OR 17) Digester Outlet Pipe
Effluent Pump Station
6" HDPE MR 171 Fan:amain
Lagoon Invert From Digester
Transfer
6" HDPE [DR 171 Forcemain
TP-3A-INV . 6" HDPEIOR Forcemain Inv. Out
TP-1B-PUMP Transfer Pump
TP-2B-FM
TP-3B-INV
Faun Information
Farm Name:
Permit Number:
6" HOPE (DR 17)Forcernain
6" HOPE IDR171Forcemain Inv. Out
Permitted Capacity:
Table 4A/C2.15.1 and Sheet C3.4
Table 3A/C2.15.1 and Sheet C3.3
Not used
SiEf L F
- [Eheet C.3.4
Magnolia III, DMSection 4 Sites 1-4, Section 3 Sites 4-5
Awi3 it01.
Existing Pion
Table 48/C.2.15.1 and Sheet C3.4
Table 38/C.2.15.1 and Sheet 0.3.3
Sheet C.3.4
Sheet C3.4
Existing
Inv. 133.00
Table 5A/C.2.111 and Detail 2/C.3.2
inv.133.0Cr
Inv.140.00
Table 58/C.2.15.1 and Detail 2/C.3.2
MY. 11100
Table fdo'L7.15 1 • 1
Inv.116.047
Table 6B/C.215.1 and Sheet C3.7
IPS-10
(EXISTING WET WELL,
PROPOSED PUMPS'
.. ,. "ABEROTH, LINDA J Sc HUS BEROTH, THOMAS J.
,..., .o p DUPLIN CO. PIN: 246100129902 L...:31..,
DEED: 1403 521 2003 '
' - '.-1444'7c ."
',J.- .35.-
- r.e7,1-,-.k -5,,,-; .,..
Table 2C: Influent Pump Station C [Detail 1./C.321
Finished Grade: 3441
Rim:
Invert In:
Bypass Risen Existini
Bypass Inv. Out of Wall (Existing) 00)8)80
Bottom of Wet Well:1951
Depth of Wet Well: 101
Design Flow:
Selected Pump Rate:
Total DynamicHead (3DB):
Pump Horsepower:
Pump Speed (RPM):
Electrical SuPPIY:
Electrical Frequency:
Impeller Diameter:
Selected Pump:
Pump Model:
Shaft Length:
81.0 (I pump)
1,760 RPM
1.4141IPIPi6111P
Table 2D: Influent Pump Station D (Detail 1)C.3.2) 1
Finished Grade:
Rim:
Bypass Risen
Bypass Inc. Out of Wall (Existing)
Bottom of Wet Wall:
Depth of 1Net Well:
Design Flow:
Selected Pump Rate:
Total Dynamic Head (TDH):
PUTT, HarsePower
Pump Speed (RPM):
Electrical Supply:
Electrical Frequency:
Impeller Diameter:
Motor Type:
Selected Pump:
Pump Model:
Shaft Length:
EXISTING LAGOON '4-2' 3.
TOP OF DIKE 136.00'
FREEBOARD 135.00'
nnn
J`. •
-i"
. .
oS— 4Di - "
NV f: • r, • • .;,„
Existing
10.001ft
138 gpm
510 (each pump) gpm
59 ft
1,760 RPM
4' High Pressure
SHEET NUMBER
C.2.15 1B
SCALE: l'' = 300'
• !,tJ 300' 0
SCALE OF MAP MA e :

