NC0050661_Application (ATC)_20240228

MCDAVID ASSOCIATES, INC.
INC. CORPORATE OFFICE GOLDSBORO OFFICE
Engineers•Planners•Land Surveyors Engineers•Planners
[phone]•Fax[phone] [phone]•Fax[phone]
E-mail:[e-mail] E-mail:[e-mail]
3714 N.Main Street•P.O.Drawer 49 109 E.Walnut Street•P.O.Box 1776
Farmville,NC 27828 PiI �tD
February 26, 2024 Cl�
Mr. Ori Tuvia,Engineer III FEB 2 8 2024
NPDES Permitting
512 N. Salisbury Street,9tn Floor
Raleigh,NC 27604 NCDEQ/DWR/NPDES
Subject: Town of Macclesfield
Request for Authorization to Construct
Contract No. 1 -WWTP Improvements
Associated with Permit No.NC0050661
Project Nos.VUR-W-ARP-0016&
SRF C370605-02
Edgecombe County N���, ,�
Dear Mr.Tuvia, A4)4
No increase in treatment capacity is being requested. The primary purposes of the proposed
improvements are to provide duality of units, and to relocate existing units from the floodplain. The Town
of Macclesfield desires to construct some significant improvements to their existing wastewater treatment
plant including the following:
1. Relocation of the influent pump station and bar screen outside of the 100 year floodplain.
2. Relocation of the tertiary filters outside of the 100 year floodplain.
3. Relocation of the electrical/operation/chlorination building outside of the 100 year floodplain.
4. Rehabilitation of the existing secondary clarifier.
5. Construction of a new secondary clarifier to provide duality.
6. Construction of a new oxidation ditch to provide duality.
7. Associated mechanical&electrical work plus yard piping.
Electronic access to these documents is being provided to you by Drop Box.A hard copy of the
following documents is being provided via UPS delivery:
1. $1,000.00 check from McDavid Associates,Inc. for Application Fee.
2. Authorization to Construct Application signed and sealed by the Engineer,
and Certified by the Mayor.
3. Plans and Specifications signed and sealed by the Engineer.
4. Design Calculations signed and sealed by the Engineer.
Should you have questions regarding this package of information you may contact me at
[phone] or Cecil Madden in our Goldsboro Office at(919) 736-7630.
Sincerely,
Mc VID SOCIATTES,INC. �
A-0,F �.ctf ,� L,/o©,e c
Richar . Moore,P.E.
Farmville Office
W:\D10XX_GEN\D100XMSW\D1005CORRES_MSW\CGM\2024\MACCLESFIELD\TRANSMITTAL OF PLANS AND
SPECIFICATIONS TO ORI TUVIA.DOCX 20240226

State of North Carolina
DWRDepartment of Environmental Quality
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 (except minor modifications) 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 fmal 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.
I. 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 or the funding entity specifies that this requirement does not apply.
J. For more information,visit the Division of Water Resources web site at:http://portal.ncdenr.org/web/wq/swp/ps/npdes.
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 Macclesfield RECEIVED
Signature authority's name per 15A NCAC 02T.0106(b) Michael Speight
Signature authority's title Mayor FEB 28 2024
Complete mailing address P.O.Box 185,Macclesfield,NC 6152
Telephone number [phone]
Email address [e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name Richard B.Moore
Professional Engineer's title President
North Carolina Professional Engineer's License No. 20205
Firm name McDavid Associates,Inc.
Firm License number C-131
Complete mailing address P.O.Drawer 49,Farmville,NC 27828-0049
Telephone number [phone]
Email address [e-mail]
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 1

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
C. NPDES PERMIT
NPDES Permit number NC0050661
Current Permitted flow(MGD)—include permit 0.175
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project: Rehabilitation of existing clarifier,installation of a secondary clarifier,instalation of
a second oxidation ditch,replacement and relocation of influent pump station,screening unit,tertiary filters,
electrical/operation/chlorination building outside 100-year floodplain,associated mechanical and electrical work and yard piping.
No increase is flow is proposed. Primary purposes of proposed improvements is to provide dual units and relocated units outside
the floodplain. Section 4 C(5)Residuals Treatment has not been completed
since the WWTP design does not include an increase in capacity and the existing digestor is considered adequate.
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 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 are not met by the proposed design,the letter must include an itemized list of the requirements that are not met.
® If the project is funded by American Rescue Plan Act(ARPA)funds, please include the ARPA project number in the cover
letter and here Project Numbers VUR-W-ARP-0016 and SRF CS370605-02.
B. 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.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent(SOC),submit the applicable SOC.
® Not Applicable.
D. 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.
® Not Applicable.
E. Engineering Plans
81 Per 15A NCAC 02T.0504(0(1),submit one set of detailed plans that have been signed,sealed and dated by a North Carolina
Licensed Professional Engineer.
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 2

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
E 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.
E Plans must be labeled as follows: FINAL DRAWING—FOR REVIEW PURPOSES ONLY—NOT RELEASED FOR
CONSTRUCTION.
E 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: RgCEIVED
® Plans for all applicable disciplines needed for bidding and construction of the proposed project c eck as appropriate):
® Civil ❑Not Applicable
FEB 2 9 2024
E Process Mechanical 0 Not Applicable
Z Structural ❑Not Applicable NCDEQ/DWRiNPDES
E Electrical 0 Not Applicable
E Instrumentation/Controls El Not Applicable
E Architectural ❑Not Applicable
• Building Mechanical ❑Not Applicable
• Building Plumbing ❑Not Applicable
E 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.
F. ® Engineering Specifications
E 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.
E Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT
RELEASED FOR CONSTRUCTION.
Specifications shall include:
E Specifications for all applicable disciplines needed for bidding and construction of the proposed project(check as appropriate):
E Civil ❑Not Applicable
E Process Mechanical ❑Not Applicable
Z Structural ❑Not Applicable
® Electrical ❑Not Applicable
E Instrumentation/Controls ❑Not Applicable
E Architectural ❑Not Applicable
E Building Mechanical ❑Not Applicable
E Building Plumbing ❑Not Applicable
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 3

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
Z Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers,etc.),and instrumentation.
Z Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines,and performance testing requirements for equipment.
Z Bid Form for publicly bid projects.
G. Construction Sequence Plan
Z 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: Sheet G2 note 18
H. Engineering Calculations
Z 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:
Z Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
Z Influent pollutant loading demonstrating how the design influent characteristics in Section 4.B.2 of this form were determined.
Z Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.B.2 of this form
were determined.
Z Hydraulic loading for each treatment unit.
Z Sizing criteria for each treatment unit and associated equipment(blowers,mixers,pumps,etc.)
Z 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.
Z Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
I. Permits
Provide the following information for each permit and/or certification required for this project:
Permit/ If Not Issued Provide
Not Date Date Certification Status and Expected
Permit/Certification Applicable Submitted Approved Number Issuance Date
Dam Safety X
Soil Erosion and Sediment Control 2/20/24
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:
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 4

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
J. 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(j)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.
Z Not Applicable.
SECTION 4: PROJECT INFORMATION
A. WASTEWATER TREATMENT PLANT FLOW INFORMATION—COMPLETE FOR NEW OR
EXPANDING FACILITIES
1. Provide the following flow information:
Plant Flows
Existing Plant Design 0.175 MGD
Current NPDES Permit Limit 0.175 MGD
Current Annual Average 030 MGD
(past 12 months)
For Past 12 Months: For Past 24 Months:
Start Date:January/2023 Start Date:month/yr
End Date: December/2023 End Date:month/yr
Maximum Month .045 MGD .045 MGD
Maximum Day .158 MGD .212 MGD
Peak Hour .532 MGD .532 MGD
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 5

State of North Carolina
DW RDepartment of Environmental Quality
Division of Water Resources
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?Z Yes or❑No. If no,provide justification as to
why the requirements are not met,consistent with 15A NCAC 02T.0105(n): N/A
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 Influent
Concentration Concentration Load
-Current (Must be (Must be
Annual supported by supported by Design Effluent
Average(past Engineering Engineering Concentration and/or NPDES Permit Limits
12 months)if Calculations Calculations Load (monthly average)
Parameter Available [Section 3.H]) [Section 3.H])
Ammonia Nitrogen 2 mg/L Summer 2 mg/L Summer
(NH3-N) 25 mg/L 25 mg/L 36.5 lb/day
3 mg/L Winter 3 mg/L Winter
iochemical 6 mg/L Summer 6 mg/L Summer
xygen Demand 391 mg/L 250 mg/L 364.9 lb/day
(BOD5) 8 mg/L Winter 8 mg/L Winter
Fecal Coliform 200 per 100 mL 200 per 100 mL
Nitrate+Nitrite
Nitrogen(NO3-N+ N/A mg/L N/A mg/L
NO2-N)
Total Kjeldahl 25 mg/L
Nitrogen
N/A mg/L N/A mg/L
Total Nitrogen
N/A lb/year N/A lb/year
N/A mg/L N/A mg/L
Total Phosphorus 4 mg/L 4 mg/L 5.8 lb/day
N/A lb/year N/A lb/year
Total Suspended 563 mg/L 250 mg/L 364.9 lb/day 30 mg/L 30 mg/L
Solids(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 :
N/A
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 6
1

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
4. Per 15A NCAC 02T.0505(j),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:
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(o),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): N/A
8. Per 15A NCAC 02T.0505(q),the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement:Entire site is fenced.
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: Treatment Units are outside flood plains.Manholes within flood plain are elevated.
C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION—COMPLETE
FOR NEW OR EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS
1. PRELIMINARY AND PRIMARY TREATMENT(i.e.,physical removal operations and flow equalization):
No.of Plan Sheet Specification Calculations
Treatment Unit Units Type Size per Unit Reference Reference Provided?
(Yes or No)
Manual Bar Screen 1 Manual .936 MGD at peak hourly flow G10 11331 N/A
Mechanical Bar 1 Mechanical .936 MGD at peak hourly flow G10 11331 N/A
Screen
Grit Removal 1 Gravity .936 MGD at peak hourly flow G1 l N/A Yes
Flow Equalization N/A '- N/A gallons N/A N/A N/A
Primary Clarifier N/A Circular N/A ft diameter;N/A ft side N/A N/A N/A
water depth
Primary Clarifier N/A Rectangular N/A square feet;N/A ft side N/A N/A N/A
water depth
Other N/A
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 7

