NC0021717_Application (ATC)_20231206

F)I
Authorization
Application
Construct

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FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
Contents
Contents
— IF ATC Application Form ATC-10-23
3 '_ Copy of Cover Letter Requesting ATC
- Complete Copy of the Speculative NPDES Permit
3 L
Finding of No Significant Impact (FONSI)
Decision
H Construction Sequence Plan
3 'T Engineering Calculations
K Residuals Management Plan

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
Contents
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Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
A. ATC Application Form ATC-10-23
A. ATC Application Form
ATC-10-23

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
A. ATC Application Form ATC-10-23
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State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete. Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T .0105(b).
B. A check or money order must be submitted in the amount of $1000.00 dated within 90 days of application submittal and made payable
to North Carolina Department of Environmental Quality (NCDEQ).
C. Plans and specifications must be prepared in accordance with 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute
133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater
Treatment Facilities.
D. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
E. Any content changes made to this Form ATC 10-23 shall result in the application package being returned.
F. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the Engineering
Plans.
G. Check the boxes below to indicate that the information is provided and the requirements are met.
H. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application package
and must be numbered to correspond to the item referenced.
L For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be issued
prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS, etc. unless the project qualifies for a
Determination of Minor Construction Activity.
J. For more information, visit the Division of Water Resources web site at: http://portal.ncdenr.ora/web/wq/swM/ps/npdes.
K. In addition to this Authorization to Construct, the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources (for example: reclaimed water facilities permits; Class A or B biosolids residuals permit).
SECTION 2: APPLICANT INFORMATION AND PROJECT DESCRIPTION
A APPLICANT
Applicant's name
Town of Wilkesboro
Signature authority's name per 15A NCAC 02T .0106 b
Kenneth Noland
Signature authority's title
Town Manager
Complete mailing address
P.O. Box 1056 203 West Main Street Wilkesboro NC 28697
Telephone number
[phone]
Email address
[e-mail]
B PROFESSIONAL ENGINEER
Professional Engineer's name
C. Wes Bramlett
Professional Engineer's title
Project Manager
North Carolina Professional Engineer's License No.
037639
Firm name
HDR
Firm License number
F0116
Complete mailing address
100 N Main Street Suite 1500, Winston-Salem, NC 27101
Telephone number
336-955-8258
Email address
Wes.Bramlett hdrinc.com
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 1

DWR
Division of Water Resources
C NPDES PERMIT
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
NPDES Permit number
NCO021717
Current Permitted flow (MGD) — include
permit flow phases if applicable
4.9
D PROJECT DESCRIPTION
Provide a brief description of the project: The project will generally include upgrades to the existing influent pump station and headworks;
conversion of the existing aeration basin to an equalization basin; conversion of existing Clarifier No. 4 to an influent buffer tank to a new
Aerobic Granular Sludge (AGS) process; installation of a new AGS influent pump station; installation of three (3) AGS sequencing batch
reactors, a new UV disinfection system, and effluent flow measuring facilities; installation of a new digested sludge pump station; improvements
to the existingsludge ludge dewatering facilities; a new operators building; and various yard piping and system improvements. These proposed
improvements will allow for a new permitted flow of 8 MGD
SECTION 3: APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS
A Cover Letter
® The letter must include a request for the Authorization to Construct; the facility NPDES Number; a brief project description
that indicates whether the project is a new facility, facility modification, treatment process modification, or facility expansion;
the construction timeline; and a list of all items and attachments included in the application package.
❑ If any of the requirements of 15 NCAC 02H. 0100, 15A NCAC 021, North Carolina General Statute 133-31 North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities are not met by the proposed design, the letter must include an itemized list of the requirements that are not met.
B Application Fee (All New and Modification Application Packages):
® Submit a check or money order in the amount of $1,000.00, dated no more than 90 days prior to application submittal.
➢ Payable to North Carolina Department of Environmental Quality (NCDEQ)
C NPDES Permit
® Submit Part I of the Final NPDES permit for this facility that includes Part A (Effluent Limitations and Monitoring
Requirements) for the monthly average flow limit that corresponds to the work that is requested for this project.
D Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent (SOC), submit the applicable SOC.
® Not Applicable.
E Finding of No Significant Impact or Record of Decision
® Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of
Decision.
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 2

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
❑ Not Applicable.
F Engineering Plans
A Per 15A NCAC 02T .0504(c)(1), submit one set of detailed plans that have been signed, sealed and dated by a North Carolina Licensed
Professional Engineer.
® Per 21 NCAC 56.1103(a)(6), the name, address and License number of the Licensee's firm shall be included on each sheet of the engineering
drawings.
® Plans must be labeled as follows: FINAL DRAWING — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR CONSTRUCTION.
® 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration equipment and
disinfection equipment. Is this requirement met by the design? ® Yes or ❑ No. If no, provide an explanation:
Plans shall include:
® Plans for all applicable disciplines needed for bidding and construction of the proposed project (check as appropriate):
® Civil ❑ Not Applicable
® Process Mechanical ❑ Not Applicable
® Structural ❑ Not Applicable
® Electrical ❑ Not Applicable
® Instrumentation/Controls ❑ Not Applicable
® Architectural ❑ Not Applicable
® Building Mechanical ❑ Not Applicable
® Building Plumbing ❑ Not Applicable
® Plan and profile views and associated details of all modified treatment units including piping, valves, and equipment (pumps, blowers, mixers,
diffusers, etc.)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility? ® Yes or ❑ No. If yes, provide a hydraulic
profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include the top of wall elevations
of each impacted treatment unit and the water surface elevations within each impacted treatment unit for two flow conditions: (1) the NPDES
permitted flow with all trains in service and (2) the peak hourly flow with one treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility? ® Yes or ❑ No.
If yes, provide the process flow diagram or process flow schematic showing all modified flow paths including aeration, recycle/return,
wasting, and chemical feed, with the location of all monitoring and control instruments noted.
G ® Engineering Specifications
® Per 15A NCAC 02T .0504(c)(2), submit one set of specifications that have been signed, sealed and dated by a North Carolina Licensed
Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION.
Specifications shall include:
® Specifications for all applicable disciplines needed for bidding and construction of the proposed project (check as appropriate):
® Civil ❑ Not Applicable Z Building Mechanical ❑ Not Applicable
® Process Mechanical ❑ Not Applicable E Building Plumbing ❑ Not Applicable
® Structural ❑ Not Applicable
® Electrical ❑ Not Applicable
® Instrumentation/Controls ❑ Not Applicable
® Architectural ❑ Not Applicable
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 3

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers, etc.), and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines, and performance testing requirements for equipment.
❑ Bid Form for publicly bid projects.
H Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters
of the State. The Plan must not imply that the Contractor is responsible for operation of treatment facilities.
List the location of the Construction Sequence Plan as in the Engineering Plans or in the Engineering
Specifications or in both: Engineering Specifications _
I Engineering Calculations
® Per 15A NCAC 02T .0504(c)(3), submit one set of engineering calculations that have been signed, sealed
and dated by a North Carolina Licensed Professional Engineer; the seal, signature and date shall be placed
on the cover sheet of the calculations.
For new or expanding facilities and for treatment process modifications that are included in Section 4.C,
the calculations shall include at a minimum:
® Demonstration of how peak hour design flow was determined with a justification of the selected peaking
factor.
® Influent pollutant loading demonstrating how the design influent characteristics in Section 4.B.2 of this form
were determined.
® Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section
4.13.2 of this form were determined.
® Hydraulic loading for each treatment unit.
® Sizing criteria for each treatment unit and associated equipment (blowers, mixers, pumps, etc.)
® Total dynamic head (TDH) calculations and system curve analysis for each pump specified that is included
in Section 4.C.6.
® Buoyancy calculations for all below grade structures.
® Supporting documentation that the specified auxiliary power source is capable of powering all essential
treatment units.
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23)
Page 4

DWR
Division of Water Resources
J Permits
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
® Provide the following information for each permit and/or certification required for this project:
Permit/Certification
Not
Applicable
Date
Submitted
Date
Approved
Permit/
Certification
Number
If Not Issued Provide
Status and Expected
Issuance Date
Dam Safety
X
Soil Erosion and Sediment Control
10/26/23
11/17/23
WILKE-
2024-007
USCOE / Section 404 Permit
X
Water Quality Certification (401)
X
USCOE / Section 10
X
Stormwater Management Plan
X
CAMA
X
NCDOT Encroachment Agreement
X
Railroad Encroachment Agreement
X
Other: Floodplain Development
Permit; Town of Wilkesboro
11/14/23
Review in Progress
K Residuals Management Plan
® For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge processes, provide a
Residuals Management Plan meeting the requirements of 15A NCAC 02T .0504(i) and .0508; the Plan must include:
® A detailed explanation as to how the generated residuals (including trash, sediment and grit) will be collected, handled, processed, stored,
treated, and disposed.
® An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals production rate
and ability to remove residuals.
® A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a residuals/utilization program
application.
® If oil, grease, grit or screenings removal and collection is a designated unit process, a detailed explanation as to how the oil/grease will
be collected, handled, processed, stored and disposed.
❑ Not Applicable.
SECTION 4: PROJECT INFORMATION
A WASTEWATER TREATMENT PLANT FLOW INFORMATION — COMPLETE FOR NEW OR
EXPANDING FACILITIES
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 5

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
1. Provide the following flow information:
Plant Flows
Existing Plant Design
4.9 MGD
Current NPDES Permit Limit
4.9 MGD
Current Annual Average
(past 12 months)
3.97 MGD
For Past 12 Months:
Start Date: 04/2022
End Date: 04/2023
For Past 24 Months:
Start Date: 04/2021
End Date: 04/2023
Maximum Month
4.49 MGD
4.49 MGD
Maximum Day
6.51 MGD
6.83 MGD
Peak Hour
8.98 MGD
10 MGD
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 6

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
B WASTEWATER TREATMENT FACILITY DESIGN INFORMATION — COMPLETE FOR NEW
OR EXPANDING FACILITIES AND FOR TREATMENT PROCESS MODIFICATIONS
1. Have all of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina General
Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment Facilities been met by the
proposed design and specifications? ❑ Yes or ❑ No. If no, provide justification as to why the requirements are not met, consistent with
15A NCAC 02T .0105(n):
2. Provide the design influent and effluent characteristics that are used as the basis for the project design, and the NPDES permit limits for the
following parameters:
Project Basis of Design
Influent
Design Influent
Design
Concentratio
n - Current
Concentration
Influent Load
Annual
(Must be
(Must be
Average
supported by
supported by
Design Effluent
NPDES Permit
(past 12
Engineering
Engineering
Concentration
Limits (monthly
months) if
Calculations
Calculations
and/or Load
average)
Parameter
Available
[Section 3.11])
[Section 3.111
Ammonia Nitrogen
2 mg/L Summer
13.3 mg/L Summer
(NH3-N)
17.6 mg/L
22 mg/L
14,4401b/day
2 mg/L Winter
13.3 mg/L Winter
Biochemical Oxygen
10 mg/L Summer
24.4 mg/L Summer
Demand (BODs)
424.2 mg/L
440 mg/L
28,910 lb/day
10 mg/L Winter
24.4 mg/L Winter
Fecal Coliform
200 per 100 mL
200 per 100 mL
Nitrate + Nitrite
Nitrogen (NO3-N +
6.5 mg/L
N/A mg/L
NO2-N
Total Kjeldahl Nitrogen
60 mg/L
N/A mg/L
N/A mg/L
Total Nitrogen
205,476lb/year
205,476lb/year
N/A mg/L
N/A mg/L
Total Phosphorus
64.4 mg/L
24.8 mg/L
1,630 lb/day
109,872lb/year
109,872lb/year
Total Suspended Solids
138 mg/L
251 mg/L
16,470 lb/day
10 mg/L
30 mg/L
(TSS)
3. Based on the "Project Basis of Design" parameters listed above, will the proposed design allow the treatment facility to meet
the NPDES Permit Limits listed above? ® Yes or ❑ No. If no, describe how and why the Permit Limits will not be met:
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 7

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
4. Per 15A NCAC 02T .0505(i), by-pass and overflow lines are prohibited. Is this condition met by the design? ❑ Yes or
No If no, describe the treatment units bypassed, why this is necessary, and where the bypass discharges: This bypass
condition only applies to the grit removal system. There is no redundant unit provided. Because of this lack of redundancy,
this grit system might need to be bypassed during maintenance.
5. Per 15A NCAC 02T .0505(k), multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design? ® Yes or ❑ No. If no, provide an explanation:
6. Per 15A NCAC 02T .0505(1), power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions, or dual power supply shall be provided per
15A NCAC 02H. 0124(2)(a). Is this condition met by the design? ® Yes or ❑ No. If no, provide (as an attachment to
this Application) written approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water storage
tanks, and
➢ Has sufficient storage capacity that no potential for overflow exists, and
➢ Can tolerate septic wastewater due to prolonged detention.
7. Per 15A NCAC 02T .0505(0), a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ® Yes or ❑ No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC
02T .105(n):
8. Per 15A NCAC 02T .0505(g), the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement: The entire WWTP facility is fenced in. Additionally, there is a gate at the entrance.
The buildings outside of the fence are all locked and have passcodes to enter.
9. Is the treatment facility located within the 100-year flood plain? ® Yes or ❑ No. If yes, describe how the facility is
protected from the 100-year flood: Approximately half of the WWTP's footprint is located within the Zone AE 100-fir
floodplain from the Yadkin River. Much of the new equipment and treatment processes being added will be out of the
floodplain. The only new infrastructure being added to the floodplain will be an electrical building on a platform, a new
sludge pumping station platform, and the AGS influent pump station platform, all built above the 100-3r flood elevation of
962.50. Additionally, proposed manholes within the floodplain will be watertight.
C WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION —
COMPLETE FOR NEW OR EXPANDING FACILITIES AND FOR MODIFIED TREATMENT
UNITS
PRELIMINARY AND PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Calculations
No. of
Plan Sheet
Specification
Treatment Unit
Type
Size per Unit
Provided? (Yes
Units
Reference
Reference
or No)
MGD
Manual Bar
N/A
at peak hourly
Screen
flow
6 mm
7 MGD at
Mechanical Bar
Series 11 -
3
Perforated
ed
peakflow
46 21 53
Screen
Headworks
Yeso
Plate
7.25 MGD at
1
Grit Removal
I
Stacked Tray
peakflow
Series 11 -
N/A
Grit Separator
Headworks
No
o
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 8

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
Series 13 — Flow
Flow Equalization
1
--
3.8 million
Equalization and
01 23 00 and 46
Yesgallons
Series 11 -
0170
Headworks
ft
Primary Clarifier
N/A
Circular
diameter;
ft side
water depth
square
Primary Clarifier
N/A
Rectangular
feet; ft
side water
depth
Other: Screenings
1
Washer
s
140 ft /hr
Series 11 -
46 2173 & 46
No
Treatment
Compactor
Headworks
2175
Other: Grit
1
Grit Classifier
250 gpm
Series 11 -
46 23 63
No
Treatment
Headworks
Other: Influent
Buffer Tank and
1
600,000
Series 15 — Influent
4325 13 2
Yes
AGS Pump
gallons
Buffer Tank
-
Station'
Notes:
1. The existing Grit Removal unit is being refurbished and placed back into service in the headworks facility.
2. The existing aeration basin will be converted to a flow equalization basin. Flow will be diverted from the
headworks to the aeration basin via a 20" pipe. Flow will drain via gravity to the influent pump station. An
alternate design includes pumping the EQ basin effluent to the headworks influent channel.
3. An existing secondary clarifier will be converted to an influent buffer tank upstream of the biological treatment
system. Additionally, the influent buffer tank will be a wet well for the AGS influent pump station.
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 9

State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
2. SECONDARY TREATMENT (BIOLOGICAL REACTORS AND CLARIFIERS) (i.e., biological and chemical
processes to remove or anics and nutrients
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided.
(Yes or No)
Aerobic Zones/
N/A
gallons
Tanks
Anoxic Zones/
N/A
gallons
Tanks
Anaerobic
N/A
gallons
Zones/Tanks
Series 20 —
Sequencing Batch
3
--
1.29 million gallons
Aerobic Granular
46 43 30
Yes
Reactor (SBR)
Sludge Basin No.
1-3
Membrane
Bioreactor
N/A
--
gallons
(MBR)
Secondary
N/A
Circular
ft diameter;
Clarifier
ft side water depth
Secondary
N/A
Rectangular
square feet;
Clarifier
ft side water depth
Other
N/A
3. TERTIARY TREATMENT
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided? (Yes
or No)
ft diameter;
Tertiary Clarifier
N/A
Circular
ft side water
depth
square feet;
Tertiary Clarifier
N/A
Rectangular
ft side water
depth
Tertiary Filter
N/A
square feet
Tertiary Membrane
N/A
square feet
Filtration
Post -Treatment
N/A
--
gallons
Flow Equalization
Post -Aeration
N/A
gallons
Other
N/A
4. DISINFECTION
Calculations
No. of
Plan Sheet
Specification
KreatmentUnit
Type
Size per Unit
Provided? (Yes
Units
Reference
Reference
or No)
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 10

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
3 Banks Per
Parallel
9.1 million gal/day
Channel (2
(Parallel
per bank at peak
Ultraviolet Light
duty, 1
channels,
hourly flow; 3
Series 40 — UV46
66 10
No
standby). 2
banks in
number of banks;
Disinfection
Channels
series)
12 number of
lampsibank
(Gas;
gallons of
Chlorination
N/A
tablet;
contact tank/unit
liquid)
(Gas;
gallons of
Dechlorination
N/A
tablet;
contact tank/unit
liquid)
5. RESIDUALS TREATMENT
No. of
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Plan Sheet Reference
Reference
Provided? (Yes or
No)
square
Gravity
N/A
feet; ft
Thickening Tank
side water
depth
Series 20 — Aerobic
Intermediate
1
156,337
Granular Sludge Basin
46 43 30
Yes
Tank
gallons
g
No. 1-3
Sludge Buffer
1
-
490,000
01C150 Yard Piping
p g
N/A
Yes
Tank'
gallons
Mechanical
Screw Press
667 dry
Series 80 — Solids
Thickening/
2
Dewatering
lb/hour
Dewatering Facility
46 76 27
Yes
Dewatering
Aerobic
Circular
601,658
Series 71 — Digester
Digestion
3
aerobic
gallons
No. 1 and Series 72 —
40 61 96
No
digesters
Digester Nos. 2 & 3
Anaerobic
N/A
gallons
Digestion
Composting
N/A
dry
lb/hour
Drying
N/A
dry
lb/hour
Other
N/A
Notes:
1. The sludge buffer tank is an AGS system auxiliary tank. It is a converted secondary clarifier that will serve to thicken the
wasted sludge from the AGS process. The influent and effluent piping will utilize existing infrastructure.
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page ll

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
No. of
Capacity of each
Plan Sheet
Specification
Location
Pumps
purpose
Type
pump
Reference
Reference
GPM
TDH
Provide raw
Influent
3 (2 duty,
wastewater to the
Submersible
Series 08 - Influent
Pump
1
municipal
End -Suction
4,840
59.6
Pump Station
4325 13
Station
standby)
headworks
facility
Transfer
AGS
Tyson and
Influent
3 (2 duty,
municiapl
Submersible
Series 15 —Influent
Pump
1
screened water
End -Suction
6,330
83
Buffer Tank
4325 13
standby)
from the influent
Station
buffer tank to the
AGS Tanks
Collect
thickened WAS
WAS
2 (1 duty,
from the sludge
Submersible
Series 70 — WAS
Pump
1
buffer tank and
End -Suction
335
25
Pump Station
4325 13
Station
standby)
transfer to the
aerobic
digesters
Transfer
Digested
2 (1 duty,
digested sludge
Double Disc
Series 74 —Digested
Sludge
1
from Aerobic
Pump Suction
90
126
Sludge Pump
43 23 54
Pump
standby)
Digester 3 to the
Lift
Station
Station
dewatering
building
Pumps decanted
sludge from
Series 71 — Digester
Digester
Aerobic
Floating
No. 1 and Series 72
Drawing Sheet
Decant
2
Digesters 1 and 2
Decanter
210 gpm
8
— Digester Nos. 2 &
71D101
Pumps
to the influent
Pumps
3
pump station
7. MIXERS
Power of
No. of
plan Sheet
Specification
Location
Purpose
Type
each Mixer
Mixers
Reference
Reference
(Hp)
Series 15 —
To maintain solids
Influent Buffer Tank
1
Floating Mixer
40
Influent
46 43 30 - 12
in suspension
Buffer Tank
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 12

DWR
Division of Water Resources
8. BLOWERS
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
Location
No. of
Purpose
Pe
Capacity of each
Plan Sheet
Specification
Blowers
Blower (CFM)
Reference
Reference
AGS Tanks
6
To provide air
Series 20 —Aerobic
for the
Hybrid Rotary Lobe
2,529
Granular Sludge
43 1133
biological
Basin No. 1-3
process
Provide air for
Series 71 — Digester
Aerobic
4
the aerobic
Positive
1,804
No. 1 and Series 72
N/A
Digesters'
digestion
Displacement
— Digester Nos. 2 &
process
3
Notes:
1. The aerobic digester blowers are not being modified and will remain in -place.
9. ODOR CONTROL
Location No. of Units Purpose Type Plan Sheet Reference Specification Reference
N/A
D SETBACKS — COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
1. The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T .0506(b) are
as follows:
Minimum Distance Required
Is Minimum Distance Requirement met
Setback Parameter
from Nearest Treatment/Storage
by the Design? If "No", identify Setback
Unit
Waivers in Item D.2 Below
Any habitable residence or place of
assembly under separate ownership or not
100 ft
® Yes
❑ No
to be maintained as part of the project site
Any private or public water supply source
100 ft
® Yes
❑ No
Surface waters (streams — intermittent and
perennial, perennial waterbodies, and
50 ft
® Yes
❑ No
wetlands)
Any well with exception of monitoring
100 ft
® Yes
❑ No
wells
Any property line
50 ft
® Yes
❑ No
2. Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ® No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑ Yes or ❑ No. If no,
provide an explanation:
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 13

State of North Carolina
Department of Environmental Quality
NR Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
I, C. Wes Bramlett, attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Wilkesboro Cub Creek WWTP Expansion and Upgrade Project
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent with the
information supplied in the engineering plans, specifications, calculations, and all other supporting documentation for this project. I
further attest that to the best of my knowledge the proposed design has been prepared in accordance with all applicable regulations and
statutes, 15 NCAC 02H. 0100, 15A NCAC 021 North Carolina General Statute 133-3, North Carolina General Statute 143-215.1, and
Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment Facilities, and this Authorization to
Construct Permit Application, except as provided for and explained in Section 4.13.1 of this Application. I understand that the Division
of Water Resources' issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the
Division may waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division. Although
certain portions of this submittal package may have been prepared, signed and sealed by other professionals licensed in North
Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the materials and have determined
that the materials are consistent with the project design.
I understand that in accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a
fine not to exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated:
CA R O
FESS/,ft 1
Z,
? TN
SEAL
n i 037639
7S'�
I�
8
1,2 -t -2023
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 14

State of North Carolina
DWR
Department of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T .0106(b):
I, Kenneth Noland, Town Manajzer, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Wilkesboro Cub Creek WWTP Expansion and Upgrade Project
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all required parts of this
application package are not completed and that if all required supporting information and attachments are not included, this
application package will be returned to me as incomplete. I further certify that in accordance with 15A NCAC 02T .0120(b), the
Applicant or any affiliate has not been convicted of environmental crimes, has not abandoned a wastewater facility without proper
closure, does not have an outstanding civil penalty where all appeals have been abandoned or exhausted, are compliant with any active
compliance schedule, and does not have any overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based solely upon
acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division may waive the technical
review of the plans, specifications, calculations and other supporting documentation provided in this application package. I fturther
understand that the application package may be subject to a future audit.
I understand that in accordance with General Statutes 143-215.6A and 143-215.613 any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a
fine not to exceed $101000, as well as 'vil penalties up to $25,000 per violation.
Signature: JDate: I Z '
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCESINPDES
By U.S. Postal Service By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC 10-23) Page 15

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FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
B. Copy of Cover Letter Requesting ATC
B. Copy of Cover Letter
Requesting ATC

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
B. Copy of Cover Letter Requesting ATC
This page intentionally left blank.

hdrinc.com
December 1, 2023
Mr. Ori Tuvia
Division of Water Resources
NPDES Permitting,
1617 Mail Service, Raleigh, NC
27699-1617
Subject: Town of Wilkesboro
Wilkesboro Wastewater Treatment Plant Expansion and Upgrade
NPDES Permit No. NCO021717
Request for Authorization to Construct
Dear Mr. Tuvia,
On behalf of the Town of Wilkesboro, HDR Engineering, Inc. of the Carolinas (HDR), is requesting
an Authorization to Construct (ATC) for the Wilkesboro Cub Creek Wastewater Treatment Plant
(WWTP) Expansion and Upgrade Project. We have submitted the Erosion Control permit package
to the regional Winston-Salem office, as well as the floodplain development permitting package to
the Town of Wilkesboro.
The project will generally include upgrades to the existing influent pump station and headworks;
conversion of the existing aeration basin to an equalization basin; conversion of existing Clarifier
No. 4 to an influent buffer tank to a new Aerobic Granular Sludge (AGS) process; installation of a
new AGS influent pump station; installation of three (3) AGS sequencing batch reactors, a new UV
disinfection system, and effluent flow measuring facilities; installation of a new digested sludge
pump station; improvements to the existing sludge dewatering facilities; a new operators building;
and various yard piping and system improvements. These proposed improvements will allow for a
new permitted flow of 8 MGD. Per ATC application approval, construction is scheduled to begin in
March 2024 and final completion of the facility is anticipated by December 2026.
The construction is planned to be executed in four stages. Stage 1 will construct the new treatment
units, which will have limited impacts to the existing treatment operations. During Stage 2 of
construction, upgrades will be made to components of the existing treatment process, which will
require some bypass pumping. Stage 3 will include converting the existing Clarifier 4 to the influent
buffer tank and making improvements to the dewatering building. Stage 4 will include start-up of the
AGS biological treatment process and downstream equipment. And it will conclude with
decommissioning the existing aeration basin.
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
336.955.8250

O. Tuvia
December 1, 2023
Page 2
In accordance with the ATC application, the following documents are included within the submittal
package:
• Application for Authorization to Construct Permit (Form ATC-10-23)
• One set of Engineering Plans and Specifications
• Supporting Documentation
• Speculative NPDES Permit NCO021717
• Engineering Calculations
• One Digital Copy Uploaded to Microsoft Teams here and at the URL:
https://tinVurl.com/3tkxm8bV
The NPDES permit modification application was submitted to NC DEQ under a separate cover,
dated September 27, 2022. The improvements will increase the overall WWTP flow capacity to 8
MGD and will change the biological treatment process from conventional activated sludge to
aerobic granular sludge biological nutrient removal process. The disinfection process (ultraviolet —
UV) will remain the same.
We appreciate your assistance in coordinating the permitting process for this project. Please feel
free to contact me at contact me at [phone] should you have any questions or require
additional information.
Sincerely,
HDR Engineering, Inc. of the Carolinas
C. Wes Bramlett, PE
Project Manager

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
C. Complete Copy of the Speculative NPDES Permit #NC0021717
C. Complete Copy of the
Speculative NPDES Permit
#NC0021717

Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
C. Complete Copy of the Speculative NPDES Permit #NC0021717
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ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Director
Ken Noland
Town Manager
Town of Wilkesboro
203 West Main Street, PO Box 1056
Wilkesboro, North Carolina 28697
Dear Mr. Noland:
NORTH CAROLINA
Environmental Quality
October 28, 2020
Subject:
Speculative Effluent Limits
Cub Creek WWTP
Permit No. NCO021717
Wilkes County
Yadkin Pee -Dee River Basin
This letter provides speculative effluent limits for expansion to 8.0 and 10.0 MGD at the Cub
Creek WWTP. The Division received the speculative limits request in a letter dated June
30, 2020 from Ken Noland, Town Manager for Wilkesboro. Please recognize that speculative
limits may change based on future water quality initiatives, and it is highly recommended that the
applicant verify the speculative limits with the Division's NPDES Unit prior to any engineering
design work.
Receiving Stream. The Yadkin River has a stream classification of C and waters with this
classification have a best usage for aquatic life propagation and maintenance of biological
integrity, wildlife, secondary recreation, and agriculture. The Yadkin River has a summer 7Q 10
flow of 196 cfs, a winter 7Q 10 flow of 267 cfs, and an annual average flow of 682 cfs. The Yadkin
River at this location is not listed on the 303(d) list of impaired waters. However, this section does
comprise part of the headwaters of High Rock Lake which is impaired for chlorophyll a and
turbidity. Permitted and speculative limits may change depending on the final nutrient strategy
developed for the lake.
Based upon a review of information available from the North Carolina Natural Heritage Program
Online Map Viewer, there are not any Federally Listed threatened or endangered aquatic species
identified within a 5-mile radius of the proposed discharge location. If there are any identified
threatened/endangered species, it is recommended that the applicant discuss the proposed project
with the US Fish and Wildlife Service to determine whether the proposed discharge location might
impact such species.
Speculative Effluent Limits. Based on Division review of receiving stream conditions and water
quality modeling results, speculative limits for the proposed expansions to 8.0 and
D E Qbi�� North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 1 1617 Mail Service Center I Raleigh, North Carolina 27699-1617
vOry rN Cx:40:.itiA �
o .—Io E�.w�����a�:r� /� 919.707.9000

10.0 MGD are presented in Tables 1 and 2. A complete evaluation of these limits and monitoring
requirements for metals and other toxicants, as well as potential instream monitoring requirements,
will be addressed upon receipt of a formal NPDES permit application. Some features of the
speculative limit development include the following:
BOD/NH3 Limits. Biochemical oxygen demand (BOD) and ammonia -nitrogen limits were
determined by holding the mass -loading for the expansions to currently permitted
levels. Ammonia limits also account for toxicity limits.
Nutrients: Total Nitrogen (TN) and Total Phosphorus (TP) mass -loading were held to current
discharge levels based on the last three years annual average. These limits may change based on
rulemaking, adoption of a High Rock Lake TMDL, or other nutrient strategy.
TABLE 1. Speculative Limits for Cub Creek WWTP (8.0 MGD)
Effluent Characteristic
Effluent Limitations
Monthly
Average
Weekly
Average
Daily Maximum
Flow
8.0 MGD
OD5
24.4 mg/L
36.6 mg/L
H3 as N'
13.3 mg/L
35.0 mg/L
TSS
30.0 mg/L
45.0 mg/L
TRC (if used for
disinfection)
28 µg/L
TN2
205,476lbs/ ear
TP3
109,872 lbs/year
Fecal coliform (geometric
mean)
200/100 mL
400/100 mL
Chronic Toxicity', Pass/Fail
(Quarterly test)
5.9%
Notes:
1. Based on current permitted critical flows, flows will be updated through USGS upon receipt of
permit modification application. Values are subject to change.
2. Equivalent to a concentration of 8.4 mg/L.
3. Equivalent to a concentration of 4.5 mg/L.
TABLE 2. Speculative Limits for Cub Creek WWTP (10.0 MGD)
Effluent Characteristic
Effluent Limitations
Monthly
Average
Weekly
Average
Daily Maximum
Flow
10.0 MGD
OD5
18.7 mg/L
28.0 mg/L
H3 as N'
10.9 mg/L
32.7 mg/L
TSS
30.0 mg/L
45.0 mg/L
TRC (if used for
disinfection)
28 µg/L
Page 2 of 3

TN2
205,476 lbs/year
TP3
109,872lbs/ ear
Fecal coliform (geometric
mean)
200/ 100 m L
400/ 100 mL
Chronic Toxicity', Pass/Fail
(Quarterly test)
7.3%
Notes:
1. Based on current permitted critical flows, flows will be updated through USGS upon receipt of
permit modification application. Values are subject to change.
2. Equivalent to a concentration of 6.7 mg/L.
3. Equivalent to a concentration of 3.6 mg/L.
Engineering Alternatives AnalysisEAA). Please note that the Division cannot guarantee that an
NPDES permit for a new or expanding discharge will be issued with these speculative limits. Final
decisions can only be made after the Division receives and evaluates a formal permit application
for the new/expanded discharge. In accordance with North Carolina Administrative Code 15A
NCAC 2H.0105(c), the most environmentally sound alternative should be selected from all
reasonably cost-effective options. Therefore, as a component of all NPDES permit applications
for new or expanding flow, a detailed engineering alternatives analysis (EAA) must be
prepared. The EAA must justify requested flows and provide an analysis of potential wastewater
treatment alternatives. A copy of the Division guidance for preparing the EAA can be found
at: https://deq.nc.gov/about/divisions/water-resources/water-quality-permitting/npdes-
wastewater/npdes-permitting-process
Should you have any questions about these speculative limits or NPDES permitting requirements,
please feel free to contact David Hill at david.hillkncdenr.gov [phone].
Respectfully,
DOCUSigned by:
Hal
2E35935DF84D4AE...
David Hill
Environmental Specialist II
NPDES Municipal Permitting Unit
Hardcopy:
NPDES Permit File
Electronic Copy:
NC Wildlife Resources Commission, Inland Fisheries,
[e-mail]
US Fish and Wildlife Service, [e-mail]
DWR/Water Quality Regional Operations/Winston-Salem
DWRBasinwide Planning, Ian McMillan
DWR/NPDES Server>Specs
Page 3 of 3

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Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
D. Finding of No Significant Impact (FONSI) Decision
D. Finding of No Significant
Impact (FONSI) Decision

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
D. Finding of No Significant Impact (FONSI) Decision
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F)l Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
D. Finding of No Significant Impact (FONSI) Decision
A Note on the FONSI Decision
NC DEQ has not yet issued a Finding of No Significant Impact (FONSI) for the Wilkesboro Cub
Creek WWTP Expansion and Upgrade Project. The public meeting for the Engineering
Report/Environmental Information Document (ER/EID) was held on November 6, 2023, from
5:00-7:00 pm. HDR presented during the regularly scheduled Wilkesboro Town Council
meeting.
After the EID is uploaded to the State Clearinghouse for 30-45 days, HDR will address any
other comments received. The edited EID will then be sent back to NC DEQ. HDR is therefore
planning to receive the FONSI decision in January 2024.

