NC0021903_Application Form & Calcs (ATC)_20190923

McDAVIDAssoCIATES,
Engineers • Planners . Land Surveyors
CORPORATE OFFICE
[phone] • Fax [phone]
E-mail: [e-mail]
3714 N. Main Street - P.O. Drawer 49
Farmville, NC 27828
September 20, 2019
Ms. Julie Grzyb, Supervisor
NPDES Complex Permitting Unit
NC Division of Water Resources
512 N. Salisbury Street, 91 Floor
Raleigh, NC 27604
Subject:
Dear Ms. Grzyb:
GOLDSBORO OFFICE
[phone] • Fax [phone]
E-mail: [e-mail]
109 E. Walnut Street • P.O. Box 1776
Goldsboro, NC 27533
Town of Warsaw
Request for Authorization to Construct
Warsaw WWTP
NCO021903
Duplin County
The Town is requesting an Authorization to Construct associated with NC0021903. This is a
modification of the existing facility. The modifications include increasing the capacity of the influent
pump station, building a new flow splitter box ahead of the filters, adding two new 12' x 12' filter cells,
and replacing the two existing mud well pumps. This design is not intended to increase the average daily
flow of the WWTP. It is being constructed to address the peak hourly flows at the WWTP. Enclosed
please find the following:
• Application for Authorization to Construct
• One copy of Plans and Specifications
• One copy of Design Basis
• One CD with all Documents
Should you have questions related to this matter, please give me a call.
Sincerely,
McDAVID ASSOCIATES, INC.
�,f �- %74P.
ec . Madden, ,1 i
Goldsboro Office
Cc: Scotty Summerlin (w/o attachments)

State of North Carolina
r
l. Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONIIENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
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. 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.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. 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.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. 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.
H. 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.
1. For more information, visit the Division of Water Resources web site at: https://deg.nc.gov/about/divisions/water
resources/water-resources-permits/wastewater-branch/npdes-wastewater/authorization-to-construct.
J. 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 Warsaw
Signature authority's name per 15A NCAC 02T .0106(b)
A. J. Connors
Signature authority's title
Mayor
Complete mailing address
121 S. Front St., Warsaw, NC 28398
Telephone number
[phone]
Email address
[e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name
Cecil G. Madden, Jr.
Professional Engineer's title
Senior Engineer
North Carolina Professional Engineer's License No.
16593
Firm name
McDavid Associates, Inc.
Firm License number
C-131
Complete mailing address
P. 0. Box 1776, Goldsboro, NC 27533
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 1

Water Resources
ENVIRONMENTAL GUAUTY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Telephone number [phone]
Email address [e-mail]
C. NPDES PERMIT
NPDES Permit number
NCO021903
Current Permitted flow (MGD) — include permit
0.915 MGD
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project: Expansion of influent wetwell and influent pump station pumps to accommodate the
instantaneous pumping rate, a new flow splitter box to feed the tertiary filters, two new 12' by 12' tertiary filter cells,
compatible with the two existing filter cells, and the replacement of two existing mudwell pumps with similar mudwell pumps.
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.
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.
The or000sed work will occur on the site of the existing wastewater treatment alant. TODoRraohv will be returned to the
original grade. An Erosion and Sedimentation Control Permit will be obtained. Heavy equipment will have air emissions
controls. Construction will start no earlier than 7:00 AM. Spill prevention will be implemented. Water will be used to reduce
dust.
❑ Not Applicable.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 2

State of North Carolina
8 Department of Environmental Quality
Division of Water Resources
E. Engineering Plans
® 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.
F. ® 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 M Not Applicable
® Process Mechanical Q Not Applicable
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 3

IN
Water Resources
ENVIRONMENTAL GU A! ITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
® Structural
❑ Not Applicable
® Electrical
❑ Not Applicable
® Instrumentation/Controls
❑ Not Applicable
❑ Architectural
® Not Applicable
❑ Building Mechanical
® Not Applicable
❑ Building Plumbing
® Not Applicable
® 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.
G. 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: On the Cover Sheet
H. 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 4.8.2 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.
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
N/A
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 4

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Soil Erosion and Sediment Control
9/20/19
USCOE / Section 404 Permit
N/A
Water Quality Certification (401)
N/A
USCOE / Section 10
N/A
Stormwater Management Plan
N/A
CAMA
N/A
NCDOT Encroachment Agreement
N/A
Railroad Encroachment Agreement
N/A
Other:
N/A
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 15A NCAC 02T
.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. No change in annual sludge loading is expected to occur.
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 5

Plant Flows
Existing Plant Design
0.915 MGD
Current Annual Average
(past 12 months)
0.573 MGD
For Past 12 Months:
Start Date: August 2018
For Past 24 Months:
Start Date: August 2017
Application for Authorization toConstruct Permit (FORM ATC'1Z'14) Page

B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES AND
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
Design Influent
Design Influent
Influent
Concentration
Load
Concentration -
(Must be
(Must be
Current Annual
supported by
supported by
Design Effluent
Average (past
Engineering
Engineering
Concentration and/or
NP DES Permit Limits
12 months) if
Calculations
Calculations
Load
(monthly average)
Parameter
Available
[Section 3.H])
[Section 3.H])
Ammonia Nitrogen
1 mg/L Summer
1 mg/L Summer
(NH3-N)
25 mg/L
25 mg/L
191 lb/day
2 mg/L Winter
2 mg/L Winter
Biochemical
5 mg/L Summer
5 mg/L Summer
Oxygen Demand
200 mg/L
200 mg/L
1,526 lb/day
(BODS)
10 mg/L Winter
10 mg/L Winter
Fecal Coliform
4 per 100 mL
200 per 100 mL
Nitrate + Nitrite
Nitrogen (NO3-N +
NA mg/L
NA mg/L
NO,-N)
Total Kjeldahl
40 mg/L
Nitrogen
27 mg/L
NA mg/L
Total Nitrogen
75,204 lb/year
NA lb/year
3 mg/L
NA mg/L
Total Phosphorus
8 mg/L
8 mg/L
61 lb/day
8,365 lb/year
NA lb/year
Total Suspended
749 mg/L
750 mg/L
5,723 lb/clay
10 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:
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 7