State of North Carolina
DW RDepartment of Environmental Quality
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 organics and nutrients) 1
No.of Plan Sheet Specification Calculations
Treatment Unit Units Type Size per Unit Reference Reference Provided?
(Yes or No)
Aerobic Zones/ 2 Oxidation 244,387 gallons G13 11375 Yes
Tanks ditches
Anoxic Zones/ N/A N/A N/A gallons N/A N/A N/A
Tanks
Anaerobic N/A N/A N/A gallons N/A N/A N/A
Zones/Tanks
Sequencing Batch N/A -- N/A gallons N/A N/A N/A
Reactor(SBR)
Membrane N/A -- N/A gallons N/A N/A N/A
Bioreactor(MBR)
Secondary 24 ft diameter; 12 ft side water
Clarifier 2 Circular depth G 18 11336 Yes
Secondary N/A Rectangular square feet; ft N/A N/A N/A
Clarifier side water depth
Other N/A N/A N/A N/A N/A N/A
3. TERTIARY TREATMENT
No.of Plan Sheet Specification Calculations
Treatment Unit Units Type Size per Unit Reference Reference Provided?
(Yes or No)
Tertiary Clarifier N/A Circular N/A ft diameter; ft side N/A N/A N/A
water depth
Tertiary Clarifier N/A Rectangular N/A square feet; ft side N/A N/A N/A
water depth
Tertiary Filter 2 64 square feet G21 13220 Yes
Tertiary Membrane N/A N/A N/A square feet N/A N/A N/A
Filtration
Post-Treatment N/A -- N/A gallons N/A N/A N/A
Flow Equalization
Post-Aeration N/A N/A N/A gallons N/A N/A N/A
Other N/A N/A N/A N/A N/A N/A
4. DISINFECTION
No.of Plan Sheet Specification Calculations
Treatment Unit Units Type Size per Unit Reference Reference Provided.
(Yes or No)
gal/day per bank at peak
Ultraviolet Light N/A (Parallel;in hourly flow; number of N/A N/A N/A
banks; number of
series) lamps/bank
Chlorination 2 liquid(Gas; 3,487 gallons of contact G28/G37 11268 Yes
tablet;liquid) tank/unit
Dechlorination 2 liquid(Gas; 385 gallons of contact G28 11246 Yes
tablet;liquid) tank/unit j
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 8
J

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
5. RESIDUALS TREATMENT
No.of Plan Sheet Specification Calculatios
Treatment Unit Units Type Size per Unit Reference Reference Provided?
(Yes or No)
Gravity Thickening N/A square feet; ft side
Tank water depth
Mechanical
Thickening/ N/A dry lb/hour
Dewatering
Aerobic Digestion N/A gallons
Anaerobic N/A gallons
Digestion
Composting N/A dry lb/hour
Drying N/A dry lb/hour
Other N/A
6. PUMP SYSTEMS(include influent,intermediate,effluent,major recycles,waste sludge,thickened waste sludge and plant
drain pumps)
Capacity
Location No.of Purpose Type of each Plan Sheet Specification
Pumps pump Reference Reference
GPM TDH
Influent Pumps 2 Influent pump Submersible 650 36.4 G9 11310
7. MIXERS
No.of Power of Plan Sheet Specification
Location Mixers Purpose Type eac(MixerP Reference Reference
N/A
N/A
N/A
N/A
N/A
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 9

State of North Carolina
DW RDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
FORM ATC 10-23
8. BLOWERS
No.of Capacity of Plan Sheet Specification
Location Blowers purpose Type ea(C Blower Reference Reference
N/A
N/A
N/A
N/A
N/A
9. ODOR CONTROL
Location No. of Purpose Type Plan Sheet Specification
Units Reference Reference
N/A
N/A
N/A
" SETBACKS—COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T.0506(b)are
as follows:
Minimum Distance Is Minimum Distance
Required from Nearest Requirement met by the
Setback Parameter Treatment/Storage Design?If"No",identify
Unit Setback Waivers in Item D.2
Below
Any habitable residence or place of assembly under separate 100 ft ®Yes ❑No
ownership or not 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 50 ft No
waterbodies,and wetlands) ®Yes El
Any well with exception of monitoring wells 100 ft ®Yes ❑No
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: N/A
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 10

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 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T.0105:
I,Richard B.Moore,attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Town of Macclesfield Wastewater Treatment Plant,Projects VUR-W-ARP-0016 and SRF CS370605-02
(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 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, and this Authorization to Construct Permit Application,except as provided for
and explained in Section 4.B.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 143-215.6B,any person who knowingly makes any
false statement,representation,or certification in any application package shall be guilty of a Class 2 misdemeanor,which
may include a fine not to exceed$10,000,as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated:
. " *.?*
2IP205 •• .
41P
Iry erole
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 11

State of North Carolina
DWRDepartment of Environmental Quality
Division of Water Resources
Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT
ill FORM ATC 10-23
SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T.0106(b):
I,Michael Speight,Mayor,attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Town of Macclesfield Wastewater Treatment Plant,Projects VUR-W-ARP-0016 and SRF CS370605-02
(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 further understand that the application package may be subject to a future audit.
I understand that in accordance with General Statutes 143-215.6A and 143-215.6B any person who knowingly makes any
Ofe statement,representation,or certification in any application package shall be guilty of a Class 2 misdemeanor,which
include a fine not to exceed$10,010, as wel s civil penalties up to$25,000 per violation.
Signature: .&//r / Date: �"--- 7 - Z
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED
TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
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]
S
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC 10-23) Page 12

Town of Macclesfield
Design Calculations
for
WWTP Improvements
175,000 GPD
Prepared
By
Richard Moore,P.E.
McDavid Associates,Inc.
3714 North Main Street
Farmville,NC 27828
[phone]
Corporate License No.C-131
M \\\ 0 CIA •//,'

Town of Macclesfield
WWTP Design Calculations
Description of Proposed Project
The proposed project consists of the following items:
• A new 24 ft diameter secondary clarifier is proposed to be added in parallel with the
existing secondary clarifier in order to meet today's requirement for dual units and
also reduce solids loading on the tertiary filters during peak flow events,thereby
improving effluent quality via the additional treatment provided by the second
clarifier. The existing clarifier will undergo significant renovations once the new
clarifier has been completed,thereby providing the opportunity to work on the
existing clarifier. The metal components of the existing clarifier will be removed
and replaced.
• The addition of a parallel oxidation ditch to allow for removing one train from
service while servicing the other train.
• Project scope also includes construction of new screening unit,influent pump
station,tertiary filters, chlorination/dechlorination building and electrical/operations
building. These existing units are currently located within the 100 year floodplain.
Proposed new units will be located outside the 100 year floodplain.

FLOW CALCULATIONS
Average Daily Flow= 0.175 MGD = 122 GPM
Design Population= 1,750
Peaking Factor based on Population= 3.63
Peak Hourly Flow= 0.635 MGD=442 GPM
Return Sludge Flow= 0.263 MGD = 182 GPM
Mudwell Return Flow=26 GPM
Total Required Firm Pumping Capacity = 650 GPM= .936 MGD
Therefore,the peak hourly flow seen by the mechanical screen will be 650 gpm. Yielding a peak
hour factor of 650/(175,000/1440) = 5.35.
Influent Characteristics
Influent Influent Concentrations
Characteristics Monthly Average M&E PG 109 Comment—See Note
Flow 0.175 MGD
BODS 391 mg/1 210 mg/I 391 mg/12023 yr avg
NH3-N 25 mg/I 20 mg/1
TSS 563 mg/I 210 mg/1 563 mg/12023 yr avg
Fecal Coliform 107- 108/ 100 ml 107 - 108/ 100 ml
(geometric mean)
Total Nitrogen 25 mg/1 20 mg/1 40 mg/L estimated
Total Phosphorus 6 mg/I 8 mg/1 _ Typical
NOTE: The monthly average concentrations for influent BOD and TSS are based on the
averages of the 12 monthly eDMR forms submitted in 2023. The 25 mg/1 monthly average for
total nitrogen is estimated. Existing flow in 2023 amounted to .030 MGD. The concentrations
of BOD and TSS used for design of the 0.175 MGD WWTP are 250 mg/L each and more closely
resemble that of typical municipal domestic wastewater.

A copy of the NPDES Permit is included in the Attachments section
NPDES Limits
Effluent Effluent Limitations
Characteristics Monthly Average Weekly Average Daily Maximum
Flow 0.175 MGD
BODS-summer 6 mg/I 9 mg/1
NH3-N-summer 2 mg/1 6 mg/1
Dissolved Oxygen 6.0 mg/1
(Minimum)
TSS 30 mg/1 45 mg/1
TRC 28 ug/1
Fecal Coliform 200/100 ml 400 mg/1
(geometric mean)
Total Nitrogen No Limit
Total Phosphorus No Limit No Limit
Chronic Toxicity No Limit No Limit
Pass/Fail(Quarterly
test)
INFLUENT FLOW MEASURING AND PUMP STATION
A Parshall Flume assembly is proposed to be located immediately upstream of the influent pump station.
The Parshall Flume assembly is described in Section 11210 of the specifications. The Parshall Flow
assembly consists of a packaged metering manhole with integral 3"Parshall Flume, an ultrasonic
transducer and flow meter,and one circular chart recorder. See attached spreadsheet for buoyancy
calculations.
INFLUENT PUMP STATION
The proposed influent pump station includes a 10' diameter wet well and two each 650 gpm submersible
pumps. An influent composite sampler will be located at the influent pump station. See attached
spreadsheet for pump station calculations.