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
D. Finding of No Significant Impact (FONSI) Decision
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FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
E. Construction Sequence Plan
E. Construction Sequence
Plan

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
E. Construction Sequence Plan
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This page is intentionally left blank.

Town of Wilkesboro I Construction Sequencing Plan ���
Construction Sequence Plan
1 Construction Sequence Plan
The following construction sequence is preliminary, and the final sequence will be jointly determined
by the Contractor, Owner, and Engineer prior to the start of construction. The contractor may
suggest an alternate sequencing plan or changes to this sequence.
1. Stage I
During this stage of construction, the installation of new treatment units will occur, which will
have limited impacts to the existing treatment operations. The existing treatment operations
will remain in service.
a. Demolition of existing sludge drying beds and associated piping no longer in service.
b. Site excavation for the new Aerobic Granular Sludge (AGS) system.
c. Construction of new AGS process concrete tanks.
d. Construction of new UV Disinfection system concrete structure.
e. Construction of new Effluent Metering facility concrete structure.
f. Installation of associated yard piping.
g. Installation of Electrical Building Nos. 1 and 2.
h. Installation of process equipment for the AGS system, UV Disinfection system, and
Effluent Metering facility. Note: the schedules and sequence of equipment installation
could be affected by equipment delivery times.
2. Stage 2
During this stage of construction, upgrades will be made to components of the existing
treatment process, which will require some bypass pumping to maintain plant operations.
a. Existing Headworks Structure:
i. Construct bypass channel around the existing headworks grit removal
chamber.
ii. Installation of new headworks electrical panels.
iii. Demolition of existing wastewater screens and screen channel slide gates.
iv. Installation of new perforated plate wastewater screens and associated
screen channel slide gates. Note: screens will be removed and replaced
one channel at a time.
V. Installation of the new screenings washer/compactor.
vi. Installation of new grit pump and grit classifier.
b. Existing Influent Pump Station:
i. Installation of bypass pumping system to allow the influent pump station to
be taken out of service.
ii. Demolition of existing pumps, piping, valves, and electrical panels.
iii. Installation of new pumps, piping, and valves.
iv. Installation of new electrical panels and wet well level control system.
V. Installation of a new influent flow meter.
New Digested Sludge Pump Station/Digester Decant Pumps
i. Construction of new elevated pump platform.
ii. Installation of new digested sludge pumps.
iii. Installation of electrical improvements for the new sludge pumps.

Town of Wilkesboro I Construction Sequencing Plan ���
Construction Sequence Plan
iv. Installation of new force mains to the existing dewatering building.
V. Installation of new decant pumps in Digesters Nos. 1 and 2.
d. Construction of the new Operations Building
3. Stage 3
a. Convert Existing Clarifier 4 to an Influent Buffer Tank
i. Demolition of existing clarifier equipment.
ii. Installation of an elevated platform for the new AGS influent pump station.
iii. Installation of the AGS influent submersible pumps, piping, and valves.
iv. Installation of a new tank mixer.
V. Installation of electrical improvements required for the tank mixer and AGS
influent pump station.
b. Installation of associated yard piping to include the new force main piping from the
Influent Buffer Tank to the AGS process.
Dewatering building
i. Demolition of the existing sludge dewatering unit and associated piping.
ii. Construct improvements to the existing dewatering building.
iii. Installation of the new dewatering unit and polymer blend systems.
iv. Installation of piping, valves, and flow meters.
V. Installation of the bulk polymer tank, day tank, and polymer transfer pump.
vi. Installation of electrical improvements required for the sludge dewatering
system.
4. Stage 4
a. AGS process start-up
i. During the AGS System start-up, the existing biological process will remain
in service.
ii. Complete start-up and testing of the Influent Buffer Tank mixer, AGS
influent pump station, AGS blowers, UV Disinfection System, and new
Effluent Flow Meter.
iii. Provide Operator training.
iv. Once the functional integrity of the AGS system has been demonstrated,
pretreated wastewater from Tyson Foods will be directed to the AGS
system.
V. Aerobic granular seed sludge may be provided by the AGS system
manufacturer, if required.
vi. Once the AGS System is fully operational, completely divert pretreated
wastewater from Tyson Foods to the Influent Buffer tank. At this stage,
treated wastewater will be discharged from both the existing ouffall and
new outfall.
b. Decommission Existing Aeration Basin
i. Upon completion of the demonstration period for the AGS process, divert
influent wastewater from the collection system to the Influent Buffer Tank.
ii. Convert the existing RAS pump station to a WAS pump station.
iii. Decommission the Existing Aeration Basin.

Town of Wilkesboro I Construction Sequencing Plan ���
Construction Sequence Plan
iv. Clean and convert the existing aeration basin to a wet weather flow
equalization basin.
V. Decommission the existing UV system and effluent flow measuring
facilities.

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FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
F. Engineering Calculations
F. Engineering Calculations

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
F. Engineering Calculations
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FN
Engineering
Calculations
Town of Wilkesboro Cub Creek
WWTP
Expansions and Upgrades
Wilkesboro, North Carolina
December 1, 2023

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Town of Wilkesboro I Engineering Calculations ���
Contents
Contents
Section Number Discipline Description
1
Process
Peaking Factor Determination
2
Process
Basis of Design Report
Design Max Month (8 MGD)
3
Hydraulic Profile
Peak Hourly Flow (18.2 MGD)
Current (Liquids)
Proposed (Liquids)
4
Process Flow Diagram
Current (Solids)
Proposed (Solids)
Influent Pump Station Pump Calculations
AGS Influent Pump Station Pump Calculations
5
Pump Hydraulics
WAS Pump Station Pump Calculations
Digested Sludge Influent Pump Station Pump
Calculations
AGS Tanks & Intermediate Tank
Parshall Flume Meter 12" WAS/WLC Line
Parshall Flume Meter on 12" Plant Drain Line
6
Buoyancy Calculations
AGS Influent Meter Vault
UV Disinfection Structure
Effluent Parshall Flume
Plant Drain Meter Vault on 20" Drain Line
7
Electrical Standby
Electrical Standby Power Calculations

Town of Wilkesboro I Engineering Calculations
Contents
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Town of Wilkesboro I Engineering Calculations
Section 1 — Peaking Factor Determination

Town of Wilkesboro I Engineering Calculations
Section 1 — Peaking Factor Determination
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Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Memo
Memo
Date: Friday, November 17, 2023
Project: Cub Creek WWTP Upgrade and Expansion
To: Ori Tuvia and Mike Montebello (NC Division of Water Resources)
From: Lara Grotz, Wes Bramlett (HDR)
Subj, Evaluation of Flow Equalization Facilities and Peaking Factors
Introduction
The purpose of this technical memorandum (TM) is to document the basis of design for influent
wastewater flows associated with the proposed Cub Creek Wastewater Treatment Plant
(WWTP) upgrade and expansion project. The WWTP receives municipal influent from the Town
of Wilkesboro's collection sewer system and pretreated wastewater from Tyson Foods. Tyson
Foods is the single largest flow contributor to the WWTP. Design flows from the Town's
collection system were developed based on population projections through 2042, and up to 0.5
million gallons per day (MGD) has been included for future flows from Tyson (above their
current permitted capacity of 3.0 MGD).
Municipal wet -weather flow from the Town's collection system will be equalized in a 3.8 million
gallon wet -weather equalization basin. Tyson's peak industrial wastewater flows will be
equalized within their existing pretreatment basins, which will have an available equalizing
volume of 8.8 million gallons (MG). The combined equalized flows will then be pumped to the
biological treatment system.
The purpose of the flow equalization system is to limit peak flows such that the maximum flow
through the WWTP during peak hour conditions is 18.2 MGD. Composite flows of Tyson Foods
and Wilkesboro's collection system greater than 18.2 MGD will be equalized in the Town's wet -
weather basin and Tyson's pretreatment basins before flowing to the influent buffer basin (which
has an additional equalizing volume of 650,000 gallons). From the influent buffer basin, the
combined wastewater streams are pumped to the new biological treatment system.
This TM includes an evaluation of flow equalization storage and a peaking factor analysis for
projected influent flows that confirm a peak hourly design flow of 18.2 MGD for the following
plant processes:
• AGS Influent Pump Station (with one pump out of service).
• Biological treatment system (AquaNereda Tanks) (with one tank out of service).
• UV Disinfection system (with one bank out of service in each UV channel).

Town of Wilkesboro i Cub Creek WWTP Upgrade and Expansion ���
Peaking Factor Analysis
Peaking Factor Analysis
The Cub Creek WWTP treats a combination of municipal and industrial flows. Influent design
criteria were established based on historical influent flows and loads data from the WWTP and
from Tyson Foods. Tyson is the county's largest employer and is based in the Town of
Wilkesboro. The annual average and maximum month influent characteristics between January
2018 through August 2021 are shown in Table 1.
Table 1 Influent wastewater characteristics to the Cub Creek WWTP from 2018-2021
Town of Wilkesboro
Tyson Foods
Parameter
Annual average
Maximum month
Annual average Maximum month
BODs, mg/L
201
318
400
535
TSS, mg/L
215
393
150
201
NH3-N, mg/L
17
28
25
28
TKN, mg/L
26
43
60
67
TP. ma/L
4
7
42
47
BOD = biochemical oxygen demand TSS = total dissolved solids NH3-N = ammonia nitrogen
TKN = total Kjeldahl nitrogen TP= total phosphorus
During dry weather flow conditions between 2018- 2021, the Town's collection system
contributed on average 1.0 MGD. Including Tyson's industrial contribution of 3.0 MGD from
2018-2021 and leachate and septage contributions, the WWTP in total treated on average 4.46
MGD over that five-year period (Table 2).
Table 2. Current effluent flows for the Cub Creek WWTP.
Year
Average
Max
Peak
Daily
Month
Day
Effluent
Effluent
Effluent
Flow
Flow
Flow
(MGD)
(MGD)
(MGD)
2017
4.73
5.23
8.29
2018
4.13
4.53
7.64
2019
4.44
5.02
8.26
2020
4.77
5.05
8.50
2021
4.21
4.80
6.38
2022
4.19
4.6
6.23
According to wastewater treatment facility design guidelines, where "commercial, institutional, or
industrial wastewaters are expected to make up ... 25% percent or more of all flows... peaking
factors... should be estimated separately. [And] peaking factors for industrial wastewater should
be estimated based on average water use." (Metcalf & Eddy, 2003). Tyson Foods contributes,
on average, 62% of the total flow to the Cub Creek WWTP and the Town of Wilkesboro
contributes, on average, 38% of the total flow to the plant. Because of this, the peaking factors
for each flow stream were calculated separately. See Figure 1 for a process flow diagram of the
flow equalization basins and the peaking factor applied.

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion ���
Peaking Factor Analysis
2.5 PF Equalization Tank
(38 MG)
Screening .
Control Valve
2.5 PF
From Municipal Influent
Pump Station i Grit Removal 2.3 PF
Noreda Biological System
2.3 PF
+� Influent Buffer Tank
Tyson Equalization Basin (S.S MG) Tyson Pretreatment Tank #1 8.8
MG
Ovei ow
oftFFrom Tyson Foods' Pump
Station
1.8 PF
Figure 1. Flow equalization process flow diagram.
The peaking factor (based on maximum month flow) for the Town's collection system is 2.5,
which meets North Carolina Department of Environmental Quality (NC DEQ's) minimum design
requirement of 2.5. This yields a peak hourly flow from the Town's collection system of 9.9 MGD
(Table 3).
The peaking factor for Tyson Foods' (based on maximum month flow) is 1.8, which was
determined using 3 years of industrial flow effluent data and acknowledging that normal plant
operation is Monday through Friday (Table 4). There is a control valve between Tyson's
Pretreatment Basins and the influent buffer tank. Once the plant is upgraded, the intention is for
Tyson's flows to be equalized using available volume within their existing pretreatment basins.
The municipal flow from the Town cannot be controlled but will be equalized in the 3.8-million-
gallon equalization basin.
The peaking factors for the individual streams are shown in the Table 3, Table 4, and Table 5
below:
Table 3. Projected Collection System Flows (including leachate and septage) to the Cub Creek WWTP in 2042
Before Equalization.
Town of
Annual Average
Maximum
Max Hour Flow
Max Hour: Max
Wilkesboro +
Flow (MGD)
Month Flow
(MGD)
Month Peaking
Leachate &
(MGD)
Factor
Septage
Wilkesboro
2.9
3.9
9.9
2.5
Collection
System

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion ���
Peaking Factor Analysis
Table 4. Projected Industrial Flows from Tyson Foods to the Cub Creek WWTP in 2042.
Tyson Foods
Annual
Maximum
Max Hour Flow
Max Hour: Max
Average Flow
Month Flow
(MGD)
Month Peaking
(MGD)
(MGD)
Factor
3.5
3.9
6.1
1.8
Table 5. Projected Total Flows to the Cub Creek WWTP Influent Buffer Tank in 2042 excluding return flows
from the AASI Nereda® System.
Total Influent
Annual Average
Maximum
Max Hour Flow
Max Hour: Max
Flow
Flow (MGD)
Month Flow
(MGD)
Month
(MGD)
Weighted
Peaking Factor
6.5
7.8
18.2
2.3
1. Excludes expected return flows of 2 MGD
To summarize, the composite peaking factor of the municipal flow and industrial flow is 2.3,
even though the individual municipal peaking factor is 2.5 and the industrial peaking factor is
1.8. The following unit processes at the Cub Creek WWTP downstream of the influent buffer
tank are sized to treat wastewater at a peaking factor of 2.3 or 18.2 MGD (see Table 6):
• Aerobic Granular Sludge (AGS) Influent Pump Station (with one pump out of service)
• Biological treatment system (AquaNereda Tanks) (with one tank out of service)
• UV Disinfection system (with one bank out of service)
• Effluent flow metering system
Table 6. System Design Flows separated by unit process, flow source, and peaking factor.
Unit Process'
Flow Source
Design
Design
Hydraulic
FIow2
Peaking
Redundancy
Factor
Influent Pump
Collection System
11.8
2.5
Largest
Station
pump out of
service
Headworks
Collection System
11.83
2.5
1 screen out
Screens
of service
AGS Influent Pump
Collection System + Tyson
18.2
2.3
1 pump out
Station
Flows
of service
AGS System
Collection System + Tyson
18.2
2.3
1 basin out
Flows
of service
UV System
Collection System + Tyson
18.2
2.3
1 bank out
Flows
of service

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Evaluation of Flow Equalization Storage
Effluent Flow
Collection System + Tyson
18.2
2.3
N/A
Metering System
Flows
1. Solids peaking factors for the solids system not included in this technical
memorandum
2. All flows include return flows
3. Screen sizing assumes 30% blinding
Evaluation of Flow Equalization Storage
The following equalization analysis demonstrates that any flows greater than 18.2 MGD can be
equalized at the Wilkesboro Cub Creek WWTP facilities.
To account for conservativism, a wet -weather stormwater model was generated at an influent
flow of 20 MGD to the wastewater treatment plant. The basin that will equalize the municipal
flow will be empty between storm events. As part of the WWTP upgrade and expansion, the
operation of Tyson's pretreatment basins will be changed so that only one of the two basins is
in operation. The second basin will be used for equalization in the event that the primary (i.e.,
first) basin reaches its maximum operating water level.
This model illustrates that the volume of flow equalization storage available at the Cub Creek
WWTP is sufficient to manage influent flows resulting from a large storm event to date at a
peaking factor of 2.5.
Date of Major Rain Event Hydrograph
The simulated storm was a 10-year 24-hour duration storm. The hydrograph was taken from a
rain gauge USGS Station Number: 02111391 at the W. Kerr Scott Reservoir Dam in
Wilkesboro, NC. The probably of this storm occurring is 10% in any given year. The total rainfall
was 5.33 inches over a 24-hour period.
Results
Figure 2 shows the water level of the two flow equalization basins. The 3.8 MG equalization
basin equalizes the municipal flow from Wilkesboro and the 8.8 MG basin equalizes the flow
from Tyson Foods. Each basin will have a means of controlling the rate of flow back into the
overall treatment process.

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion ���
Conclusion
Level of Water in 3.8 MG Tank
Level of Water in 8.8 MG Tank
975
1025
Y 970.......................................................................................
y 1020
4 ft freeboard
965
�6 ft freeboard
1015
Cy 960
Cwi
w
� 955
1010
m 950
° 1005
w
w 0.0
0,5 1.0 1.5 2.0 2,5 3,0
0.0
0,5 1,0 1.5 2.0 2.5 3,0
Time (Days)
Time (Days)
-WSEL in EQ Tank .••.••..• Top of Tank
WSEL in EQ Tank ......... Top of Tank
Figure 2. Water level in two equalization tanks simulated during a 24-hour 10-year storm with a combined flow of 20
MGD. 18.2 MGD is treated through the biological process and 4 MGD is diverted to flow equalization.
These results indicated that the 3.8 MG basin will take 45 hours (- 2 days) to return to its
starting elevation. Furthermore, the 8.8 MG basin will take 55 hours (-2.5 days) to return to its
starting elevation.
The rate of flow back into the overall treatment process will be controlled so that the WWTP
effluent flow does not exceed the NPDES permitted capacity.
The HydroCAD stormwater modeling simulations indicate that the combination of the two
stormwater equalization basins have sufficient volume to hold 24 hours of diverted flow when
the influent to the WWTP is 20 MGD. This model not only simulated 24-hour wet -weather flow
but also overlaid storm events over the wet -weather equalization basins also.
Conclusion
The combined unit processes that are downstream of the influent buffer tank are designed to a
"net" peaking factor of 2.3. This "net" peaking factor is less than NC DEQ's minimum guideline
of 2.5 but this is sufficient for two reasons:
1. Availability of adequate flow equalization volume for 20 MGD as a composite flow from
the Town's collection system in a 3.8 MG equalization basin and Tyson Foods' system in
an 8.8 MG basin. This analysis has showed that the equalization volume available can
reduce the flow down to 18.2 MGD downstream of the influent buffer basin.
2. The majority of flow contributing to the WWTP (62%) is from an industrial user, Tyson
Foods, minimizing the peaking factor flow contribution from the Town's collection system
due to 1/1. The weighted peaking factor of Tyson's and Wilkesboro's Collection System
flows is 2.3.
The HydroCAD exports are attached in Appendix A. The draft process diagram is in Appendix B
and the site plan is in Appendix C.

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion
Appendix A — Wet
Weather Flow
Equalization HydroCAD
Exports

This page intentionally left blank.

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion `
9.9 CFS Scenario NC-INdkeshoro 24-hr S1 10-yr RainfaU=5.33"
Prepared by HDR, Inc Printed 4f17f2023
HydroCAD®10.10-7c s/n 10126 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Pond 2P: 3.8 MG Tank
Inflow Area = 40,910 sf,100.00% Impervious, Inflow Depth �139.65" for 10-yr event
Inflow = 11.14 cfs @ 11.97 hrs, Volume= 476,086 cf, Incl. 5.30 cfs Base Flow
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routed to Pond 5P : 0.6 MG Tank
Routing by Sim -Route method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 962.44' @ 24.00 hrs Surf.Area= 0.939 ac Storage= 10.929 of
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 950.80' 14.086 of 202.25'W x 202.25'L x 15.00'H Prismatoid
Device Routing Invert Outlet Devices
#1 Primary 951.80' 14.0" Round Culvert
L= 300.0' CMP, square edge headwall, Ke= 0.500
Inlet I Outlet Invert= 951.80'/ 947.93' S= 0.0129 T Cc= 0.900
n= 0.013, Flow Area= 1.07 sf
#2 Device 1 951.80' 14.0" Delayed Weir/Valve C- 0.600 Trigger at 964.80'
Open over 0.00 hrs
Primary OutFlow Max=0.00 efs @ 0.00 hrs HW=950.80' TW=947.93' (Dynamic Tailwater)
t1=Culvert ( Controls 0.00 cfs)
t2=Delayed WeirNalve ( Controls 0.00 cfs)

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion ���
Conclusion
9.9 CFS Scenario NC-Wilkeshoro 24-hr S1 10-yr RainfaU=5.33"
Prepared by HDR, Inc Printed 4l1712023
HydroCADE)10.10-7c s!n 10126 ©2022 HydroCAD Software Solutions LLC Page 2
Pond 2P: 3.8 MG Tank
Hydrograph
-_1--a-_i-_4_-1-_J_-�_-♦.__I..
Inflow
12
,-J--J--1--L--1--J--;--`--L-__ri-14da--`--'--J--'--`--'--=--1--`--`--'--
1 1 1 1 1 1 1 I 1 I 1 I
®Primary
I 1 I 1 I 1 I 1
' Inflow Area=4D'J 919 sf
a17-_i--a-_i-_4_--_J_-1_-♦.-_I--J--
1 I 1 1 I 1 1 I I 1 I
•-"
, 1 i 1 i 1
D�
-_4--i- .-Elev=962.44' -
8
1 1 I 1 I 1
- I - --- ---I- J-;--4-J- a - --8torage=10.929 of
i I i I i I I 1 I
I I 1 I 1 I I I I I I I I I I I I I I
[1
I I I I I I I
I I I I I
LL
i I 1 i I I I I I I 1 I I I I 1 I I I I I I I I 1 I I 1 1 I 1 ! I 1
,•
1 1 1 1 1 I 1 i 1 i
I I I I I I I I I I I I I
3
1 I 1 I 1 I I I I I I I I i I 1 1 1 1 1 1 1 1
-_I--a-_i-_4_-1-_a_-;_----a--a-_-_4_-1-_a_-i_-4--I_-a--i-_♦--_4_�
I I I I I I I I I I I I I I I I
7
1 I 1 1 I 1 1 I I 1 I I 1 I I 1 I 1 1 I 1 1
0 1 2 3 4 5 6 '7 8 9 10 '.1 12 13 14 15 16 17 18 19 20 21 22 23 24
Tlme (hours)

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion `
9.9 CFS Scenario NC-INdkeshoro 24-hr S1 10-yr RainfaU=5.33"
Prepared by HDR, Inc Printed 4l1712023
HydroCAD®10.10-7c s!n 10126 ©2022 HVdroCAD Software Solutions LLC Page 3
Hydrograph for Pond 2P: 3.8 MG Tank
Time
(hours)
Inflow
(cfs)
Storage
(acre-feet)
Elevation
(feet)
Primary
(cfs)
0.00
5.30
0.000
950AD
0.00
0.50
5.36
0.221
951.04
0.00
1.00
5.36
0.443
951.27
0.00
1.50
5.37
0.665
951.51
0.00
2.00
5.37
0.887
951.74
0.00
2.50
5.37
1.109
951.98
0.00
3.00
5.37
1.331
952.22
0.00
3.50
5.38
1.553
952A5
0.00
4.00
5.38
1.775
952.69
0.00
4.50
5.38
1.997
952.93
0.00
5.00
5.39
2.220
953.16
0.00
5.50
5.39
2.443
953.40
0.00
6.00
5.40
2.666
953.64
0.00
6.50
5.41
2.889
953.88
0.00
7.00
5.41
3.113
954.11
0.00
7.50
5.42
3.336
954.35
0.00
8.00
5.43
3.561
954.59
0.00
8.50
5.45
3.785
954.83
0.00
9.00
5.46
4.011
955.07
0.00
9.50
5.48
4.237
955.31
0.00
10.D0
5.52
4.464
955.55
OLD
10.50
5.56
4.693
955.80
0.00
11.00
5.65
4.925
956.04
0.00
11.50
5.86
5.163
956,30
0.00
12.00
11.13
5.472
956.63
0.00
12.50
6.41
5.766
956.94
0.00
13.00
5.66
6.005
957.19
0.00
13.50
5.57
6.236
957A4
0.00
14.00
5.52
6.465
957.69
0.00
14.50
5.49
6.692
957.93
0.00
15.00
5.46
6.919
958.17
0.00
15.50
5.45
7.144
958.41
0.00
16.00
5.43
7.369
958.65
0.00
16.50
5.42
7.593
958A9
0.0D
17.00
5.41
7.817
959.12
0.00
17.50
5.41
8,040
959.36
❑.00
18.00
5.40
8.264
959.60
0.00
18.50
5.39
8.487
959.84
0.00
19.00
5.39
8.709
960.07
0.00
19.50
5.38
8.932
960.31
0.00
20.00
5.38
9.154
960.55
0.00
20.50
5.38
9.377
960.79
0.00
21.00
5.37
9.599
961.02
0.00
21.50
5.37
9.821
961.26
0.00
22.00
5.37
10.043
961 A
0.00
22.50
5.37
10.265
96113
❑.00
23.D0
5.36
10.486
961.97
0.00
23.50
5.36
10.708
962.20
0.00
24.00
0.00
10.929
962.44
0.00