State of North Carolina
Department of Environmental Quality
Division of Water Resources
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:
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(I), 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.
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):
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: Site has a fence.
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: The structures are 2 feet above the 100 year flood elevation.
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., phvsical removal operations and flow equalization):
No. of
_F
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Manual Bar Screen
1
Existing
3.5 MGD at peak hourly flow
Mechanical Bar
1
Existing
3.5 MGD at peak hourly flow
Screen
Grit Removal
1
Existing
3.5 MGD at peak hourly flow
Flow Equalization
NA
NA
gallons
Primary Clarifier
NA
Circular
ft diameter; ft side
water depth
Primary Clarifier
NA
Rectangular
square feet; ft side
water depth
Other
NA
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 8

Wa ter Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
2. SECONDARY TREATMENT (BIOLOGICAL REACTORS AND CLARIFIERS) (i.e., biological and chemical processes to remove
organics and nutrients)
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Aerobic Zones/
3
OX. Ditches
457,500 gallons
Yes in
Tanks
Existing
Discussion
Anoxic Zones/
NA
gallons
Tanks
Anaerobic
NA
gallons
Zones/Tanks
Sequencing Batch
NA
--
gallons
Reactor (SBR)
Membrane
NA
--
gallons
Bioreactor (MBR)
Secondary Clarifier
2
Circular
40 ft diameter; 14 ft side water
Yes in
Existing
depth
Discussion
Secondary Clarifier
2
Circular
30 ft Diameter; 10 ft side water
Yes in
Existing
depth
Discussion
Other
NA
3. TERTIARY TREATMENT
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
ft diameter; ft side water
Tertiary Clarifier
NA
depth
square feet; ft side
Tertiary Clarifier
NA
water depth
Tertiary Filter
4
Square
144 square feet
8 & 9
13220
Yes in
Discussion
Tertiary Membrane
NA
square feet
Filtration
Post -Treatment
NA
--
gallons
Flow Equalization
Yes in
Post -Aeration
1
Existing
3,804 gallons
Discussion
Other
NA
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
NA
(Parallel; in
hourly flow; number of
series)
banks; number of
lamps/bank
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 9

Wetter Resources
ENVIRONMENTAL GU ;LITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Gas (Gas;
85,016 gallons of contact
Yes in
Chlorination
1
tablet; liquid)
tank/unit clear well plus Cl
discussion
contact tank Existing
Dechlorination
1
Gas (Gas;
3,804 gallons of contact
Yes in
tablet; liquid)
tank/unit Existing Post Air tank
Discussion
5. RESIDUALS TREATMENT
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Gravity Thickening
square feet; ft side
Tank
NA
water depth
Mechanical
Thickening/
NA
dry lb/hour
Dewatering
Existing no
Aerobic Digestion
Existing
No change
gallons
change in
annual
loading
Anaerobic
NA
gallons
Digestion
Composting
NA
dry lb/hour
Drying
NA
dry lb/hour
Other
NA
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Location
No. of
Pumps
purpose
Type
Capacity of
each pump
plan Sheet
Reference
Specification
Reference
GPM
TDH
Influent Pumps
3
Influent Raw waste
Submersible
Complete new design
1250
37.1
6&7
13328 &
16021
Mud Well Pumps
2
Return backwash
back to WWTP
Suction Lift
Just replacing with
like pumps and
motors
125
29
11
7. MIXERS
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 10

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Location
No. of
Mixers
Purpose
Type
Power of
eac{hFMixer
plan Sheet
Reference
Specification
Reference
8. BLOWERS
Location
No. of
Blowers
purpose
Type
Capacity of
each Blower
(Clo
plan Sheet
Reference
Specification
Reference
NA
Location
No. of
Units
purpose
Type
Plan Sheet
Reference
Specification
Reference
NA
D. SETBACKS— COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T .05
are as follows:
Minimum Distance
Is Minimum Distance
Required from Nearest
Requirement met by the
Setback Parameter
TreatmentitStorage
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
® Yes
❑ No
waterbodies, and wetlands)
Any well with exception of monitoring wells
100 ft
®Yes
❑ No
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 11

2. Have any setback waivers been obtained per El Yes or M No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? El Yes or [:] No. If
no, provide anexplanation:
Application for Authorization toConstruct Permit (FORM ATC- 2-14) Page12

SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
I, Cecil G. Madden, Jr., attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Town of Warsaw WWTP - Contract No. 42 — WWTP Improvements
(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. 01001, 15A NCAC 02T, North Carolina
General Statute 133-3, North Carolina General Statute 143-215.11 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:
t%
A R p
S10
a SEAL
16359
� i'MpOID \`
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 13

SECTION 6: APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per
|, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Town of Warsaw WWTP - Contract No. 42 — WWTP Improvements
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. | also understand that ifall
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. | further certify that in
accordance with 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.
| understand that the Division nfWater Resources' issuance ofthe Authorization 10Construct Pennitnnaybebesed
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 143-215.613 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.
Signature: Date:
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINADEPARTMENT OFENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
BY U.S. Postal Service BY Courier/Special Deliver :
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 14

i m
1 INC.
Warsaw
Design Basis
Contract No. 42 — WWTP Improvements
CWSRF Project No. CS370474-05
Cecil G. Madden, Jr., P.E.
McDAVID ASSOCIATES, INC.
Corporate License C-131
P.O. Box 1776
Goldsboro, NC 27533
Tel: [phone]
Fax: [phone]
CA
��� �'�'•ESS�•O�/ ��i
;a SEAL
16359
�,•. N�INE� � �.