INFLUENT MECHANCIAL CYLINDRICAL SCREEN AND MANUAL BYPASS BAR SCREEN
A cylindrical mechanical screen and a bypass manual bar screen are proposed to receive flow from the
influent pump station. Flow is delivered via an 8 inch force main. The cylindrical screen will be located
within a 1'2"wide channel and include 0.25 inch clear spaces. The manual bar screen is located in a
parallel chamber 2' in width with 1" bar spacings set at a 45 degree angle. Bar thickness is 3/8 inch. If
the mechanical fine screen becomes blind by debris, a rectangular weir allows the flow to bypass
automatically to the manual bar screen parallel section. The mechanical screen shall be capable of
handling 1.25 MGD of influent flow(Peak hourly flow for proposed Macclesfield design is 0.936 MGD).
OXIDATION DITCH AERATION CALCULATIONS
There will be two oxidation ditches, including one existing and one proposed to be constructed. The
proposed second oxidation ditch will achieve compliance with dual unit requirements. The purpose of the
oxidation ditches is to provide an environment for nitrification to take place.Nitrosomonas bacteria break
down the ammonia to nitrites;and Nitrobacter are responsible for converting the nitrites to nitrates.
Recirculation of the sludge from the bottom of the clarifier allows the sludge to remain in the system long
enough for the nitrification process to take place. The existing single oxidation ditch provides a volume of
244,387 gallons(32,672 cf)which yields a detention time of 33.5 hours based on the existing WWTP
design of 0.175 MGD. The proposed new oxidation ditch will be constructed to mirror the existing ditch,
therefore providing a total hydraulic detention of approximately 67 hours,which is sufficient to provide
the sludge age needed for nitrification.
Mixing and aeration in the oxidation ditches are provided by two each 10' long 27.5"diameter cage rotors
in each ditch. To achieve minimum mixing the oxidation ditch volume should not exceed 16,000 gallons
per foot of 27.5"cage rotor length. Ditch volume per foot of cage rotor amounts to 244,387 gals/20' =
12,219 gallons/ft, which is less than 16,000 gallons per foot and is therefore considered acceptable.
Oxygen requirements have been calculated based on 1.5 #oxygen per pound of BOD and 4.6#oxygen
per pound of ammonia,or(1.5 x .175 x 8.34 x 250)+(4.6 x .175 x 8.34 x 25)=715 pounds per day or
29.8 pounds per hour required if all flow is routed through a single ditch. Based on a transfer coefficient
of.57, equipment supplying approximately 52.3 pounds per hour is required. The existing oxidation ditch
rotors were rated to provide a minimum of 2.7 lbs. of oxygen per hour per foot of rotor based on 72 rpm
and 9.5" immersion,which amounts to 54 pounds per hour(20' x 2.7 lbs/hr=54 pounds per hour), which
is more than the 52.3 pounds per hour required. BOD loading for oxidation ditch designs typically range
between 6 lbs/1,000 of to 13.5 lbs/1,000 cf. BOD loading per ditch is 274#/32,672 cf= 8.4#/1,000 cf
and is therefore considered acceptable. The proposed second oxidation ditch rotors will be based on the
same design specifications as the existing oxidation ditch's two rotors.
The return sludge rate is adjustable via a telescope valve to provide the minimum capability of 150%of
the design average daily flow. Each train addresses an average daily flow of 87,500 gpd.

SECONDARY CLARIFIERS
There will be two secondary clarifiers(one existing and one proposed). They each will have side water
depths of 12 feet and diameters of 24 feet(452 SF each). The diameter was established to address the
average daily flow(175,000 GPD)to the WWTP. At average daily flow the hydraulic loading rate is
approximately 194 GPD/SF.At peak hour flow(PF=3.63)the hydraulic loading rate is 702 GPD/SF
(3.63 PF x 194 GPD/SF). M&E page 588 suggests average overflow rate following extended air to be 200
to 400 GPD/SF and peak overflow rate to be 600 to 800 GPD/SF.
The weir loading rate is determined as follows:
Weir length=2 x 7r x 24' = 151 feet
Weir loading rate=87,500/ 151 =579 GPD/Foot at ADF.
Weir loading rate=635,000/(2 x 151)=2,103 GPD/Foot at Peak Flow.
Given a 90 degree v notch every 6 inches there are 302 v-notch weirs. Each v-notch is carrying 317,500/
302= 1,051 gpd or 0.73 gpm at peak flow or 87,500/302 =290 gpd or .20 gpm at ADF.
TERTIARY FILTERS
Tertiary Filters are designed to remove solids from the activated sludge process following the secondary
clarifiers. The proposal is to replace the existing two 8' x 8' filter cells within the floodplain with new
filters of like size outside the floodplain. The existing single mud well and single clear well will continue
in use. Each filter cell is typically backwashed one at a time at a frequency of once per day. The two filter
cells provide 128 SF of filter surface. Calculated are as follows:
Area of 2 cells=(8 x 8)x 2= 128 SF
At the WWTP design flow rate of 175,000 GPD(122 GPM)the filter loading is 122/128= .95 GPM/SF
with both filters in service and 1.90 GPM/SF with one filter out of service. The large surface areas
provided by the oxidation ditches are expected to dampen the influent pumping rate to more closely
resemble the WWTP ADF rate. At the peak hourly flow rate of 468 GPM(650 GPM influent pumping
rate less sludge return rate of 182 GPM(1.5 x 175,000 GPD/1440 min/day))with one cell out of service
the loading rate is:
468 GPM/64 SF=7.32 GPM/SF
M&E advises an acceptable range is 2 to 10 GPM/SF with 5 GPM/SF being typical.
The backwash flow rate requires 15 GPM per square foot of area and lasts for approximately 10 minutes.
Each filter is 64 SF. (64 x 15 GPM)=960 GPM. Two pumps are provided. Each existing pump is
designed to provide 1,440 gpm at 36' TDH in order to provide the required 960 gpm. The pumps must be
designed for flows greater than required so they may be throttled to the desired operating condition.
Each backwash event uses: 960 GPM x 10 Minutes=9,600 Gallons per filter, or 19,200 gallons to
backwash both filters. The clearwell consists of 3,150 cubic feet,or 23,562 gallons.

The mudwell is 30,200 gallons.
The mudwell drains via gravity to the influent pump station. Rate of flow is controlled by manually
throttling a valve on the discharge piping.
CHLORINATION AND DECHLORINATION PUMPS
Proposed dual 1.6 GPH chlorine chemical feed pumps each meet the 34 GPD max requirement(see
attached spreadsheet).
Proposed dual .33 GPH dechlorination chemical feed pumps each meet the 8 GPD max requirement(see
attached spreadsheet).
BACKWASH PUMPS
Existing backwash pumps will continue in service.
DAILY SLUDGE PRODUCTION
Existing sludge handling facilities are considered adequate with no proposed improvements(existing .175
MGD WWTP capacity rating is unchanged)
Calculation of sludge production is based on the following assumptions:
Influent BOD5=250 mg/1
Permitted Design Flow= 175,000 gpd
No sludge is discharged in the effluent.
Sludge Yield=0.65 lbs/lbs of BOD5 removed.
Sludge concentration 2.5%solids
Daily Sludge Production=0.175 MGD x 8.34 x(250 mg/1—0 mg/I)x 0.65 lbs/lbs
=237 lbs/day
Daily Volume Produced=237 lbs/day
8.34 x 0.025
= 1,137 gallons per day at 2.5% solids
With digestion solids reduction occurs.
Assume 38% reduction in VSS within the aerobic digester.
Assume 70% of sludge is volatile.
1,137—(1,137 x .7 x .38)=835 gallons per day
The existing aerobic digester has a volume of approximately 41,235 gallons.
Detention time within the digester =41,235 gallons/835 gallons/day
=49.4 days in the digester

• Total available sludge digestor holding time is acceptable.
Existing drying beds will continue in use.
i

SPREADSHEETS AND OTHER ATTACHMENTS
1. NPDES Permit NC0050661
2. Buoyancy Calculations—Packaged Flow Metering Manhole
3. Influent Pump Station Design—Incoming Pipes
4. Submersible Sewage Pump Station Design
5. Grit Chamber Design
6. Existing Oxidation Ditch Volume
7. Buoyancy Calculations—Clarifier
8. Buoyancy Calculations—Tertiary Filter Structure
9. Existing Backwash Supply Available
10. Existing Mudwell Volume
11. WWTP Tertiary Filter Air Wash Blower
12. Sodium HyprchloOrite Feed Design Calculation
13. Calcium Thiosulfate Feed Design Calculation
14. Generator Set Sizing
15. WWTP Influent/Effluent Flow Data 2023

• ATTACHMENT 1 - NPDES Permit NC0050661
•
•

DocuSign Envelope ID:C566C9CE-C9F6-481F-A5E4-6BEA6A4B8828
##
•tee 7
ROY COOPER
vernor ^ yr
ICHAEL S.REGAN *tat paws..
:retary
S.DANIEL SMITH NORTH CAROLINA
O+nertor Environmental Quality
Mayor Mike Keel 2/7/2020
Town of Macclesfield
P.O. Box 185
Macclesfield,NC 278 52-01 8 5
Subject: Issuance of NPDES Permit NC0050661
Town of Macclesfield WWTP
Grade II Biological WPCS
Edgecombe County
Dear Mayor Keel:
Division personnel have reviewed and approved your application for renewal of the subject permit.This
permit renewal is issued pursuant to the requirements of North Carolina General Statute 143-215.1 and
the Memorandum of Agreement between North Carolina and the U.S.Environmental Protection Agency
dated October 15,2007 (or as subsequently amended).
This final permit includes no significant changes from the draft permit previously sent to you on
October 2,2019.
If any parts,measurement frequencies or sampling requirements contained in this permit are unacceptable
to you, you have the right to an adjudicatory hearing upon written request within thirty(30)days
following receipt of this letter. This request must be in the form of a written petition,conforming to
Chapter 150B of the North Carolina General Statutes,and filed with the Office of Administrative
Hearings(6714 Mail Service Center,Raleigh,North Carolina 27699-6714).Unless such demand is made,
this decision shall be final and binding.
Please note that this permit is not transferable except after notice to the Division. The Division may
require modification or revocation and reissuance of the permit. This permit does not affect the legal
requirements to obtain any other Federal, State,or Local governmental permit that may be required.
If you have any questions concerning this permit,please contact Kristin Litzenberger at 919-707-3699 or
via e-mail at [e-mail].
Sincerely,
,—DocuSigned by:
8328B44CE9EB4A1...
for S.Daniel Smith
Director,Division of Water Resources
cc: NPDES Files
Central Files
Q;V North Carolina Deparhnent of Environmental Quitllty I Oivi3ion of Water Reyuurccs
nn'I D E SI?North Salisbury Street I I61I Mall Service Center I Raleigh North Carolina 27b99-Ibll
eup,Immtm[mnwnnNmovii 919,Io/i000