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion `
9.9 CFS Scenario NC-INdkeshoro 24-hr S1 10-yr RainfaU=5.33"
Prepared by HDR, Inc Printed 4f17f2023
HydroCAD®10.10-7c s/n 10126 ©2022 HydroCAD Software Solutions LLC Page 1
Summary for Pond 4P: 8.8 MG Tank
Inflow Area = 44,400 sf,100.00% Impervious, Inflow Depth �257.52" for 10-yr event
Inflow = 17.14 cfs @ 11.97 hrs, Volume= 952,836 cf, Incl. 10.80 cfs Base Flow
Outflow = 9.90 cfs @ 0.00 hrs, Volume= 855,716 cf, Atten= 42%, Lag= 0.0 min
Primary = 9.90 cfs @ 0.00 hrs, Volume= 855,716 cf
Routed to Pond 5P : 0.6 MG Tank
Routing by Sim -Route method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Starting Elev= 1,009.00' Surf.Area= 24,789 sf Storage= 407,099 cf
Peak Elev= 1,012.79' @ 24.00 hrs Surf.Area= 26,598 sf Storage= 504,572 cf (97,473 cf above start)
Plug -Flow detention time= 719.9 min calculated for 448,618 cf (47% of inflow)
Center -of -Mass det. time= 0.3 min (720.0 - 719.7 )
Volume Invert Avail.Storage Storage Description
#1 989.00' 679,112 cf 82.00'W x 197.35'L x 30.00'H Prismatoid Z=0.7
Device Routing Invert Outlet Devices
#1 Device 2 1,000.80' Special & User -Defined
Head (feet) 0.00 0.10 30.00
Disch. (cfs) 0.000 9.900 9.900
#2 Primary 1,000.80' 16.0" Round Culvert
L= 1,500,0' CMP, square edge headwall, Ke= 0.500
Inlet I Outlet Invert= 1,000.80' f 948.93' S= 0.0346? Cc= 0.900
n= 0.013, Flow Area= 1.40 sf
Primary OutFlow Max=9.90 cfs @ 0.00 hrs HW=1,009.00' TW=947.93' (Dynamic Tailwater)
L2=Culvert (Passes 9.90 cfs of 14.82 cfs potential flaw)
1=Special & User -Defined (Custom Controls 9.90 cfs)

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion
M
9.9 CFS Scenario NC-INdkeshoro 24-hr S1 10-yr RainfaU=5.33"
Prepared by HDR, Inc Printed 4l1712023
HydroCAD®10.10-7c s!n 10126 ©2022 HydroCAD Software Solutions LLC Page 2
Pond 4P: 8.8 MG Tank
Hydrograph
19 1 1 1 �7-- - - --- F
'--I--�--�--�--I--�--*--*--�-�- .�<ae-----I--�--------I-------I-- iPnmary
*01OW Ares=44;,400 sf
17' 1 I I
18 ,' I I 1 i I 1 i I I 1 I
--r-�--�--r--I--�--T--r--r-r --I--r-pe0k-EW=1,01:2.7�'-
75 I I 1 I I 1 I I I 1 I
14tia-race=504,� -Z d-
_,__�__r__I__�__T__r__r_�__ V�i
13
12 -
I--- -�--i - i --- --r-
�
10
9 I ,
4
3
2 1 1 I I 1 1 I 1 1 1 1 1
1
L 5 T
0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 18 17 18 19 2U 2, 22 23 24
Time (hours)

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion `
9.9 CFS Scenario NC-INdkeshoro 24-hr S1 10-yr RainfaU=5.33"
Prepared by HDR, Inc Printed 4l1712023
HydroCAD®10.10-7c s!n 10126 ©2022 HydroCAD Software Solutions LLC Page 3
Hydrograph for Pond 4P: 8.8 MG Tank
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
10.80
407.099
1,009.00
9.90
0.50
10.87
408,834
1,009.07
9.90
1.00
10.87
410,578
1,009.14
9.90
1.50
10.87
412,327
1,009.21
9.90
2.00
10.87
414,079
1,009.28
9.90
2,50
10,88
415.837
1,009.35
9.90
3.00
10.88
417,600
1,009.42
9.90
3.50
10.88
419,368
1,009.49
9.90
4.00
10.89
421,143
1,009.56
9.90
4.50
10.89
422,925
1,009.63
9.90
5.00
10.90
424.715
1,009.71
9.90
5.50
10.90
426,514
1,009.78
9.90
6.00
10.91
428,322
1,009.95
9.90
6.50
10.91
430,143
1,009.92
9.90
7.00
10.92
431,976
1,009.99
9.90
7,50
10.93
433,826
1.010.07
9.90
8.00
10.94
435,694
1,010.14
9.90
8.50
10.96
437,586
1,010.22
9.90
9.00
10.98
439,507
1,010.29
9.90
9.50
11.00
441,466
1,010.37
9.90
10.00
11.03
443.478
1,010.45
9.90
10.50
11.09
445,567
1,010.53
9.90
11.00
11.18
447,787
1,010.62
9.90
11.50
11.41
450,285
1,010.71
9.90
12.00
17.13
456,162
1,010.94
9.90
12.50
12.01
461,362
1,011.15
9.90
13.00
11.19
463,892
1,011.24
9.90
13.50
11.09
466,108
1,011.33
9.90
14.00
11.04
468,196
1,011.41
9.90
14.50
11.00
470,207
1,011.49
9.90
15.00
10.98
472.165
1,011.56
9.90
15.50
10.96
474,085
1,011.64
9.90
16.00
10.94
475,977
1,011.71
9.90
16.50
10.93
477,945
1,011.78
9.90
17.00
10.92
479,694
1,011.85
9.90
17.50
10.92
481,528
1,011.92
9.90
18.00
10.91
483,348
1,011.99
9.90
18.50
10.90
485,156
1,012.06
9.90
19.00
10.90
486,955
1,012.13
9.90
19.50
10.89
488,744
1,012.20
9.90
20.00
10.89
490.526
1,012.26
9.90
20.50
10.88
492,301
1,012.33
9.90
21.00
10.88
494,069
1,012.40
9.90
21.50
10.88
495,832
1,012.46
9.90
22.00
10.88
497,590
1,012.53
9.90
22.50
10,87
499.342
1,012.60
9.90
23.00
10.87
501,090
1,012.66
9.90
23.50
10.87
502,834
1,012.73
9.90
24.00
0.00
504,576
1,012.79
9.90

Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion
Appendix B — Town of
Wilkesboro P&ID

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Town mWilkesboro | Cub Creek vvvvTPUpgrade and Expansion
FN
77
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---------------------------
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PRELIMINARY Town of Wilkesbom
NOTIFOR Wastewater Treatment Plant
GENERAL PROCESS SCHEMATIC LIQUIDS
Co..T.-ICTI..
OR
Expansion
RECORDING

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Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion
Appendix C — Town of
Wilkesboro Proposed
Site Plan

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Town of Wilkesboro I Cub Creek WWTP Upgrade and Expansion
Conclusion
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SITE PLAN
PRELIMINARY Town of Wilkesboro OVERALL KEY PLAN
NOT FOR Wastewater Treatment Plant
CONSTRUCTION Expansion
OR
RECORDING =�� r.auy Eaaearac�l¢,owa �*
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Town of Wilkesboro I Engineering Calculations
Section 2 — Basis of Design Report
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Wilkesboro Cub Creek
Wastewater Treatment
Plant Basis of Design
Report
Wilkesboro Wastewater Treatment Plant
Upgrade and Expansion
Town of Wilkesboro, NC
November 17. 2023

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Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
Contents
1 Introduction.....................................................................................................................................
1.1 Background..........................................................................................................................
1.2 Purpose................................................................................................................................
2 Project Description.........................................................................................................................
2.1 Wastewater Projections........................................................................................................
2.2 Summary of Existing and New Facilities to Remain in Floodplain.......................................
2.3 Summary of Existing and New Facilities Built Out of the Floodplain...................................
2.4 Site Datum and Flood Elevation...........................................................................................
2.5 Permits and Effluent Quality.................................................................................................
3 Process Design criteria..................................................................................................................
3.1 Influent Pump Station...........................................................................................................
3.2 Headworks...........................................................................................................................
3.3 Flow Equalization.................................................................................................................
3.4 Influent Buffer Tank..............................................................................................................
3.5 AGS Influent Pump Station..................................................................................................
3.6 Aerobic Granular Sludge (AGS) Biological Treatment System ............................................
3.7 Intermediate and Sludge Buffer Tanks.................................................................................
3.8 Waste Activated Sludge Pump Station................................................................................
3.9 UV Disinfection.....................................................................................................................
3.10 Effluent Flow Monitoring.......................................................................................................
3.11 Aerobic Digestion.................................................................................................................
3.12 Digested Sludge Pumping....................................................................................................
3.13 Sludge Dewatering...............................................................................................................
Tables
Table 2-1. Current effluent flows for the Cub Creek WWTP....................................................................
Table 2.2 Influent wastewater characteristics to the Cub Creek WWTP from 2018-2023 ......................
Table 2.3 Influent wastewater characteristics for the Tyson Foods' DAF Effluent Wastewater from
2018-2021...................................................................................................................................
Table 2-4: Town of Wilkesboro Cub Creek WWTP Design criteria.........................................................
Table 2-5 Speculative NPDES permit limits #NC0021717......................................................................
Table 3-1 Influent Pump Station Design Criteria......................................................................................
Table 3-2 Headworks Screen Design Criteria..........................................................................................
Table 3-3 Grit Removal Design Criteria (Existing)...................................................................................
Table 3-4. Municipal Flow Equalization Facilities....................................................................................
Table 3-5. Tyson Foods Flow Equalization Facilities (Existing)...............................................................
Table 3-6 Influent Buffer Tank Design Criteria.........................................................................................
Table 3-7 AGS Influent Pump Station Design Criteria.............................................................................
Table 3-8 Average Characteristics to the AGS Biological Treatment System .........................................
.1
.1
.1
.1
.1
.3
.4
.4
.5
.6
.6
.7
.8
.9
10
10
13
13
14
16
17
17
18
2
2
.3
.3
.5
.6
.7
.8
.8
.9
.9
10
11
November 17, 2023 1 i

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
Table 3-9 AGS System Design Criteria .........................................
Table 3-10 AGS Blowers Design Criteria .......................................
Table 3-11 Treatment Performance ...............................................
Table 3-12 Return flows from AGS Reactor and Sidestreams ......
Table 3-13: Intermediate Tank Design Criteria ..............................
Table 3-14 Sludge Buffer Tank Design Criteria .............................
Table 3-15 Waste Activated Sludge Pump Station Design Criteria
Table 3-16 UV Disinfection Design Criteria ...................................
Table 3-17 Effluent Flow Monitoring Design Criteria .....................
Table 3-18 Parshall Flume Discharge Table ..................................
Table 3-19 Aerobic Digestion Design Criteria ................................
Table 3-20 Digester Decant Pump Design Criteria ........................
Table 3-21 Digested Sludge Pump Design Criteria .......................
Table 3-22 Dewatering Polymer Feed System Design Criteria .....
.......................................................
11
.......................................................
12
.......................................................
12
.......................................................
12
.......................................................
13
.......................................................
13
.......................................................
13
.......................................................
15
.......................................................
16
.......................................................
16
.......................................................
17
.......................................................
17
.......................................................
18
.......................................................
19
Figures
Figure 2-1: FEMA National Flood Hazard Layer (NHFL) map for the Cub Creek WWTP site.
Figure3-1 WAS Pump Curve...................................................................................................
Appendices
Appendix A - Design Basis from Aqua -Aerobic Systems, Inc.
Appendix B - Design Calculations for Solids Dewatering Equipment
.5
14
ii I November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report OR
1 INTRODUCTION
1.1 Background
The Town of Wilkesboro (Town) owns and operates the Wilkesboro Cub Creek Wastewater
Treatment Plant (WWTP), which receives municipal wastewater from the Town and pretreated
industrial wastewater from Tyson Foods, Inc. The WWTP has been in operation since 1965 with a
permitted capacity of 4.9 MGD.
The WWTP currently utilizes a conventional activated sludge process and consists of an influent
pump station, a headworks structure for screening and grit removal, an aeration basin, and an
ultraviolet (UV) disinfection system. Secondary clarification is provided by four clarifiers. Solids
handling facilities consist of three aerobic digesters, and a Huber screw press for dewatering.
Dewatered sludge is hauled off -site for landfill disposal. Following disinfection, effluent is discharged
to the Yadkin River.
The treatment facility is nearing its permitted capacity, therefore the Town retained HDR
Engineering, Inc. of the Carolinas to evaluate options for upgrading and expanding the treatment
capacity of the WWTP and to prepare a preliminary engineering report (PER). The draft PER was
presented to the Owner in June 2021. As part of this evaluation, the Town requested and received
speculative effluent permit limits for the WWTP from the North Carolina Department of
Environmental Quality (NCDEQ). Included in these speculative effluent permit limits are two new
limits that include total nitrogen (TN) and total phosphorus (TP). The current WWTP process is not
configured to remove TN or TP.
From the process alternatives evaluated as part of the PER, the Town has selected the AquaNereda
aerobic granular sludge process (Nereda) to upgrade and expand the WWTP to meet the
speculative National Pollutant Discharge Elimination System (NPDES) permit limits received from
NC DEQ. The Town has also selected the Construction Manager at Risk (CMAR) delivery method
for the construction of the WWTP upgrade and expansion.
1.2 Purpose
The purpose of this report is to summarize the conditions, assumptions, calculations, and directions
which have directed the designs of the various systems encompassed within the project scope. The
report presents goals and objectives, project components, and design criteria of the proposed
facilities.
2 PROJECT DESCRIPTION
2.1 Wastewater Projections
The annual average, maximum month, and maximum day influent design criteria are shown in Table
2-4. Influent flows are comprised of municipal flows from the Town of Wilkesboro and pretreated
industrial wastewater from the Tyson Foods poultry processing plant. Future flows from the Town's
collection system were developed based on population projections through 2042, and up to 0.5 mgd
has been included for future flows from Tyson, which are used for the design flows.
November 17, 2023 1 1

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
Table 2-1 provides the current effluent flows for Cub Creek WWTP.
Table 2-1. Current effluent flows for the Cub Creek WWTP.
2017
4.73
5.23
8.29
2018
4.13
IN 4.53
7.64
2019
4.44
5.02
8.26
I ■
2020
4.77
5.05
8.50
2021
4.21
4.80
6.38
2022
4.19
4.6
6.23
6-Year Average
4.41
4.87
7.55
Influent design criteria were established based on historical influent flows and loads data from the
WWTP and from Tyson Foods. Tyson is the county's largest employer and is based in the Town of
Wilkesboro. The annual average and maximum month influent characteristics between January
2018 through April 2023 are shown in Table 2.2.
Table 2.2 Influent wastewater characteristics to the Cub Creek WWTP from 2018-
2023
Parameter Annual
average
Flow, mgd 0.9
BODs, mg/L
213.7
TSS, mg/L
208.5
NH3-N, mg/L
12.7
TKN, mg/L
32.8
TP, mg/L
6
BOD = biochemical
oxygen demand
TKN = total Kjeldahl
nitrogen
Maximum Annual
month average
1.6 2.2 _
322 244.5
401.4 239.6
22.7 10.3
39.9 21
8.8 9.5
TSS = total dissolved solids
TP= total phosphorus
Maximum
month
2.9
Annual
average
Maximum
month
3.1
4.5
337.9
236
332
398.9
231
400
29.3
11
24
27
60
13.3
52
9
7
NH3-N = ammonia nitrogen
For the Wilkesboro upgrade and expansion project, Tyson will change pretreatment operations to
only use one of the two pretreatment basins. Based upon a sampling profile of Tyson's pretreatment
process, it was determined that Tyson's two 8-million-gallon pretreatment basins were utilizing all of
the soluble BOD, negatively impacting Wilkesboro's proposed biological nutrient removal process.
Table 2.3 summarizes Tyson's effluent wastewater characteristics. The data is only through 2021
because the supplemental testing performed on Tyson's DAF effluent was during the preliminary
engineering phase of the Wilkesboro Upgrade and Expansion project.
2 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report OR
Table 2.3 Influent wastewater characteristics for the Tyson Foods' DAF Effluent
Wastewater from 2018-2021
Parameter I Annual
average
Flow, mgd
3.0
BODs, mg/L
572.4
TSS, mg/L
137.1
NH3-N, mg/L
19.5
TKN, mg/L
40
TP, mg/L
25.5
BOD = biochemical oxygen demand
TKN = total Kjeldahl nitrogen
Maximum
month
3.2
1397
284
41.4
80
41.8
TSS = total dissolved solids
TP= total phosphorus
NH3-N = ammonia nitrogen
Taking into account changes to Tyson's pretreatment operations, Table 2-4 provides the design
criteria for the WWTP.
Table 2-4: Town of Wilkesboro Cub Creek WWTP Design criteria
Parameter
Flow, mgd
BODs, mg/L
TSS, mg/L
NH3-N, mg/L
TKN, mg/L
TP, mg/L
Annual average
Influent Design
Maximum month
Criteria
Max day
Peak hour
6.5
8
16
18.2
367
440
331
335
209
251
188
195
22 22
45 45
24.6 24.8
15
16
30
32
17
17
BOD = biochemical oxygen demand TSS = total dissolved solids NH3-N = ammonia nitrogen
TKN = total Kjeldahl nitrogen TP= total phosphorus
2.2 Summary of Existing and New Facilities to Remain in
Floodplain
Most of the existing Cub Creek WWTP facilities are in the Yadkin River floodplain. For this reason,
this project aimed to reduce as much equipment in the floodplain as possible while also being cost
efficient.
Existing facilities to remain in the floodplain include:
• Influent Town pump station (with upgrades)
• Headworks system (with upgrades)
• Aeration Basin (retrofitted to wet -weather equalization tank)
• Secondary Clarifier 4 (retrofitted to influent buffer tank and AGS Pump Station)
• Secondary Clarifier 3 (retrofitted to sludge buffer and water level correction tank)
• RAS Pump Station (retrofitted to WAS Pump Station)
• Aerobic digesters
• New digested sludge pumping platform and pumps
November 17, 2023 1 3

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
• New elevated platform for Electrical Building #2
2.3 Summary of Existing and New Facilities Built Out of the
Floodplain
Due to more stringent nutrient limits in the Yadkin River Basin and High Rock Lake Basin,
Wilkesboro requires a biological treatment upgrade which will reduce both nitrogen and phosphorus.
The following facilities will be built new and out of the regulatory floodplain:
• Three Aerobic Granular Sludge (AGS) Tanks
• One new intermediate tank to capture initial water level correction and sludge buffer flows.
• UV disinfection system
• Effluent flow metering system
• Sludge dewatering facilities (dewatering screw press)
• Electrical building #1 (to supply power to blowers and UV system)
• Operations and Control building
2.4 Site Datum and Flood Elevation
Most of the Cub Creek WWTP, apart from the solids dewatering area, is located within a Federal
Emergency Management Agency (FEMA) flood designated zone. The main influent pump station,
screening and grit removal, secondary clarifiers, aerobic digesters, and chemical feed building are in
a special flood hazard area, Zone AE Base Flood Elevation (BFE). A BFE is an area in which
floodwaters are expected to rise during a base flood event and are likely to experience severe
flooding with a one percent chance of occurring in any given year. The aeration basin and
administration building are located within FEMA Zone X Non -Special Flood Hazard Area. In non -
special flood hazard areas, the risk of flooding is reduced though not eliminated. The solids
dewatering area and Tyson Food's pretreatment basins are not located within any floodplain
designation. See Figure 2-1 for the FEMA National Flood Hazard Layer (NHFL) Map demonstrating
the flood zones on the site.
4 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report FN
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Figure 2-1: FEMA National Flood Hazard Layer (NHFL) map for the Cub Creek
WWTP site.
As a result of the plant's location in the floodplain, the Cub Creek WWTP has periodically
experienced severe floods. One example of severe flooding is an event that occurred in October
2020. During that storm event, the area around the existing wastewater treatment units was flooded,
which hindered access to the treatment facilities.
For the safety of plant staff and for meeting regulatory requirements, this project moves as much
equipment from the floodplain practical, given the limitations of the project site. NC Administrative
Code 18A.1950 (h) states that wastewater treatment plants shall not be located in areas subject to
frequent flooding by a ten-year storm or less.
2.5 Permits and Effluent Quality
In May 2020, HDR and the Town had a meeting with representatives from NC DEQ to discuss
permitting the Cub Creek WWTP for expansion. In October 2020, the Town received speculative
limits from NC DEQ for the proposed expansion of the WWTP. The speculative NPDES permit limits
for the plant expansion are presented in Table 2-5.
Table 2-5 Speculative NPDES permit limits #NC0021717
Flow (mgd)
8.0 -
BOD (mg/L)
24.4 36.6
TSS (mg/L)
30.0 45.0
November 17, 2023 1 5

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
NH3-N (mg/L)
TN1
TP2
13.3
205,476 Ibs/yr
109,872 Ibs/yr
35.0
3 PROCESS DESIGN CRITERIA
The following subsections contain summaries of the bases of design for the major unit processes of
the WWTP upgrade and expansion.
3.1 Influent Pump Station
The Influent Pump Station will be retrofitted for a peak hour design flow of 11.8 MGD with one pump
out of service. The three existing submersible pumps will be replaced with new pumps based upon
the criteria presented in Table 3-1. These improvements include upsizing existing 10" pump
discharge piping and valves to 12" piping and valves, replacing the existing primary and secondary
ultra -sonic level control system, and installing new pump control panels and VFDs.
Table 3-1 Influent Pump Station Design Criteria
ParameteM Design Criteria I
MA h —
Average Design Flow: 5.0 MGD
TDH at Average Daily Flow: 55 ft
Maximum Design Flow: 11.8 MGD
TDH @ Peak Hour Flow 75 ft
Minimum Flow 2.5 MGD
TDH @ Minimum Flow
Type:
No. Pumps
Power:
Maximum Discharge Elevation
Maximum Suction Elevation
Minimum Suction Elevation
Pump Station Header Dia.:
Pump Discharge Pipe Dia.:
51 ft
Non -clog Submersible Pump
3 pumps (2 operational, 1
standby)
110 HP, 460V
976.13 ft
936.81 ft
926.81 ft
18 in
12 in
6 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report OR
Existing 18" Force Main
Length
250 ft
3.2 Headworks
Three new perforated plate screens will be installed in the existing headworks screen channels.
The design criteria for the screens are presented in Table 3-2. New sluice troughs will convey
screenings to a new washer compactor for organics removal and dewatering.
The existing grit removal system will remain in place. A new grit pump will be installed to convey
grit slurry to a new grit classifier for dewatering and disposal. The design criteria for grit removal
are presented in Table 3-3.
Table 3-2 Headworks Screen Design Criteria
I" Parameter E"Mqrw Design Criteria -
Type: Perforated plate
Opening Size:
No. Screening Units:
Unit Capacity:
Grit Removal Technology (existing)
Screenings Treatment Type:
No. Washer Units:
Unit Capacity:
Peak Hourly Flow
Hydraulic Flow through the Screens
Hydraulic Flow through Grit Removal
Hydraulic Flow through Grit Bypass
6 mm
3 screens (2 duty, 1 standby)
7 MGD/screen (14MGD Firm)
Stacked Tray Vortex
95% Removal of Grit < 140 pm
Washer/Compactor
1
140 ft3/hr
11.8 MGD
11.8 MGD
7.25 MGD
4.55 MGD
November 17, 2023 1 7

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
- Table 3-3 Grit Removal Design Criteria (Existing)
Parameter m �
No Grit Removal units:
Grit Treatment Type Grit Classifier
Unit Capacity: 250 gpm
3.3 Flow Equalization
Design Criteria
As discussed in the Peaking Factor Determination Technical Memorandum (HDR, 2023), the
Town's existing aeration basin will be converted to a wet -weather equalization basin to minimize
the impact of peak flows during storm events. Municipal wet -weather flow from the Town's
collection system will be equalized in a 3.8 million gallon wet -weather basin. The equalization basin
will receive flow from the overflow pipe in the new grit bypass channel. A new slide gate will be
installed at the channel outlet to the influent buffer tank. In the event of a high water level in the
influent buffer tank, the slide gate will automatically close and influent flow will be diverted by gravity
to the equalization basin.
The wet -weather flow equalization basin is sloped to the center and drains via an 8" gravity line to
the influent pump station. There will be a yard hydrant nearby to allow for washdown. The design
criteria are presented in Table 3-4 and Table 3-5
Table 3-4. Municipal Flow Equalization Facilities
Number of cells
Basin Depth, ft
Operating Water Depth, ft
Embankment Side slope
Approximate volume, million gallons
Construction
Total Storage Time 10 Yr 24-Hour Storm + 1/1
rDesign Criteria
bL
Concrete -lined, flat bottom, sloped sides to
center
24 Hours
I
8 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report OR
Table 3-5. Tyson Foods Flow Equalization Facilities (Existing)
Paramete
No. Basins:
Basin Depth, ft
Operating Depth, ft
Embankment Side slope
Total Capacity:
Maximum Month Permitted Flow to
Equalization Basin:
Maximum Outflow to Influent Buffer Tank:
Total Storage Time 10 Yr 24-Hour Storm +
Tyson Influent
2
33
30
■
1:1.5
17.6 MG
3.9 MGD
6.1 MGD
24 Hours
3.4 Influent Buffer Tank
Existing Clarifier No. 4 will be repurposed to an influent buffer tank to hold 650,000 gallons. The
existing tank is 100-feet diameter, with an operating depth of 14.1 feet. There will be one 40-hp
floating mixer included in the tank to maintain solids in suspension. The design criteria are presented
in Table 3-6.
Table 3-6 Influent Buffer Tank Design Criteria
Parameter Design Criteria ■ -
No. Tank 1 tank
Diameter 100 ft
Minimum Water Depth' 3.0 ft
Maximum Water Depth2 14.1 ft
Maximum Basin Volume 650,000 gal
November 17, 2023 1 9

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
Notes:
1. Based on minimum pump submergence.
2. An additional two (2) feet of freeboard is available.
3.5 AGS Influent Pump Station
The project involves installing a new submersible pump station to transfer wastewater from the
influent buffer tank to the Aerobic Granular Sludge biological process. This pump station
includes the installation of three submersible wastewater pumps within the influent buffer tank,
associated piping, valves, and pump control panels (with VFDs). The design criteria for this
pump station are shown in Table 3-7.
Table 3-7 AGS Influent Pump Station Design Criteria
Parameter
Peak Hour Flow
TDH at Peak Hour Flow
Number of Pumps
Pump Type
Maximum Discharge Elevation
Maximum Suction Elevation
Minimum Suction Elevation
Size of Force main
Size of Pump Discharge Pipe and Valves
Force Main Length
'17-
Design Criteria ■ ■
18.2 MGD
83 ft
3 (two duty, one standby)
Non -clog Submersible
994.08 ft
962 ft
951 ft
30 in
18"
635 ft
3.6 Aerobic Granular Sludge (AGS) Biological Treatment
System
To achieve target effluent limits, the Town has chosen to construct a series of sequencing batch
reactor (SBR) tanks based on the AquaNereda® (Nereda) aerobic granular sludge (AGS) process.
AGS is a naturally growing type of sludge that can grow its microorganisms into spherical granules.
The Nereda process combines SBR operation with AGS. There are three main phases of the
Nereda cycle, which enables the plant to meet advanced wastewater treatment objectives (Fill/Draw,
React, Settling). Due to the unique structure of the granular biomass, anaerobic, anoxic, and aerobic
zones can occur internal to the granule thereby causing den itrification, nitrification, and phosphorus
removal to occur.
Although a newer technology in the United States, Nereda has been installing systems globally since
2000 and has proven effective in treating industrial wastes, such as pork slaughterhouse waste. The
10 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report OR
design criteria are presented in Table 3-9. Additional process design information is included in
Appendix A.
The average wastewater influent design criteria to the Nereda system are presented in Table 3-8.
Table 3-8 Average Characteristics to the AGS Biological Treatment System.
Constituent
Average Daily
Concentration
BOD5
431 mg/L
TSS
246 mg/L
TKN
44 mg/L
TP
24 m /L
FOG
15 mg/L (average)
45 ma/L (Deak)
Table 3-9 AGS System Design Criteria
Parameter
Design Criteria
Max Month Design Flow
8 MGD
Peak Day Flow
14.2 MGD
Peak Hourly Flow
18.2 MGD
No. Reactors
3
Basin Volume
1.29 MG/basin
Basin Dimensions
105.5 ft x 78 ft (L x W)
Freeboard
3.3 ft
Process Water Level
21.0 ft
Discharge Water Level
22.8 ft
Cycle Duration
4 hrs/cycle
F/M Ratio
0.125 Ibs BOD5/lb MLSS-day
MLSS Concentration
8,000 mg/L
Hydraulic Retention Time
0.48 days
Solids Retention Time
13.2 days
Estimated Net Sludge Yield
0.58 Ibs WAS/lb BOD5
Estimated Dry Solids Produced
16,706 Ibs WAS/day
The new aeration system will include six (6) 200 HP hybrid rotary lobe blowers. Each blower will
have a design capacity of 2,529 scfm with a turndown to 810 scfm. There will be 5 duty and 1
standby blowers. The design criteria are presented in Table 3-10.
November 17, 2023 1 11