The Town of Warsaw operates an existing 0.915 MGD wastewater treatment facility with discharge into
Stewarts Creek in accordance with NPDES Permit No. NC0021903. It is described as follows:
• A three foot wide mechanical bar screen with 1/ 2" clear spaces. In the event of screen failure the
flow rises to a bypass channel where the flow is screened by a manual bar screen with 1" clear
spaces.
• An influent pump station with three 25 HP 800 GPM pumps. Any two are capable of delivering
1600 GPM with the third pump out of service.
• A 12' by 12' Aerated grit chamber with two 3 HP blowers, and a grit washer. A flow splitter box
that uses weirs to equally split the flow to three oxidation ditches.
• Three oxidation ditches with rotors and weirs. Ditch one and two each have one dual speed 30 HP
/ 20HP rotor. Ditch three has two dual speed 30 HP / 20 HP rotors. The weirs allow the operator to
adjust the depth of submergence of the rotors in order to increase or decrease oxygen transfer.
• There are four clarifiers. The flow from Ditch One is split between Clarifier One and Clarifier Two.
These Clarifiers are 30' diameter clarifiers. The flow from Ditch Two and Ditch Three are combined
and split between Clarifiers Three and Four. These two clarifiers are 40' diameter clarifiers.
• Effluent from all clarifiers is routed through a splitter box and directed to dual tertiary filters. Each
filter is a 12' by 12' filter bed with wheeler style underdrains. There is a single clear well with dual
3,350 GPM backwash pumps. There is a single mudwell with dual 125 GPM mudwell pumps.
Backwash from the filters is directed to the splitter box at the head of the oxidation ditches.
• Effluent from the filters is directed to the chlorine contact tank. Disinfection is via gaseous chlorine.
• Effluent from the chlorine contact tank is directed to the dechlorination / post aeration tank.
• Dechlorination is accomplished with gaseous sulfur dioxide. There is a 1 HP and a 2 HP floating
aerator in the post aeration tank. Discharge is to Stewarts Creek.
• Sludge from the bottom of the clarifiers is routed via telescopic valves to the Sludge Pump Station
where two 900 GPM pumps are used to recirculate the sludge back to the flow splitter box which
distributes flow to the oxidation ditches. A single 200 GPM pump is used to direct waste sludge to
the aerobic digester and aerobic sludge holding tank. The aerobic digester is a 50' diameter, 193,
500 gallon tank with a decant mechanism and a two speed 30 HP / 12.7 HP floating aerator. The
aerobic sludge holding tank is a 48' diameter, 153, 000 gallon tank with a decant mechanism and a
two speed 25 HP / 10.5 HP floating aerator.
• Polymer feed is available to aid settling under high flow conditions.
The Town of Warsaw is experiencing overflows of the collection system right outside of their WWTP site
at a low point in the collection system. A detailed analysis of seven years of NPDES flow data was
conducted. Below is a graph of flow data.

Warsaw WWTP, NCO021903
---oallyFlow
3
- Monthly Average Flow
2.8
2.6
2.4
2.2
2
1.8
1.6
3 1.4
0 1.2
1
g
h-
0.8
0.6
0.4
0.2
0
Jan-11
Jan-12 Jan-13 Jan-14
Jan-15 Jan-16 Jan-17 Jan-18
Warsaw WWTP, NCO021903
4
3.5
L
C
Cr 3
2.5
0
u 2
lL
00
Y 1.5
m
a
a
> 1
0
0.5
0
Jan-11
Jan-12 Jan-13 Jan-14
Jan-15 Jan-16 Jan-17 Jan-18

Warsaw WWTP, Flow data from Jan 2011 to April 2018
4
3.5
o
4+
v 3 .
LL
Y 2.5
a
1.$ • •� i• '•• i{f.: •. • 16 •N •
1lip ! �
0.5 �• t , ,
0
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2
Monthly Average Flow (MGD)
Warsaw WWTP, Flow data from Jan 2011 to April 2018
3
2.5
p 2
-
3
1.5
LL
0.5
0 '
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Monthly Average Flow (MGD)
Day Peaking Factor = 2.5. Hourly Peaking Factor = Approximately 2.5 x 1.3 = 3.25 say 3.3.The existing
WWTP is designed with an NPDES flow capacity of 0.915 MGD. Based on a 3.3 peaking factor, the
Influent Pumps should have the capacity to deliver 3.0195 MGD with one of the largest pumps out of
service. With two pumps operating the Influent Pumps should deliver 2,100 gpm or 1,050 gpm per pump.
The existing pumps are only able to pump 1,600 gpm with one out of service or 800 gpm each.