DocuSign Envelope ID:C566C9CE-C9F6-481F-A5E4-6BEA6A4B8828
Permit NC0050661
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provisions of North Carolina General Statute 143-215.1,other lawful standards
and regulations promulgated and adopted by the North Carolina Environmental Management
Commission, and the Federal Water Pollution Control Act, as amended,the
Town of Macclesfield
is hereby authorized to discharge wastewater from a facility located at the
Town of Macclesfield WWTP
771 South Fountain Road
Macclesfield
Edgecombe County
to receiving waters designated as Briery Branch [28-83-4-1-1] in subbasin 03-03-03 of the Tar-Pamlico
River Basin in accordance with effluent limits, monitoring requirements,and other conditions set forth
in Parts I,II, III, and 1V hereof.
This permit shall become effective March 1,2020
This permit and authorization to discharge shall expire at midnight on September 30,2024.
Signed this day 2/7/2020
�DocuSigned by:
8328B44CE9EB4A1...
For S. Daniel Smith,Director
Division of Water Resources
By Authority of the Environmental Management Commission
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DocuSign Envelope ID:C566C9CE-C9F6-481F-A5E4-6BEA6A4B8828
Permit NC0050661
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES permits issued to this facility,whether for operation or discharge are hereby revoked. As of this permit
issuance,any previously issued permit bearing this number is no longer effective. Therefore,the exclusive authority to
operate and discharge from this facility arises under the permit conditions,requirements,terms,and provisions included
herein.
The Town of Macclesfield is hereby authorized to:
1. Continue to operate an existing 0.175 MGD wastewater treatment facility that includes the following
components:
> Bar screen
> Parshall flume with influent flow meter
> Collection sump with influent pumps
> Influent composite sampler
➢ Grit removal system
> Oxidation ditch
> Aerobic sludge digester
> Clarifier
> Tertiary filters
> Chlorine contact chamber with chlorination
> Post aeration
> Dechlorination
> Effluent flow meter
> Effluent composite sampler
> Wet weather effluent pump station
> Four drying beds
This facility is located at the Macclesfield WWTP,771 S. Fountain Road, south of Macclesfield, in
Edgecombe County.
2. Discharge treated wastewater from said treatment works at the location specified on the attached
map into Briery Branch [28-83-4-1-1], currently classified C-NSW waters in subbasin 03-03-03 of
the Tar-Pamlico River Basin.
3. This facility has an approved reuse water field irrigation permit,WQ0018857, and support
equipment which is not in service at this time.
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DocuSign Envelope ID:C566C9CE-C9F6-481F-A5E4-6BEA6A4B8828
Permit NC0050661
PART I
Grade 11 Biological Water Pollution Control System [15A NCAC 08G.0302]
A. (1.) EFFLUENT LIMITS AND MONITORING REQUIREMENTS
[15A NCAC 02B .0400 et seq., 02B .0500 et seq.]
During the period beginning upon the effective date of the permit and lasting until expiration,the Permittee is
authorized to discharge from outfall 001. Such discharges shall be limited and monitored by the Permittee as
specified below:
PARAMETER LIMITS MONITORING REQUIREMENTS
[eDMR Codes] Monthly Weekly Daily Measurement Sample Sample
Average Average Maximum Frequency Type Location2
Flow[50050] 0.175 MGD Continuous RecordingInfluent or
Effluent
pH(00400] >6.0 and<9.0 standard units Daily Grab Effluent
Temperature(°C) [00010] Monitor&Report Daily Grab Effluent
Total Residual Chlorine3 17 pg/L 2/Week Grab Effluent
BOD,5-day(20°C)4 [C0310] 6.0 mglL 9.0 mg/L Weekly Composite Influent&
(April 1—October 31) Effluent
BOD,5-day(20°C)4 [C0310] 8.0 mg/L 12.0 mg/L Weekly Composite Influent&
(November 1 —March 31) Effluent
Total Suspended Solids4 30.0 mg/L 45.0 mg/L Weekly Composite Influent&
[C0530] Effluent
NH3 as N [C0610] 2.0 mg/L 6.0 mg/L Weekly Composite Effluent
(April 1—October 31)
NH3 as N [C0610] 3.0 mglL 9.0 mg/L Weekly Composite Effluent
(November 1 —March 31)
Dissolved Oxygen(mglL) Daily average not less than 6.0 mg/L Weekly Grab Effluent
(00300)
Fecal Coliform [31616] 2001100 ml 400/100 ml Weekly Grab Effluent
(geometric mean)
Nitrate/Nitrite Nitrogen(mg/L) Monitor&Report 2/Month Composite Effluent
(NO2+NO3) (00630)
Total Kjeldahl Nitrogen(mg/L) Monitor&Report 2/Month Composite Effluent
(TKN) (00625)
Total Nitrogen(mg/L) Monitor&Report 2/Month Calculated Effluent
(NO2+NO3+TKN)[C0600]
Total Phosphorus(mg/L) Monitor&Report 2/Month Composite Effluent
[C0665]
Mercury(nglL)(EPA Method 1631)5 Monitor&Report 1/Permit Cycle Composite Effluent
Temperature(°C) [00010] Monitor&Report Weekly Grab Upstream&
Downstream
Dissolved Oxygen(mglL) (00300) Monitor&Report Weekly Grab Upstream&
Downstream
Footnotes:
1. The permittee shall submit discharge monitoring reports electronically using the Division's eDMR system[see A.(3)].
2. Upstream=at least 100 feet upstream from the outfall.Downstream=at least 300 feet downstream from the outfall.
3. The Division shall consider all effluent TRC values reported below 50 µg/L to be in compliance with the permit.
However,the Permittee shall continue to record and submit all values reported by a North Carolina certified laboratory
(including field certified), even if these values fall below 50 µg/L. TRC limit and monitoring requirements apply only if
chlorine is added to disinfect.
4. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed l 5%of the respective
influent value(85%removal).The monthly average and weekly average limits apply to the effluent concentrations.
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DocuSign Envelope ID:C566C9CE-C9F6-481F-A5E4-6BEA6A4B8828
Permit NC0050661
5. The permittee shall collect one sample of total mercury in calendar year 2024. Sampling and analysis will be performed
as specified in EPA Method 1631E.
THERE SHALL BE NO DISCHARGE OF FLOATING SOLIDS OR VISIBLE FOAM IN OTHER THAN TRACE AMOUNTS.
A. (2.) NUTRIENT REDUCTION REQUIREMENT
[NCGS 143-215.1 (b)]
Dischargers to the Tar-Pamlico River are subject to the requirements,terms, and conditions of the Tar-Pamlico
Nutrient Sensitive Waters(NSW)Implementation Strategy: Phase III adopted April 14,2005.Non-members of
the Tar-Pamlico Association will maintain or receive permit effluent limits for Total Nitrogen and for Total
Phosphorus concentrations as defined in the Strategy. Any revisions to the Strategy during the life of this permit
are applicable.
If requirements other than those listed in this permit are adopted as part of a revision to the Strategy,the Division
reserves the right to reopen this permit and include those requirements.
A. (3.) ELECTRONIC REPORTING OF DISCHARGE MONITORING REPORTS
[NCGS 143-215.1(b)]
Federal regulations require electronic submittal of all discharge monitoring reports(DMRs)and program reports.
The final NPDES Electronic Reporting Rule was adopted and became effective on December 21, 2015.
NOTE: This special condition supplements or supersedes the following sections within Part II of this permit
(Standard Conditions for NPDES Permits):
• Section B. (11.) Signatory Requirements
• Section D. (2.) Reporting
• Section D. (6.) Records Retention
• Section E. (5.) Monitoring Reports
1. Reporting [Supersedes Section D.(2.)and Section E. (5.) (a)1
The permittee shall report discharge monitoring data electronically using the NC DWR's Electronic Discharge
Monitoring Report(eDMR) internet application.
Monitoring results obtained during the previous month(s)shall be summarized for each month and submitted
electronically using eDMR. The eDMR system allows permitted facilities to enter monitoring data and submit
DMRs electronically using the internet. The eDMR system may be accessed at:
https://deq.nc.gov/about/divisions/water-resources/edmr.
If a permittee is unable to use the eDMR system due to a demonstrated hardship or due to the facility being
physically located in an area where less than 10 percent of the households have broadband access,then a
temporary waiver from the NPDES electronic reporting requirements may be granted and discharge monitoring
data may be submitted on paper DMR forms(MR 1, 1.1,2,3)or alternative forms approved by the Director.
Duplicate signed copies shall be submitted to the following address:
NC DEQ/Division of Water Resources/Water Quality Permitting Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
See"How to Request a Waiver from Electronic Reporting"section below.
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DocuSign Envelope ID:C566C9CE-C9F6-481F-A5E4-6BEA6A4B8828
Permit NC0050661
Regardless of the submission method,the first DMR is due on the last day of the month following the issuance of
the permit or in the case of a new facility, on the last day of the month following the commencement of discharge.
Starting on December 21,2020,the permittee must electronically report the following compliance monitoring
data and reports, when applicable:
• Sewer Overflow/Bypass Event Reports;
• Pretreatment Program Annual Reports; and
• Clean Water Act(CWA) Section 316(b)Annual Reports.
The permittee may seek an electronic reporting waiver from the Division(see"How to Request a Waiver from
Electronic Reporting"section below).
2. Electronic Submissions
In accordance with 40 CFR 122.41(1)(9),the permittee must identify the initial recipient at the time of each
electronic submission. The permittee should use the EPA's website resources to identify the initial recipient for
the electronic submission.
Initial recipient of electronic NPDES information from NPDES-regulated facilities means the entity(EPA or the
state authorized by EPA to implement the NPDES program)that is the designated entity for receiving electronic
NPDES data[see 40 CFR 127.2(b)].
EPA plans to establish a website that will also link to the appropriate electronic reporting tool for each type of
electronic submission and for each state. Instructions on how to access and use the appropriate electronic
reporting tool will be available as well. Information on EPA's NPDES Electronic Reporting Rule is found at:
https://www.fedcralregistcr.gov/documents/2015/10/22/2015-24954/national-pollutant-discharge-climination-
system-npdes-electronic-reporting-rule
Electronic submissions must start by the dates listed in the"Reporting Requirements"section above.
3. How to Request a Waiver from Electronic Reporting
The permittee may seek a temporary electronic reporting waiver from the Division. To obtain an electronic
reporting waiver,a permittee must first submit an electronic reporting waiver request to the Division. Requests
for temporary electronic reporting waivers must be submitted in writing to the Division for written approval at
least sixty(60)days prior to the date the facility would be required under this permit to begin submitting
monitoring data and reports. The duration of a temporary waiver shall not exceed 5 years and shall thereupon
expire. At such time,monitoring data and reports shall be submitted electronically to the Division unless the
permittee re-applies for and is granted a new temporary electronic reporting waiver by the Division. Approved
electronic reporting waivers are not transferrable. Only permittees with an approved reporting waiver request
may submit monitoring data and reports on paper to the Division for the period that the approved reporting waiver
request is effective.
Information on eDMR and the application for a temporary electronic reporting waiver are found on the following
web page:
http://deq.nc.gov/abouddivisions/water-resources/edmr
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Permit NC0050661
4. Signatory Requirements(Supplements Section B.(11.)(b)and Supersedes Section B.(11.)(d)l
All eDMRs submitted to the permit issuing authority shall be signed by a person described in Part II, Section B.
(11.)(a)or by a duly authorized representative of that person as described in Part II, Section B. (l 1.)(b). A person,
and not a position,must be delegated signatory authority for eDMR reporting purposes.
For eDMR submissions,the person signing and submitting the DMR must obtain an eDMR user account and
login credentials to access the cDMR system. For more information on North Carolina's cDMR system,
registering for eDMR and obtaining an eDMR user account,please visit the following web page:
http:i/deq.nc.gov/about/divisions/water-resources/edmr
Certification. Any person submitting an electronic DMR using the state's eDMR system shall make the following
certification [40 CFR 122.22]. NO OTHER STATEMENTS OF CERTIFICATION WILL BE ACCEPTED:
"I certify, under penalty of law, that this document and all attachments were prepared under my direction or
supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate
the information submitted. Based on my inquiry of the person or persons who manage the system, or those
persons directly responsible for gathering the information, the information submitted is, to the best of my
knowledge and belief true, accurate, and complete. I am aware that there are significant penalties for submitting
false information, including the possibility gffines and imprisonment for knowing violations."
5. Records Retention(Supplements Section D.(6.11
The permittee shall retain records of all Discharge Monitoring Reports,including eDMR submissions. These
records or copies shall be maintained for a period of at least 3 years from the date of the report. This period may
be extended by request of the Director at any time [40 CFR 122.41].
Page 6 of 6