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
Table 3-10 AGS Blowers Design Criteria
Flow, MGD
Influent BOD, lb/day'
Influent TKN, Ib/day1
AGS Process 02 Demand,
DO Concentration, mi,
rein nnuaI Design Annual
Average Average
4.3 6.3
16,228
2,525
27,327
t,
20,600
2,848
33,025
2
Maximum
Month
8.0
30,155
3,467
53,850
Peak
Hour
18.2
46,415
5,040
73,952
Air Demand, scfm 6,724 8126 13,250 18,197
Flow/Diffuser, scfm3 1.10 1.32 2.16
Notes:
1. Influent BOD and TKN to the AGS system include sidestream recycle flows.
2. Actual oxygen requirements (AOR) for all 3 AGS basins.
3. The total number of diffusers is 6,132.
Aqua -Aerobic Systems, Inc. is a licensee of HaskoningDHV Nederland B.V. with respect to the
Nereda® Technology and provides a process performance guarantee for effluent discharged from
the AGS system. The guaranteed treatment performance of the Nereda process for the Cub Creek
WWTP is presented in Table 3-11.
Table 3-11 Treatment Performance
Parameters AGS Syste%Lgr
Effluent (mg/L)
BOD 10 or less
TSS 10 or less
NH3-N 2.0 or less
Total Nitrogen 8.5 or less
Total Phosphorus 4.5 or less
Return flows and concentrations from the AGS biological treatment system to the influent pump
station are presented in Table 3-12. These return flows, with an average volume of 1.96 MGD, are
released during a 24-hour period from the combined wasting and water level correction steps. These
flows and loads include sidestream flows such as the digester decant and dewatering filtrate.
Table 3-12 Return flows from AGS Reactor and Sidestreams
Constituent Averaae Dailv
Flow
7 Concentration
1.96 MGD
BOD5
150 m /L
TSS
81 m /L
TKN
26 mg/L
TP
6.3 m /L
NO3
7.3 m /L
12 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report FN
3.7 Intermediate and Sludge Buffer Tanks
The intermediate tank receives the combined WAS/WLC flow from the Nereda discharge cycles. The
solids waste cycle lasts about 10 minutes. The intermediate tank will serve to equalize the WAS flow
to the sludge buffer tank (which was formerly secondary clarifier 3) at a rate that does not exceed
the clarifier surface loading rate. The design criteria are presented in Table 3-9.
Table 3-13: Intermediate Tank Design Criteria
No
No. Tanks
WAS/WLC Design Flow
WAS/WLC Solids Concentration
Basin Volume
Basin Dimensions
Freeboard
Maximum Water Depth
1.68 MGD
1,000 mg/L
156,337 gallons
70ftx24ftx21 ft(LxWxD)
2 ft
13.69 ft
Equalized WAS/WLC flow from the intermediate tank will flow via gravity in a 12" line to the
sludge buffer tank, which was formerly Secondary Clarifier 3. The clarifier mechanism will
remain in -place and will serve to thicken the 1,000 mg/L sludge coming from the intermediate
tank. The waste activated sludge (WAS) pump station will receive thickened solids from the
clarifier well and will then pump thickened solids to the aerobic digesters for digestion. The
design criteria are presented in Table 3-17.
Table 3-14 Sludge Buffer Tank Design Criteria
Parameter
Value
Diameter, feet
80
Surface Area, ft2
5,027
Available volume, gallons
650,000
Maximum surface overflow rate (gpd/ft2)
745
Volume Required by AASI, gallons
490,000
3.8 Waste Activated Sludge Pump Station
The existing return activated sludge (RAS) pump station will be converted to a waste sludge
(WAS) pump station. With the AGS process, the RAS pump station is no longer required. There
will be 2 new waste sludge pumps (1 duty, 1 standby) that will pump thickened waste sludge
(TWAS) through an existing 8-inch force main that reduces to 6-inches before it reaches the
digesters. The existing RAS pumps will be removed from the existing wet well and replaced with
smaller WAS pumps. The WAS pump station design criteria are presented in Table 3-18. The
pump curve is presented in Figure 3-2.
Table 3-15 Waste Activated Sludge Pump Station Design Criteria
Parameter
November 17, 2023 1 13

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
Type
Model
Number of Pumps
Unit Duty Design Flow Rate
Duty Total Dynamic Head
Operating Speed
Influent Pipe Diameter
Percent Solids
Power
Figure 3-1 WAS Pump Curve
Submersible
100-253/76XEG-S I E3
1 duty, 1 standby
355 GPM
22.03 ft
1,185 RPM
8 in
2%
3.36 HP
Wilkesboro WWTP Expansion - WAS Pumps
60
sn
-50 50 150 250 350 450 550 650 750
FLOW RATE (GPM)
3.9 UV Disinfection
A new UV Disinfection system will be installed downstream of the AGS process. The proposed UV
system will include two parallel channels and is designed for a peak of 18.2 MGD through the
14 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report FN
system. The UV system will be located downstream of the SBR system. The UV system will use low-
pressure high output UV lamps, equipped with an automatic sleeve wiping system. This system will
meet or exceed the 10 State Standards. Sleeve fouling can cause attenuation of the minimum
dose during operation. The designed UV dose shall be based on the fouling factor of 0.8 unless
UVSS has a technology -specific fouling factor certified by an independent third party. A fouling
factor greater than 0.90 will not be accepted. The UV system will be designed to deliver a
minimum UV dose indicated in the design criteria Table 3-19 at peak flow, in an effluent with a
UV transmittance of 65% at end of lamp life after reduction of quartz sleeve fouling. A fixed
finger weir will be installed in each channel at flow exit as the water level control mechanism.
The finger weir will be sized for the Peak Hour flow of 18.2 MGD. The UV lamps will be
configured in an inclined array with a minimum of two (2) duty UV banks and one (1) redundant
UV bank installed in each channel. All banks shall be installed in series in each channel.
Table 3-16 UV Disinfection Design Criteria
Parameter
Peak Design Flow'
No. Channels
No. Lamps
No. Banks Per Channel
AGS process effluent suspended solids
AGS effluent BOD5
A-
18.2 MGD
Fecal coliform (based on NPDES permit)
UV dose (at the end of lamp lifetime)
Effluent temperature
UV Transmittance at 253.7 nm
2 channels
3 banks/channel
12 lamps/bank
(72 lamps total)
Design Criteria -
3 banks/channel (2 duty, 1 redundant per
channel)
10 mg/L
10 mg/L
Less than 200 cfu/100 mL; monthly average
Less than 400 cfu/100 mL; weekly average
Minimum 30 mJ/cm2 @peak design flow
based on MS2 RED
Minimum 15 mJ/cm2 @peak design flow
based on T1 phage Bioassay
12/26 minimum/maximum °C
65% minimum
Effluent Disinfection Standard 200 fecal coliforms/100 mL (30-day geometric
mean)
400 fecal coliforms/100 mL (7-day geometric
mean)
Notes:
1. The UV system is located downstream of an SBR system and will receive an
instantaneous flow of 18.2 MGD on a regular basis.
November 17, 2023 1 15

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
3.10 Effluent Flow Monitoring
The Town has chosen to use a Parshall Flume for effluent flow measurement. A 30-inch, fiberglass
flume will be installed in a new cast -in -place concrete structure. The concrete structure will have an
approach channel length of 28' and width of 6'-6". The downstream channel departure will be 5'-6" in
length. The flume top of slab elevation is 947.67. The flume vault top of wall elevation will be 3'
above the finished grade elevation. A new 30-inch effluent line will exit the flume structure and
connect to the existing 30" outfall pipeline to the Yadkin River. The design criteria are presented in
Table 3-20 and 3-21.
Table 3-17 Effluent Flow Monitoring Design Criteria
Description 1�iteria
Hydraulic Flow through the Effluent Flow Metering System 18.2 MGD'
Peak Design Flow 18.2 MGD'
Flume Water Depth at 18.2 MGD 1.94 ft
Peak Hour Velocity 1.8 fps
System Head 1.95ft
Notes:
1. The effluent flow metering system is located downstream of an SBR system and will
receive and instantaneous flow of 18.2 MGD on a regular basis.
Table 3-18 Parshall Flume Discharge Table
LEVEL
FEET INCHES
CFS GPM
MGD
0.48
5.76
3.185 1430
2.059
1.24
14.88
13.98 6276
9.038
1.49
17.88
18.62 8356
12.03
1.93
23.16
27.87 12507
18.01
1.95
23.40
28.32 12709
18.30
16 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
3.11 Aerobic Digestion
For waste solids treatment, there are three aerobic digesters currently operated in series at the
Cub Creek WWTP. The aerobic digesters are with a diffused aeration system. There are four 75
HP blowers for the three digesters. No changes are being made to the digester mechanisms,
aeration, or sizing.
To provide for a more efficient means of decanting the digesters, digester decant pumps and
decanting columns (6-inch piping) are being added as a part of the Cub Creek WWTP
expansion project. Floating decant pumps will only be installed in Digester Nos. 1 and 2 and the
pump selected is designed to prevent inflow of suspended solids during the digester decanting
process.
Existing design criteria for the aerobic digestion system is presented in Table 3-22.
Table 3-19 Aerobic Digestion Design Criteria
Parameter A6L
am"6
Number digesters
3
Diameter (each)
80
Sidewater depth (ft)
16
WAS flow rate to digesters (gpm)
284
Thickened solids flow rate to dewatering presses (gpm)
180
Number of blowers
4
Blower flow rate (scfm)
1,804
Digester decant pumps design criteria are presented in Table 3-23.
Table 3-20 Digester Decant Pump Design Criteria
Pater
Pump Type
Model
Number
Capacity, each pump
Discharge Diameter
Value
Tsurumi FHP-Series Floating -Decanter Pump
FHP2-15TK
Two (2 duty, 0 standby)
210 gpm
3 in
Notes:
1. Decanter pumps will only be installed in Digesters 1 and 2.
2. There will be additional 6 inch decant piping with manual valves in
the event one of the decant pumps is out of service or greater
decant capacity is needed for digester operations.
3.12 Digested Sludge Pumping
Following aerobic digestion, digested sludge will be transferred to the Dewatering Building for
dewatering and ultimate landfill disposal. A new digested sludge pump station will be included as
part of this project, which will replace the pumps currently used to transfer digested sludge for
dewatering. The new pump station will include two 15 HP double disc (self -priming) sludge pumps
that can pump from either Digester 2 and/or Digester 3, and each pump will have a dedicated 6-inch
November 17, 2023 1 17

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report
force main to the Dewatering Building. Both the suction and discharge lines have pulsation
dampeners to control unexpected pressure increases. The pumps will be installed on a new elevated
platform (above the base flood elevation) adjacent to Digester 2 and 3.
The pump design criteria are presented below in Table 3-21. Each pump is designed to pump
digested sludge at an average rate equal to the dewatering screw press capacity of 90-gpm per unit.
The new screw press control panel will control the start/stop operation of the new sludge pumps.
Table 3-21 Digested Sludge Pump Design Criteria
Parameter
Type
Model
Number of Pumps
Unit Duty Design Flow Rate
Duty Total Dynamic Head
Unit Maximum Design Flow Rate
Maximum Total Dynamic Head
Operating Speed
Inlet Pipe Dia
Force main Dia
Percent Solids
Motor Horsepower
3.13 Sludge Dewatering
Design Criteria
Penn Valley Double Disc Pump
6DDSX76CNU-MK2
2
90 GPM
125 ft
120 GPM
126 ft
210 RPM
6 in
6 in
2%
15 HP
Design calculations for solids dewatering equipment were previously submitted to the NC DEQ
Division of Water Infrastructure in a letter dated September 27, 2022. These calculations are
included as part of Appendix B. A change from the original calculations submitted involves
designating the second dewatering unit as an alternate bid item. A final determination will be made
based upon actual bids received and available project funding.
In addition to the dewatering equipment summarized in calculations previously submitted, the
system design will include new polymer storage and feed equipment. A new 2500-gallon bulk
polymer storage tank will be installed adjacent to the dewatering building within a new concrete
secondary containment structure, sized for 120% of the tank volume. This bulk tank will allow the
Town of Wilkesboro to eliminate the use of chemical totes for polymer delivery. Neat polymer from
the bulk tank will be transferred to a new 90-gallon day tank, which will feed the Velodyne polymer
blending units. A 20-gpm progressive cavity pump with a 3 HP motor will be used in the transfer of
bulk polymer.
18 1 November 17, 2023

Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report FN
The dewatering screw presses will be designed with the criteria presented in Table 3-22.
Table 3-22 Dewatering Polymer Feed System Design Criteria
Polymer F Design Criteria .
Neat Polymer Dose
77 Ib/DT
Active Polymer Content
44 %w/w
Polymer Blending System Type
Velodyne
Polymer Blending System Model
VM-10P-1800
Blended Polymer Dose
34 Ib/DT'
Neat Polymer Flow
0.05 GPM
Dilution Water Flow
19 GPM
Blended Polymer Flow to Screw Press
19.05 GPM
Injection Ring
Minimum Blended Polymer Retention
45 seconds
Time
Neat Polymer Bulk Storage Parameters
Design Criteria
Neat Polymer Bulk Tank Volume
2500 gallons
Neat Polymer Transfer Pump Type
Progressive Cavity Pump
Neat Polymer Transfer Pump Capacity
30 GPM
Neat Polymer Transfer Pump Motor
3 HP
Notes:
1. The polymer dose is estimated to range
between 23-34 lb active polymer/dry
ton of sludge by the equipment manufacturer.
The upper range of the active
polymer dose was used for equipment sizing.
November 17, 2023 1 19

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Town of Wilkesboro I Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report ���
Appendix A — Design Basis from Aqua -Aerobic Systems, Inc.
AppendixA— Design Basis
from Aqua -Aerobic Systems,
Inc.

This page intentionally left blank.

AQUA -AEROBIC SYSTEMS, INC.
A Metawater Company
Process Design Report
WILKESBORO WWTP NC
Design# 170014
Option: Plans and Specs Design
AquaNereda°
Aerobic Granular Sludge
Technology
August 24, 2023
Designed By: Vedansh Gupta
6306 N. Alpine Rd Loves Park, IL 61111 Nereda° is a registered U.S. trademark of Royal HaskoningDHV
[phone] www.agua-aerobic.com © 2023 Aqua -Aerobic Systems, Inc

Design Notes
Project: WILKESBORO WWTP NC
Option: Revised Preliminary AGS Design
Designed by Vedansh Gupta on Monday, January 9, 2023
Design#: 170014
11alot
SYSTEMS, INC.
ag.'r ';
Upstream Recommendations
- 1/4 inch (6 mm) screening (perforated plate -style preferred) and grit removal (95% removal at 140 mesh) is required (by others) ahead of
the AquaNereda system.
Neutralization is required ahead of the biological system if the pH is expected to fall outside of 6.5-8.5 for significant durations.
Elevated concentration of hydrogen sulfide can be detrimental to both civil and mechanical structures. If anaerobic conditions exist in the
collection system, steps should be taken to eliminate hydrogen sulfide prior to the treatment system.
Flow Considerations
- The maximum flow, as shown on the design, has been assumed as an organic maximum that represents an increased organic load. An
oxygen peaking factor of 1.16 has been included to accommodate this additional load while maintaining a residual DO concentration of 2
mg/I.
Aeration
- The aeration system has been designed to provide 1.25 lbs. 02/lb. BOD5 applied and 4.6 lbs. 02/lb. TKN applied at the design average
loading conditions, while maintaining a residual DO concentration of 2 mg/l.
- A common standby blower will be shared among the biological reactors.
- Depending on the actual yard piping from the blowers to the diffuser system and the heat losses associated with the yard piping,
additional provisions for cooling of the air (i.e. incorporating heat exchangers) and/or modification of in -basin piping and/or diffuser sleeve
material may be required. Aqua -Aerobic Systems, Inc. may need to modify the following equipment offering to ensure compatibility of all
in -basin components with actual air temperatures.
Process/Site
- The anticipated effluent nitrogen requirement is predicated upon an influent waste temperature of 12 °C or greater. While lower
temperatures may be acceptable for a short-term duration, nitrification and (if required) denitrification below 10 °C can be unpredictable,
requiring special operator attention.
- Sufficient alkalinity is required for nitrification, as approximately 7.1 mg alkalinity (as CaCO3) is required for every mg of NH3-N nitrified. If
the raw water alkalinity cannot support this consumption, while maintaining a residual concentration of 50 mg/I, supplemental alkalinity shall
be provided (by others).
- Influent to the biological system is a typical municipal wastewater application. Influent TP shall be either in a particle associated form or in
a reactive soluble phosphate form or in a soluble form that can be converted to reactive phosphorus in the biological system. Soluble
hydrolyzable and organic phosphates are not removable by chemical precipitation with metal salts. A water quality analysis is required to
determine the phosphorus speciation with respect to soluble and insoluble reactive, acid hydrolyzable and total phosphorus at the system
Influent, point(s) of chemical addition, and final effluent.
- Chemical feed lines (i.e. metal salts) shall be furnished to each reactor, aerobic digester and dewatering supernatant streams as
necessary.
- pH monitoring in a range of 6.5-8.5 of the biological reactor is required when adding metal salts.
- The average and maximum design flow and loading conditions, shown within the report, are based on maximum month average and
maximum day conditions, respectively.
Equipment
Changes in basin geometry may require alterations in the equipment recommendation.
The basins are not included and shall be provided by others.
The influent enters the basin near the reactor floor. Adequate hydraulic capacity shall be made in the headworks to prevent backflow from
one reactor to the other during transition of influent.
Printed: 01/10/2023 9:37:06AM Aqua -Aerobic Systems, Inc. CONFIDENTIAL Page 2 of 5
Project ID: 116566 - WILKESBORO WWTP NC / Design#: 170014

Design Notes
Project: WILKESBORO WWTP NC
Option: Revised Preliminary AGS Design
Designed by Vedansh Gupta on Monday, January 9, 2023
Design#: 170014
•_A -AEROBIC
SYSTEMS, INC.
Scope of supply includes freight, installation supervision and start-up services.
Equipment selection is based upon the use of Aqua -Aerobic Systems' standard materials of construction and electrical components,
suitable for non -classified electrical environments.
- The basin dimensions reported on the design have been assumed based upon the required volumes and assumed basin geometry.
Actual basin geometry may be circular, square or rectangular with construction materials including concrete or steel.
The control panel does not include motor starters or VFDs, which should be provided in a separate MCC (by others).
Provisions should be made, by others, for overflows in each of the recommended basins.
- Aqua -Aerobic Systems, Inc. is familiar with various "Buy American" Acts (i.e. AIS, ARRA, Federal FAR 52.225, EXIM Bank, USAid, PA
Steel Products Act, etc.). As the project develops Aqua -Aerobic Systems can work with you to ensure full compliance of our goods with
various Buy American provisions if they are applicable/required for the project. When applicable, please provide us with the specifics of the
project's "Buy American" provisions.
Printed: 01/10/2023 9:37:06AM Aqua -Aerobic Systems, Inc. CONFIDENTIAL Page 3 of 5
Project ID: 116566 - WILKESBORO WWTP NC / Design#: 170014

Influent Buffer - Design Summary Design#: 170014
Project: WILKESBORO WWTP NC
Option: Plans and Specs Design AQUA -AEROBIC
SYSTEMS, INC.
Designed by Vedansh Gupta on Monday, January 9, 2023 1&. A Metawater Company
INFLUENT BUFFER DESIGN PARAMETERS
Avg. Daily Flow: = 8.00 MGD = 30,283 m3/day
Max. Daily Flow: = 14.20 MGD = 53,753 m3/day
No. of AGS Reactors:
=3
INFLUENT BUFFER VOLUME DETERMINATION
The volumes determined in this summary reflect the minimum volumes necessary to achieve the desired results based upon the
input provided to Aqua. If other hydraulic conditions exist that are not mentioned in this design summary or associated design
notes, additional volume may be warranted.
INFLUENT BUFFER BASIN DESIGN VALUES
No./Basin Geometry:
= 1 Circular Basin(s)
Diameter of Basin:
= 100 ft
= 30.5 m
Min. Water Depth:
= 3.0 ft
= 0.9 m
Max. Water Depth:
= 14.1 ft
= 4.29 m
Max. Basin Vol. Basin:
= 826,166 gallons
= (3,127 ml)
INFLUENT BUFFER EQUIPMENT CRITERIA
Mixing Energy with Mixers: = 10 HP/MG = (2.0 W/m3)
Min. Basin HP Recommended = 40
Max. Flow Rate Required Basin: = 12,660 GPM = (2,875 m'/hr)
Avg. Power Required: = 1,595 kWhr/day
Printed: 01/10/2023 9:37:13AM Aqua -Aerobic Systems, Inc. CONFIDENTIAL Page 4 of 5
Project ID: 116566 - WILKESBORO WWTP NC / Design#: 170014

AquaNereda° - Aerobic Granular Sludge Reactor - Design Summary Design#: 170014
Project: WILKESBORO WWTP NC
Option: Revised Preliminary AGS Design AC+UA-AEROBIC
SYSTEMS, INC.
Designed by Vedansh Gupta on Monday, January 9, 2023 ® A Metawater Company
DESIGN INFLUENT CONDITIONS
Avg. Design Flow = 8.00 MGD = 30,283 m3/day
Max Design Flow = 14.20 MGD = 53,753 m3/day
DESIGN PARAMETERS
Effluent
Influent mg/I Required - mg/I Anticipated - mg/I
Bio/Chem Oxygen Demand:
BOD5
431 BOD5
10
BOD5
10
Total Suspended Solids:
TSS
246 TSS
10
TSS
10
Total Kjeldahl Nitrogen:
TKN
44 TKN
TKN
NH3-N
NH3-N
2
NH3-N
2
Total Nitrogen:
TN
8.5
TN
8.5
Phosphorus:
Total P
24.4 Total P
4.5
Total P
4.5
SITE CONDITIONS
Maximum
Minimum
Elevation (MSL)
Ambient Air Temperatures:
100 F 38.0 C
32 F 0.0 C
1,050 ft
Influent Waste Temperatures:
79 F 26.0 C
54 F 12.0 C
320.0 m
AGS BASIN DESIGN VALUES
Water Depth
Basin Vol./Basin
No./Basin Geometry
3 Rectangular
Basin(s)
Process Level (PWL)
21.0 ft (6.4 m)
1.29 MG
(4,895 m3)
Freeboard (from PWL)
3.3 ft
(1.0 m)
Discharge Level (DWL)
22.8 ft (7.0 m)
Length of Basin:
105.5 ft
(32.2 m)
Width of Basin:
78.0 ft
(23.8 m)
PROCESS DETAILS
Cycle Duration:
Food/Mass (F/M) ratio:
MLSS Concentration:
Hydraulic Retention Time:
Solids Retention Time:
Est. Net Sludge Yield:
Est. Dry Solids Produced:
AERATION DETAILS
Lbs. 02/lb. BOD5
Lbs. 02/lb. TKN
Peak 02 Factor:
Actual Oxygen Required:
Max. Discharge Pressure:
Max. Air Flowrate/Basin:
Min. Air Flowrate/Basin:
Max. Simultaneous Air:
Min. Simultaneous Air:
RETURN FLOW ESTIMATES
Daily Estimated Return Flow:
Max. Instantaneous Return Flow:
POWER CONSUMPTION
Average Aeration Power Consumption:
= 4.0 Hours/Cycle
= 0.125 lbs. BOD5/lb. MLSS-Day
= 8000 mg/I
= 0.48 Days
= 13.2 Days
= 0.58 Lbs. WAS/lb. BOD5
= 16706.0 lbs. WAS/Day
= 1.25
= 4.60
= 1.16
= 57361 lbs./Day
= 10.89 PSIG
= 7,760 SCFM
= 1,940 SCFM
= 12,882 SCFM
= 4,418 SCFM
= 1.91 MGD
= 1,326 GPM
= 7,524 kWh/day (at 72% design load)
= (7577.8 kg/Day)
= (26018.8 kg/Day)
= (75 KPA)
Printed: 01/10/2023 9:37:15AM Aqua -Aerobic Systems, Inc. CONFIDENTIAL Page 5 of 5
Project ID: 116566 - WILKESBORO WWTP NC / Design#: 170014

Town of Wilkesboro I Wilkesboro Cub Creek Wastewater Treatment Plant Basis of Design Report ���
Appendix B — Design Calculations for Solids Dewatering Equipment
Appendix B — Design
Calculations for Solids
Dewatering Equipment

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Design Calculations for
Solids Dewatering
Equipment
Wilkesboro Cub Creek WWTP Expansion and
Upgrade
Wilkesboro, NC
September 26, 2022
9�a�Iaaaa
HDR Engineering, Inc. of the Carolinas
100 North Main Street, Suite 1500, Winston-Salem, NC 27101 336-
955-8250
NC License F-0116

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FN
Memo
Date: Monday, September 26, 2022
Project: Wilkesboro Cub Creek WWTP Expansion and Upgrade
To: Town of Wilkesboro
From: HDR
Subject: Design Calculations for Solids Dewatering Equipment
Background of Solids Treatment Process
For waste solids treatment, the Town of Wilkesboro operates three aerobic digesters, which are
operated in series. The aerobic digesters are fitted with a diffused aeration system, with air
supplied by four 75 HP blowers. Following digestion, waste sludge is pumped from Digester No.
3 to the dewatering building utilizing a self -priming pump station installed on an elevated
platform adjacent to Digester No. 3. The pump station is a duplex configuration using Gorman -
Rupp T-4 pumps.
One original Huber Technology (Huber) Q-Press® Model 800 screw press is operated for
dewatering waste sludge. This unit was purchased used from Huber and had previously been
operated by Charlotte Water for demonstration testing. A Velodyne polymer activation system is
also operated for sludge conditioning prior to dewatering. The Huber press and Velodyne
polymer system are installed in the dewatering building, which has floor space reserved for a
future parallel dewatering unit. Dewatered biosolids are disposed of in the Wilkes County
landfill.
As part of the WWTP upgrade and expansion, two parallel Huber Q-Press® Model 800.2HC
units will be installed for sludge dewatering, replacing the existing model 800 unit. The model
800.2HC Q-Press® is a new generation, high -capacity press rated for a maximum flow of 125
GPM (based upon a WAS influent of 1 percent solids). The floor space required for the model
800.2HC unit is nearly the same as the existing press.
Design Basis and Calculations
Table 1 summarizes the average daily and maximum month design flows. The proposed
NPDES permit will be for an 8 MGD facility but proposed improvements to the solids treatment
process will be designed and implemented in phases.
Table 1. 10-Year Progression of Flows into Wilkesboro Cub Creek WWTP
Year
Annual Average
Flow (MGD)
Max Month Flow
(MGD)
Phase 1 - 2022
4.2
4.6
Phase 2 - 2032
5.8
7.1
Phase 3 - 2042
6.6
8
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

FN
Table 2 summarizes the maximum month concentration and associated loads for the Phase 1
(4.2 MGD) through the Phase 3 (8 MGD) solids dewatering expansions. The design
concentrations are based on a combination of the Town's municipal flow and Tyson Foods' DAF
effluent flow sampling and historic data.
Table 2. Proposed Solids Design Concentrations and Loads
Parameter
BODS
TSS
MM Concentration, m /L
400
214
MM Load, lb/day (4.6 MGD)
15,346
8,210
MM Load, lb/day 7.1 MGD
23,686
12,672
MM Load, lb/day 8 MGD
26,688
14,279
Based on these design concentrations and loads, HDR recommends the following solids
equipment in three phases as indicated in Table 3 assuming that dewatering will be occurring
for 16 hours per day 7 days per week.
Table 3. Proposed Solids Equipment Phasing
Parameter
Solids Dewatering
Screwpress
Required*
Solids Disc
Thickeners
Required*
Solids Loading Rate of Units
486 Ib/hr
650 Ib/hr
Phase 1 - 2022
2
None
Phase 2 - 2032
3
3
Phase 3 - 2042
3
3
*Required equipment accounts for one redundant unit
Attachment 1 contains the calculations for Phase 1, Phase 2, and Phase 3. Additionally,
Attachments 2 has the dewatering proposal.
HDR proposes installing two Huber model 800.2HC Q-Press® units. Two new Penn Valley
sludge lift pumps will be used to transfer thickened WAS from the aerobic digesters to the solids
dewatering building. These pumps will directly feed the Q-Press units, which will eliminate the
need for the existing progressive cavity pumps. Associated calculations and the vendor
proposal are in Attachments 3 and 4.
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

FN
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

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FN
Cub Creek W WTP Solids Stream Tracking
Condition
Flow rate MGD
AA F&L
4.2
MM F&L
4.6
177
214
TSS conc. mg/L
SOD conc. mg/L
330
400
11,532
15,346
BOD load Ib/d
Yield Ib TSS/lb BOD
0.61
0.69
7,034
10,588
WAS prod. Ib dry TSS/d
Ratio dry TSS/MGD
1,679
2,302
5,276
1,759
7,941
2,647
Secondary WAS Volatile lb dry VSS/d
Treatment WASS Inerts lb dry SS/d
WAS solids
%
0.8%
0.82
WAS volume
gpd
105,431
158,700
WAS flow rate, continuous basis
gpm
73
110
Max WAS pumpoul rate
gpm
435
435
Wasting events per day
vents
18
18
WAS pumpoul time
min per event
13.5
20.3
Operating Volume of Digester
gal
601,658
601,658
Number of Digesters
(Count)
1
1
Decant volume
gpd
30000
60000
Digestate flow rate
gpd
75,431
98,700
Percent Flow to Thickener
%
0.0%
0.0%
Effective TWAS solids
%
5.0%
5.0%
Flow to Thickener
gpd
0
0
Load to Thickener
lb dry TSS/d
0
0
Filtrate/Decant volume
gpd
30,000
60,000
Digester 1 TWgS volume
gpd
0
0
TWAS flow rate, continuous basis
gpm
0
0
TWAS TSS load
Ib dry TSS/d
0
0
Digester Influent VSS content
% of TSS
75%
75%
Digester VSS destruction
%
15%
15%
Digestate output solids
%
0.99%
1.14%
Digestate TSS load
lb dry TSS/d
6,243
9,397
VSS destruction
lb dry VSS/d
791
1,191
Oxygen Demand
Ib/hr
66
99
Blower Flow Rate
scfm
Operating Volume of Digester
gal
601,658
601,658
Number of Digesters
(Count)
1
1
Decant volume
gpd
30000
60000
Digestate flow rate
gpd
45,431
98,700
HRT, feed flow basis
days
8.0
6.1
HRT, digestate flow basis
days
8.0
3.8
Digester
WAS VSS content
% of TSS
72%
72%
Digester VSS destruction
%
20%
20%
Digestate solids
%
0.85%
0.98%
Digestate TSS load
lb dry TSS/d
5,346
8,047
VSS destruction
lb dry VSS/d
897
1,350
Oxygen Demand
Ib/hr
75
113
Operating Volume of Digester
gal
601,658
601,658
Number of Digesters
(Count)
1
1
Decant volume
gpd
15000
30000
Digestate flow rate
gpd
30,431
68,700
HRT, feed flow basis
days
13.2
6.1
HRT, digestate flow basis
days
13.2
6.1
Digester 3
WAS VSS content
Digester VSS destruction
Digestate Output solids
Digestate TSS load
VSS deslmclion
Oxygen Demand
Blower Flow Rate
72%�
768
�
lb dry VSS/d
lb/hr�
�
sofm
--
Overall VSS destruction %
SRT d 29.2 17.9
Dewatering Unit Hydraulic loading gpm
97
97
486
486
Dewatering Unit Solids Loading Ib/hr
Capture Rate %
95
95
12
1
Dewatering Tme hours
Dewatering Schedule Days/Wk
7
7
System Solids Loading It, TSS dry/hr
382
431
System Hydraulic Loading gpm
Number of Units Needed Out + 1 Standby
42
2
72
2
Phase 1 Solids Calculations
Number of Units (Solids limit)
Dewatering Number Units Needed (duty only)
y
#/d
#/d
0.78
1
0.89
1
Number of
Dewatering Units
Dewatering Unit Output Solids % 20%
Cake volume
gpd
2,681
Filtrate volume
gpd
43,500
Dewatering Unit Output Solids
Ibs TSS wet/d
16,099
Dewatering Unit Output Solids
tons wet/d
8
Dewatering Unit Output Solids
Ibs TSS dry/d
3,220
Dewatering Unit Output Solids
tons dry/d
2
Dewatering Unit Output Solids
tons dry/yr
58811,47
Dewatering Unit Output Flow
cyd
22
Effective Weight on Hauling Days
Ibs TSS wet/d
1fi,099
40,236
Effective Weight on Hauling Days
Ibs TSS dry/d 1
3,2201
8,047
Effective Volume on Hauling Days
cy
22
33
Hauling Maximum Volume
cy
18
18
Hauling Maximum Weight
Ibs
40,000
40,00
Hauling Number Tracks Needed
#/d
2
2
Number of bucks (volume limit)
#/d
Number of tracks (weight limit)
#/d
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