Discussion of Design Pollutant Loadings
Influent monitoring of existing WWTP only monitors BOD and TSS. Below is a table of 12 months of data for BOD
and TSS along with Metcalf and Eddy's suggested influent concentrations.
Warsaw's Existing Influent
August 2018 - July 2019
Month
BOD
TSS
Total N
Total P
NH3-N
TKN
mg/I
mg/1
mg/1
mg/1
mg/1
mg/1
July 31, 2019
276.1
1133.3
June
152.5
165.0
May
118.4
142.4
April
111.8
1827.5
March
88.0
609.8
February
107.8
894.6
January
96.8
406.3
December
74.8
264.7
November
139.4
766.8
October
193.5
1012.8
September
94.7
665.2
August 1, 2018
120.7
1105.0
Annual Avg
131
749
M&E (Strong)
400.0
350.0
85
15
50
85
M&E (Weak)
110.0
100.0
20
4
12
20
M&E (Medium)
220.0
220.0
40
8
25
40
Below is a table of the effluent monitoring reported for 12 consecutive months that demonstrates the capacity of
existing treatment facility.
Warsaw's Existing Effluent
August 2017 - July 2019
Month
Flow
Flow
Flow
BOD
NH3N
TSS
F coli
Tot N
Tot P
DO
ADF
Max
Min
AVG
AVG
AVG
AVG
AVG
AVG
AVG
July 1, 2019
0.247
0.367
0.134
0.38
0.18
1.03
3.40
50.05
5.08
7.34
June
0.262
0.354
0.198
0.24
0.15
0.00
8.05
7.52
May
0.310
0.390
0.172
0.17
0.10
0.00
2.25
7.69
April
0.632
1.186
0.371
0.22
0.02
0.00
1.00
16.98
1.77
8.68
March
0.616
1.146
0.400
0.78
0.02
0.00
1.00
9.56
February
0.578
1.288
0.380
0.00
0.09
0.00
1.22
17.72
1.07
9.37
January
0.675
1.138
0.493
0.00
0.28
0.00
1.00
9.33
December
0.909
1.786
0.448
0.22
0.08
0.00
1.10
8.61
November
0.513
1.027
0.282
0.68
0.02
0.52
1.05
8.08
October
0.395
0.621
0.235
0.00
0.00
0.00
6.46
20.18
1.52
7.50
September
0.782
2.495
0.327
0.00
0.04
0.00
10.09
6.62
August 1, 2018
0.952
2.073
0.409
0.53
0.23
0.00
2.60
6.64
max
0.952
2.490
9.56
Annual Avg
0.573
0.27
0.10
0.13
3.27
26.23
2.36
8.08
Min
6.62

Based on the above tables the following is a discussion of the anticipated project loadings used in the
design basis:
Ammonia NH3-N 25 mg/1 per M&E at 0.915 mgd 191 lbs/day of NH3-N
Lbs/day NH3-N = 0,915 x 25 x 8.34 = 191 Ibs of NH3-N.
The existing facility has historically achieved less than 1.0 mg/l NH3-N. This should not change.
The summer limit is 1 mg/1 NH3-N. The winter limit is 2 mg/I NH3-N. This remains achievable.
The influent BOD5 monitored was an annual average of 131 mg/l, M&E suggest a weak strength waste of
110 mg/I and a medium waste of 220 mg/l. Based on the actual observed concentration we are
conservatively assuming 200 mg/l. The existing facility has historically achieved less than 1 mg/l BOD5.
This should not change. The summer limit is 5 mg/1 BOD5 and winter limit is 10 mg/1 BOD5. This
remains achievable.
Fecal Coliform monitored in the effluent is averages less than 4 count per 100 ml. The high was 10 and
the low was 1 count per 100 ml. The design effluent concentration is 4 count per 100 ml. We see no
reason for change. Chlorine will be fed to the splitter box just prior to the filters. Adequate contact time is
afforded to reduce the Fecal Coliform count. The limit of 200 count/l00 ml remains achievable.
TKN has not been monitored. M&E suggests a medium strength waste would have a TKN concentration
of 40 mg/l. There is no limit for TKN.
Total nitrogen in the influent has not been monitored and does not have an effluent limit. It has been
monitored quarterly in the effluent and averaged 27 mg/l. At 0.91 mgd, annual poundage of total nitrogen
would be calculated as follows:
Lbs Total Nitrogen/Yr = 27mg/I x 0.915 MGD x 8,34 x 365 = 75,204 lbs/yr. (There is no limit.)
Total phosphorus is not monitored in the influent and does not have an effluent limit. M&E suggest a
medium influent of 8 mg/l. In NC due to the phosphate ban, one might be able to justify 6 mg/1 in the
influent. Using 8 mg/l and 0.915 MGD the phosphorus loading would be 8mg/l x 0.915 mgd x 8.34 = 61
lbs/day. The effluent has been monitored quarterly and averaged less than 3 mg/l. There is no reason to
expect that to change. At 0,915 mgd, annual poundage of total phosphorus would be calculated as
follows:
Lbs Total Phosphorus/Yr = 3mg/l x 0915 MGD x 8.34 x 365 = 8,365 lbs/yr. (There is no limit.)
TSS monitored in the influent over a 12 month period has been 749 mg/l, (say 750 mg/1). M&E suggest a
strong waste would have 350 mg/I TSS. At 0.915 MGD the loading to the plant would be calculated as
follows:
TSS Loading = 0.915 MGD x 750 mg/I x 8.34 = 5,723 lbs/day
The TSS concentration has been monitored in the effluent and is routinely less than 1 mg/l. The limit is
30 mg/l. It is reasonable to assume a design basis of 2 mg/1 or less. The facility will be able to continue
complying with the existing limit.

Project Basis of Design
Design Influent
Design Influent
Influent
Concentration
Concentration
Load (Must be
Annual Average
Supported by
supported by
Design Effluent
NPDES permit
(past 12 months) if
Engineering
Engineering
Concentration
Limits (monthly
Parameter
Available
Calculations
Calculations
and/or Load
average)
Ammonia Nitrogen
25 mg/1
25 mg/1
191 Ibs/day
1 mg/t Sum.
I mg/1 Sum.
(NH3-N)
2 mg/1 Win.
2 m 1 Win.
Biochemical
5 mg/1 Sum.
5 mg/I Sum
Oxygen Demand
200 mg/I
200 mg/I
1,526 Ibs/day
10 mg/I Win.
10 mg/I Win.
(SODS
Fecal Coliform
4 Ct / 100 ml
200 Ct/ 100 ml
Nitrate + Nitrite
Nitrogen (NO2-N +
NA
NA
NO2-N)
TKN
40 mg/I
NA
NA
Total Nitrogen
27 mg/1
NA
75,204 ib/yr
NA
Total Phosphorus
8 mg/1
8 mg/1
61 lb/day
3 mg/I
NA
8,365lb/yr
NA
Total Suspended
749 mg/I
750 mg/I
5,723 lb/day
2 mg/1
30 mg/1
Solids (TSS)
Influent Pump Station Design
The existing pump station has two wetwells. In order to maintain operation of the existing influent pump
station while under construction, it is proposed to construct a new pump station and interconnect their
wetwells.
The first existing wetwell has an interior of 15' by 8.5'. It has a stage storage of 953.7 gallons per foot.
The second existing wetwell has an interior of 15' by 7', with a stage storage of 785.4 gallons per foot.
The newly proposed wetwell has an interior of 10' by 10', with a stage storage of 748 gallons per foot.
They have a combined stage storage of 2,487.1 gallons per foot.
The three of these wetwells have a surface area of 332.5 square feet or the equivalent of one wet well with
the dimensions of 10' by 33.25'.