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•-•,,i,
Outfall Facility Facility
Latitude: 35°44'42.3' 35°44'41.4" Location
Longitude: 77°39 58.6" 77°39'59.7"
Stream Class: C-NSW -
Subbasin:03-03-03 HUC:03020103 NC0050661 -Macclesfield WWTP
Receiving Stream:Briery Branch Stream Index:28-83-4-1-1 North Edgecombe County

ATTACHMENT 2 - Buoyancy Calculations — Packaged Flow
Metering Manhole

PACKAGED FLOW METERING MANHOLE
BUOYANCY CALCULATIONS
PROJECT AND STATION INFORMATION
Project Name: Macclesfield WWTP Improvements
Project Number: 1-22-0308-3401
Owner: Town of Macclesfield
Owner Contact: Benji Lassiter
Telephone Number: [phone]
Case Number: 1
Case Description: Ground Water to Top of Structure
Calculated By: RMT
MANHOLE DIMENSIONS
Ground Elevation = 82.00 feet
Top Elevation = 84.30 feet
Bottom Elevation = 68.10 feet
Water Surface Elevation = 84.30 feet
Inside Diameter = 48.00 inches = 4.00 feet
Wall Thickness = 0.50 inches = 0.04 feet
Base Slab Width = 72.00 inches = 6.00 feet
Base Slab Length = 96.00 inches = 8.00 feet
Base Slab Thickness = 8.00 inches = 0.67 feet
Outside Diameter = 49.00 inches = 4.08 feet
MATERIAL DENSITIES
Dry Soil Density = 110.00 lb/cf
Concrete Density = 140.00 lb/cf
Water Density = 62.40 lb/cf
Net Soil Density = 47.60 lb/cf
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Macclesfield WWTP Influent Flow Measuring Manhole Case 01.xlsx 10:50 AM
Paae 1 of 2 2/5/2024

DOWNWARD FORCES (Gravity)
Concrete Base Slab = 4,480 lbs
Soil Over Extended Base = 53,369 lbs
Total Downward Forces = 57,849 lbs
UPWARD FORCES (Buoyancy)
Flow Measuring Manhole = 13,238 lbs
Concrete Base Slab = 1,997 lbs
Soil Over Extended Base = 30,275 lbs
Total Upward Forces = 45,510 lbs
FACTOR OF SAFETY (MAI Method)
Required Factor of Safety = 1.1000
Total Downward Forces = 57,849 lbs
Total Upward Forces = 45,510 lbs
Factor of Safety = 1.2711 Buoyancy is OK
W:\D10xx_gen\D101x excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Macclesfield WWTP Influent Flow Measuring Manhole Case 01.xlsx 10:50 AM
Page 2 of 2 2/5/2024

ATTACHMENT 3 - Influent Pump Station Design — Incoming
Pipes

INFLUENT PUMP STATION DESIGN - INCOMING PIPES
PROJECT INFORMATION
Project Name: Macclesfield WWTP Improvements
Project Number: 1-2022-0308-3401
Owner: Town of Macclesfield, NC
Owner Contact: Benji Lassiter
Telephone Number: [phone]
INCOMING SEWAGE LINE
QADF = 175,000 gpd = 121.5 gpm
Peaking Factor = 4.00
QPHF = 486 gpm = 1.08 cfs
Full Flow in Pipe= 1.08 cfs
Pipe Diameter = 10 inches
N-factor = 0.013
Minimum Slope = 0.24% (Manning's Equation)
Minimum Slope = 0.28% DWQ Rules
Design Slope = 0.30%
Sewer Line Length = 60 ft
Sewer Line Fall = 0.18 ft
Prop MH 51 Invert = 69.98
Prop MH 52 Invert = 69.80 (Incoming Line)
Use 3" Parshall Flume in Flow Measuring Manhole
At flow = 486 gpm, H = 1.06 ft
FM MH Pipe Depression = 0.19 ft
FM MH H + Depression = 1.25 ft
To prevent backup, say = 1.30 ft
Prop MH 52 Invert = 68.50 (Outgoing Line)
Proposed Fall to Flow Manhole = 0.10 ft
Proposed Flow Manhole Invert In = 68.40
Proposed Flow Manhole Invert Out = 68.40
Sewer Line Length = 10 ft
Sewer Line Fall = 0.10 ft
Prop. Invert at PS = 68.30 (Incoming Line)
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT12022-0308-3401 Macclesfield WWTP\ 10:59 AM
Marrlasfialri Influent Pumn Station Incomina Pioes.xlsx Page 1 of 2 2/5/2024

INCOMING RAS LINE
QRAS = 1.5QADF = 182 gpm = 0.41 cfs
Full Flow in Pipe= 0.81 cfs
Pipe Diameter = 10 inches
N-factor = 0.013
Minimum Slope = 0.14% (Manning's Equation)
Minimum Slope = 0.28% DWQ Rules
Design Slope = 0.30%
Sewer Line Length = 100 ft
Sewer Line Fall = 0.30 ft
Say Fall = 0.30 ft
Existing MH Invert = 69.75
Proposed MH Invert = 69.45 (Incoming Line)
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP1 10:59 AM
Macclesfield Influent Pumo Station Incoming Pioes.xlsx Page 2 of 2 2/5/2024

ATTACHMENT 4 - Submersible Sewage Pump Station Design
•

SUBMERSIBLE SEWAGE PUMP STATION DESIGN
PROJECT AND STATION INFORMATION
Project Name: Macclesfield WWTP Improvements
Project Number: 1-2022-0308-3401
Owner: Town of Macclesfield, NC
Owner Contact: Benji Lassiter
Telephone Number: [phone]
Station Name: WWTP Influent Pump Station
Station Number:
Case Number: 1
Case Description: 8" DIP Force Main Discharging into Manhole at Influent Screen
Calculated By: RMT
DESIGN CAPACITY
Average Daily Flow= 175,000 gpd = 121.53 gpm
rPeaking Factor Method
O Manual Entry ® Service Population
Service Population = 1,750
Design Peaking Factor= 3.63 (DWQ PS-FM MDC, 2.02 A.4.)
Incoming Peak Hour Flow= 441.16 gpm
Return Sludge and Mudwell Return = 208.00 gpm
Total Peak Hour Flow= 649.16 gpm
Design Pumping Capacity= 650.00 gpm
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xIs
^--- A 1n•Fa nnn 9/FPJnYA
1

WET WELL DESIGN
DWQ PS-FM MDC, 2.04 A.2. requires that the wet well volume be set to provide 2 to 8 pumping cycles per hour at
average daily flow.
In order to reduce equipment wear, the wet well volume should be set to minimize the number of pumping cycles
per hour at maximum cycling. Maximum cycling occurs at peak hourly flow or when the influent flow rate is exactly
equal to one-half the pumping rate, whichever is smaller. Not more than eight(8) pumping cycles per hour at
maximum cycling is recommended for design.
Minimum cycles per hour at average daily flow= 2 DWQ PS-FM MDC, 2.04 A.2.
Maximum cycles per hour at average daily flow= 8 DWQ PS-FM MDC, 2.04 A.2.
Maximum cycles per hour at maximum cycling = 8
Average Daily Flow= 121.53 gpm
Peak Hourly Flow= 441.16 gpm
Design Pumping Capacity= 650.00 gpm
Maximum Wet Well Volume = 2,964.19 gallons at Average Daily Flow
Minimum Wet Well Volume = 741.05 gallons at Average Daily Flow
Minimum Wet Well Volume = 1,218.75 gallons at maximum cycling which occurs
when the influent flow rate is one-half the pumping rate
rWet Well Type
CI Circular 0 Rectangular
Wet Well Inside Diameter= 10.00 feet
Wet Well Volume = 587.52 gallons per vertical foot
Maximum Cycle Depth = 5.05 feet
Minimum Cycle Depth = 2.07 feet
Design Cycle Depth = 2.25 feet
Design Wet Well Volume = 1,321.92 gallons
Cycles per hour at average flow= 4.48 [complies with DWQ PS-FM MDC, 2.04 A.2.]
Cycles per hour at max. cycling = 7.38 [influent flow at one-half Design Pumping Capacity]
Minimum Wet Well Liquid Depth = 3.50 feet (invert to pumps off)
Influent Pipe Invert Elevation = 68.30 feet
High Water Alarm Elevation = 68.25 feet
Lag Pump On Elevation = 67.75 feet
Lead Pump On Elevation = 67.25 feet
Pumps Off Elevation = 65.00 feet
Wet Well Invert Elevation = 61.50 feet
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xIs
- - - A!).[C ARA')/[!^l!)')A

PUMP DISCHARGE PIPING
Pipe Material: Flanged Ductile Iron Pipe, Class 53
Nominal Diameter= 6 inches
Inside Diameter= 6.095 inches
C-Factor= 120
Equivalent Length Calculations
Eq. Length Equivalent
Item Description Quantity Per Unit Length
(feet) (feet)
Pipe 34 1 34
90° Bend 2 16 32
45° Bend
22%° Bend
111A° Bend
Tee (run) 1 11 11
Tee (run to branch) 1 35 35
Check Valve 1 52 52
Plug Valve 1 22 22
Total Equivalent Length = 186
DISCHARGE HEADER PIPING
Pipe Material: Flanged Ductile Iron Pipe, Class 53
Nominal Diameter= 6 inches
Inside Diameter= 6.095 inches
C-Factor= 120
Equivalent Length Calculations
Eq. Length Equivalent
Item Description Quantity Per Unit Length
(feet) (feet)
Pipe 10 1 10
90° Bend
45° Bend
221/2° Bend
11'/a° Bend
Tee (run)
Tee (run to branch)
Check Valve
Plug Valve
Total Equivalent Length = 10
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xIs
- „ _,. in•gg Ann oiF»non