145 145
140
135
130
125
120
115
110
8' MIXING PUMP
4" EFFLUENT PUMP INSTALL
4" INFLUENT PUMP 'A'
(SEE DETAIL 1/C.32)
1
FFE: 137.0'
FFE: 137.0'
FFE: 137.0'
FFE: 137.0
FFE: 137.0'
FFE: 137.0
(SEE DETAIL 1/G3.3)�-
+
FFE: 137.0'
FFE: 137.0'
(SEE DETAIL 2/C 3.2) VACUUM
BREAKER
FEE: 137.0'
��
FFE: 137.0'
FFE: 137.0'
'- 'i E�T
TOO: 135.00'
I
I
II
HDPE COVER (TM)
RIM: 136.00' .It
RIM: 135.50'
RIM: 135.50'
FG: 135.00'
FG: 135.00'
OUTLET
TOD: 134.00'
k15TiNG-, t )
rr
1 _ ''' l _ �DEFt
((
E-XIST1A/G \^ `\`�-1
'. 1!�I NEPO��
l
—
L
NORTH
SOUTH
WORTH
SOUTH
INV: 131.00' %
(IPS-6A/B) WET WELL --
ff
TRANSFER PUMP
_
(SEE SHEET C.3.7)
EMERGENCY BYPASS FROM
WET WELL —
L EMERGENCY BYPASS TO
'4-3'
WET WELL -
EMERGENCY BYPASS TO
'4-4'
INFLUENT PUMP STATION A
(IPS-4A) (EXISTING) 1
EXISTING LAGOON
(IPS-2A) (EXISTING)
EXISTING LAGOON
(D-9A) (EXISTING)
COVERED LAGOON
('4 4')
BOTTOM. 127.50 EXISTING LAGOON
-
BOTTOM: 126.00'
-
12' PUMP RETURN
INV: 126.00'
xII
I'
BOTTOM. 123.50
I^
.
BOTTOM: 123.00'
FFE: 121.0
FFE:,........-"
FE: 121.0
(SEE DETA L P�
FFE: 121.0'
FFE: 121.0
FFE: 121.0'
FFE: 121.0'
BOTTOM: 122.00' -
EMERGENCY BYPASS FROM
INFLUENT PUMP STATION 'B'
RIM: 119.00'
(IPS-48) (EXISTING)
FG: 116.00
1
fr7sT7
S
TOD: 117.00'
HC HFq e
_
{ OR
NO"' �
)
F13: 116.00' INN 116 00'
�fR
SdAG
EX75 ll
NORTH
\ SOUTH
WET WELL ter'
}1
'� 'LEXISTING
EMERGENCY BYPASS TO
EXISTING LAGOON '4-1'
LAGOON
4-1
BOTTOM: 109.00
TOD: TOP OF DIKE
—FFE: FINISH FLOOR ELEVATION
FB: FREEBOARD ELEVATION
BOTTOM: 106.10
140
135
130
125
120
115
110
105 105
}IYDRAUI IC PROFIT F
DETAIL
SCALE NOT TO SCALE
SHEET NUMBER
C.2.15 2A

150
145
140
135
130
SEE DETAIL 2/C.2.15.28
FFE: 148.0'IFFE: 148.0'IFFE: 148.0'
4" INFLUENT PUMP
(SEE DETAIL 1/C.3.2)
FFE: 147.0' I FFE: 147.0'
RIM: 145.00'
FG: 144.00'
/NG
4' INFLUENT PUMP
(SEE DETAIL 1/C.3.2)
WEST
�
E
,I ) �GZ
FFE: 139.0' 1 FFE: 139.0' 1 FFE: 139.0'
RIM: 138.0
FG: 137.00'
FFE: 139.0'I FFE: 139.0' FFE: 139.0'
WET WELL —�-.
£XTSnNc
HEADeR
_ HEPptrR
1� ..D5j1NG
EAST
EMERGENCY BYPASS TO
EXISTING LAGOON '3-4'
(IPS-2C) (EXISTING)
BOTTOM: 135 00'
NORM
NORTH
AELTI
SCALE: NO
WET WELL —�
P
EXISTING LAG001
(IPS-2D) (EXISTING)
BOTTOM: 128.00'
150
145
140
135
130
125 - — 125
150 -
145
140
135
130
SEE DETAIL 1 /C.2.15.2B
FFE: 146.0' FFE: 146.0'IFFE: 146.0'
FFE: 146.0' 1 FFE: 146.0' 1 FFE: 146.0'
8" MIXING 4W1P
(SEE DETAIL 1. 6.3.3)—
TOD: 142.00'
RIM: lag 50'
FG: 142.00
NORTH
SOUTH
EMERGENCY BYPASS TO
EXISTING LAGOON '3-5'
(D-9B) (EXISTING)
HDPE COVER (TYP)
4" EFFLUENT PUMP
(SEE DETAIL /C 32)
ILL
VACUUMNSTATht
BREAKER L
FB: 140.00'
INV: 138.00'
(IPS-6c/0)
OUTLET
INV: 140.00'
(E-1B)
WET WELL
RIM:142.50'
WET WELL —..-
12" PUMP RETURN
INV: 136.00'
COVERED LAGOON
('4-4')
BOTTOM. 130 50'
BOTTOM: 134.50'
INV: 142.00' FB: 14200'
(E 6B)
EMERGENCY BYPASS FROM
INFLUENT PUMP STATION 'C'
(IPS-4C) (EXISTING)
EMERGENCY BYPASS FROM
INFLUENT PUMP STATION 'D'
(IPS-4D) (EXISTING)
TOD: 136.00'
BOTTOM: 133.00'
INV: 135.00' FB' 135.00
BOTTOM: 132.00'
HYDRAULIC PROFILE
DETAIL
SCALE: NOT TO SCALE
EXISTING LAGOON
BOTTOM: 127.00'
150
145
140
135
130
125 — — - 125
i
1
a
d
SHEET NUMBER
C.2.15 2B
0
N
K
63
4i
m
O
2
a

-