SUBMERSIBLE SEWAGE PUMP STATION DESIGN
PROJECT AND STATION INFORMATION
Project Name
Town of Warsaw Influent Pump Station
Project Number.
Owner
Warsaw
Owner Contact:
Telephone Number:
Station Name
Influent Pump Station
Station Number:
Case Number:
Three V I
Case Description:
Submersible - Three Pumps with Two Meeting the Peak 1,
Calculated By.
Madden with Lewis
DESIGN CAPACITY
Average Daily Flow = 915,000 gpd 635 42 gpi-n
Peaking Factor Wthod
i
Manigid Entry CJ Service Flupulatiur!
Peaking Factor Entry 1.65 DWQ PS -FM MDC, 2.02 A 4.c, requires a minimum peaking factor of 2.50.
Design Peaking Factor = 1,65 (manually entered)
Peak Hourly Flow = 1,048 44 gpm
Design Pumping Capacity = 1.250.00 gpm
t 1 OxxAcriZI 0 1 x,-cxcai3O 101 2_9en_oxceI1,CGMMarsaM2- I 7-W29-3400-IP"aSe W3 XIS
1 of 12 8:24 AAA &12,-2019

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 s smaller. Not more than eight (8) pumping cycles per hour at
maximum cycling is recommended for des1n.
Minimum cycles per hour at average daily flow = 2 DWQ PS -FM MDC, 204 A.2.
Maximum cycles per hour at average daily
fkwil = a DWQ PS -FM MDC, 2-04 A.2.
Maximum cycles per hour at maximum cycling
= 8
Average Daily Flow =
636,42 9pm
Peak Hourly Flow =
1,048.44 gpm
Design Pumping Capacity
1,250.00 gpm
Maximum Wet Well Volume =
9,372.40 gallons at Average Daily Flow
Minimum Wet Well Voluryte =
2,34110 gallons at Average Daily Flow
Minimum Wet Well volume =
2,34175 gallons at maximum cycling which occurs
when the influent flow rate is one-half the pumping rate
We'r Well Type
Re"'tangular
Wet Welt Inside Width =
10 00 feet
Wet Well inside Length =
33 25 feet
Wet Well Volume -
2,487 27 gallons per vertical foot
Maximum Cycle Depth m
3.77 feet
Minimum Cycle Depth =
0.94 feet
Design Cycle Depth =
1.25 feet
Design Wet Well Volume =
3,109 09 gallons
Cycles per hour at average flow =
6 03 [complies with DWQ PS -FM MDC, 2,04 A 2
Cycles per hour at max- cycling =
6.03 (influent flow at one-half Design Pumping Capacity)
Minimum Wet Well Liquid Depth =
3-50 feet (invert to pumps off)
influent Pipe Invert Elevation =
126.00 feet
High Water Alarm Elevation =
126.90 feet Alarm level is above the influent pipe invert.
Lag Pump On Elevation =
126.50 feet
Lead Pump On Elevation =
126.00 feet
Pumps Off Elevation =
124.75 feet
Wet Well Invert Elevation =
121.25 feet
lOxc_genDlOix-excai,DlUl2_gon_cxcetCGMtOlarsaW,2-',7-6029-3AGC-IPS-Case 003 Xis
2 Of 12 8:24 AM WV2019

PUMP DISCHARGE PIPING
Pipe Material: Flanged Ductile Iron Pipe, Class 53
Nominal Diameter = 8 inches
Inside Diameter = 8.205 inches
C-Factor = 120
Equivalent Length Calculations
item Description
Quantity
I
Eq. Length
Per Unit
(feet)
Equivalent
Length
(feet
ETe
30
1
30
9W Bend
145' Bend
2-2 Bend/-
3
21
63
11 Y4* Bend
Tee (run)
0
jttSrun to branch)
1
45
45
Check Valve
1
74
74
Plug Valve
1
31
31
Total Equivalent Length = 243:]
DISCHARGE HEADER PIPING
Pipe Material:
Nominal Diameter
Inside Diameter
C-Factor =
Equivalent Length Calculations
Eq- Length Equivalent
Item Description Quantity Per Unit Length
I I (feet) (feet'
Pipe
0
9W Bend
45' Send
0
22W Bend
11 %." Bend
Tee (run)
0
Tee (run to branch)
Check Valve
Pis Valve
rTotal Equivalent Length
Vif 5D I Oxx — FWD 101 001xis
Page 3 of 12
8 24 MA 610 W019

FORCE MAIN PIPING IlMateriallSize I
Pipe Material: Ductile Iron Pipe. Class 350
Nominal Diameter 12 inches
Inside Diameter = 12.515 inc-ftes,
C-Factor = 120
Item Description
Quantity
Eq. Length
Per Unit
(feet)
Equivalent
Length
(feet)
Pie
85
1
85
,90" Bend
0
P.46' Bend
22W Bend
11 1/4, Bend
Tee (run)
1
16
16
Tee (run to branch)
Check Valve
'N—Ugvalve
Total Equivalent Length ffi 101
FORCE MAIN PIPING (MaterlaIISE-re 2)
Pipe Material:
Nominal Diameter
Inside Diameter
C-Factor =
Ductile Iran Pipe, Class 360
12 inches
12.515 inches
120
Equivalent Length Calculations
Item Description
I
Quantity
Eq. Length
Per Unit
Equivalent
Length
(feet)
Pie
790
1
790
90' Bend
4
32
128
128
!i 1
Bend
1
'16
16
22 Y2'B end
r
111/4' Bend
; -
k45'
Tee (run)
Tee (run to branch)
Check Valve
PI Valve
ITotal Equivalent Length ,= 77=L-9-34-�
W3-xis
Page 4 of 12
8 74 AM 61'€V2019