FORCE MAIN PIPING (Material/Size 1)
Pipe Material: Ductile Iron Pipe, Class 350
Nominal Diameter= 8 inches
Inside Diameter= 8.425 inches
C-Factor= 120
Equivalent Length Calculations
Eq. Length Equivalent
Item Description Quantity Per Unit Length
(feet) (feet)
Pipe 131 1 131
90° Bend
45° Bend 2 11 22
221/2° Bend
111/4 Bend
Tee (run)
Tee (run to branch)
Check Valve
Plug Valve
Total Equivalent Length = 153
FORCE MAIN PIPING (Material/Size 2)
Pipe Material:
Nominal Diameter=
Inside Diameter=
C-Factor=
Equivalent Length Calculations
Eq. Length Equivalent
Item Description Quantity Per Unit Length
(feet) (feet)
Pipe
90° Bend
45° Bend
221/2° Bend
111/4° Bend
Tee (run)
Tee (run to branch)
Check Valve
Plug Valve
Total Equivalent Length =
W:\D10xx_gen\D101xexcel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xIs
1(1•FR.G11/1 9!Fl9Md

FORCE MAIN PIPING (Material/Size 3)
Pipe Material:
Nominal Diameter=
Inside Diameter=
C-Factor=
Equivalent Length Calculations
Eq. Length Equivalent
Item Description Quantity Per Unit Length
(feet) (feet)
Pipe
90° Bend
45° Bend
221/2° Bend
111A° Bend
Tee (run)
Tee (run to branch)
Check Valve
Plug Valve
Total Equivalent Length =
FORCE MAIN PIPING (Material/Size 4)
Pipe Material:
Nominal Diameter=
Inside Diameter=
C-Factor=
Equivalent Length Calculations
Eq. Length Equivalent
Item Description Quantity Per Unit Length
(feet) (feet)
Pipe
90° Bend
45° Bend
22'/2° Bend
11'/4° Bend
Tee (run)
Tee (run to branch)
Check Valve
Plug Valve
Total Equivalent Length =
FORCE MAIN DISCHARGE
Discharge Elevation = 93.00 feet
W:\D10xx_gen\D101xexcel\D1012_gen_excel\RMT12022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xIs
„_-- r 1n•°a Ann')/cnn0e

SYSTEM HEAD CALCULATIONS
Flow Increment= 30.00 gpm
Safety Head = 0.00 feet
Piping Data Summary
Pipe Equivalent Design Pt.
Piping Section Diameter C-Factor Length Velocity Friction Friction
(inches) (feet) Factor Factor (feet)
Pump Discharge 6.095 120 186 0.010996 0.000041 6.68
Discharge Header 6.095 120 10 0.010996 0.000002 0.36
Force Main - M/S 1 8.425 120 153 0.005755 0.000007 1.14
Force Main - M/S 2
Force Main -M/S 3
Force Main - M/S 4
Pump Discharge Friction Factor= 0.000041
Force Main Friction Factor= 0.000009
Force Main Velocity Factor= 0.005755
Elevation Data Summary
Lag Pump On Elevation = 67.75 feet
Lead Pump On Elevation = 67.25 feet
Pumps Off Elevation = 65.00 feet
Discharge Elevation = 93.00 feet
Design Capacity Heads
Design Capacity= 650.00 gpm
Minimum Static Head = 25.75 feet
Maximum Static Head = 28.00 feet
Minimum Total Dynamic Head = 34.15 feet
Maximum Total Dynamic Head = 36.40 feet
Pump Specification: 650.00 gpm at 36.40 feet (includes safety head)
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xis
_ _ . ,_ 1I1•Ca AM o/arOnOn

1 SYSTEM TABLE -Single Pump Operation (safety head not included)
Flow Min. Max.
Rate TDH TDH
(gpm) (feet) (feet)
0 25.75 28.00
30 25.78 28.03
60 25.85 28.10
90 25.96 28.21
120 26.12 28.37
150 26.30 28.55
180 26.53 28.78
210 26.78 29.03
240 27.07 29.32
270 27.39 29.64
300 27.75 30.00
330 28.14 30.39
360 28.55 30.80
390 29.00 31.25
420 29.48 31.73
450 29.99 32.24
480 30.53 32.78
510 31.10 33.35
540 31.70 33.95
570 32.33 34.58
600 32.99 35.24
630 33.67 35.92
650 34.15 36.40
660 34.39 36.64
690 35.13 37.38
720 35.90 38.15
750 36.70 38.95
780 37.53 39.78
810 38.38 40.63
840 39.26 41.51
870 40.17 42.42
900 41.11 43.36
930 42.07 44.32
960 43.06 45.31
990 44.08 46.33
1,020 45.12 47.37
1,050 46.19 48.44
1,080 47.29 49.54
1,110 48.42 50.67
1,140 49.57 51.82
1,170 50.74 52.99
1,200 51.95 54.20
1,230 53.17 55.42
1,260 54.43 56.68
1,290 55.71 57.96
1,320 57.01 59.26
1,350 58.35 60.60
1,380 59.70 61.95
1,410 61.09 63.34
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS-Case 01.xIs
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SUBMERSIBLE SEWAGE PUMP STATION DESIGN
CIRCULAR WET WELL BUOYANCY CALCULATIONS
PROJECT AND STATION INFORMATION
Project Name: Macclesfield WWTP Improvements
Project Number: 1-22-0308-3401
Owner: Town of Macclesfield
Owner Contact: Benji Lassiter
Telephone Number: 252-827-4823
Station Name: Influent Pump Station
Station Number: 1
Case Number: 1
Case Description: IPS Buoyancy Calculations
Calculated By: CGM
CIRCULAR WET WELL DIMENSIONS
Ground Elevation = 83.00 feet
Top Elevation = 83.50 feet
Invert Elevation = 61.50 feet
Water Surface Elevation = 83.00 feet
Inside Diameter= 120.00 inches = 10.00 feet
Wall Thickness = 10.00 inches = 0.83 feet
Top Slab Width = 168.00 inches = 14.00 feet
Top Slab Length = 210.00 inches = 17.50 feet
Top Slab Thickness = 12.00 inches = 1.00 feet
Base Slab Thickness = 12.00 inches = 1.00 feet
Base Slab Extension = 14.00 inches = 1.17 feet
Top Rectangular Opening No. 1
Width = 60.00 inches = 5.00 feet
Length = 60.00 inches= 5.00 feet
Top Rectangular Opening No. 2
Width = 0.00 inches = 0.00 feet
Length = 0.00 inches = 0.00 feet
Top Circular Opening
Diameter= 0.00 inches = 0.00 feet
Fillet Volume = 65.00 cubic feet
Outside Diameter= 140.00 inches = 11.67 feet
Base Slab Diameter= 168.00 inches = 14.00 feet
Inside Height= 21.00 feet
Soil Height Over Base = 21.50 feet
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS Buoyancy
Calculations.xls
Page 1 of 2 2:48 PM 2/26/2024

MATERIAL DENSITIES
Dry Soil Density= 110.00 lb/cf
Concrete Density= 140.00 lb/cf
Water Density = 62.40 lb/cf
Net Soil Density= 47.60 lb/cf
DOWNWARD FORCES (Gravity)
Base Slab = 21,551 lbs
Walls = 83,383 lbs
Top Slab = 30,800 lbs
Fillet- 9,100 lbs
-
Total Wet Well Concrete= 144,834 lbs
Soil Over Extended Base= 108,655 lbs
UPWARD FORCES (Buoyancy)
Base Slab = 9,606 lbs
Wall Cylinder= 140,084 lbs
Top Slab = 7,644 lbs
Total Wet Well = 157,333 lbs
Soil Over Extended Base = 61,637 lbs
FACTOR OF SAFETY (DWQ Method)
Required Factor of Safety= 1.0000
Total Wet Well Concrete = 144,834 lbs
Net Soil Downward Force = 47,018 lbs
Total Downward Forces= 191,852 lbs
Upward Forces on Wet Well = 157,333 lbs
Factor of Safety= 1.2194 Buoyancy is OK
FACTOR OF SAFETY(MAI Method)
Required Factor of Safety= 1.0000
Total Downward Forces = 253,489 lbs
Total Upward Forces = 218,970 lbs
Factor of Safety= 1.1576 Buoyancy is OK
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT12022-0308-3401 Macclesfield WWTP\Macclesfield Influent PS Buoyancy
Calculations.xls
Page 2 of 2 2:48 PM 2/26/2024

ATTACHMENT 5 - Grit Chamber Design

GRIT CHAMBER DESIGN - MANUALLY CLEANED PARALLEL CHANNELS
PROJECT INFORMATION
Project Name: 2022 WWTP Improvements
Project Number: 1-22-0308-3401
Owner: Town of Macclesfield
Owner Contact: Benji Lassiter
Telephone Number: 252-813-2740
Case Number: 2
Case Description: Flow Rate= 650 gpm; all flow in a single channel.
Calculated By: RMT
CHANNEL DESIGN INPUT PARAMETERS
Design Flow Rate = 650 gpm = 1.448 cfs
Grit Chamber Channel Width = 2.00 feet
Design Channel Velocity = 1.00 ft/sec
Particle Settling Velocity = 3.70 ft/min
Weir Dimension "a" = 1.00 inches = 0.0833 feet
Safety Factor = 1.25
CHANNEL DESIGN CALCULATIONS
Depth of Flow in Channel = 0.724 feet = 8.69 inches
"h" = Depth in Channel - a = 0.641 feet = 7.69 inches
Weir Dimension "b" = 0.449 feet = 5.39 inches
Minimum Length of Channel = 11.74 feet (with no safety factor)
Length of Channel = 14.68 feet (with safety factor)
PROPORTIONAL WEIR DIMENSIONS
Y (inches) X (inches) Y (inches) X (inches)
0.00 5.39 6.00 1.33
0.25 3.80 7.00 1.24
0.50 3.28 8.00 1.17
0.75 2.94 9.00 1.10
1.00 2.69 10.00 1.05
1.25 2.50 11.00 1.00
1.50 2.35 12.00 0.96
2.00 2.11 13.00 0.93
2.50 1.93 14.00 0.90
3.00 1.80 15.00 0.87
3.50 1.68 16.00 0.84
4.00 1.59 17.00 0.82
5.00 1.44 18.00 0.79
W:\D10xx_gen\D101x_excel\D1012_genexcel\RMT\2022-0308-3401 Macclesfield WWTP\ Page 1 of 1
W Macclesfield WTP Grit Chamber Design Case 02.xlsx 11:01 AM 2/5/2024