FN
Cub Creek W WTP Solids Stream Tracking
Condition
AAFBL MMF&L
Phase 2 Solids Calculations
Flow rate
MGD
5.8
7.1
TSS cone.
mg/L
177
214
BOD cone.
mg/L
330
400
BOD load
b/d
15,963
23,686
Yield
It, TSS/Ib SOD
0.61
0.69
WAS prod.
Ib dry TSS/d
9,737
16,343
Ratio
dry TSS/MGD
1,679
2,302
Secondary WAS Volatile
It, dry VSS/d
7,303
12,257
Treatment WASS Inerts
Ib dry SS/d
2,434
4,086
WAS solids
%
0.8%
0.8°0
WAS wluma
gpd
145,943
244,950
WAS flow rate, continuous basis
gpm
101
170
Max WAS pumpout rate
gpm
435
435
Wasting events per day
events
18
18
WAS pumpout time
min per event
18.6
31.3
Operating Volume of Digester
gal
601,658
601,658
Number of Digesters
(Count)
1
1
Decant volume
gpd
0
0
Digestate flow rate
gpd
145,943
244,950
Percent Flow to Thickener
%
60.0%
60.0%
Effective TWAS solids
%
5.0%
5.0%
Flow to Thickener
gpd
87,566
146,970
Load to Thickener
Ib dry TSS/d
5,842
9,806
First Digester Filtrate/Decant volume
gpd
73,555
123,455
and TWAS wlume
gpd
14,010
23,515
Thickening TWAS flow rate, continuous basis
gpm
10
16
Blend TWAS TSS load
It, dry TSS/d
5,842
9,806
Effective Digester Input Solids
%
1.61 %
1.61
Digester Influent VSS content
%of TSS
75%
75%
Digester VSS destruction
%
15%
15%
Digestate output solids
%
1.43%
1.43%
Digestate TSS load
lb dry TSS/d
8,642
14,504
VSS destruction
It, dry VSS/d
1,095
1,839
Oxygen Demand
Ib/hr
91
153
Blower Flow Rate
sclm
Thickening Unit Hydraulic loading
gpm
97
97
Thickening Unit Solids Loading
Ib/hr
650
650
Capture Rate
%
95
95
Thickening Time
hours
24
24
Thickening Schedule
Days/Wk
7
7
Thickeners System Solids Loading
lb TSS dry/hr
243
409
Needed System Hydraulic Loading
gpm
61
102
Number of Units Needed
Duty+ 1 Standby
2
3
Number of
Number of Units (Solids limit)
#/d
0.37 0.63
Thickeners
Number of Units H dmulic limit
#/d
0.63 1.05
umber rats Bede duty only)
d
Operating Volume of Digester
gal
601,658
601,658
Number of Digesters
(Count)
1 2
2
Decant volume
gpd
0
0
Digestate flow rate
gpd
72,387
121,495
HRT, feed flow basis
days
HRT, digestate flow basis
days
16.6
9.9
Aerobic
Digestion WAS VSS content
%of TSS
72%
72%
Digester VSS destmction
%
20%
20%
Digestate solids
%
1.23%
TSS load
Ib dry TSS/d
7,400
VSS destruction
Ib dry VSS/d
1,242
�211,Digestate
Oxygen Demand
Ib/hr
103
Blower Flow Rate
set.
Overall VSS destruction
%
SRT
d
24.9 14.9
Dewatenng Unit Hydraulic loading
gpm
97
97
Dewatering Unit Solids Loading
Ib/hr
486
486
Capture Rate
%
95
95
Dewatering Time
hours
16
1
Dewatering Schedule
Days/Wk
7
7
System Solids Loading
It, TSS dry/hr
463
776
System Hydraulic Loading
gpm
75
127
Number of Units Needed
Duty 1 Standby
2
3
Number of
Number of Units (Solids limit)
#/d
0.95 1.60
Dewatering
Dewatering umber Units Needed (duty only)
#/d
1 2
Units
Dewatenng Unit Output Solids
%
20%
20°7
Cake volume
gpd
6,162
10,3421
Filtrate volume
gpd
67,951
114,049
Dewatering Unit Output Solids
Ibs TSS wet/d
37,002
62,104
Dewatering Unit Output Solids
tons wet/d
19
Dewatering Unit Output Solids
Ibs TSS dry/d
7,400�Nl'
DewateringUnitOutput Solids
tons dryld
4Dewatering
Unit Output Solids
tons drylyr
1,351Dewatering
Unit Output Flow
cyd
30
Effective Weight on Hauling Days
be TSS wet/d
37,002
62,104
Effective Weight on Hauling Days
Ibs TSS dry/d
1 7,4001
12,421
Effective Volume on Hauling Days
cy
1 301
51
Hauling Maximum Volume
cy
18
18
Hauling Maximum Weight
be40,000
40,00
Hauling Number Tracks Needed
#/d
2
3
Number of trucks (wlume limit)
#/d
1.69 2.84
Number of tracks (weight limit)
#/d
0.93 1.55
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

FN
Cub Creek W WTP Solids Stream Tracking
Condition
AA F&L
MIA F&L
Flow rate
MGD
6.6
8
TSS cone.
mg/L
177
214
BOD cone.
mg/L
330
400
BOD load
b/d
18,165
26,688
Yield
It, TSS/Ib SOD
0.61
0.69
WAS prod.
Ib dry TSS/d
11,080
18,415
Ratio
dry TSS/MGD
1,679
2,302
Secondary WAS Volatile
It, dry VSS/d
81310
13,811
Treatment WASS Inerts
Ib dry SS/d
2,770
4,604
WAS solids
%
0.8�
WAS volume
gpd
166,073
276,000
WAS flow rate, continuous basis
gpm
115
192
Max WAS pumpout rate
gpm
435
435
Wasting events per day
events
18
18
WAS pumpout time
min per event
21.21
35.2
Operating Volume of Digester gal
Number of Digesters (Count)
Decant volume gpd
Digestate flow rate gpd
Percent Flow to Thickener
Effective TWAS solids
Flow to Thickener
Load to Thickener
First Digester Filtrate/Decant volume
and TWAS volume
Thickening TWAS flow rate, continuous basis
Blend TWAS TSS load
Effective Digester Input Solids
Digester Influent VSS content
Digester VSS destruction
Digeslate output solids
Digeslate TSS load
VSS destruction
Oxygen Demand
Blower Flow Rate
Thickening Unit Hydraulic loading
Thickening Unit Solids Loading
Capture Rate
Thickening Time
Thickening Schedule
Thickeners System Solids Loading
Needed System Hydraulic Loading
Number of Units Needed
gpd
Ib dry TSS/d
gpd
gpd
gpm
It, dry TSS/d
% of TSS
It, dry TSS/d
It, dry VSS/d
Ib/hr
sctm
611,658 611,658
1 1
0 0
166,073 276,000
60.0% 60.0%
5.0% 5.0%
99,644 165,600
6,648 11,049
83,701 139, 164
15,943 26,496
11 18
6,648 11,049
1.61% 1.61%
75% 75%
15% 15%
1.43% 1.43%
9,834 16,343
1,247 2,072
104 173
gpm
97
97
Ib/hr
650
650
%
95
95
hours
24
24
Days/Wk
7
7
lb TSS dry/hr
277
460
gpm
69
115
Duty +l Standby
2
3
Phase 3 Solids Calculations
Number of
Number of Units (Solids limit)
#/d
0.43
0.71
umber Units Needed(duty only)
1 2 Thickeners
#/d
Operating Volume of Digester
gal
601,658
601,658
Number of Digesters
(Count)
1 2
2
Decant volume
gpd
0
0
Digeslate flow rate
gpd
82,372
136,896
HRT, feed flow basis
days
HRT, digestate flow basis
days
14.6
8.8
Aerobic
Digestion WAS VSS content
%of TSS
72%
72%
Digester VSS destmction
%
20%
20%
Digest ate solids
%
1.23%
1.23%
Digestate TSS load
Ib dry TSS/d
8,421
13,995
VSS destmction
Ib dry VSS/d
1,413
2,348
Oxygen Demand
Ib/hr
118
196
Blower Flow Rate
set.
Overa11 VSS destruction
%
SRT
d
21.9
13.2
Dewatedng Unit Hydraulic loading
gpm
97
97
Dewatedng Unit Solids Loading
Ib/hr
486
486
Capture Rate
%
95
95
Dewatedng Time
hours
16
1
Dewatedng Schedule
Days/Wk
7
7
System Solids Loading
lb TSS dry/hr
526
875
System Hydraulic Loading
gpm
86
143
Number of Units Needed
Duty + 1 Standby
3
3
Number of Units (Solids limit)
#/d
1.08
1.80
Number of
Dewatedng
17
Dewate ri n g Units
umber U n i Needed (duty only)
Wd
2
2
Dewatedng Unit Output Solids
%
20 %
20°o
Cake volume
gpd
7,012
11,65
Filtrate volume
gpd
77,323
128,506
Dewaterng Unit Output Solids
Ibs TSS wet/d
42,105
69,976
Dewatedng Unit Output Solids
tons wet/d
21
35
Dews Unit Output Solids
Ibs TSS dry/d
8,421
33,995
Dewatedng Unit Output Solids
tons dry/d
4
7
Dewatedng Unit Output Solids
tons dry/yr
1,538
2,556
Dewatedng Unit Output Flow
cyd
35
5
Effectiw Weight on Hauling Days
be TSS wet/d
42,105
69,976
Effective Weight on Hauling Days
Ibs TSS dry/d
1 8,4211
13,995
Effective Volume on Hauling Days
cy
35
58
Hauling Maximum Volume
cy
18
18
Hauling Maximum Weight
be
40,000
40,00
Hauling Number Tracks Needed
#/d
2
4
Number of tracks (volume limit)
#/d
1.03
3.20
Number of tracks (weight limit)
Xcl
1.05
1.75
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

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FN
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

This page intentionally left blank.

Wilkseboro , "
Equipment:
HUBER Screw Press Q-PRESS 800.21
Represented by:
Premier Water
Max Foster
[phone]
[e-mail]
Regional Sales Director:
Steve Frank
704-330-9378
[e-mail]
Project Number: 468130
Revision: 0
Date: 6/28/2022
HUBER
WASTE WATER Solutions
Note: This proposal is for budget
purposes only and is subject to
change based on current and
future market conditions.
HUBER Technology, Inc.
1009 Airlie Pkwy, Denver, NC 28037
704-949-1010 1 www.huber-technology.com

Design Information
HUBER
ins..
WASTE WATER 5.1,h s
Technical
Data.,
Sludge Type
Aerobically Digested Granular Sludge
Upstream Biological Process
Aqua Nereda
Upstream Digestion Process
Aerobic Digester with 30 day sludge age
Design Feed Rate (given)
486
Design Feed Rate (calculated)
79
Feed Sludge Concentration
1.23
Sludge TDS
800
Sludge VSS
<64
Sludge pH
7.1
Chloride Concentration
50
Phosphate Concentration
25
Nominal Hydraulic Loading Capacity (per unit)
79 at 1.23% feed solids
Nominal Solids Loading Capacity (per unit)
486 at 1.23% feed solids
Estimated Cake Solids'
16-20
Capture Rate'
>_95
Estimated Polymer Consumption'
23-34 lb active polymer/dry ton of sludge
Average Spray Wash Water Requirement'
84 gph at 72.5 psi
Spray Water Connection
1.25
Sludge Inlet Diameter
6
Approximate Screw Press Empty Weight
8200
Approximate Screw Press Full Weight
10100
'All performance is estimated based on typical screw press performance.
In order to guarantee performance Huber must run a pilot test.
'Wash water cycle runs at approximately 33 gpm for 152 seconds. Typical
applications experience 1-2 wash cycles per hour.
Equipment Details
Quantity
Material
Basket Material
Auger Inclination
Support Legs
Wiper Material
Anchor Bolts
Motor Data
Spraywash Motor Data
Polymer Injection
Control Details
2
304L stainless steel construction; pickled and passivated in acid bath
Wire mesh; 304L stainless steel
10,
304L stainless steel
Wear resistant polyurethane
M12, 316L stainless steel
5 hp drive motor, 460 VAC, 60 Hz, 3 ph
0.25 hp spraywash motor, 460 VAC, 60 Hz, 3 ph
Polymer injection ring and mixing device (upstream of flocculation reactor)
Enclosure NEMA 4X, Stainless Steel
PLC Allen Bradley CompactLogix
HMI Allen Bradley PanelView 7"
Pre-programmed and Factory Tested
Ib/hr
gpm
mg/L
SU
mg/L
mg/L
gpm
Ib/hr
inch
inch
Ibs
Ibs
n
Page 2

Pricing
HUBER
WASTE WATER 5.1,h s
Equipment HUBER Screw Press
HUBER's Standard Polymer Blending System
HUBER Control Panel
Freight and Startup Services
Ancillary Equipment
Q-PRESS 800.2® 2
Velodyne VM-3P-600-D 2
HUBER Standard 2
Standard HUBER Start-up Services 6 days, 2 trips
TOTAL:
HUBER Screw Conveyor (Cake) Ro8T 273, 12 ft length 1
Standard delivery is 26-36 weeks from approval of submittals.
Included
Included
Included
Included
$890,000.00
$30,000.00
Thank you for your interest in HUBER Technology, Inc. If you have any questions, please do not hesitate to contact our Regional Sales Director or our local sales
representative.
This proposal has been reviewed for accuracy and approved for issue by: JLH
Notes and Technical Clarifications
1. Equipment specification and drawings are available upon request.
2. If there are site -specific hydraulic constraints that must be applied, please consult the manufacturer's representative to ensure compatibility
with the proposed system.
3. Electrical disconnects required per local NEC code are not included in this proposal.
4. All electrical interconnections, wirings, junction boxes, and terminations between the equipment and electrical components are to be provided
by installing contractor.
5. Huber Technology warrants all components of the system against faulty workmanship and materials for a period of 12 months from date of
start-up or 18 months after shipment, whichever occurs first.
6. Budget estimate is based on Huber Technology's standard Terms & Conditions and is quoted in US dollars unless otherwise stated.
7. Equipment recommendations are based on information provided to Huber Technology. Subsequent information which differs from what has
been provided may alter the equipment recommendation.
g. Any item not specifically listed is not considered part of this scope of supply. Please contact the HUBER Technology representative listed for
further clarification.
9. Sludge feed pump and flow meter shall be controlled by the Huber control panel even if provided by others.
10. Pricing shown in this proposal is valid for 30 days from the date shown on this proposal.
11. Blue motor covers are aesthetic only, and have not been included in this budgetary quote.
Page 3

This page intentionally left blank.

FN
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

This page intentionally left blank.

Wilkesboro WWTP Expansion - WAS Pumps
CRITERIA VALUE
UNITS
CRITERIA VALUE
UNITS
COMMENTS
100
GPM
943.00
FT
Bottom of Digester
0.1
MGD
959.00
FT
T from Top of Wall
0.2
CFS
0
PSI
Open to Atm (wet well)
379
U min
963.50
FT
22,712
UhrICZE
986.67
FT
manna= 986.67
FT
35
PSI
Set to Required Mixing Pressure
CRITERIA VALUE UNITS 200
20.50 FT 150 127.65
4.50 FT E
27.67 FT o loo
43.67 FT ~ 50 loo
80.73 FT
0
100 200 300 400 Soo
FLOW RATE (GPM)
Pump Suction /Pump Discharge I Sys
Discharge:
Percent of Flow Rate: %
11 • .
11 • .
11 • .
------------
Flow Rate: gpm
11
11
11
-----------
Flow Rate Conversion (ref���-----------
Pipe Diaq�-000------------
- Hazen-Willi�m---------------
Velocity:®®®-----------�
- Reynolds Number:
Flow T�_���------------
�iinu Crir/inn 1 nccnc hf �-
���------------
1 1
®
1 1 •
------------
Other/Artificial L---------------
Clean Water
SYSTEM RESULTS
Low High
jjjjjjU Suction Loss�egl'
- Discharge LosM-�®
$ysteRl,�-
Total Frictio�-�®
1 11
1 11
-��
-MPTPZ��
L Number of Pumps 0
jjk6[otal System Flow: 1 1
Flow per Pump: 1 1
KR

Valve/Fitting Low High
Coeff. Coeff. Override
15' Mitered Bend ��-
22.5' Mitered Bend
-
30o Mitered Bend ��-
45' Mitered Bend ��-
60' Mitered Bend ��-
90o Mitered Bend
-
90o Bend, R/D=1 ��-
90' Bend, R/D=2 ��-
90' Bend, RID=4 ��-
45' Standard Bend-
90o Standard Bend ��-
90' Long Radius Bend
Return Bend, Standard ��-
Angle Valve ��-
Ball Valve ��-
Butterfly Valve, 150-lb Class ��-
Check Valve, Ball ��-
Check Valve, Double Door (> 8 IN) -
Check Valve, Double Door (10-16 IN) -
Check Valve, Globe ��-
Check Valve, Slanting Disc ��-
Check Valve, Swing ��-
Cone Valve Diaphragm/Pinch Valve ��-
Gate Valve ��-
Gate Valve, Three Quarters Open ��-
Gate Valve, Half Open
-
Gate Valve, One Quarter Open ®®-
Gate Valve, Double Disc ��-
Gate Valve, Knife Metal Seat ��-
Gate Valve, Knife Resilient Seat ��-
Gate Valve, Resilient Seat ��-
Globe Valve m�-
Plug Valve, Ecc. (100 % Open) ��-
Plug Valve, Ecc. (80 % Open) ��-
Tee, Branch Flow ��-
Tee, Line Flow ��-
Cross, Branch Flow ��-
Cross, Line Flow ��-
Wye - Line Flow ��-
Wye, Branch Flow ��-
Contraction - Conical D2/D1 = 0.20 �
Contraction - Conical D2/D1 = 0.50 ��-
Contraction - Conical D2/D1 = 0.80
Contraction - Sudden D2/D1 = 0.20
Contraction - Sudden D2/D1 = 0.50 ��-
Contraction - Sudden D2/D1 = 0.80
Expansion -Conical D2/D1 = 0.20
Expansion -Conical D2/D1 = 0.50 -
Expansion -Conical D2/D1 = 0.80
Expansion - Sudden D2/D1 = 0.20
Expansion - Sudden D2/D1 = 0.50 ��-
Expansion - Sudden D2/D1 = 0.80 ��-
Entrance, Bell -Mouth ��-
Entrance, Square Edged ��-
Entrance, Projecting
-
Entrance, Rounded
Exit�1I �10 -
A�TTINGS CORRESPONDING TO EACH SECTION OF PIPELINE BELOW
4 5 6 7 8 9 10 11 12 13 14 15
P-Suction P-Discharge P _ __ Not Used Not Used Not Used Not Used Notused Not Usetl Not Used Not Usetl Not Used Not Usetl Not Used I Not Used

Wilkesboro WWTP Expansion - WAS Pumps
200
180
160
F 140
LL_
0
Q 120
W
2
_U
Q
100
Z
0
J
Q 80
F
O
F
60
40
20
0
-50
ction
iction
iction
iction
50 150 250 650 750
FLOW RATE (GPM)
GRAPH PREFERENCES GRAPH CONDITIONS
Q PSI ON/OFF?
0 PUMP ON/OFF?
O MGD ON/OFF?
Penn Valley_6DDSX78_6_15HP
❑ STATIC HEAD LABEL?
- NUMBER OF PUMPS
❑✓ DESIGN POINT ON/OFF?
❑✓ REDUCED SPEED ON/OFF?
— ❑ TRIM IMPELLER ON/OFF?
CLEANR / DIRTY WATER
Q CLEAN WATER
I# DIRTY WATER
SYSTEM CURVE PREFERENCES
❑� Min. Static Head (Low)
❑� Max Static Head (Low)
❑✓ Min Static Head (High)
❑� Max Static Head (High)
❑ SAFETY FACTOR 3%
KR

This page intentionally left blank.

FN
Sludge Lift WAS Pump
100 North Main Street, Suite 1500, Winston-Salem, NC 27101-4015
[phone]

This page intentionally left blank.

Note: This proposal is for budget
purposes only and is subject to
change based on current and
future market conditions.
To: Nelson Heringer
HDR
Date: 5/11/2022
Quote No: 22111
Project: Town of Wilkesboro
Quoted by: Trevor Lawson
Qty
Description
Unit Price
Total Price
Application: WAS to Thickener (2% Solids
Duty: Primary: 80GPM @ 99ft TDH (16ft Static head) Max: 120GPM @ 117ft TDH
(32ft static Head) Max Duty point for tank drain
Suction: Primary: 4.5ft suction lift; Max: 20.5ft lift, 21ft long suction piping, 6" dia
suction pi e suggested
Proposed E ui ment:
2
6" Model 6DDSX76CNU-MK2 Penn Valley Double Disc PumpTM unit:
$30,400.00
$60,800.00
• 6" ASA/ANSI 150# flanged suction and discharge connections
• Cast iron housing and neoprene elastomers
• Maintain -in -place hinged housing design for ease of maintenance
• Two-piece swan neck design with full port rigid clack valve
• 15HP, 1160RPM 230-460/3/60 Severe duty, inverter ready motor
• 20ORPM Nominal pump speed achieved with V-belt and pulley drive
• Suction and Discharge pulsation dampeners \�
• 304SS Welded base with OSHA approved guards and covers I
• Pump and dampeners coated with industrial primer and topcoat
• Per drawing PVD769 Side motor mount
Application: Recuperative Thickening (1.5% Solids)
Duty: Prima : 65GPM 18ft TDH Max: 130GPM 20ft TDH
Suction: 4.5ft Suction lift, 21ft Long, 6" dia suction pipe suggested
1
6" Model 6DDSX76CNU-MK2 Penn Valley Double Disc PumpTM unit:
$29,200.00
$29,200.00
• 6" ASA/ANSI 150# flanged suction and discharge connections
• Cast iron housing and neoprene elastomers
• Maintain -in -place hinged housing design for ease of maintenance
• Two-piece swan neck design with full port rigid clack valve
• 7.5HP, 1160RPM 230-460/3/60 Severe duty, inverter ready motor
• 150RPM Nominal pump speed achieved with V-belt and pulley drive
• Suction and Discharge pulsation dampeners
• 304SS Welded base with OSHA approved guards and covers
• Pump and dampeners coated with industrial primer and topcoat
• Per drawing PVD769 Side motor mount
3
Adder for Piggyback Motor Frame per drawing PVD728 (If required)
$1,430.00
$4,290.00
3
Model PVP420PS Discharge pressure switch assembly consisting of: 1" NPT SS316 sensor
$1,190.00
$3,570.00
w/ EPDM sleeve, NEMA 4X adjustable switch and 4" (0-100psi) SS gauge. Mounts to top
of dampen r to protect against over pressurization. Must be wired to pump controls.
1
Days of start-up and training services(one-trip)
$1,000.00
$1,000.00
17,77
Estimated transport to site. Estimated weight of shipment is 2,000lbs.
1 $1,500.00
1$1,500.00
Page 1
Penn Valley Pump Co, Inc. - www.pennvalleVpump.com - 1-800-311-3311

World Leader in Free -Disc
Pumping Technology
Optional:
1
Set of recommended spare parts to include: two (2) discs, two (2) trunnions, one (1) clack
valve and one 1 set of gaskets
$2,800.00
$2,800.00
Commercial Information:
1. Shipment is 10 - 12 weeks after receipt of purchase order or approved submittals.
2. Submittals, if required, are 2 — 3 weeks after receipt of purchase order.
3. Freight terms are F.O.B. Factory, Warrington, PA with freight allowed to jobsite.
4. Terms are Net 30 days after receipt of invoice.
5. Quotation is valid for 60 days from date of issue.
6. Warranty is two (2) years from date of shipment for manufacturer's defects in materials and workmanship.
The following items have not been included:
• Installation
• Foundations, anchor bolts, grouting and foundation design
• Motor starters, Variable Frequency Drives (VFD's) or Controls
Ael[ A
&MK
ANNIVERSARY
1980 To 2020
Page 2
Penn Valley Pump Co, Inc. - www.pennvalleVpump.com - 1-800-311-3311

World Leader in Free -Disc
Pumping Technology
Design Notes
• Suction Piping Design: It is imperative that the application has a properly designed suction piping system based on
the hydraulic conditions. The importance of a properly sized system cannot be over emphasized. Most pump
operational problems and pump failures are created by improper suction line conditions. The length and diameter of
the suction line along with the static suction conditions must be provided to ensure pump(s) are properly sized. The
system must be designed for the maximum flow if multiple pumps will operate simultaneously through common
suction piping. PVP will run the appropriate calculations and verify the application.
Piping_ All piping should be independently supported near the pump so that pipe strain will not be transmitted to the
pump. The use of pipe hangers/supports must rigidly support and laterally brace the piping to prevent pipe
movement. Adequate support and bracing close the pump is the best method to prevent pipe movement. We do
NOT recommend the use of flexible connections/expansion joints on the suction and discharge connections of the
pump. Our long-term experience has found these items do not reduce vibration, but rather can allow pipe movement
since the connections are not rigid. To maximize the pump's "Maintain -in -Place" design the suction flange should
be attached rigidly to the suction piping. The use of slip joints and mechanical pipe joining systems (i.e. Victaulic
style) is also highly discouraged. These mechanical systems do not provide the same rigid connections as traditional
flanged piping systems. These mechanical systems can be difficult to properly brace leading to pipe vibration
issues. If mechanical piping joining systems will be used, the engineer, contractor or owner must ensure the
manufacturer's installation method for Ligidp�pe cutting and coupling connections is strictly adhered to.
• Check Valves: The use of check valves is required when there are multiple double disc pumps connected to a
common discharge line or the pump will be installed on a common discharge line with other styles of pumps. If a
check valve is required for the application, we recommend using a lever and spring style.
• Low or No Discharge Head: Very low or no discharge pressure applications (negative head, downhill flow) may
require the introduction of artificial head to ensure proper pump operation and prevent siphoning. The creation of
artificial head can be achieved by: 1) elevating discharge piping above suction source high liquid level elevation and
installing anti -siphon valve, 2) installing a back -pressure valve as provided by PVP or 3) installing
mechanically/pneumatically actuated pinch valves. PVP will verify the requirement for these devices based upon a
review of the hydraulic conditions at time of quotation generation.
• Motors: Our standard motor is a Toshiba EQP Severe Duty NEMA Premium efficiency. This motor is inverter
rated an exceeds NEMA MG31 Part 31 and suitable for 20:1 constant torque turndown range. Motor is suitable for
Cl 1, Div 2 GRP A, B, C, D/Zone. Other motors and accessories are available such as: thermal overload, space
heaters and motor shaft grounding rings.
Controls: The double disc pump can be operated by a motor starter for constant speed applications or a variable
frequency drive (VFD) for variable speed applications. If using a motor starter, we recommend a soft -start feature
to allow the pump speed to ramp up to maximum operating speed to minimize start-up pressure spikes. This feature
is especially important on long suction and/or discharge lines. If using a VFD (recommended option) the unit must
be sized as heavy duty for constant torque applications. This may mean the horsepower of the VFD has to be one
size larger than the motor size. A drive that is undersized may experience DC bus issues requiring the addition of
dynamic braking resistors.
• Vacuum and Pressure Switch/Gauge: You will normally find these items are included in our quotation. The
vacuum switch provides indication of a potential clogging issue that can be flushed or cleaned before it is too hard to
remove. The discharge pressure switch is required (all positive displacement pumps require one) to prevent pump
damage due to over pressurization if the pump is operated against a high pressure line, closed valve or clogged line.
Page 3
Penn Valley Pump Co, Inc. - www.pennvalleVpump.com - 1-800-311-3311

This page intentionally left blank.

Town of Wilkesboro I Engineering Calculations ���
Section 3 — Hydraulic Profile
Hydraulic Profile

Town of Wilkesboro I Engineering Calculations
Section 3 — Hydraulic Profile
This page intentionally left blank.