FORCE MAIN PIPING (Material/Size 3)
Pipe Matenal: NOT USED
Nominal Diameter
Inside Diameter
C-Factof = 120
Equivalent Length Calculations
Item escriptVan
Eq. Length
Per Unit
(feet)
FORCE MAIN PIPING tMaterLaLI&O-4j
Pipe Material: NOT USED
Nominal Diameter
Inside Diameter
C-Factor =
Eauivalent Length Calculations
Item Description
Quantity
Length
r Unit t Eq. Length Equivalent
Per
Per Unit Length
(feet
Pipe
90' Bend
45' Send
22Y2' Bend
111/4Bend
Tee (run)
Tee (run to branch)
Check Valve
Plug Valve
[Total Equivalent Lena Eta =
FORCE MAIN DISCHARGE
Discharge Elevation = 151,00 feet
W:NDI Oxx_gen01 0 1 x exce,01 0'2 tell 7-6029-3400-IPS-Case 003 xis
Page 5 of 12 $24 Am 61 2=1 9

SYSTEM HEAD CALCULATIONS
Flow Increment = 50.00 gprn
Safety Head = 0.00 feet
F-Mbon
Piping Section
F actor
ac
Pump Discharge Friction Factor 0,000013
Force Main Friction Factor 0000007
Force Main Velocity Factor 0,002608
g Pump On Elevation =
126.50 feet
Lead Pump On Elevation =
126.6-0 feet
Pumps Off Elevation =
124.75 feet
Discharge Elevation =
151,00 feet
Design Capacity Heads
si'
Design Ca2acrty
1,250.00 gpm
lir
Minimum Static Head
Minimum
Irxf
25,00 feet
Maximurn Static Head
26.25 feet
M M Inir jpj�l �ic Head
irirnyM
35.81 feet
Maximum Total gyname Head =
Maximum
M
37,06 feet
Pump Specification, 1.260 00 gpm at 37 06 feet {includes safety head)
003 x1s,
Page 6 of 12 &24 AM 6112W19

SYSTEM TABLE - Sin ie Pump Op ration Isafety head not included)
FIOV,
:R7t:e
Rate
Apm
0
50
min.
TDH
feet
25.00
25.03
M
Ti H
feet
2625
2628
100
2510
2635
150
25.21
26,46
200
25,36
26,611
250
25,55
26�80
300
26-77
27,02
350
400
25.02
267—
27.27
--17—.56
450
26.63
27.88
500
26.98
28.23
550
27,36
28.61
600
2717
2902
650
700
750
2812
28.69
29.19
29.47
2994
30.44
800
29.73
30.98
850
30,29
31.54
900
30,88
32,13
950
31.50
32,75
1,000
32.15
33.40
LM
1100
32.82
33.53
34.07
34.78
1,150
3416
35.51
1,200
36.02
36617
1,250
35,81
3706
1,300
36.62
3787
1,350
37A7
3872
1,400
1,450
38.34
39.23
3959
--'40—,48
1,500
40.16
41,41
1,550
41.11
4236
1,600
42.08
4133
1,650
4309
44,34
1,,700
4412
45,37
1,750
1,800
45-17
46,25
46,42
47.50
1,850
47-36
48.61
1,900
48-50
49.75
1,950
4966
50.91
2,000
50.84
52 M
2,050
62,05
5330
2,100
2,150
2,200
63,29
54.55
55.84
rA 54
55.80
57,09
2,250
57.15
58.40
2.300
58,49
59,74
2,350
5985
61,10
2,400
61.24
62A9
W:Zio)cx_gen'Dioix—excel%DIC12_ger—"cePLOWWarsaw�2-17-6020-3ACO-IPS-Case 003.xis
Page 7 of 12 814 AM M 2)2019

nVt:LUGI I Y I
AtlLt - bin
ie vurnp uperation
Flow
Rate
(gpm)
Pump
Discharge
Ifos)
Discharge
Header
(fps)
Force Main
MtS I
Force Main
WS 2
--qLSL-
Force Mam
MfS 3
Force Main
WS 4
0
000
0.00
0.00
50
0.30
0,13
0.13
100
OV
026
0,26
160
OV
0,39
0.39
200
1,21
052
052
250
300
350
1.52
1.82
2.12
0.66
038
0.91
065
0,78
091
400
243
1.04
1,04
450
233
1,17
1.17
Soo
103
1,30
1.30
550
334
1.43
1.43
600
3-64
166
1.56
650
394
1 70
1.70
700
425
1,83
1.83
750
455
1,96
1,96
800
4,85
209
2,09
850
5,16
222
222
904i
5.46
2,35
235
950
1,000
5,76
6.07
2,48
-'1.61
2,48
261
1,050
6.37
2.74
2-74
1,100
6,67
2,87
2.87
1,150
698
3,00
300
1,200
7,28
313
3.13
1.250
7 58
326
3,26
1,300
1,350
1,400
7.89
8.19
849
3,39
152 3�65
3.65
3.39
152
3
165
1,450
8,80
3,78
3.78
1,500
9,10
391
391
1,560
9,41
4,04
4.04
600
9.71
417
4.17
1,700
1,750
laol
10.32
10.62
4,30
4.43
4.56
4,30
4.43
4.56
1,800
10.92
4.69
4.69
1,850
1123
4.83
4.83
1,900
1153
4,96
4,96
1,950
11.83 3
509
5.09
2,550
12.14
522
1 5 22
2,050
12.44
5.35
!
5,35
2,100
12.74
548
5.48
1105
5.61
5.61
2200
13.35
5.74
534
W
21250
13,65
5,87
587
1
L2,150
2300
00
1196
6.00
600
-
2,35PO
1426
6� 13
613
400
2 00
1456
626
626
003.XIS
Page 8 of 12 8,24 AM 01212019