ATTACHMENT 6 - Existing Oxidation Ditch Volume

PROJECT NO.: I ZZ - rr03 08 - 3 C
MCDAVID ASSOCIATES, INC.
M
PROJECT NAME: MAcckaS4-'ck2. LJk1T
Engineers • Planners • Land Surveyors PHASE NAME: C f- I
109 East Walnut Street SHEET NO.
INC. P. O. Box 1776 / of
Goldsboro, NC 27533 SCALE: Al DATE: f '—ZZ
Phone: [phone] PREPARED BY: /tit_r
Fax: [phone]
Ste- a ti-act,e r S
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AtlG�agtt.... . •.'`'. -..- 6 z�'4} 38 /7�000> C .Z`4)'=.. ....33 .s.... :�$

PROJECT NO.: I Z 2 (- 0.30
MCDAVID ASSOCIATES, INC.
PROJECT NAME: MkGCICS-Svea WWTP
Engineers • Planners • Land Surveyors PHASE NAME: .,.IV
109 East Walnut Street SHEET NO. j OF j
INC. P. O. Box 1776
Goldsboro, NC 27533 SCALE: DATE: 3—Z Q" Z 5
Phone: [phone] PREPARED BY: M T
Fax: [phone]
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ATTACHMENT 7 - Buoyancy Calculations — Clarifier

CLARIFIER BUOYANCY CALCULATIONS
PROJECT INFORMATION
Project Name: Macclesfield WWTP Improvements
Project Number: 1-2022-0308-3401
Owner: Town of Macclesfield
Owner Contact: Benji Lassiter
Telephone Number: [phone]
Case Number: 1
Case Description:
Calculated By: RMT
CLARIFIER DIMENSIONS
Ground Elevation = 85.00 feet
Top Elevation = 88.80 feet
Base Side Wall Elevation = 75.30 feet
Water Surface Elevation = 81.00 feet
Inside Diameter= 288.00 inches = 24.00 feet
Wall Thickness = 12.00 inches = 1.00 feet
Base Slab Thickness = 12.00 inches= 1.00 feet
Base Slab Extension = 6.00 inches = 0.50 feet
Base Slab Slope = 0.75 inches per foot
Outside Diameter= 312.00 inches = 26.00 feet
Base Slab Diameter= 324.00 inches= 27.00 feet
Wall Cylinder Height= 13.50 feet
Base Slab Cone Height= 0.75 feet
Soil Height Over Base = 9.70 feet
MATERIAL DENSITIES
Dry Soil Density= 110.00 lb/cf
Concrete Density= 140.00 lb/cf
Water Density= 62.40 lb/cf
Net Soil Density= 47.60 lb/cf
W:\D1Oxx_gen\D101x excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield WWTP Clarifier Buoyancy
Calculations.xls
.a�nnn is inn,"n

DOWNWARD FORCES (Gravity)
Base Slab = 80,158 lbs
Walls = 148,440 lbs
Total Wet Well Concrete = 228,598 lbs
Soil Over Extended Base = 44,415 lbs
UPWARD FORCES (Buoyancy)
Base Slab = 35,727 lbs
Base Slab Cone = 7,057 lbs
Wall Cylinder= 188,841 lbs
Total Wet Well = 231,626 lbs
Soil Over Extended Base = 14,806 lbs
FACTOR OF SAFETY(DWQ Method)
Required Factor of Safety= 1.0000
Total Wet Well Concrete= 228,598 lbs
Net Soil Downward Force = 29,609 lbs
Total Downward Forces = 258,207 lbs
Upward Forces on Wet Well = 231,626 lbs
Factor of Safety = 1.1148 Buoyancy is OK
FACTOR OF SAFETY (MAI Method)
Required Factor of Safety= 1.0000
Total Downward Forces = 273,013 lbs
Total Upward Forces= 246,431 lbs
Factor of Safety= 1.1079 Buoyancy is OK
WADI Oxx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\Macclesfield WWTP Clarifier Buoyancy
Calculations.xls
1 19 PM ')rFr,n'7d

ATTACHMENT 8 - Buoyancy Calculations — Tertiary Filter
Structure

TERTIARY FILTER STRUCTURE
BUOYANCY CALCULATIONS
PROJECT INFORMATION
Project Name: Macclesfield WWTP Improvements
Project Number: 1-22-0308-3401
Owner: Town of Macclesfield
Owner Contact: Benji Lassiter
Telephone Number: [phone]
Case Number: 1
Case Description: Ground Water Level at Top of Structure
STRUCTURE DIMENSIONS
Ground Elevation = 85.50 feet
Water Surface Elevation = 86.00 feet
Top Elevation = 86.00 feet
Pipe Gallery Invert Elevation = 68.50 feet
Filters Invert Elevation = 74.00 feet
Pipe Gallery Wall Height= 17.50 feet
Pipe Gallery Inside Width = 8.00 feet
Pipe Gallery Inside Length = 24.00 feet
Filters Wall Height= 12.00 feet
Filters Inside Width = 8.00 feet
Filters Inside Length = 8.00 feet
Exterior Wall Thickness = 18.00 inches = 1.50 feet
Interior Wall Thickness = 12.00 inches = 1.00 feet
Waste Flume Width = 30.00 inches = 2.50 feet
Base Slab Thickness= 18.00 inches = 1.50 feet
Base Slab Extensions = 18.00 inches= 1.50 feet
Pipe Gallery Base Slab Width = 14.00 feet
Pipe Gallery Base Slab Length = 30.00 feet
Filters Base Slab Width = 11.00 feet
Filters Base Slab Length = 30.00 feet
Combined Base Slab Width = 23.50 feet
MATERIAL DENSITIES
Dry Soil Density= 110.00 lb/cf
Saturated Soil Density= 135.00 lb/cf
Concrete Density = 140.00 lb/cf
Water Density= 62.50 lb/cf
Net Soil Density= 47.50 lb/cf
W:\DiOxx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Pan. 1 of 9 1.18 PM 9/5/9(124

DOWNWARD FORCES (Gravity)
Code
No. Weight Volume
1 Pipe Gallery Base Slab = 88,200 lbs 23.3 CY
2 Filters Base Slab = 69,300 lbs 18.3 CY
3 Pipe Gallery Long Exterior Wall = 99,225 lbs 26.3 CY
4 Pipe Gallery Long Interior Wall = 99,225 lbs 26.3 CY
5 Pipe Gallery Short Exterior Walls = 58,800 lbs 15.6 CY
6 Filters Long Exterior Wall = 68,040 lbs 18.0 CY
7 Filters Short Exterior Walls = 40,320 lbs 10.7 CY
8 Filters Short Interior Walls = 40,320 lbs 10.7 CY
Total Concrete = 563,430 lbs 149.1 CY
51 Dry Soil Over Pipe Gallery Extended Base = 0 lbs 0.0 CY
52 Sat. Soil Over Pipe Gallery Extended Base = 103,275 lbs 28.3 CY
53 Dry Soil Over Pipe Gallery Extended Base = 0 lbs 0.0 CY
54 Sat. Soil Over Pipe Gallery Extended Base = 75,735 lbs 20.8 CY
55 Dry Soil Over Pipe Gallery Extended Base = 0 lbs 0.0 CY
56 Sat. Soil Over Pipe Gallery Extended Base = 24,300 lbs 6.7 CY
57 Dry Soil Over Filters Extended Base = 0 lbs 0.0 CY
58 Sat. Soil Over Filters Extended Base = 51,233 lbs 14.1 CY
59 Dry Soil Over Filters Extended Base= 0 lbs 0.0 CY
60 Sat. Soil Over Filters Extended Base= 69,863 lbs 19.2 CY
Total Soil Over Extended Base = 324,405 lbs 89.0 CY
Total Downward Forces = 887,835 lbs
UPWARD FORCES (Buoyancy)
Below Filters Base Slab = 144,375 lbs
Above Filters Base Slab to Ground = 572,813 lbs
Above Ground Surface= 17,297 lbs
Total Upward Forces (Buoyancy) = 734,484 lbs
FACTOR OF SAFETY (MAI Method)
Required Factor of Safety = 1.1000
lbs
Downward Forces = 887,835
Total
Total Upward Forces = 734,484 lbs
Factor of Safety = 1.2088 Buoyancy is OK
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Macclesfield Filter Strur•.ture Buoyancy Calculations.xls Page 2 of 2 1:18 PM 2/5/2024

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ATTACHMENT 9 - Existing Backwash Supply Available

/
MCDAVID ASSOCIATES, INC. PROJECT NO.: ( Z Z 030 p - 3 40
M ) A��I•Q�,'c( W(aT'P
Engineers • Planners • Land Surveyors PHASE NAME: 1
109 East Walnut Street PROJECT NAME: /CM
•`
INC. P. O. Box 1776 SHEET NO. OF
Goldsboro, NC 27533 SCALE: DATE: I2 —Z0—Z'L
Phone: [phone] PREPARED BY: RMT
Fax: [phone]
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ATTACHMENT 10 - Existing Mudwell Volume

MCDAVID ASSOCIATES, INC. PROJECT NO.: ( Z 0303 0
kil
PROJECT NAME: AA 0.Cc,(C- f IC W W T
Engineers • Planners • Land Surveyors PHASE NAME: C
109 East Walnut Street SHEET NO. I OF
INC. P.O. Box 1776
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ATTACHMENT 11 - WWTP Tertiary Filter Air Wash Blower

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ATTACHMENT 12 - Sodium Hypochlorite Feed Design
Calculation

SODIUM HYPOCHLORITE FEED DESIGN CALCULATION
PROJECT INFORMATION
Project Name: Projects VUR-W-ARP-0016 and SRF CS370605-02
Project Number: 1-22-0308-4701
Owner: Town of Macclesfield, NC
Owner Contact: Benji Lassiter
DESIGN PARAMETERS
Minimum Day Flow= 28 gpm = 0.040 mgd
Average Day Flow= 122 gpm = 0.175 mgd
Maximum Day Flow= 468 gpm = 0.674 mgd
Plant Flow Meter 100% Flow Rate= 521 gpm = 0.750 mgd
Minimum Chlorine Dosage= 2.00 mg/I
Average Chlorine Dosage= 3.00 mg/I
Maximum Chlorine Dosage= 6.00 mg/I
Sodium Hypochlorite Strength = 12.0 % Yields 1.000 lb/gal Chlorine Equivalent
Minimum Number of Days Storage = 30 days
FEED RATE CALCULATIONS
Instantaneous Chlorine Feed Rate in Pounds per Day
Operating Conditions Minimum Average Maximum
Dosage Dosage Dosage
Minimum Day Flow 0.67 1.00 2.00
Average Day Flow 2.92 4.38 8.76
Maximum Day Flow 11.24 16.86 33.72
Plant Flow Meter 100% Flow Rate 12.51 18.76 37.53
Instantaneous Chlorine Feed Rate in Gallons per Day
Operating Conditions Minimum Average Maximum
Dosage Dosage Dosage
Minimum Day Flow 0.67 1.00 2.00
Average Day Flow 2.92 4.38 8.76
Maximum Day Flow 11.24 16.86 33.72
Plant Flow Meter 100% Flow Rate 12.51 18.76 37.53
Instantaneous Chlorine Feed Rate in Gallons per Hour
Operating Conditions Minimum Average Maximum
Dosage Dosage Dosage
Minimum Day Flow 0.03 0.04 0.08
Average Day Flow 0.12 0.18 0.36
Maximum Day Flow 0.47 0.70 1.41
Plant Flow Meter 100% Flow Rate 0.52 0.78 1.56
W:\D1 Oxx_gen\D101 x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Macclesfield WWTP Hypochlorite Design Calculations.xlsx 1:29 PM
Page 1 of 2 2/5/2024