E
3
3
5 � 6
ELEV. 1010 ELEV. 1010
ELEV.1000 ELEV.1000
PK HR 976.30 PK HR 973.53 PK HR 969.67
MAX MNTH 974.25 MAX MNTH 972.09 MAX MNTH 968.76
ELEV.990 ELEV.990
PK HR 937.81 TOC 978.7
MAX MNTH 935.81 WEIR 972.00 GATE
- - IE 967.25
ELEV. 980---------------- - - - - -- - - ----------- ELEV.980
IE 974.0
TOC 964.00
ELEV. 970 - ELEV. 960
100 YR FLOOD TOC 972.4 D
ELEV 962.50
ELEV. 960 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ELEV. 960
ELEV. 950 -
ELEV. 940
A
30" RAW SEWAGE-
IE 939.50
ELEV.930 - - - - -
ELEV.920-----
� C 1 PTO INFLUENT
\ , BUFFER TANK
TOC 968.3
ELEV.950
TOC 967.00 24"-DEGRE
18"-RS GATE IE 967.25
IE 969.00
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ELEV.940
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ELEV.930
- II----------------------------------------- ELEV.920
INFLUENT PUMP SCREENING
STATION EL 920.90
GRIT REMOVAL FLOW DIVERSION
STRUCTURE
KEYNOTES O
1. TOTAL MUNICIPAL INFLUENT FLOWS INCLUDE RECYCLE FLOWS
FROM PLANT DRAIN SYSTEM, SLUDGE BUFFER DECANT, AND
AEROBIC DIGESTER DECANT.
2. FLOWS TO THE INFLUENT BUFFER TANK INCLUDE MUNICIPAL
FLOW, TYSON FOODS' PRETREATMENT EFFLUENT AND
RECYCLE FLOWS FROM PLANT DRAIN, SLUDGE BUFFER DECANT,
AND AEROBIC DIGESTER DECANT.
3. AGS TANK EFFLUENT IS NOT CONTINUOUS BUT OCCURS IN
CYCLES OVER 24-HOUR PERIOD.
4. FLOWS EXCEEDING 7.25 MGD ARE DIVERTED TO FLOW
EQUALIZATION OR BYPASS THE GRIT SYSTEM COMPLETELY.
S. UV SYSTEM OPERATED AT PEAK HOURLY INSTANTANEOUS FLOW
OF 18.2 MGD WITH 1 BANK OUT OF SERVICE.
6. DUE TO THE NATURE OF THE SEQUENCING BATCH SYSTEM, THE
EFFLUENT FLOW TO DOWNSTREAM FACILITIES IS EITHER 0 MGD
OR 18.2 MGD INSTANTANEOUSLY. THE DESIGN MAXIMUM MONTH
IS STILL 8 MGD.
n
HYDRAULIC SECTION
TOTAL
PEAK HOUR
MAX MONTH
NUMBER
UNITS IN
UNITS IN
OF UNITS
SERVICE
SERVICE
INFLUENT PUMP STATION
3
2
3
SCREENS
3
2
3
GRIT REMOVAL 4
1
1
1
AEROBIC GRANULAR
3
2
3
SLUDGE PUMP STATION
PUMPS
AEROBIC GRANULAR
3
2
3
SLUDGETANKS
UV DISINFECTION O
2
2
2
CHANNELS
PARSHALL FLUME
1
1
1
n nn
A
B
I C
I D
I E
F
I G
DESIGN CONDITION
MUNICIPAL
RECYCLE FLOWS
HEADWORKS INFLUENT
HEADWORKS EFFLUENT
TYSON INFLUENT
BUFFER TANK INFLUEUNT1
SECONDARY EFFLUENT
PEAK HOUR (MGD)
9.9
1.97
11.8
11.5
6.1
17.6
18.2
MAX MONTH (MGD)
3.8
1.96
5.8
5.5
3.9
9.4
8.0
AVERAGE DAY (MGD)
2.8
1.96
4.8
4.5
3.5
8.0
6.5
ELEV. 1030 ELEV. 1030
ELEV.1020 ELEV.1020
ELEV. 1010- -
- - - - - - - -
- - -
- - -
- - - - - - -
- - - - - - - - - - - - - - - - - - - -
- - - - - - - - -
- - -
- - - -
- - - -
- - -
- - -
- - - - - -
- - - - - - -
ELEV. 1010
TOP OF WALL 996.00
PK HR
992.10
TOP OF CHANNEL
V-NOTCH EL. 993.80
CONCRETE 996.47
pK HR
985.20 PK HR
984.90
ELEV. 1000---------
----
--------------
-----
---------------------------------------------
ELEV.1000
TOP OF WALL
987.0
=
PK HR 97 N
PK HR 977.70
PK HR 967.50
ELEV.990 -
- - - - - - - - -
- -
- - - - - - -
- - - - -
- - - - - -
- - - -
- -
- - - - -
- - -
- -
- - - -
- - - -
- - - -
- - -
- - - - -
- - - - - - -
ELEV.990
SEE CONTINUATION
FLUME
NV 975.75
FOR
IFK HR 954.80
HYDRAULIC
HYDRAULIC PROFILE
G
- =
TOC 980.38
PK HR
953.30
ELEV. 980 -
- - - - - - - -
- \
- - -
- - - - - - -
- - -
-
-- -
--
---
RIM_
-
---
-
- - - -
- - -
- - - - -
- - - - - - -
ELEV. 980
30" EFF
-
G
977.86
-
-
-
PK HR
951.70
MWL
BOTTOM OF CHANNEL
RIM:
PK HR
49.60
ELEV. 970 -
96197
- - =
--_
-- - - - -
- - - -- 97- _ _ __ _ _ _ __
_ - -
-
96717
------
--
-------------
ELEV. 970
IRK HR
47.50
100 YR FLOOD
T/SLAB
IE 976.75
IN IE FINGER WEIR OUT IE 30"-UVE
IN IE OUT IE
ELEV 962.5
a
971.0
,
974.25 EL 984.62 974.00
971.00 971.00
-
RIM:
RIM:
TO FUTURE FILTERS
FROM FUTURE FILTERS
30"-EFF
957.02
955.35
=
ELEV . 9 6 0 -
- -
- -
- - - - - - -
- - - - - - -
- - - - - - - - - - - - - - - - - - -
- - - - - - - - -
- - -
- -
- -
-
- -
- - -
- - - - - - -
ELEV. 960
DEGRE
D
IN
OUT
RIM:
951.29
C
CIL 951.50
IE 967.57
IE 966.0
-_
RIM:
_
49.40
ELEV.950 -
___
-
ELEV. 950
30"-EFF NWL BANK EL
30"-EFF
=
-
=
944.97 46.14�._
E
18"-WLC
IN
OUT
ELEV. 940
16"-PREFF
INV 951.50
IE 958.57
IE 957.00
ELEV.940
TYSON
TOC 47.93
IN
OUT
OUT
OUT
OUT
FOODS INF
IE 947.00
IE 946.119
IE 94 8
IE 944.68
IE 43.57
INV 951.50
30"-EFF
30"-EFF
EU945.2
IE 944.78 G
ELEV.930 - -
- - - - - - - -
- - - - - -
- - - - - - -
- - - - - - - - - - - - - - - - - - - -
- - - - - - - - -
- - -
- - - -
IN -
-IN -
- -
- - - - - -
- - - - -
ELEV. 930
IE 945.90
IE 45.36
30"-EFF
ELEV. 920
ELEV. 920
INFLUENT BUFFER
AEROBIC GRANULAR
FUTURE DISC FILTER UV DISINFECTION
EFFLUENT FLOW
MH
MH
MH
MH
MH
MH
OUTFALL TO YADKIN
TANK
SLUDGE (AGS) SYSTEM
METERING
S-06
S-05
S-04
S-03
S-02
S-01
RIVER
(FORMERLY SC 4)
AND AGS INFLUENT
PUMP STATION
I
n HDR Engineering, Inc. of the Carolinas
N 440 S. Church Street, Suite 1200
Charlotte, NC 28202
704.338.6700
N.C.B.E.L.S. License Number F-0116
11/2023 100% ISSUED FOR PERMITTING SUBMITTAL
09/2023 100% DESIGN SUBMITTAL
412023 60% ISSUED FOR REVIEW
ISSUE DATE DESCRIPTION
PROJECT MANAGER WES BRAMLETT, PE
DESIGNED BV L. GROTZ
CHECKED BY I C. CROTWELL
DRAWN BY IT. CASH
PROJECT NUMBERI 10336017
PRELIMINARY
NOT FOR
CONSTRUCTION
OR
RECORDING
oFWI(kFseO Town of Wilkesboro
do Po Wastewater Treatment Plant
Expansion
ycORPORATE�,�
LEGEND
PUMPED FLOW
GRAVITY FLOW
LIQUIDS STREAM HYDRAULIC PROFILE
0 1" 2" FILENAME I 10336017-00-G.,t SHEET(
SCALE NONE 000O07
■n
■0
■"
on

This page intentionally left blank.

Town of Wilkesboro I Engineering Calculations ���
Section 4 — Process Flow Diagrams
Section 4 — Process Flow
Diagrams
Current (Liquids)
Proposed (Liquids)
Current (Solids)
Proposed (Solids)

Town of Wilkesboro I Engineering Calculations
Section 4 — Process Flow Diagrams
This page intentionally left blank.

E
I
3 � 4
I
0
I
I
DIGESTER 1
DECANT
6"-DS
JUNCTION ' O'
BOX
30"-INF
INFLUENT PUMP MAGNETIC FLOW
STATION METER
2"-RS Q
2"-RS ~ Q
2'-RS ~ Q
TYSON FOODS
EMERGENCY I
CONNECTION
I
TYSON
INFLUENT
JUNCTION
BOX 12"
O
12" FYICTINr TVCr1N
O
12"
<:::L AERATION BASIN
O
HEADWORKS
FINE
SCREENING
GRIT REMOVAL
PERFORATED
PLATE
SCREENS
GRIT SEPARATION
CLASSIFIER
L------------iTOLANDFILL
16" TYSON
TYSON PRETREATMENT BASIN 1
TYSON PRETREATMENT BASIN 2
CLARIFIER I I INFLUENT BUFFER TANK
18" FLOW 18„ (REPURPOSED SECONDARY
SPUTTER 187
CLARIFIER 4)
GENERAL NOTES:
1. ONLY KEY, SELECT VALVES ARE SHOWN ON THE
PROCESS FLOW DIAGRAM.
D
2. EXISTING STRUCTURES ARE SHOWN IN GRAY.
NEW STRUCTURES AND EQUIPMENT ARE
SHOWN IN BLACK.
KEYNOTES
1. IN THE BASE BID, THE EQUALIZATION BASIN
WILL BE DRAINED BY GRAVITY VIA AN EXISTING
8" DRAIN LINE. AN ALTERNATE BID ITEM
INCLUDES PROVISIONS TO PUMP THE
EQUALIZATION BASIN BACK TO THE
HEADWORKS.
IA
LEGEND
LIQUIDS MAIN PROCESS
----- SOLIDS
--------- AIR
Q
0
n HDR Engineering, Inc. of the Carolinas
N 440 S. Church Street, Suite 1200
Charlotte, NC 28202
g 704.338.6700
N.C.B.E.L.S. License Number F-0116
PROJECT MANAGER
WES BRAMLETT, PE
PRELIMINARY
NOT FOR
CONSTRUCTION
OR
RECORDING
��oFWI[kFseQ Town of Wilkesboro
do Po Wastewater Treatment Plant
G� Expansion
C" RATE
GENERAL PROCESS SCHEMATIC - LIQUIDS
EXISTING
0 1„ 2,� FILENAME 10336017-00-G.rvt SHEET
SCALE NONE 00GO05A
DESIGNED BY
L. GROTZ
CHECKED BY
C.CROTWELL
DRAWN BY
T.CASH
09/2023 100%DESIGN SUBMITTAL
04/2023 60% ISSUED FOR REVIEW
0612022 30% ISSUED FOR REVIEW
ISSUE DATE DESCRIPTION
PROJECT NUMBER
10336017

1 2 3 4 5 6 7 8
SBD
WLC 24" RECYCLE RETURN INFLUENT PUMP
DWR STATION
IDS
DECANT
JUNCTION 12"-RS
BOX
O 12"-RS
I 30"-INF
8" EQ DRAIN
FLOW EQUALIZATION SYSTEM
(REPURPOSED AERATION BASIN)
HEADWORKS
FINE
SCREENING BYPASS CHANNEL
GRIT REMOVAL
MAGNETIC FLOW
METER
❑M
O 18"-RS
18"-RS
PERFORATED
PLATE
O SCREENS I
GRIT SEPARATION
CLASSIFIER
O L — — — — — — — — — — — — PTO LANDFILL
TYSON FOODS I I_J
EMERGENCY I 16"TYSON
CONNECTION
I
TYSON
INFLUENT
JUNCTION
BOX 12"
O
12"
O
12"
EXISTING TYSON
INFLUENT PUMP
STATION
r---------r---------------------t---
I I I
I I I
TO SLUDGE BUFFER TANK I I I
(REPURPOSED
SECONDARY CLARIFIER 3)
SEE SOLIDS I I I
CONTINUATION I I I
NEXT PAGE I I I
TYSON PRETREATMENT BASIN 1 I I TYSON PRETREATMENT BASIN 2
REDUCER O O
BLOWERS O
30"X20" I__
REDUCER k } } } } O
�;t t I I I I
B B B B B B
col I
U
�o�
U
I
lob
U
I
I r-----------------n
I
M
12% AS/WLC
I
I
I
I
I FUTURE
I
I EFFLUENT
I
I DISC
FILTERS
ERE)E
FILTER
WASHTOAGS
BASIN
AGS BASIN
AGS BASIN
I / /
ENT#3
#2
#1R
TANK
F,'F
L(FUTURE)
u
i i -J''"F -Pi T /
u
u
i J—
3
g
c�
j L— --
3
a
3
a
3
a
I I
-----------------
I
30"-AGE I
18"-WLC
18"-WLC
30"-AGE
18"-WLC
y
O
O
O
30"-WLC/VJAS
I
WLC TO INFLUENT BUFFER TANK I
I
0
n HDR Engineering, Inc. of the Carolinas
N 440 S. Church Street, Suite 1200
Charlotte, NC 28202
g 704.338.6700
N.C.B.E.L.S. License Number F-0116
09/2023
100% DESIGN SUBMITTAL
04/2023
60% ISSUED FOR REVIEW
0612022
30% ISSUED FOR REVIEW
ISSUE DATE
DESCRIPTION
PROJECT MANAGER WES BRAMLETT, PE
DESIGNED BY L. GROTZ
CHECKED BY C. CROTWELL
DRAWN BY M. MITCHELL
PROJECT NUMBERI 10336017
PRELIMINARY
NOT FOR
CONSTRUCTION
OR
RECORDING
UV DISINFECTION
INFLUENT BUFFER TANK
(REPURPOSED SECONDARY
CLARIFIER 41
EFFLUENT
FLOW
METERING
30"-UVE 30"-EFF
Y
°a
a
OFV111 seO Town of Wilkesboro
do Po Wastewater Treatment Plant
Expansion
ycORPORATE�,�
n
GENERAL NOTES:
1. ONLY KEY, SELECT VALVES ARE SHOWN ON THE
PROCESS FLOW DIAGRAM.
D
2. EXISTING STRUCTURES ARE SHOWN IN GRAY.
NEW STRUCTURES AND EQUIPMENT ARE
SHOWN IN BLACK.
KEYNOTES
1. IN THE BASE BID, THE EQUALIZATION BASIN
WILL BE DRAINED BY GRAVITY VIA AN EXISTING
8" DRAIN LINE. AN ALTERNATE BID ITEM
INCLUDES PROVISIONS TO PUMP THE
EQUALIZATION BASIN BACK TO THE
HEADWORKS.
BYPASS
TO RECYCLE
RETURN MANHOLE.
SEE SHEET 00GO06
FOR CONTINUATION.
FROM AGS BASINS
LEGEND
LIQUIDS MAIN PROCESS
----- SOLIDS
--------- AIR
mo
�17
GENERAL PROCESS SCHEMATIC - LIQUIDS
PROPOSED
0 1" 2" FILENAME 10336017-00-G.rvt SHEET
SCALE NONE 00GO05B

1 12 3 4 5 6 7
8
DIGESTER 2
AND 3 DECANT
TO INFLUENT
PUMP STATION
DECANT
SECONDARY
CLARIFIER 4
i6"-RAS
Q RETURN ACTIVATED
SLUDGE PUMPS
12"-RA:
Q
M
\TJ�J 12"-RA:
Q
DEWATERING
FILTRATE
TO LANDFILL
4 O O O
FILTRATE TO
RAS
PUMP STATION
TO AERATION
BASIN
SLUDGE DEWATERING
DIGESTER DECANT
TO SECONDARY
CLARIFIER 2
DECANT
GENERAL NOTES:
1. ONLY KEY, SELECT VALVES ARE SHOWN ON THE
PROCESS FLOW DIAGRAM.
D
DECANT
AEROBIC
DIGESTER AEROBIC AEROBIC
1 p DIGESTER DIGESTER
p
2 3
DIGESTED
�\ I SLUDGE EFFLUENT
1Y 1 Y
t 1 1 1
B B B B
DIGESTER
BLOWERS
Q
DIGESTED SLUDGE
PUMP STATION
6"-DS
QF'�r1�Q Q
I
IA
Q
a
0
n HDR Engineering, Inc. of the Carolinas
N 440 S. Church Street, Suite 1200
Charlotte, NC 28202
g 704.338.6700
N.C.B.E.L.S. License Number F-0116
PROJECT MANAGER
WES BRAMLETT, PE
PRELIMINARY
NOT FOR
CONSTRUCTION
OR
RECORDING
��oFWI[kFseQ Town of Wilkesboro
p P
ti o Wastewater Treatment Plant
G� Expansion
c�RPORATE�,�
GENERAL PROCESS SCHEMATIC - SOLIDS
EXISTING
0 1„ 2,� FILENAME 10336017-00-G.rvt SHEET
SCALE NONE 00GO06A
DESIGNED BY
L. GROTZ
CHECKED BY
C.CROTWELL
DRAWN BY
M. MITCHELL
09/2023 100%DESIGN SUBMITTAL
04/2023 60% ISSUED FOR REVIEW
0612022 30% ISSUED FOR REVIEW
ISSUE DATE DESCRIPTION
PROJECT NUMBER
10336017

I
I
I
I
I
FROM AGS
WAS/WLC
GRIT WASH
WATER 6"-GWW
FLUME
31RR METERING—
ETERING 24"-RR
MANHOLE MANHOLE
TOINFLUENT
PUMP STATION
18"-OVFL
INFLUENT BUFFER
TANK OVERFLOW
TOINFLUENT _
TO LANDFILL
4
FILTRATE TO
INFLUENT
PUMP STATION
DECANT
JFFER
N TO
RETURN
M
SLUDGE
MANHOLE
SLUDGE DEWATERING
j FUTURE - II
I
I I
DECANT DIGESTER DECANT
3"-DS 3"-DS
DECANT DECANT
GENERAL NOTES.
1. ONLY KEY, SELECT VALVES ARE SHOWN ON THE
PROCESS FLOW DIAGRAM.
2. EXISTING STRUCTURES ARE SHOWN IN GRAY.
NEW STRUCTURES AND EQUIPMENT ARE D
SHOWN IN BLACK.
KEYNOTES
1. ONLY SCREW PRESS #1 WILL BE INSTALLED IN
THE BASE BID. THE BID ALTERNATE DESIGN WILL
INCLUDE THE ADDITION AND INSTALLATION OF
SCREW PRESS#2.
6"-DS
DECANT
AEROBIC
DIGESTER AEROBIC AEROBIC
1 p DIGESTER DIGESTER
p
2 3
DIGESTED
SLUDGE EFFLUENT
� I
t 1 1 1
B B B e
DIGESTER
BLOWERS
DIGESTED SLUDGE O
PUMP STATION
FUTURE
irlC—
i0
L--
�0 0
Q
a
0
n HDR Engineering, Inc. of the Carolinas
N 440 S. Church Street, Suite 1200
Charlotte, NC 28202
g 704.338.6700
N.C.B.E.L.S. License Number F-0116
PROJECT MANAGER
WES BRAMLETT, PE
PRELIMINARY
NOT FOR
CONSTRUCTION
OR
RECORDING
��oFWI[kFseQ Town of Wilkesboro
p P
ti o Wastewater Treatment Plant
G� Expansion
c�RPOR0TEv
GENERAL PROCESS SCHEMATIC - SOLIDS
PROPOSED
0 1" 21, FILENAME 10336017-00-G.rvt SHEET
SCALE NONE 00GO06B
DESIGNED BY
L. GROTZ
CHECKED BY
C.CROTWELL
DRAWN BY
M. MITCHELL
09/2023 100% DESIGN SUBMITTAL
04/2023 60% ISSUED FOR REVIEW
0612022 30% ISSUED FOR REVIEW
ISSUE DATE DESCRIPTION
PROJECT NUMBER
10336017
I
IA

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
Section 5 — Pump Hydraulics
Influent Pump Station Pump Calculations
AGS Influent Pump Station Pump Calculations
WAS Pump Station Pump Calculations
Digested Sludge Pump Station Pump
Calculations

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
This page intentionally left blank.

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
Influent Pump Station Pump Calculations
Summary
The Influent Pump Station will be retrofitted for a peak hour design flow of 11.8 MGD with one
pump out of service. The three existing submersible pumps will be replaced with new pumps.
These improvements include upsizing existing 10" pump discharge piping and valves to 12"
piping and valves, replacing the existing primary and secondary ultra -sonic level control system,
and installing new pump control panels and VFDs.

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
Wilkesboro Wastewater Treatment Plant Upgrades
Wilkesboro, NC
Influent Pumping Station
Sytem Read Curve
1.0 Flow {]errands
Pear Hour
11.8 MGD
Design Max Month
6.2 MGD
Average Daily Flaw
5.0 MGD
Minimum Flow
2.5 MGD
2.0 Pumping Reg uire ments
Reference: Cameron Hydraulic Data, by Flowserve, 19th Edition, 2002
Maximum Discharge WSL
976,13
ft
Maximum Suction WSL
936.81
ft
Minimum Suction WSL
926,81
ft
Total Maximum Static Head:
49.12
ft
Total Minimum Static Head
3932
ft
Discharge PlpTng
Eg Len
Sum
1
5"42" Reducer
30.0
30
ft
29
12" Pipe
1
25
ft
1
12" 90 Deg Bend LR
15.9
15.9
ft
3
12" Pipe
1
3
ft
1
12" Check Valve
49.7
49.7
ft
1
12" Plug Valve
7.96
7.96
ft
12
12" Pipe
1.0
12
ft
1
12" 45 Deg Elbow
15.9
15.9
ft
Total Equivalent Length
12 in
159.46
ft
250
18" Pipe
1.0
250
1
18"Through Tee
28.1
28.1
1
18" Branch Tee
84.4
84.4
2
18" 45 Deg Elbow
22.5
45
2
18" Plug Valve
16.9
33.8
2
13" 90 Deg Elbow
42,2
84.4
1
18" Flow Meter
30
30
Total Equivalent Length
18 In
555.7
ft

Town of Wilkesboro I Engineering Calculations
Section 5 - Pump Hydraulics
Wilkesboro Wastewater Treatment Plant Upgrades
Wilkesboro, NC
Influent Pumping Station
Sytem Head Curve
3.0 Puma Selection
PartA - Constant Speed Pumping Analysis
System
Hazen Williams Coefficient C= 130 -T
Head and Velocity Analysis
Flow, Velocity &Static Head One Pump Operation Two Pump Operation Three Pump Operation Four Pump gperatian
Head and Velocity Analysis
Flow, Velocity &Static Head One Pump Operation Two Pump Operation Three Pump Operation Four Pump gperatian
Flow {gpm}
Discharge
Pipe Vel
{ftJs}
Force
Main
Val
(ftfs)
Static Head
ft Max
� }
Static
Head
IN Min
Di9charg
a Head
OIL)
Total Head
max
Max (ft)
Total
Head Min
Discharge
Head ; ftI
Total
Head { ft}
Total
Head Min
Ift}
Dixhar
Se
Head
[ft}
Total
Head { ft}
Total
Head Min
[ft}
Disrharg
a Head
[ft}
Total
Head I ft }
Total
Head Min
Ift}
4
4.44
0.40
49,3
39.3
4-40
49-32
39.32
4.40
49-32
39,32
4,40
49-32
39,32
0.40
49.32
39.32
540
1.42
0.63
49.3
39.3
0.17
49,49
39.49
4.14
49.46
39.46
0.13
49.45
39.45
0.13
49.45
39.45
1,004
2,84
1,26
49.3
39,3
4,60
49,42
39.92
4,51
49.83
39,83
0,47
49.79
39,79
D,46
49.78
39.78
1,500
4.26
1.89
49.3
39.3
1.28
50.60
40.fi6
1.47
5039
40.39
1.00
50.32
40.32
0.97
50.29
44.29
2,Dtl0
5.68
2.52
49.3
39.3
2.18
51.51)
41-50
1.82
51.14
41.14
1.710
51.02
41.02
1.65
50.97
40.97
21544
7.14
3,15
49,3
39.3
3.29
52.61
42.61
2.76
52.48
42.48
2,57
51.89
41,89
2.49
51.81
41.81
3,044
8.51
3.78
49.3
39.3
4.61
53.93
43.93
3.86
53.18
43.18
3.64
52.92
42.92
3.48
52.80
42.84
3,504
9.93
4.41
49.3
39.3
6.14
55.46
45.46
5.14
54.46
44.46
4.79
54.11
44.11
4.63
53.95
43.95
4,004
11.35
5.05
49.3
39.3
7.86
57.18
47.18
6.57
55.89
45.89
6,14
55.4fi
45,46
5.93
55.25
45.25
4,500
5.69
49.3
39-3
9-77
59-09
49.09
8.17
57.49
47.49
7.63
56.95
46.95
7.3$
56.7tl
46.70
5,040
6.31
49.3
39.3
11.87
61.19
51.19
9.93
59-25
49.25
9.28
68.64
48.64
8.97
58.29
48.29
5,544
6,94
49.3
39.3
14.16
63.48
53.48
11.85
61.17
51,17
11,46
60.38
54,38
14,69
64.41
54.41
6,044
7.57
49.3
39.3
16.63
65.95
55.95
13.92
63.24
53.24
13.44
62.32
52.32
12.56
61.88
51.88
6,500
8.26
49.3
39.3
1429
68.61
58.61
16.14
65.46
55.46
15.47
64.39
54,39
14,57
63.89
53.89
7,Otl0
8.83
49.3
39.3
22.32
71.44
61.44
18.53
67.83
57_$3
17.28
66.61)
56.64
16.71
66.43
56_03
7,544
9.46
49.3
39.3
25-33
74.45
64.45
21-43
70.35
64.35
19.64
68.96
53.96
18.93
68.34
58.34
8,004
14,09
49.3
39.3
28.32
77.64
67.64
23.74
73.42
63,42
22.13
71.45
61,45
21,39
74.71
64.71
8,544
14.72
49.3
39.3
31.68
81.00
71.00
26.51
75.83
65.83
24.75
74.07
64.07
23.93
73.25
63.25
9,0170
11,35
49.3
39.3
35.22
84.54
74.54
29.47
78.74
68.79
27.52
76.84
66,84
26,64
75.92
55.92
9,5tl0
11,98
49-3
39.3
38.92
89.24
78_24
37.57
81-84
71-89
30.41
79.73
69.73
29.39
78_71
68.71
14,400
12.61
49.3
39.3
42.80
92.12
82.12
35.81
85.13
75.13
33.44
82.76
72.76
32.32
81.54
71.64

Town of Wilkesboro I Engineering Calculations
Section 5 — Pump Hydraulics
WILKESBORO INFLUENT PUMP STATION SYSTEM HEAD
VARIABLE SPEE❑ PUMPING CONDITIONS
150
140
130
120
110
100
90
80
0
a
W
x 70
60
50
40
30
20
10
0 i
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 7500 8000 8500 9000 950010000
FLOW (GPM)
Max
—2 Pump SHC
Max
—1 Pump SHC
Min
—2 Pump SHC
Min
—1 Pump 60 Hz
—1 Pump 55 Hz
—1 Pump 50 Hz
—1 Pump 45 Hz
—2 Pump 60 Hz
—2 Pump 55 Hz
—2 Pump 50 Hz

Town of Wilkesboro I Engineering Calculations
Section 5 — Pump Hydraulics
WILKESBORO INFLUENT PUMPING STATION
SYSTEM HEAD CURVE
110
100
90
80
70
E 60
a
= 50
40 SYSTEM HEAD
CURVE C=130
30
20
10
0
0
1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000
FLOW (GPM)
—System Head Curve 1 Pump
—System Head Curve 2 Pumps

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
AGS Influent Pump Station Pump Calculations
Summary
The AGS Influent Pump Station will contain 3 non -clog submersible wastewater pumps which
will have a firm capacity of 18.2 MGD. Two pumps will be operational and one will be in
standby. These pumps will transfer wastewater from the influent buffer tank to the Aerobic
Granular Sludge process at the required fill rate set by Aqua -Aerobic Systems, Inc.