SYSTEM TABLE - Dual Pump Operation (safety head not included)
Flow
Rate
m
Min,
TDH
feet
Max,
TOH
(feet)
0
25,00
26 25
50
25,01
26 26
100
25,06
28,30
150
25,11
26.36
200
25.19
26.44
250
25.29
26.54
300
2541
26.66
350
25,55
2680
400
450
500
25,70
2s. f38 �
26.06a����,
M27.52
550
26.27
600
26,49650
2673
.
700
2699
28,24
75t3
27.26
28.51
800
850
27.55
27.85
28.80
29.10
900
28.17
29.42
950
28,50
29,75
1,000
28,85
30.10
1,050
29.22
30A7
1,100
29,60
30,85
1,150
29.99
31.24
1,200
30A0
31.65
1,250
30.83
32.08
1,300
31,27
32.52
1,350
31,72
32,97
1,400
32,19
3344
1,450
32,68
33.93
1,500
33.18
34.43
1,550
33.69
1,600
34.22
_34,94
35.47
1,650
3476
36.01
1,700
35.31
36,56
1,750
35.88
37.13
1,800
36,47
37,72
1,850
1,900
1,950
37.07
37.68
38,31
38,32
38.93
39.56
2,000
38.95
40.20
2,050
39.60
40-85
2,100
40,27
41.52
2,150
40,95
42,20
2.200
2,250
41.65
42.35
42,90
43.60
2,300
43.08
44.33
2,350
43.81
45.06
2,400
44.56
45.81
W:�Dflc_gn401x_+L7Ot2agan,mexc?GiAtWrror-5a254Q0 PS -Case 003 xks
Page 9 of 12 8`24 Ate W12 19

VELOCITY TABLE - Dual Puma ODeration
Flow
Rate
(pm )
0
50
Rump
Discharge
S!P�J
0.00
0.15
Distharce
i= harge
Header
Header
He der f s
.Jts�..
Force Main
Force Main
S1
WS I
(f s
.2S.L.
0.00
0.13
Force Main
WS 2
(fps)
0.00
0.13
Force am
mis 3
(fps)
Force Main
MIS 4
(fps)
100
0.30
0-26
0,26
150
0,46
0-39
U9
200
0,61
0,52
0.52
260
076
0.65
065
300
0,91
078
078
350
106
0,91
091
400
1.21
1,64-
1,04
450
1.37
1.17
117,
500
1,52
1.30
1.30
560
1
1,67
1.43
1 A3
600
1.82
1.66
1,56
650
1,97
1,70
130
700
2.12
1.83
1,83
750
128
196
1,96
800
850 1
2.43
258
2-09
2-22
-2:69-
222
900
273
235
2.35
950
2.88
2A8
248
1,000
103
2,61
261
050
3.19
2.74
2.74
1,100
3.34
2.87
287
1,150
3,49
Ii�0�
OW
310
1,200
164
3.13
3.13
1,250
3,79
3,26
3,26
1,300
3,94
139
3.39
1,350
4.10
3.52
352
1,400
4,25
3 65
365
1,450
4.40
3.78
3-78
1,500
4,55
3.91
3-91
1,550
4,70
4.04
4.04
1,600
4.85
417
417
1,650
5.01
4.30
4,30
1,700
5.16
4,43
4.43
1,750
5.31
4.56
4,56
1,800
5.46
4.69
4.69
1,850
5.61
4.83
4,83
1,900
5.76
4.96
4,96
1,950
592
5.09
6.019
2,000
607
5,22
5,22
2,050
622
635
535
2.100
6-37
5.48
5 48
2,150
6.52
5.61
561
2,200
6.67
5.74
5.74
2,250
613
5.87
5,87
2.300
698
6.00
6.00
2,350
7.13
6,13
613
2,400
7.28
6,26
6.26
W,%Dl oxx_ge�notti! ii-excehDl N 2_gen__Pxceit;;GVtViasa-k�2-17-602a-3400-IPS-Caw 033 x1s
Page to of 12 8 24 AM 6112f201 9

TRIALL -PUMP
Manufacturer: Fairbanks
Model Number, 6" 5433 MV
Ffrrmromm- elm
Curve Number T6CIC
Imeetter Diameter 11. 3000 inches
Irn Iter S ed = 1, 183 rpm
Characteristic
Curve Pants
Head
OeeEE�E
Capacity
Left Sole of Curve
W 7OO
Middle of Curve
Right Side of Curve
37
2 60
1 960 OD I
1,600,00 j
Pamn anpratino Parameters
Impeller Diameter =
113000 inOes
Impeller Sp d =
1,183 rem
Head
( et
Capacity
(gpm)
Equation
Factors
4820
70000
A= 5813737
10
1 1,250,00
B=-0,0112i10
28.60
1 1,600-00
C = -4 560E:b6
Pump capacity is within design toierance.
Impeller diameter is acceptabte.
esign Capacity = 1,250.00 gpm
Design Tolerance 1.04 gpm
Intare-pnt Pnints fnr Svstpm and PUMD Curves - Sina;e PUMD ODeration
system Curve
capacity
Total
Pump Pump
Pump
Brake
System Curve
Capacity
I
Capacity Head
Efficiency
Power
(gpm}
(pm} (feet)
(HP)
Minimum TDH Curve
'P'mum T'
2,149,23
1,074,62 40,94
7T0%
14-43
rM:ax:im`umTDH Curve
2,09738
1,048,69 41,48
77.0
W6D10xx_oen'D101x_excetOiOl2_gen—exc,e?CGM'i%Varsmv',2-17-6029-3400-IPS-Case W3.x4
Pa" 11 of 12 &24 AM W212019