CONSUMPTION AND STORAGE CALCULATIONS
Minimum Day Flow
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Chlorine Consumption (gallons) 0.67 1.00 2.00
Chlorine Storage Required (gallons) 20 30 60
Average Day Flow
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Chlorine Consumption (gallons) 2.92 4.38 8.76
Chlorine Storage Required (gallons) 88 131 263
Maximum Day Flow
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Chlorine Consumption (gallons) 11.24 16.86 33.72
Chlorine Storage Required (gallons) 337 506 1,012
Plant Flow Meter 100% Flow Rate
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Chlorine Consumption (gallons) 12.51 18.76 37.53
Chlorine Storage Required (gallons) 375 563 1,126
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Macclesfield WWTP Hypochlorite Design Calculations.xlsx 1:29 PM
Page 2 of 2 2/5/2024

ATTACHMENT 13 - Calcium Thiosulfate Feed Design
Calculation

CALCIUM THIOSULFATE FEED DESIGN CALCULATION
PROJECT INFORMATION
Project Name: Projects VUR-W-ARP-0016 and SRF CS370605-02
Project Number: 1-22-0308-4701
Owner: Town of Macclesfield, NC
Owner Contact: Benji Lassiter
DESIGN PARAMETERS
Minimum Day Flow= 28 gpm = 0.040 mgd
Average Day Flow= 122 gpm = 0.175 mgd
Maximum Day Flow= 468 gpm = 0.674 mgd
Plant Flow Meter 100% Flow Rate= 521 gpm = 0.750 mgd
Minimum Chlorine Residual= 0.50 mg/I
Average Chlorine Residual= 1.00 mg/I
Maximum Chlorine Residual = 2.00 mg/I
Minimum Number of Days Storage = 30 days
Effluent Flow pH = 6.5
FEED RATE CALCULATIONS
Calcium Thiosulfate Required Per Million Gallons Treated
Minimum Chlorine Residual= 2.7 gal/MG
Average Chlorine Residual = 5.4 gal/MG
Maximum Chlorine Residual= 10.8 gal/MG
Instantaneous Calcium Thiosulfate Feed Rate in Gallons per Day
Operating Conditions Minimum Average Maximum
Residual Residual Residual
Minimum Day Flow 0.11 0.22 0.43
Average Day Flow 0.47 0.95 1.90
Maximum Day Flow 1.83 3.65 7.31
Plant Flow Meter 100% Flow Rate 2.03 4.06 8.13
Instantaneous Calcium Thiosulfate Feed Rate in Gallons per Hour
Operating Conditions Minimum Average Maximum
Residual Residual Residual
Minimum Day Flow 0.00 0.01 0.02
Average Day Flow 0.02 0.04 0.08
Maximum Day Flow 0.08 0.15 0.30
Plant Flow Meter 100% Flow Rate 0.08 0.17 0.34
W:\D1Oxx_gen\D101x excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
Macclesfield WWTP Calcium Thiosulfate Design Calculations.xlsx 1:29 PM
Page 1 of 2 2/5/2024

CONSUMPTION AND STORAGE CALCULATIONS
Minimum Day Flow
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Consumption (gallons) 0.11 0.22 0.43
Storage Required (gallons) 3.25 6.50 13.01
Average Day Flow
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Consumption (gallons) 0.47 0.95 1.90
Daily Consumption (gallons) 14.23 28.46 56.91
Maximum Day Flow
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Consumption (gallons) 1.83 3.65 7.31
Storage Required (gallons) 54.79 109.58 219.16
Plant Flow Meter 100% Flow Rate
Operating Parameter Minimum Average Maximum
Dosage Dosage Dosage
Daily Consumption (gallons) 2.03 4.06 8.13
Storage Required (gallons) 60.97 121.95 243.90
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\
W Macclesfield WTP Calcium Thiosulfate Design Calculations.xlsx 1:29 PM
Pale 2 of 2 2/5/2024

ATTACHMENT 14 - Generator Set Sizing

GENERATOR SET SIZING
Project Name: Macclesfield WWTP Improvements
Project Number: 1-22-0308-3401
Owner Town of Macclesfield, NC 24-Hour Average Load Factor= 0.70
Owner Contact: Benji Lassiter
Telephone Number: [phone] Genset Minimum KW Size= 230.3
Genset Minimum KVA Size= 287.9
Generator Name: WWTP Genset Genset Minimum SKVA Size= 297.8
Generator Number:
Case Number: 1
Case Description: Preliminary Sizing Maximum starting KVA= 297.8
Maximum starting KW= 200.5
Calculated by: RMT Loads on line prior to starting motors.
KVA= 20.0 Maximum running KVA= 192.6
KW = 20.0 Maximum running KW= 161.2
Accumulated Accumulated
Motor Data Starter Data Starting Load Running Load Load Plus Load Load
of Starting
No. Description HP Code Phase Volts Type I Tap Mult. PF KVA _ KW Eff. PF KVA KW KVA KW KVA KW
-- Loads on line. -- -- - -- -- -- -- -- -- - -- -- -- -- -- 20.0 20.0
1 Clarifier No. 1 1/2 G 3 460 FV 1.00 0.68 3.1 2.1 0.67 0.63 0.9 0.6 23.1 22.1 20.9 20.6
2 Clarifier No. 2 1/2 G 3 460 FV 1.00 0.68 3.1 2.1 0.67 0.63 0.9 0.6 24.0 22.7 21.8 21.1
3 Post Aeration Blower 1 1/2 G 3 460 FV 1.00 0.65 9.4 6.1 0.75 0.68 2.2 1.5 31.2 27.2 24.0 22.6
4 Oxidation Ditch Rotor No. 1A 15 G 3 460 RVAT 65 0.42 0.46 39.6 18.2 0.85 0.83 15.9 13.2 63.6 40.8 39.8 35.8
5 Oxidation Ditch Rotor No. 1 B 15 G 3 460 RVAT 65 0.42 0.46 39.6 18.2 0.85 0.83 15.9 13.2 79.4 54.0 55.7 48.9
6 Oxidation Ditch Rotor No. 2A 15 G 3 460 RVAT 65 0.42 0.46 39.6 18.2 0.85 0.83 15.9 13.2 95.3 67.2 71.5 62.1
7 Oxidation Ditch Rotor No. 2B 15 G 3 460 RVAT 65 0.42 0.46 39.6 18.2 0.85 0.83 15.9 13.2 111.2 80.3 87.4 75.3
8 Sludge Digester Aerator 7 1/2 G 3 460 FV 1.00 0.53 47.2 25.0 0.83 0.79 8.5 6.7 134.6 100.3 95.9 82.0
9 Influent Screen 2 G 3 460 FV 1.00 0.64 12.6 8.1 0.75 0.70 2.8 2.0 108.5 90.1 98.8 84.0
10 Waste Sludge Pump No. 1 5 G 3 460 FV 1.00 0.57 31.5 17.9 0.79 0.77 6.1 4.7 130.2 101.9 104.9 88.7
11 Waste Sludge Pump No. 2 5 G 3 460 FV 1.00 0.57 31.5 17.9 0.79 0.77 6.1 4.7 136.4 106.6 111.0 93.4
12 Air Wash Blower 7 1/2 G 3 460 FV 1.00 0.53 47.2 25.0 0.83 0.79 8.5 6.7 158.2 118.4 119.6 100.2
13 Influent Pump No. 1 15 G 3 460 FV 1.00 0.46 94.4 43.4 0.85 0.83 15.9 13.2 213.9 143.6 135.4 113.3
14 Influent Pump No. 2 15 G 3 460 FV 1.00 0.46 94.4 43.4 0.85 0.83 15.9 13.2 229.8 156.7 151.3 126.5
15 Backwash Supply Pump No. 1 20 G 3 460 FV 1.00 0.45 125.8 56.6 0.86 0.84 20.7 17.3 277.1 183.1 172.0 143.9
16 Backwash Supply Pump No. 2 20 G 3 460 FV 1.00 0.45 125.8 56.6 0.86 0.84 20.7 17.3 297.8 200.5 192.6 161.2
W:\D10xx_gen\D101x_excel\D1012_gen_excel\RMT\2022-0308-3401 Macclesfield WWTP\ 1:33 PM
Macclesfield WWTP Generator Sizing-Case 01.xlsx Page 1 of 1 2/5/2024

ATTACHMENT 15 - WWTP Influent/Effluent Flow Data
2023

MACCLESFIELD WWTP INFLUENT FLOW, BOD AND TSS DATA-2023
EFFLUENT
2023
FLOW
January 0.028 mgd
February 0.037 mgd
March 0.026 mgd
April 0.036 mgd
May 0.035 mgd
June 0.025 mgd
July 0.024 mgd
August 0.020 mgd
September 0.028 mgd
October 0.029 mgd
November 0.030 mgd
December 0.045 mgd
AVERAGE 0.030
INFLUENT
2023
BOD TSS
January 445 mg/1 461 mg/1
February 267 mg/1 185 mg/1
March 394 mg/1 1051 mg/1
April 338 mg/1 492 mg/1
May 314 mg/I 475 mg/1
June 261 mg/I 352 mg/1
July 340 mg/1 323 mg/1
August 473 mg/1 642 mg/1
September 248 mg/1 224 mg/1
October 370 mg/1 801 mg/1
November 738 mg/1 915 mg/1
December 498 mg/1 832 mg/1
AVERAGE 391 mg/1 563 mg/1
\\G-G10S\D 1012\FTL\2024
Macclesfield WWTP Influent Flow, BOD and TSS Data- 2023.xlsxile 240207