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
System
Suction
Suction WSL:
- -
Min. Suction Head: r
Max Suction Head:
1111rDischarge
tion
Pressure:
•.-
Min. Static Head
Flow Rate
Centerline
EL:
Max Static Head:
scharge
WSL:scharge
WSL:
Pressure:
PIPE SECTION:
1
2
3
4 5
6
7 8 9 10 11
12 13 14
Pump Suction / Pump Discharge
NORM.
Sys Discharge:
. - . -
Percent of Flow Rate:
%
r®'.
r®'.
rr•.
rr'.
rr•.
r�'.
---------
Flow Rate:
gpm---------
Flow Rate Conversion (ref only):
m������---------
Pipe Diameter:
in
---------
Pipe
Pipe
Hazen -Williams -�®i---------
Hazen-Williams ----------
Hazen-Williams - Override:
m---------------
Pipe Length:
©�����---------
Velocity:
Reynolds Numberll-®'r'�---------
Flow Typei-������---------
Pipe Friction Losses, hf (Low)-r---------
Pipe Friction Losses, hf (High)�.---------
Sum of Minor Loss Coeff,-��®i®---------
Minor Losses,r---------
Other/Artificial Losses
----------------
System Head Loss (Low)
r r:
System Head Lossr'---------
.
Dirty Water Multiplier
r
r
r
r
r
System Head Loss (Low):
ft---------
System Head Loss (High):
ft
Sys Head Loss (Low)(w/SafetyFactor):
ft
Sys Head Loss (High)(w/SafetyFactor):
ftr---------
Suction Losse
r o r
r r r
Discharge Losse-
System Losse-
rrr
too
Total Friction Losse-�®
Number
of Pumps
Minimum TDHA
72.66 FT
Maximum TDH:
72.66 FT

200
160
160
w 120
2
U
Q 100
z
J 80
Q
H
0
60
40
20
0
Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
Wilkesboro WWTP Expansion - AG5 Influent Pumps
0 5,000 10,000 15,000 20,000
FLOW RATE (GPM)
25,000

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
WAS Pump Station Pump Calculations
Summary
The existing return activated sludge (RAS) pump station will be converted to a waste sludge
(WAS) pump station. With the AGS process, the RAS pump station is no longer required. There
will be 2 new waste sludge pumps (1 duty, 1 standby) that will pump thickened waste sludge
(TWAS) through an existing 8-inch force main that reduces to 6-inches before it reaches the
digesters. The existing RAS pumps will be removed from the existing wet well and replaced with
smaller WAS pumps.

Min. Suction W
System im
Max Suction W
Suction Press
Flow RatePump Centerline
Min Discharge W
Max Discharge W
Discharge Press
PIPE SECTION: 1
Pump Suction / Pump Discharge /
Sys Discharge:
Percent of Flow Rate: % r �'
Flow Rate: gpm
Flow Rate Conversion (ref only): ®'
Pipe Diameter: in
Pipe Material: -- �
Pipe Condition:
Hazen -Williams - High:,...�
Hazen -Williams - Lowi- r r
Hazen -Williams - Override'm_
Pipe Length'-�
Velocit
Reynolds Number: --
Flow Type:
' Pipe Friction Losses, hf (Low): ft r
' Pipe Friction Losses, hf (High): ft
Sum of Minor Loss Coeff, k:
- Minor Losses, hm: ft �.+
- Other/Artificial Losses: ft -
;lean Water
System Head Loss (Low): ftllll 0.63
System Head Loss (High): It
Dirty Water Multiplier_
System Head Loss (Low): ft
System Head Loss (High): ft
Sys Head Loss (Low)(w/SafetyFactor): ft W.
Sys Head Loss (High)(w/SafetyFactor): ft
!YSTEM RESULTS
Low HigV.
Suction Losses: 1.20
Discharge Losses:
System Losses:
Total Friction Losses:
Minimum TDH:,�
Maximum TDH: :®'r
Min. Suction Head:
Max Suction Head:
Min. Static Head
Max Static Head:
Pressure Head:
2 3 4 5 6 7 8 9 10 11 12 13 14 15
Total System
Flow per I

Wilkesboro WWTP Expansion - WAS Pumps
200
180
160
l .I FeJI Cnaarl
120
100
80
60
40
20
0
-50
Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
50 150 250 350 450 550 650 750
FLOW RATE (GPM)

Town of Wilkesboro I Engineering Calculations ���
Section 5 — Pump Hydraulics
Digested Sludge Pump Station Pump Calculations
Summary
A new digested sludge pump station will be included as part of this project. The new pump
station will include two 15 HP double disc (self -priming) sludge pumps that can pump from
either Digester 2 and/or Digester 3, and each pump will have a dedicated 6-inch force main to
the Dewatering Building. Both the suction and discharge lines have pulsation dampeners to
control unexpected pressure increases. The pumps will be installed on a new elevated platform
(above the base flood elevation) adjacent to Digester 2 and 3.

Wilkesboro WWTP
CRITERIA VALUE
UNITS
CRITERIA VALUE
UNITS
COMMENTS
90
GPM
944.06
FT
Bottom of Digester
System0.1
MGD
961.00
FT
2'from Top of Wall
­=
CFS
0
PSI
Open to Atm(wet well)
■ 341
LI min
966.05
FT
Penn Valley Pump centerline
20,441
Llhr
986.25
FT
Dewatering flocculation pipe
986.25
FT
Dewatering flocculation pipe
35
PSI
Set to Required Mixing Pressure
WAS
Town of Wilkesboro I Engineering Calculations
Section 5 — Pump Hydraulics
Min. Suction Head:
Max Suction Head:
r
Min. Static Head
Max Static Head:
Pressure Head:
:r
200
150 125'6
F
i 100
90
~ So
0
0 1. 2. 1. 1.1.
FLOW RATE (GPM)
PIPE SECTION: 1"r 2 3 4 5 6 7 8 9 13 M"Mil �I
Pump Suction I Pump Discharge I
Sys Discharge:
■
■
■
■
■
■
Percent of Flow Rate: % rr'.
rr'.
Ir',
rr'.
Fr•,
rr'.
Ir',
FI'.
-------
Flow Rate: gM1
Flow Rate Conversion (ref only):
Pipe Diameter: M�����©��-------
Pipe Material: -- �����®��-------
Pipe Condition: -- �m��mm��-------
Hazen-Williams - High: -- ��������-------
Hazen-Williams - Low:-------
Hazen-Williams - Override: m---------------
Pipe Length: ft
Veloc
•
r•
r•
r•
r•
4.08
0.64
r•
Reynolds Numb-
rr
Flow Tya7
-------
Pipe Friction Losses, hf
Pipe Friction Losses, hf-------
Sum of Minor Loss Coeff, ����
r r
b�b�-b�
•®':
----_--
Minor Losses, hm: ft-------
Other/Artificial Losses: It
Clean Water
System Head Loss (Low):
1®- :
r r •
r • •
r r
r •
• •
-------
System Head Loss (High): ��
r r
r r•
r r
r r
r r
Dirty-------
Dirty Water Multiplier ft
r
ystem Head Loss (Low): ��
r • r
���
r r
r •
• •
-------
ystem Head Loss (High): b■
r r
��®
r r•
r r
r
-------
PS!sH.ad
Loss (LowlfwlSafetvFactori 1 0.93
0.15
0.13
1.11
0.06
0.05
0.05
SYSTEM RESULTS
Low
High
Suction Losses:
Discharge Losses: -b�
1.56
System Losses:
0.00
0.00
Total Friction Losses: -2.48
2 '74
Number of PumpsO
Minimum TDH:
r:®
Maximum TDH: -
125.40
12566

Wilkesboro WWTP Expansion - Digested WAS Pumps
200
18(
16[
14[
120
100
M
60
40
20
-50
Town of Wilkesboro I Engineering Calculations
Section 5 — Pump Hydraulics
50 150 250 350 450 550 650
FLOW RATE (GPM)
i. Low Friction
i. High Friction
x. Low Friction
x. High Friction
750

Town of Wilkesboro I Engineering Calculations ���
Section 6 — Buoyancy Calculations
Section 6 — Buoyancy
Calculations
AGS Tanks & Intermediate Tank
Parshall Flume Meter 12" WAS/WLC Line
Parshall Flume Meter on 12" Plant Drain Line
AGS Influent Meter Vault
UV Disinfection Structure
Effluent Parshall Flume
Plant Drain Meter Vault on 20" Drain Line

Town of Wilkesboro I Engineering Calculations
Section 6 — Buoyancy Calculations
This page intentionally left blank.

F)2
Buoyancy Calculations
Town of Wilkesboro Cub Creek WWTP
Expansion and Upgrades
Wilkesboro. NC
October 18, 2023
,1`01A CAROZ
l•
SEAL
loins/2023
• AGS Tanks & Intermediate Tank
• Parshall Flume Meter 12" WAS/WLC Line
• Parshall Flume Meter on 12" Plant Drain
Line
• AGS Influent Meter Vault
• UV Disinfection Structure
• Effluent Parshall Flume
• Plant Drain Meter Vault on 20" Drain Line

Buoyancy Calculations ���
Town of Wilkesboro Cub Creek WWTP
This page is intentionally left blank.
October 18, 2023 I i

Buoyancy Calculations ���
Town of Wilkesboro Cub Creek WWTP
1 Discussion
The purpose of this calculation is to verify that the following structures have an adequate
factor of safety to resist the buoyant effect of high ground water while meeting the
requirements of the NC State Building Code 2012, IBC-09 (Section 1612), and ASCE 7-
05 (Chapter 5).
• AGS Tanks & Intermediate Tank
• Parshall Flume Meter 12" WAS/WLC Line
• Parshall Flume Meter on 12" Plant Drain Line
• AGS Influent Meter Vault
• UV Disinfection Structure
• Effluent Parshall Flume
• Plant Drain Meter Vault on 20" Drain Line
2 Floodwater and Groundwater Elevation
The FEMA 100-Year flood elevation is 962.50 (NGVD). As referenced in the
Geotechnical Report, groundwater was only found in borings 3 and 5 during the
geotechnical investigation. Boring 3 was adjacent to the dewatering building and boring 5
was adjacent to where the proposed intermediate tank will be, south of the dewatering
building. The groundwater elevation in boring 3 was found at an elevation of 951.5 and in
boring 5 was found to be at 947.5.
3 Structure Foundation Elevations
The bottom of foundation elevation for each of the structures under consideration is
found in the table. In all cases except the 20" Plant Drain Meter Vault the bottom of
foundation is above both the 100-year flood elevation and the naturally occurring
groundwater table lowest elevation.
For conservatism, the water elevation for the buoyancy calculations were simulated
either at grade, at the 100 Year Flood elevation, or 3 feet above the slab.
Bottom of
Above 100 Year
WSEL for
Structure
Foundation
Flood Elevation
Buoyancy
Elevation
Calculation
AGS Tanks & Intermediate
971
Yes
974.5
Tank
Parshall Flume Meter 12"
968.67
Yes
967.71
WAS/WLC Line
October 18, 2023 1 1

Buoyancy Calculations
Town of Wilkesboro Cub Creek WWTP
Structure
Bottom of
Above 100 Year
WSEL for
Foundation
Flood Elevation
Buoyancy
Elevation
Calculation
Parshall Flume Meter on 12"
964.71
Yes
962.50 (100
Plant Drain Line
Yr Flood Elev)
AGS Influent Meter Vault
968.67
Yes
971.67
UV Disinfection Structure
974
Yes
977
Effluent Parshall Flume
971.17
Yes
974.17
Plant Drain Meter Vault on
947.5
No
956 (Grade
20" Drain Line
Elev)
4 Conclusion
As the bottom of foundation elevation for all structures (except the 20" plant drain meter
vault) is typically near or above both the 100-year flood elevation and groundwater
elevation there is minimal if any impact on the structural stability due to the buoyant
effect of groundwater.
There is some buoyancy effect on the 20" meter vault due to the depth of the structure
and at the AGS Tanks due to their large footprint. However, per the attached calculations
all structures including the 20" meter vault and the AGS Tanks were determined to have
a factor -of -safety exceeding the required minimum of 1.25.
5 References
Report of Geotechnical Exploration Services. Wilkesboro WWTP Improvements (2022).
S&ME Project No. 216011.
2 1 October 18, 2023

AGS Tanks /Intermediate Tank (20 series DWG)
Water Elevation
974.5
Base Slab elev
971.5 edge
971 center
Density Concrete
150 pcf
Density water
63 pcf
Uplift Forces
height of water 3.5 ft
water elev-slab elev
main 29167.5 SF
intermediate 2187 SF
total volume 109740.8 CF
Driving Force F-69136671 lb
Resisting Forces
footing strips (2'-10")
slab (1'-0")
wall (2'-6")
intermed slab
intermed wall
channel+walks
total volume
Resiting Force
Resiting / Driving = Safety Factor
Factor of Safety 1.55 > 1.25 OK
14378.4108 CF
14112 CF
26007.45 CF
2389.5 CF
6932.5 CF
7720.3392 CF
71540.2 CF
10731030 lb
§
,a"P
I I sl
I J I
I I sl
I i I maw
i
�
t l i
I O paw i zoaaDz
EL D,aoo 0�-----
.DDLP I
I
i
�
uw,.ao
.. G
L I
—JaM, aPl:wuL
DE,aL,aoaaaa
I
D ELDr,.w
I
ELa�,.w
., G
I I
�
I
i
I
I I
I
I
I I
I
IEL
i o L
TI a,
TI e+
TILE
I
L P I
e„I J o d I
I d d I
I I
d �
L ."
ar,lw G
I
I SEWINeIM
--JdM
G
I
I
I
I
l.
L ."
e„Iw d
I G
I Ea,
IPAE EE ceL
� 9VPPdiTa.
Siu
y--
�
GR'O'-UED
.,,W P
m3w2
M
PLAN AT EL. 971.00 UNO
ELaaa.Da
i
EL.am.,a" l
.)
i i
1�" E aa.,D I
Ise I
-EL °a°,D i
_I
i EL as ,D
�
AEI"PGADI"GA,GPE"I"G""`I- , ,
SECTION

Parshall flume meter 12" WAS/WLC
Water Elevation 967.71
Base Slab elev 968.67
Density Concrete
Density water
Uplift Forces
height of water
Area
Volume
Driving Force
150 pcf
63 pcf
Resisting Forces
0.04 ft base slab 42.88
64 walls 133.5819
2.56 cap 42.88
161.28 lb
Resiting / Driving = Safety Factor
Resiting Force 32901.29
Factor of Safety 204.00 > 1.25 OK

Parshall flume metering MH 12" plant drain
Water Elevation 962.5
Base Slab elev 964.71
Full structure is above water zone no calculation

AGS meter vault 30" pipe
Water Elevation 967.67
Base Slab elev 968.67
Density Concrete
Density water
Uplift Forces
height of water
Area
Volume
Driving Force
150 pcf
63 pcf
Resisting Forces
0 ft base slab 42.88
64 walls 133.5819
0 cap 42.88
M
Resiting / Driving = Safety Factor
Resiting Force 32901.29
Factor of Safety > 1.25 OK
Full structure is above water zone no calculation

UV Disinfection (40 Series DWG)
Water Elevation
977
Base Slab elev
979.33 flume
974 wells each end
Density Concrete
150 pcf
Density water
63 pcf
Uplift Forces lResisting For
height of water
3 ft
well slab (1'-0")
247.911 CF
water elev-slab elev
flume slab (1'-0")
295.737 CF
well walls (1'-0")
294.6406 CF
Area
247.91 SF
flume walls (1'-0")
897.39 CF
Volume
743.73 CF
Volume
1735.679 CF
Driving Force
46855.18 lb
Resisting Force
260351.8 lb
Q
Q
Resiting / Driving = Safety Factor
Factor of Safety 5.56 > 1.25 OK
I
I
/ \\
T-
/ \\
§
_ __C-_-_-_-_-_-__m-_-_
_-_-_-___-_-_-_
/_-_
_
71
�7 7
PLAN AT EL. 979.33, UNO L 6
SECTION
H

Effluent Flow Parshall Flume
Water Elevation 974.17
Base Slab elev 971.17 end wells
974.67 flume
Density Concrete
150 pcf
Density water
63 pcf
Uplift Forces
height of water wells
3 ft
height of water flume
0.5 ft
Area wells
105.00 SF
Volume Wells
315 SF
Area Flume
412.13 CF
Volume Flume
206.06 CF
total Volume 618.19 CF
Driving Force 38945.81 lb
Resisting Forces
well slab (1'-0") 147 CF
flume slab (1'-0") 412.125 CF
well walls (1'-0") 156.23 CF
flume walls (1'-0") 425.395 CF
Volume 1140.75
Resiting Force 171112.5
Resiting / Driving = Safety Factor
Factor of Safety 4.39 > 1.25 OK
—
ER A
Eo
SXaP puWINGs
�'
E
SECT ION

Plant Drain Meter Vault (71 Series DWG)
Water Elevation 956
Base Slab elev 947.5
Density Concrete
150 pcf
Density water
63 pcf
Uplift Forces
height of water
8.5 ft
Area
44.49 SF
Volume
378.16 CF
Driving Force 23823.81 lb
Resisting Forces
walls
134.02 CF
base
53.73 CF
lid
53.7289 CF
Volume
241.47 CF
Resisting Force 36221.18 lb
Resiting / Driving = Safety Factor
Factor of Safety 1.52 > 1.25 OK
DISMANTLING
JOINT (TYP) -
METER
VAULT
20" MAGNETIC
FLOW METER
FE-7002 26"-DR
— — — — — — — — —
12'-10"
SLOPE
DEPRESSED 1 1/2" SUMP
AREA PUMP DRAIN
LADDER
METER VAULT LOWER PLAN AT EL 947.50
114" = V-0"
36,x48,
FLOODTIGHT
FLOOD DOOR
\ /
TOG, SEE CIVIL TOG
_ _ EL 956.00
20• MAGNETIC
FLOW METER
NON -SHRINK GROUT RT \ /'-� �.' CL 949.05
OPENING (8' MAX) 1�
12' WASHE❑
STONE BASE
PIPE SUPPORT DETAIL
PER 5MD501
FE-70U2_;.I TOC
EL 94750
A SECTION

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Town of Wilkesboro I Engineering Calculations ���
Section 7 — Standby Power Calculations

Town of Wilkesboro I Engineering Calculations
Section 7 — Standby Power Calculations
This page intentionally left blank.

Town of Wilkesboro I Engineering Calculations ���
Section 7 — Standby Power Calculations
Electrical Standby Power Calculations
Summary
The Cub Creek WWTP has dual power, meaning that two separate electrical feeds from Duke
Energy supply power to the treatment plant. Redundancy for operations is provided by having
these two separate power feeds routed through a Duke Energy operated transfer switch, and
then supplying power to the treatment plant from the load side of the transfer switch. Because of
this redundancy, the plant does not have a standby generator.
Per North Carolina Administrative Code (NCAC) 15A 02H. 0124(2)(a) power reliability shall be
provided by either dual power or standby power, therefore; the Cub Creek WWTP does not
require a standby generator.

Town of Wilkesboro I Engineering Calculations
Section 7 — Standby Power Calculations
This page intentionally left blank.

Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
G. Residuals Management Plan
G. Residuals Management
Plan

FN Town of Wilkesboro Cub Creek WWTP Expansions and Upgrades I Authorization to Construct Application
G. Residuals Management Plan
This page intentionally left blank.

FYZ
Residuals Management
Expansion and
Wilkesboro, NC
December 1, 2023

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Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Contents
Contents
1 Introduction.......................................................................................................................................... 1
1.1 Wastewater Process................................................................................................................. 1
1.2 Residuals Characteristics.......................................................................................................... 1
1.2.1 Trash, Sediment, and Grit Generation......................................................................... 1
1.2.2 Waste Activated Sludge Generation............................................................................ 2
1.3 Compliance Monitoring.............................................................................................................. 2
1.4 Dewatered Cake Storage.......................................................................................................... 3
1.5 Beneficial Reuse/Disposal......................................................................................................... 3
Tables
Table 1-1. Design Screenings and Grit Production Rates for Maximum Month Average Design
Flow(8 MGD)................................................................................................................................... 2
Table 1-2. Design Sludge Production Rates for Maximum Month Average Design Flow (8 MGD) ............. 2

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Contents
This page intentionally left blank.

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Introduction
1 Introduction
The Town of Wilkesboro is currently in the process of designing and upgrade and
expansion to their liquids and solids treatment processes at the Cub Creek WWTP. With
the expansion from 4.9 MGD to 8 MGD will come changes to the residuals management
process. The expanded solids treatment train will be similar to their existing process
except that the capacity and number of solids treatment equipment will increase. The
following plan describes the proposed process, characteristics of solids generated, cake
storage, and eventual disposal.
1.1 Wastewater Process
The Wilkesboro wastewater treatment plant biological process will be upgraded from a
conventional activated sludge system to a more advanced, aerobic granular sludge
(AGS) system. Because of this upgrade, finer screening and grit removal processes are
required. Additionally, because the biological treatment capacity of the plant is increasing
from 4.9 MGD to 8 MGD, more waste activated sludge will be produced. The existing
solids treatment process at the facility is sufficient to digest and dewater the design
sludge production.
A solids mass balance was generated to determine the existing and future volatile solids
reduction (VSR) with the existing aerobic digester capacity and expected sludge
production. At present, Wilkesboro landfills the digested and dewatered cake.
1.2 Residuals Characteristics
The residuals produced as a part of the facility expansion and treatment process
modification will include trash, sediment, grit, and biosolids (from waste activated sludge).
1.2.1 Trash, Sediment, Grit Generation, and Oil Capturing
The scope of this expansion will include using the existing headworks structure and
installing three (3) new perforated plate screens, one (1) screenings washer -compactor
unit, and one (1) grit classifier.
The perforated plate screens will remove trash, rocks, and other large debris.
Screenings will be conveyed to the washer -compactor unit via a sluiceway. The washer -
compactor will remove organics and reduce the moisture content of the screenings.
Processed screenings will be deposited in a dumpster and ultimately disposed of in a
landfill. Grit will be removed via the existing vortex tray separator and collect in the
bottom of the concrete channel. A new grit pump will convey settled grit the classifier
where organics will be removed, and the grit dewatered. The classifier will convey
dewatered grit to a dumpster which will ultimately be transported to a landfill.
Untreated poultry wastewater is characterized by high concentrations of oils, grease,
and biochemical oxygen demand. Tyson Foods utilizes two treatment processes
upstream of discharging to the Town of Wilkesboro. First, is dissolved air flotation (DAF)
and second, is an aerated basin. The average effluent fat, oil, and grease (FOG)

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Introduction
concentration from the aerated basin is approximately 11 mg/L. It is expected therefore
that when combined with the municipal flow, the Wilkesboro facility will continue to
receive low concentrations of oil and grease. Additionally, the Town has an industrial
pretreatment permit for Tyson Foods. This permit (see Attachment A) specifies that the
maximum monthly concentration limit of oil and grease to be 30 mg/L.
1.2.2 Waste Activated Sludge Generation
After each aerobic granular sludge (AGS) treatment cycle, the system has a brief, but
high -volume waste activated sludge (WAS) and water level correction (WLC) step. These
wasted solids flow via gravity to an intermediate tank for flow equalization. From there,
WAS/WLC flows via a 12" gravity pipeline to the sludge buffer tank (formerly secondary
clarifier 3). The sludge buffer tank serves as a thickener and decants liquids from the
solids process. From the sludge buffer tank the WAS Pump Station delivers thickened
solids primarily to Digester No.1. From Digester 1, sludge is transferred sequentially
through each digester. The aerobic digesters provide 41.9 days of residual storage and
meet the design requirements per 15A NCAC 02T .0505(o).
The new Digested Sludge Pump Station pumps from Digester 3 to the dewatering
building. The dewatering process includes two screw presses with accommodations for a
third screw press in the future. Polymer is added to aid in solids and liquids separation.
From there, dewatered solids are transported to the Wilkes County Landfill for disposal.
Landfilling of biosolids is the current mode of biosolids disposal. See Table 1-1 for the
design WAS production rates.
Table 1-1. Design Sludge Production Rates for Maximum Month
Average Design Flow (8 MGD)
Sludge Type Sludge Production (lb/day)
Primary Sludgea 0
Waste Activated 16,706
Sludge
'No primary sludge is produced because there are no primary clarifiers
1.3 Compliance Monitoring
Surface disposal provisions of the Compliance with 40 CFR Part 503 regulations do not
apply when biosolids are transported to a Class IV landfill. These regulations are covered
instead under 40 CFR Part 258. Per the Biosolids Technology Fact Sheet (EPA, 2018)
requirements under 40 CFR Part 258 include:
Mixing the biosolids and the municipal waste prior to placement in the landfill
Paint filter test to verify solids content > 18%
Toxicity characterization leaching procedure (TCLP) to verify the biosolids are
nonhazardous.

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Attachments
1.4 Beneficial Reuse/Disposal
Dewatered solids are conveyed to the Wilkes County Landfill for disposal. Landfilling of
biosolids is the current mode of biosolids disposal and is also the preferred mode for
the expansion and upgrade of the Wilkesboro WWTP. Because landfill disposal does
not require Class A or Class B VSR reduction requirements, this preferred alternative
does not have to meet a minimum VSR or HRT in the aerobic digesters. The Wilkes
Landfill currently accepts 3 truckloads per day of the WWTP's solids. This equates to
approximately 33 dry tons per day. The estimated maximum month solids production
(Table 1-1) is 8.3 dry tons per day. The existing agreement with the Wilkes landfill
therefore is sufficient for the future solids production (see Attachment B for the
agreement).
If Wilkesboro needs greater options than landfilling dewatered solids, the Town has a
Class B Land Application permit that has lapsed. Utilizing the Class B Land Application
permit would require greater compliance monitoring but is an option.
2 Attachments
Attachment A - Tyson Foods Industrial User Permit (IUP)
Attachment B - Agreement for Disposal of Sludge and Leachate

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Attachments
This page intentionally left blank.

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan
Attachment A - Tyson Foods Industrial User Permit (IUP)
Attachment A -Tyson Foods
Industrial User Permit (IUP)

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Attachment A - Tyson Foods Industrial User Permit (IUP)
This page intentionally left blank.

Town of Wilkesboro
Control /wltmtyvWUMunopelRy
PERMIT
Industrial User Pretreatment Permit (IUP)
To Discharge Wastewater Under the
Industrial Pretreatment Program
1003 N/A
IUP Numw 40 CPR Cat p
InMpuaMa)
In compliance with the provisions of North Carolina General Statute 143-215.1, any applicable
federal categorical pretreatment regulations, all other lawful standards and regulations
promulgated and adopted by the North Carolina Environmental Management Commission, and
the Control Authority and/or Municipality Sewer Use Ordinance. The following Industry,
hereafter referred to by name or as the permittee:
IMueW rene, pvmitlee:
TYSON FARMS, INC.
f=1q 1U—W M a4 to as
704 FACTORY STREET
CV
WILKESBORO
Sm LP
NORTH CAROLINA 28697
is hereby authorized to discharge wastewater from the facility located at the above listed address
into the sanitary sewer collection system and the wastewater treatment facility of the Control
Authority and/or Munici ity listed below:
RIP CaXmlN iv x Mu —,ail W Pnine:
CUB CREEK WWTP
NPOES NumWr.
NCO021717
w.vrPPeamee:
701 SNYDER STREET
CM. M, .Lp
WILKESBORO, N.C. 28697
in accordance with effluent limitations, monitoring requirements, and all other conditions set
forth in Parts I, II, and III of this Industrial User Pretreatment Permit (IUP).
Eneam aw, mia pem,n .�e m..mwearm m eiewrq. wu eewme
elletliwM mmngMw Nb tlele:.
ESpIMun eNe, Nie pennil aA Un euNuwim m ehNape ¢lull espin tl
mie�ePM mNie Pete:
Date: j/7 202�

IUP, PART I,
Industrial User (IU) Specific Conditions
IUP, PART I, OUTLINE:
A.) IUP Basic Information
B.) IUP Modification History
C.) Authorization Statement
D.) Description of Discharges
E.) Schematic and Monitoring Locations
F.) Effluent Limits & Monitoring Requirements
G.) Definitions and Limit Page(s) notes
A. IUP Basic Information:
Receiving Coatral Authority &. WWTPname:
POTW NPDESM:
CUB CREEK W WTP
NCO021717
IUP Name:
IUP Number:
TYSON FARMS, INC.
1003
IUP Mom dek :
Pipe Numbers, list all rcgulated pipes:
OCTOBER 31, 2019
01
IUP Expiration dek :
IUP 40 CFR d ofapplicable), or N/A:
OCTOBER 30, 2024
N/A
B. IUP Modification History:
Date Originally Issued
December 5 1987
Rcnon for & Descnpfion ofmodifications.
Original Permit
November 1,1999
Permit Renewal
November 3, 1999
Change Name on Permit to Mark Welborn
November 1, 2004
Permit Renewal
March 24, 2005
Added Column Monitoring Frequency POTW
March 10,2008
Flow changed to 2,000,000 gdp 4170 lbs.per day on
BOD and 4170 lbs.per day on TSS
June 30, 2009
Flow changed to 2,500,000 gdp 5733.75 lbs.per day on
HOD and 5733.75 lbs.per day on TSS
November 1, 2009
PERMIT RENEWAL
June 1, 2011
Flow changed to 3.0 MGD 6255lbs. per day of HOD and
6255 lbs. per day of TSS
August 31,2011
Change Wording on Flow- 3 MGD 7 day average not to
exceed a 3.0 MGD 7 days equalized flow from Sunday to
Saturday
August 1, 2014
Permit Renewal and Name Change to Tyson Farms, Inc.

Industrial User Pretreatment Permit (IUP)
PART II
General Conditions
May 1, 2017
Manager Change and add Tyson Farms, Inc. Plant II -
Kirk Church replaced Bob Johnson as Complex Manager.
Added Tyson Farms, Inc. Plant Il (formally known as
Cook Products which was closed 04-25-2008) back to
Industrial User Pretreatment Permit Pipe #001.
October 31, 2019
Permit Renewal — Kevin Taylor replaced Kirk Church as
Complex Manager
March 12, 2020
Changed Oil & Grease monitoring for Tyson to once per
month instead of twice per month.
Added NER equipment to ]UP Treatment Units
A Complctc remit modification
History is nquimd.
C.) Authorization Statement:
1.) The Permittee is hereby authorized to discharge wastewater in accordance with the
effluent limitations, monitoring requirements, and all other conditions set forth in this
Industrial User Pretreatment Permit (IUP) into the sewer collection system and
wastewater treatment facility of the Control Authority and/or Municipality.
2.) The Permittee is hereby authorized to continue operation of and discharge wastewater
from the following treatment or pretreatment facilities. These facilities must
correspond to the treatment units listed on both the application and inspection forms.

Industrial User Pretreatment Permit (IUP)
IU Treatment Units
At Facility on Factory Street:
Flocculent Tank
Grease Trap
Grit Removal
pH adjustment
Screening
Wet Well
Coagulation Tank
Four Dissolved Air floatation Cells
Spill Protection
Natural Energy Recovery (NER) equipment:
Two circular DAF unit.
One Ozone generator
Two Secondary Poultry Nutrients (SPN) process tanks
One Centrifuge for removing oil, solids and water
One Wet well
One Finish Poultry oil tank
At Secondary Facility beside Cub Creek W WTP on old Hwy 421:
Wet Well
Lift Station
2 7.5 million gallon aeration basin located beside Cub Creek WV
3.) The Permitter: is hereby authorized to, if required by the Control Authority and/or
Municipality and after receiving Authorization to Construct (A to C) from the Control
Authority and/or Municipality, construct and operate additional pretreatment units as
needed to meet final effluent limitations.
D.) Description of IUP Discharge(s):
1. Describe the discharge(s) from all regulated pipes.

Industrial User Pretreatment Permit (IUP)
PART II
General Conditions
e # 001 , Description of Discharge:
All process water from Fresh Plant, Food Service Plant and Plant II
(formally Cook Products)
Storm water runoff from Live Receiving Area
Cooling tower water
Boiling Cooler tower water
E.) Schematic and Monitoring Locations:
The facility schematic and description of monitoring location(s) given below must show
enough detail such that someone unfamiliar with the facility could readily find and identify
the monitoring location(s) and connection to the sewer. Include and identify all regulated
pipes.
See Following Pages for Schematic and Monitoring Locations

Flow Chart Waste Water
Plant II (formally Cock
'rod'ets) Reopen In March 201
Wet Well S—pgng Poi.
Foo0s Service Screen y
Offal Feather Son
Processing Plant
Offal Meat Reels
On
Foods Services
Cp
Meat S Feather Screeds
Meats Side
Feather Side
(5) Reels 314hp
(2) Reels 314hp
Wet Well 60,000/gal
Mixing & Pumps
3hp Mixers (3) 50hp Pumps
Acidulation Tank
Gtdodne Replacemnet PH 4.0-45 H2 Sea 93%
87,0001 gal (1)10hp mixer
Page 4-C

Tanker truck loading
Page 4-C

gravity flow
Aerators
]Slip
Mixer
60Np 251ip fi0hp ,
Mi er
251,
Mlz,
Bypass
25hp
v.Ive No Mixer
Eff.to Town of Wilkesboro P.O.T.W
10hp 60ho 70hp Final EH Sample point
E_eator
VYw Xa
EFF Fine
Effluent
Flow Meter S
sampling
Point
Note Valve Symbols NC Normally Close
NO Normally Open
Page 4-C

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Industrial User Pretreatment Permit
PART II
General Conditions
G.) Definitions and Limit Page(s) notes:
In addition to the definitions in the Town of Wilkesboro Sewer Use Ordinance the
following definitions apply:
1. Composite Sample:
Unless defined differently below, a composite sample for the monitoring
requirements of this IUP, is defined as the automatic or manual collection of one
grab sample of constant volume, not less than 100 ml, collected every hour during
the entire discharge period on the sampling day. Sampling day shall be a Typical
production, and discharge day.
2. Daily Monitoring Frequency
Daily Monitoring Frequency as specified in this IUP shall mean each working
day.
3. Grab Sample
Grob sample for the monitoring requirements of this IUP, is defined as a single
"dip and take" sample collected at a representative point in the discharge stream.
4. Instantaneous measurement
An Instantaneous measurement for the monitoring requirements of this IUP is
defined as a single reading, observation, or measurement.
5. Monitoring and Reporting
All Monitoring shall be performed by a state certified laboratory by standard
methods. All data shall be reported to the Division as specified in Part II, 2 of
this permit, note that violations shall be reported within 24 hours, and that all
sampling (even if done more frequently than required) shall be summarized on
forms approved by the Division and sent to the following addresses:
Control Authority
Town of Wilkesboro
Address
203 West Main Street
City, State, Zip
Wilkesboro, NC 28697
6. Notice to Permittees
Permince is subject to the thirty (30) general conditions attached, found in Part Il
of this permit.

Industrial User Pretreatment Permit (IUP
PART II
General Conditions
Outline of PART II,
1.
Representative Sampling
16.
Federal and/or State Laws
2.
Reporting
17.
Penalties
3.
Test Procedures
18.
Need to Halt or Reduce
4.
Additional Monitoring by
19.
Transferability
Permittee
5.
Duty to comply
20.
Property Rights
6.
Duty to Mitigate
21.
Severability
7.
Facilities Operation, Bypass
22.
Modification, Revocation,
Termination
8.
Removed substances
23.
Reapplication
9.
Upset Conditions
24.
Dilution Prohibition
10.
Right of Entry
25.
Reports of Changed Conditions
11.
Availability of Records
26.
Construction of pretreatment
facilities
12.
Duty to provide information
27.
Reopener
13.
Signatory Requirements
28.
Categorical Reopener
14.
Toxic Pollutants
29.
General Prohibitive Standards
15.
Civil and Criminal Liability
30.
Reports of Potential Problems
1. Representative Sampling
Samples and measurements taken as required herein shall be representative of the volume and nature of the
monitored discharge. All samples shall be taken at the monitoring points specified in this permit and,
unless otherwise specified, before the effluent joins or is diluted by any other wastestream, body of water,
or substance. Monitoring points shall not be changed without notification to, and approval by, the permit
issuing authority.
2. Reporting
a.) Monitoring results obtained by the permittee shall be reported on forms specified by the Town of
Wilkesboro, postmarked no later than the twentieth day of the month following the month in
which the samples were taken. If no discharge occurs during a reporting period (herein defined as
each calendar month) in which a sampling event was to have occurred, a forth with the phrase "no
discharge" shall be submitted. Copies of these and all other reports required herein shall be
submitted to the Control Authority and/or Municipality and shall be sent to the following address:
Amber Garwood
Pretreatment Coordinator
Town of Wilkesboro - Cub Creek W WTP
PO Box 1056
Wilkesboro, NC 28697
b.) If the sampling performed by the permittee indicates a violation, the permittee shall notify the Control
Authority and/or Municipality within 24 hours of becoming aware of the violation. The pennittee shall
also repeat the sampling and analysis and submit the results of the repeat analysis to the Control
Authority and/or Municipality within 30 days after becoming aware of the violation.

Industrial User Pretreatment Permit
PART II
General Conditions
3. Test Procedures
Test procedures for the analysis of pollutants shall be performed in accordance with the techniques
prescribed in 40 CFR part 136 and amendments thereto unless specified otherwise in the monitoring
conditions of this permit.
4. Additional Monitoring by Permittee
If the permittee monitors any pollutant at the location(s) designated herein more frequently than required by
this permit, using approved analytical methods as specified above, the results of such monitoring shall be
submitted to the Control Authority and/or Municipality. The Control Authority and/or Municipality may
require more frequent monitoring or the monitoring of other pollutants not required in this permit by
written notification.
5. Duty to Comply
The permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a
violation of the Control Authority and/or Municipality Sewer Use Ordinance and is grounds for possible
enforcement action.
6. Duty to Mitigate - Prevention of Adverse Impact
The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of this
permit which has a reasonable likelihood of adversely affecting human health, the POTW, the waters
receiving the POT W's discharge, or the environment.
7. Facilities Operation, Bypass
The permittee shall at all times maintain in good working order and operate as efficiently as possible, all
control facilities or systems installed or used by the permittee to achieve compliance with the terms and
conditions of this permit. Bypass of treatment facilities is prohibited except when approved in advance by
the Control Authority and/or Municipality. Bypass approval shall be given only when such bypass is in
compliance with 40 CFR 403.17.
8. Removed Substances
Solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of
wastewaters shall be disposed of in a manner such as to prevent any pollutants from such materials from
entering the sewer system. The permittee is responsible for assuring its compliance with my requirements
regarding the generation, treatment, storage, and/or disposal of "Hazardous waste" as defined under the
Federal Resource Conservation and Recovery Act.
9. Upset Conditions
An "upset" means an exceptional incident in which there is an unintentional and temporary noncompliance
with Pretreatment Standards because of factors beyond the reasonable control of the permittee. An upset
does not include noncompliance to the extent caused by operational error, improperly designed or
inadequate treatment facilities, lack of preventative maintenance, or careless or improper operations.
An upset may constitute an affirmative defense for action brought for the noncompliance. The permittee
has the burden of proof to provide evidence and demonstrate that none of the factors specifically listed
above were responsible for the noncompliance.
10. RightofEntry
The permittee shall allow the staff of the State of North Carolina Department of Environmental Quality,
Division of Water Resources, the Regional Administrator of the Environmental Protection Agency, the
Control Authority and/or Municipality, and/or their authorized representatives, upon the presentation of
credentials:

Industrial User Pretreatment Permit (IUP)
PART II
General Conditions
1. To enter upon the permittee's premises where a real or potential discharge is located or in which
records are required to be kept under the terms and conditions of this permit; and
2. At reasonable times to have access to and copy records required to be kept under the terms and
conditions of this permit; to inspect any monitoring equipment or monitoring method required in
this permf ; and to sample any discharge of pollutants.
11. Availability of Records and Reports
The permittee shall retain records of all monitoring information, including all calibration and maintenance
records m well as copies of reports and information used to complete the application for this permit for at
least three years. All records that pertain to matters that are subject many type of enforcement action shall
be retained and preserved by the permittee until all enforcement activities have concluded and all periods of
limitation with respect to any and all appeals have expired.
Except for data determined to be confidential under the Sewer Use Ordinance, all reports prepared in
accordance with terms of this permit shall be available for public inspection at the Control Authority and/or
Municipality. As required by the Sewer Use Ordinance, effluent data shall not be considered confidential.
12. Duty to Provide Information
The permittee shall furnish to the Director of Public Works or his/her designees, within a reasonable time,
any information which the Director, his/her designee, or the Division of Water Resources may request to
determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to
determine compliance with this permit. The permittee shall also furnish, upon request, copies of records
required to be kept by this permit.
13. Signatory Requirements
All reports or information submitted pursuant to the requirements of this permit must be signed and
certified by the Authorized Representative as defined under the Sewer Use Ordinance. If the designation of
an Authorized Representative is no longer accurate because a different individual or position has
responsibility for the overall operation of the facility, or overall responsibility for environmental matters for
the company, a new authorization satisfying the requirements of this section must be submitted to [POT W
Director] prior to or together with any reports to be signed by an authorized representative.
14. Toxic Pollutants
If a toxic effluent standard or prohibition (including any schedule of compliance specified in such effluent
standard or prohibition) is established under Section 307(a) of the Federal Clean Water Act for a toxic
pollutant which is present in the discharge and such standard or prohibition is more stringent than any
limitation for such pollutant in this permit, this permit may be revised or modified in accordance with the
toxic effluent standard or prohibition and the permittee so notified.
15. Civil and Criminal Liability
Nothing in this permit shall be construed to relieve the permittee from civil or criminal penalties for
noncompliance.
16. Federal and/or State Laws
Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the
permittee from any responsibilities, liabilities, or penalties established pursuant to any applicable Federal
and/or State law or regulation.
17. Penalties
The Sewer Use Ordinance of the Control Authority and/or Municipality provides that any person who
violates a permit condition is subject to a civil penalty not to exceed $25,000 dollars per day of such
violation.
10

Industrial User Pretreatment Permit
PART Il
General Conditions
Under state law, (NCGS 143-215.613), under certain circumstances it is a crime to violate terms, conditions,
or requirements of pretreatment permits. It is a crime to knowingly make any false statement,
representation, or certification in any record or other document submitted or required to be maintained
under this permit, including monitoring reports or reports of compliance or noncompliance. These crimes
we enforced at the prosecutorial discretion of the local District Attorney.
18. Need to Halt or Reduce not a Defense
It shall not be a defense for a permittee in an enforcement action that it would have been necessary to halt
or reduce the permitted activity to maintain compliance with the conditions of the permit.
19. Transferability
This permit shall not be reassigned or transferred or sold to a new owner, new user, different premises, or a
new or changed operation without approval of the Town.
20. Property Rights
This permit does not convey any property rights in either real or personal property, or any exclusive
privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any
infringement of Federal, State or local laws or regulations.
21. Severability
The provisions of this permit me severable and, if any provision of this permit or the application of any
provision of this permit to any circumstance is held invalid, the application of such provision to other
circumstances and the remainder of this permit shall not be affected thereby.
22. Permit Modification, Revocation, Termination
This permit may be modified, revoked and reissued or terminated with cause in accordance to the
requirements of the Control Authority and/or Municipality Sewer Use Ordinance and North Carolina
General Statute or implementing regulations.
23. Re -Application for Permit Renewal
The permittee is responsible for filing an application for reissuance of this permit at least 180 days prior to
its expiration date.
24. Dilution Prohibition
The permittee shall not increase the use of potable or process water or in any other way attempt to dilute
the discharge as a partial or complete substitute for adequate treatment to achieve compliance with the
limitations contained in this permit.
25. Reports of Changed Conditions
The permittee shall give notice to the Control Authority and/or Municipality of any planned significant
changes to the permittee's operations or system which might alter the nature, quality, or volume of its
wastewater at least 180 days before the change. The permittee shall not begin the changes until receiving
written approval from the Control Authority and/or Municipality. Also see Part II, 30 below for additional
reporting requirements for spill/slug issues.
26. Construction
No construction of pretreatment facilities or additions thereto shall be begun until Final Plans and
Specifications have been submitted to the Control Authority and/or Municipality and written approval and
an Authorization to Construct (A to C) have been issued.
11

Industrial User Pretreatment Permit (IUP)
PART II
General Conditions
27. Reopener
The permit shall be modified or, alternatively, revoked and reissued to comply with any applicable effluent
standard or limitation for the control of any pollutant shown to contribute to toxicity of the W WTP effluent
or any pollutant that is otherwise limited by the POTW discharge permit. The permit as modified or
reissued under this paragraph may also contain my other requirements of State or Federal pretreatment
regulations then applicable.
28. General Prohibitive Standards
The permittee shall comply with the general prohibitive discharge standards in 40 CFR 403.5 (a) and (b) of
the Federal pretreatment regulations.
30. Potential Problems
The permittee shall provide protection from accidental and slug discharges of prohibited materials and
other substances regulated by this permit. The permittee shall also notify the POTW immediately of my
changes at its facility affecting the potential for spills and other accidental discharge, discharge of a non -
routine, episodic nature, a non -customary batch discharge, or a slug load as defined in the Sewer Use
Ordinance.
Additionally, the permittee shall notify by telephone the Control Authority and/or Municipality
immediately of all discharges that could cause problems to the POTW including my slug loadings as
defined in the Sewer Use Ordinance. If the permittee experiences such a discharge, they shall inform the
Control Authority and/or Municipality immediately upon the fast awareness of the commencement of the
discharge. Notification shall include location of the discharge, type of waste, concentration and volume if
(mown and corrective actions taken by the permittee. A written follow-up report thereof shall be filed by
the permittee within five (5) days, unless waived by the Control Authority and/or Municipality.
12

Industrial User Pretreatment Permit (IUP)
PART III
Specific Conditions
In addition to the requirements in Part 11, 30, the Permittee shall complete installation
and/or commence implementation, operation, and/or maintenance of the following
specific protection Measures, Activities, Plans. Etc. (Items without specific completion
dates, or marked as "Continuous." must be performed for the entire duration of the
permit):
Required
Completion/
Implementation
Description of Measure, Activity, Plan, etc.
Date
Continue to follow the POTW Approved Spill Control and
Continuous
Response Plan
This plan shall be updated annually and a copy given to the
November of
POTW Pretreatment Coordinator to keep on file at Cub
Each year
Creek W WTP
The pernittee shall provide updates to the Control Authority as required by Part II, 30, of
this IUP. Modifications to the measures shall be approved by the Control Authority prior
to installation/implementation. If a measure fails, the Control Authority shall be notified
within 24 hours.
2. Sludge Management Plan
Ninety days prior to the initial disposal of sludge generated by any pretreatment facility,
the permittee shall submit a sludge management plan to the Control Authority.
3. Flow Measurement Requirements
(For SIUs with discharge flow meters)
The permittee shall maintain appropriate discharge flow measurement devices and
methods consistent with approved scientific practices to ensure the accuracy and
reliability of measurements of the volume of monitored discharges. Devices installed
shall be a continuous recording flow meter capable of measuring flows with a maximum
deviation of less than 10% from true discharge rates throughout the range of expected
discharge volumes. The devices shall be installed, calibrated, and maintained to ensure
accuracy. At the time of issuance of the permit, this method consists of Venturi Meter.
The meter shall be calibrated every year. Modifications to the flow metering equipment
shall be approved by the Control Authority prior to installation. If a required flow
measurement device fails, the Control Authority shall be notified within 24 hours.
4. Certified Laboratory Analysis
Pollutant analysis shall be performed by a North Carolina Division of Water Resources
Certified Laboratory that is certified in the analysis of the pollutant in wastewater.
Certified Operator
Pursuant to Chapter 90A-44 of North Carolina General Statutes, and upon classification
of the facility by the Certification Commission, the permittee shall employ a certified
13

Industrial User Pretreatment Permit (IUP)
PART III
Specific Conditions
wastewater pretreatment plant operator in responsible charge (ORC) of the wastewater
treatment facilities. Such operator must hold a certification of the type and grade
equivalent to, or greater than the classification assigned to the wastewater treatment
facilities by the Certification Commission. The permittee must also employ a certified
backup operator of the appropriate type and grade to comply with the conditions of Title
15A, Chapter 8G .0200. The ORC of the facility must visit the wastewater facility as
required; must properly manage and document daily operation and maintenance of the
facility; and must comply with all other conditions of Title 15A, Chapter 8G .0200. The
permittee shall submit a letter designating the operator in responsible charge to the
Certification Commission or their designee within thirty days after facility classification.
14

IUP Synopsis
A. IUP Basic Information:
Rcmiving Control Authority&WWIP namc:
POTW NPDES M:
CUB CREEK WWTP
NCO021717
IUP Name :
IUP Number
TYSON FARMS, INC.
1003
IUP E@ctivc dart:
Pipe Numbers, list ell mg.l.t d pipes:
October 31, 2019
01
IUP Expin ion date :
IUP 40 CFR d (ifapplicable), or N/A:
OCTOBER 30, 2024
N/A
B. IU Survey & Application form
A completed copy of the Industrial User Wastewater Survey & Application Form
(see appendix 6-A) should be attached to this synopsis.
C. IU Inspection form
A copy of an Industrial User Inspection Form (see chapter 7) completed by the
Control Authority and/or Municipality before discharge begins should be attached
to this synopsis.
D. RATIONALE FOR LIMITATIONS:
as listed on the IUP Limits Page(s), PART 1, Section F of the IUP.
ALL Parameter Limits are calculated to protect the
POTW from pass through and inhibition and to allow the
beneficial use of biosolids generated by the W WTP.
These limits do not result in over allocation of the
POTW'S treatment capacity.
Limits are achievable with standard technology.

wI UfAxw
Scan Log
E-mail Sent
Date: 01-28-2020-051209
To: agarwood®wilkesboronc.org
Cc:
From: [e-mail]
Subject:
Message:
Attachments: image01-28-2020-051209.pdf-
q�-n pg.�

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Attachment B - Agreement for Disposal of Sludge and Leachate
Attachment B - Agreement
for Disposal of Sludge and
Leachate

Town of Wilkesboro Cub Creek WWTP Expansion and Upgrades I Residuals Management Plan ���
Attachment B - Agreement for Disposal of Sludge and Leachate
This page intentionally left blank.

NORTH CAROLINA
WILKES COUNTY
AGREEMENT FOR DISPOSAL OF
SLUDGE AND LEACHATE
THIS AGREEMENT FOR DISPOSAL OF SLUDGE AND LEACHATE
(hereinafter "Agreement") is made and entered into effective the l't day of July, 2014, by
and between the Town of Wilkesboro (hereinafter "the Town"), a municipal corporation
and body politic located in the County, State of North Carolina, and the County of
Wilkes (hereinafter "the County"), a body politic and political subdivision of the State of
North Carolina;
WITNESSETH:
THAT WHEREAS, the Town owns and operates both a water treatment plant and
a wastewater treatment plant; and
WHEREAS, the operation of said plants produces both water treatment sludge
and wastewater treatment sludge (hereinafter collectively referred to as "sludge") which
requires disposal in compliance with applicable law; and
WHEREAS, the County owns and operates a lined landfill, Permit #97-04,
located in Roaring River, Wilkes County, North Carolina (hereinafter referred to as "the
Landfill"); and
WHEREAS, the operation of the Landfill produces water that has been in contact
with solid waste, which water (hereinafter referred to as "leachate") requires disposal or
treatment in compliance with applicable law; and
WHEREAS, the Town desires to dispose of all sludge produced through the
operations of its water treatment plant and wastewater treatment plant by depositing the
same at the Landfill on a periodic basis, after said sludge has been de -watered by the
Town as required hereunder; and
WHEREAS, the County desires to dispose of all leachate produced at the Landfill
by discharging the same into the Town's wastewater treatment plant pursuant to a
discharge permit to be issued by the Town; and
WHEREAS, the parties have agreed to the terms and conditions which shall
govern the foregoing, and desire to set forth said terms and conditions in this Agreement;
NOW, THEREFORE, for and in consideration of the recitals set forth above and
the premises and mutually beneficial covenants and agreements as hereinafter set forth
hereinafter, both parties do hereby contract and agree as follows:
1

ARTICLE I
DISPOSAL OF SLUDGE
1. Disposal. The County agrees to accept for disposal at the Landfill all
sludge produced at the Town's water treatment plant and wastewater treatment plant,
subject to the terms of this Article I.
2. De -watering. Notwithstanding paragraph 1 above, the County shall not
be required to accept sludge from the Town for disposal at the Landfill unless said sludge
has been de -watered by the Town. Sludge shall be considered to have been sufficiently
de -watered in compliance with the requirements of this paragraph 2 if it contains no free
liquids and can be confined, compacted, and covered in accordance with all applicable
federal, state, and local laws, rules, regulations, and ordinances governing the acceptance
and disposal of sludge at a landfill permitted in North Carolina.
3. Hauling. The Town agrees to be responsible for hauling all sludge to the
Landfill under this Agreement and for paying all expenses in connection therewith. The
Landfill will accept a maximum of three (3) loads of sludge per day.
4. Rates. For each ton (or portion thereof) of sludge disposed of at the
Landfill under this Agreement, the rate to be charged by County and paid by the Town
for each fiscal year (or portion thereof) this Agreement remains in effect shall be fifty
percent (50%) of the Landfill tipping fee as established for said fiscal year in the County
budget for the same, beginning with fiscal year 2014-15 and continuing throughout the
term hereof. The parties acknowledge and agree that said Landfill tipping fee may be
adjusted by the County effective July 1 of each fiscal year, and the parties further
acknowledge and agree that the rate to be paid by the Town under this paragraph 4 shall
be fifty percent (50%) of said Landfill tipping fee as the same may be adjusted for each
fiscal year; provided, that the rate under this paragraph 4 for each fiscal year hereunder,
once established by the County in its annual budget for the same, may not be changed
prior to the beginning of the following fiscal year. The County shall give notice to the
Town as soon as possible prior to the beginning of each fiscal year as to the Landfill
tipping fee that will be effective during the same, but in no event shall said notice be
given later than the date the annual budget is adopted.
5. Sludge Used as Cover Dirt. Notwithstanding any other provision of this
Article I, there shall be no charge by the County for sludge disposed of at the Landfill
under this Agreement that meets all federal and/or state requirements for cover dirt at the
Landfill and that can reasonably be used by the County for this purpose, as determined by
the County in its discretion. Said sludge is hereinafter referred to as "cover sludge."
6. Billing. For all sludge disposed of at the Landfill under this Agreement
except for cover sludge, the County shall weigh the same at the time it is delivered to the
Landfill by the Town in order to determine its weight. The County shall then invoice the
Town monthly for each ton (or portion thereof) of sludge so weighed, at the rate
established under paragraph 4 above. Payment shall be made by the Town within thirty
2

(30) days of the date of such invoice. The County shall maintain a record of all sludge
delivered to the Landfill for disposal under this Agreement, including cover sludge, and
shall, upon request, provide a periodic report to the Town accounting for the County's
daily determination as to what qualifies for cover sludge.
ARTICLE II
DISPOSAL OF LEACHATE
1. Disposal. The Town agrees to accept for disposal at its wastewater
treatment plant all leachate produced at the Landfill up to those maximum amounts
specified in paragraph 2 below, subject to the terms of this Article II.
2. Discharge Permit. The Town agrees to issue to the County a permit to
discharge leachate from the Landfill into the Town's wastewater treatment plant, up to a
maximum amount of one hundred thousand (100,000) gallons per day, which amounts to
three million (3,000,000) gallons per month and thirty-six million (36,000,000) gallons
per year. All leachate discharged to the Town under this Agreement shall be in
compliance with the terms and conditions as set forth in the Wilkes County Landfill
Industrial User Pretreatment Permit (IUP), identified as Permit No. 1004-1.
3. Hauling. The County agrees to be responsible for hauling all leachate to
the Town's wastewater treatment plant under this Agreement and for paying all expenses
in connection therewith.
4. Rates. For each gallon (or portion thereof) of leachate disposed of at the
Town's wastewater treatment plant under this Agreement, the rate to be charged by the
Town and paid by the County for each fiscal year (or portion thereof) this Agreement
remains in effect shall be fifty percent (50%) of the Town's schedule of fees for treating
leachate at said wastewater treatment plant as established for said fiscal year in the Town
budget for the same, beginning with fiscal year 2014-15 and continuing throughout the
term hereof. The parties acknowledge and agree that said schedule of fees may be
adjusted by the Town effective July 1 of each fiscal year, and the parties further
acknowledge and agree that the rate to be paid by the County under this paragraph 4 shall
be fifty percent (50%) of said schedule of fees as the same may be adjusted for each
fiscal year; provided, that the rate under this paragraph 4 for each fiscal year hereunder,
once established by the Town in its annual budget for the same, may not be changed prior
to the beginning of the following fiscal year. The Town shall give notice to the County
as soon as possible prior to the beginning of each fiscal year as to the applicable schedule
of fees that will be effective during the same, but in no event shall said notice be given
later than the date the annual budget is adopted. [NOTE: Sam Call was to provide
some language for this paragraph -- need to check with Sam on this.]
5. Surcharge for Ammonia Content. The Town shall be authorized to
charge the County, and the County agrees to reimburse the Town for, any surcharge that
3

may be incurred by the Town for ammonia content that exceeds the limits allowed by
applicable federal or state law with respect to the leachate disposed of at the Town's
wastewater treatment plant under this Agreement.
6. Monitoring, Testing, and Reporting. The Town shall be responsible for
complying with all monitoring, testing and reporting requirements as imposed by the
North Carolina Division of Environmental Management, or any successor agency thereto,
and the Town Sewer Use Ordinance; provided, that the County may elect to be
responsible for complying with all such requirements if the County so chooses. To the
extent the Town exercises responsibility for compliance with said requirements, the
Town shall be authorized to charge the County, and the County agrees to reimburse the
Town for, all costs incurred by the Town with respect to the same.
7. Billing. For all leachate disposed of at the Town's wastewater treatment
plant under this Agreement, the Town shall invoice the County as the same is received
for disposal, at the rate established under paragraph 4 above. The Town shall also
invoice the County for any surcharges incurred by the Town under paragraph 5 above and
for any charges incurred by the Town under paragraph 6 above. Payment shall be made
by the County within thirty (30) days of the date of such invoice.
ARTICLE III
GENERAL PROVISIONS
1. Reporting Requirements. In addition to any other reporting
requirements that may be imposed on either party under Article I or Article II above, each
party agrees to provide such records or documentation as may reasonably be requested by
the other party in order to verify compliance with the parties' obligations under this
Agreement.
2. Compliance with Laws, Rules, and Regulations. Each of the parties
hereto covenants and agrees to comply at all times with such laws, rules, regulations, and
ordinances as have been or may be prescribed by any governing authority with respect to
the subject matter of this Agreement.
3. Term and Termination. The initial term of this Agreement shall be for a
period of five (5) years, from July 1, 2014 through June 30, 2019. Thereafter, this
Agreement shall automatically continue to renew for successive one (1) year terms unless
either party shall, no less than one (1) year prior to the end of the initial or any renewal
term, give written notice to the other party that the Agreement will be considered
terminated upon the expiration of said tern. Notwithstanding the foregoing, upon either
party's breach of any of the provisions of this Agreement, the other party may provide
written notice to the breaching party specifying the nature of the breach and allowing
thirty (30) days to cure the same, and, upon failure of the breaching party to timely cure,
may terminate this Agreement.
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4. Assignment. Neither party may assign or transfer any portion of this
Agreement, or any of its rights or obligations hereunder, without the prior written consent
of the other party.
5. Notice. Whenever under the terms of this Agreement either party shall be
required or permitted to give notice to the other, such notice shall be in writing and shall
be delivered either by First Class U.S. Mail or by hand -delivering the same to the other
party. Notice shall be deemed given when mailed or when hand -delivered.
6. Administration. Each party may designate any official, employee, office,
or department within that party's organizational structure to administer this Agreement
on behalf of said party.
7. Previous Agreements Void. This Agreement shall supersede all previous
contracts or agreements, whether oral or written, between the parties in connection with
or incident to the subject matter hereof. From and after the effective date of this
Agreement, all such previous contracts or agreements shall be deemed void and of no
further force or effect.
8. Governing Law. This Agreement shall be governed by and construed in
accordance with the laws of the State of North Carolina.
9. Entire Agreement. This Agreement contains the entire agreement and
understanding between the parties. There are no oral understandings, terms, or
conditions, and neither party has relied upon any representation, express or implied, not
contained in this Agreement. All prior understandings, terms, or conditions are deemed
merged in this Contact and the same may not be changed orally, but only by an
amendment in writing signed by both parties.
IN WITNESS THEREOF, the parties have set the hands and official seals as of
the day and year above first written.
[Signatures on following pages]
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