Custot
P E N TA I R P ojectlnemD
20
a t5
r
y lU
d ti
go
72
e4
5n
49
.tn
2
32
24
16
a
0
� 1e
Ne
a
z
D
0 200 400 UUC
Item number
Default
Service
Quantity
:1
Quote number
Dale last saved
: 12 Jun 2019 0 19 AM
Flow, rated
: 1,250.0 USgpm
Differential head 1
: 37.10 fl
pressure, rated
Flud density, rated 1 me)
: 1.0001 1.000 SG
'Ni, PENTAIP
Pump Performance Curve
ncompoiu 2.0 - 19.1 S
000 t.CW I,7fiu 1.4M 1.ouu
Flow - USgpm
Sae
Stages
Speed, rated
Based on curve number
Effiaency
Power, rated
NPSH required
Viscosity
Cg1Ch/Ce1Cn [ANSIM196.7-2010)
IBLAU now
18210 2000
6` 5433MV
1
1 t 83 rpm
64433MV-1800-W 1 C
78.91 %
14.85 hp
8.45 ft
1.00 cP
1 001 1.00 11.001 1.DO
FAIRBANKS WHIMS PHONE -1.913.371-5000 • FAX:
3501 PAIRIiNJKS AVENUE
KANSAS CRY. KANSAS661015

Custoer
P E N TA I R P n)e ttnam
Item number Dufuull
Service
Quantity : t
Quote number
Performance Data
Head, maximum diameter, rated flow
45.41 It
Head, minimum diwneter rated fkyv
13.58 ft
Head, maximum, rated diameter
. 63.15 ri
Efficiency adjustment factor, total
1.00
Power adjustment. total
: 0.00 hp
Head adjustment factor, lntal
. 1.00
Flow adjustment factor. total
1.00
NPSHR adjustment facto-, total
1.0D
NPSH margin dictated try pump suppler
0 001t
NPSH margin dictated by user
0.00 It
NPSH margin used (added to'requvec' values)
: 0.00 It
Mechanical limits
Torque, rated power, rated speed
1.26 hpr`1100 rpm
Torque, maxmum power, rated speed
1.34 hpM 00 rpm
Torque, driver power, full load speed
1.67 hpt100 rpm
Torque, driver power, rated speed
1.69 hpf100 rpm
Torque, pump shaft limit
1.000 hobo rpm
Rad al load, worst case
Radial toad IInNt
Impeller peripheral speed, rated
Impeller peripheral staved limit
various Perlormance Date
Flow (l Sgpm)
Shutoff, rated diameter
0.00
Shutoff, maximum diameter
0.00
Minimum Continuous Stable Flow
i99.9
Rated flow, minarum diameter
1,250.0
Rated flow, maximum diameter
1,250.0
SEP flow, rated diameter
1,191,3
120% rated fbw. rated d ametur
1,5Q0.0
End of curve rated diameter
1,698.7
End of curve, minimum c iametw
1 253.6
End of curve, maximum diameter
1.799.5
Maximum value rated diameter
Maximum value, maximum diameter
System differential pressure
Differential pressure, rated flow, rated diameter (psi)
Differential pressure. shutoff, rated diameter (psi)
Differential pressure, shutoff, maximum diameter (psi)
Discharge pressure
Discharge pressure, rated flow, rated diameter (psi.g)
Discharge pressure, shutoff, rated diameter (pal.g)
Discharge pressure, shutoff, maximum diameter (psi.g)
Ratios
Maximum flow I rated 0c1n. rated 6arneter
Pump Songs
Series All
Construction
Pump Performance - Additional Data
EmwipOsb 2.0 - 19 1.5
Sue
Stages
Speed, rated
Frame size
Date last saved
Stage, Speed and Solids limits
Stages, maximum
Stages, minimum
Pump speed limt, maximum
Pump speed limt, minimum
Curve speed knit, maxln>✓m
Curve speed tent, minimum
Variable speed Imit, minimum
Solids dameler Itmt
Typical Diner Data
Driver speed, fur bad
Driver speed, rated bad
Driver officiency, 100% load
Driver efficiency, 75% bad
Driver efficiency, 50% load
6. 5433Mv
1
1183 rpm
12 Jun 2019 8:19 AM
i
1800 rpm
875 rpm
1800 rpm
695 rpm
180 rpm
3.00 in
1200 rpm
12D0 rpm
N)A
WA
N(A
Head (ft)
Efficiency I.%)
NPSHr (RI
Power Ihp)
63.15
8.83
73.28
-
-
10,98
67.86
30.47
9.35
9.59
13.58
67.35
-
6.37
4541
79.44
16.04
38.46
79.02
8,32
14.64
31.15
76.02
9.73
15.52
26.14
70.71
12.44
15.86
12.87
66.26
8.55
6.30
30.97
70,31
14.81
20.01
63.15
19.02
15.56
79.46
20.D1
tv Density. rated
F4 Density, mar
16,07
1607
27.33
2733
31.71
31.71
'fr Suction
iw Suctrun
0 Sur.t on
Suction
pressure, rated
pressure_rnax
pressure. rated pressure, max
16,07
16.07
1607
16.07
27.33
27.33
27.33
27.33
31.71
31.71
31.71
31.71
134.33 % Head rated dwmetar I head minimum diameter, rated flow : 273.41 %
Time In Air : Short Time In fur
Closed loop C:ioling No
Certified Test Grades
Want certified test Unite- : No Select certified test grade NIA
FAIRBANKS NIJHUIS PHONE, •1.913-371.5000 FAX:
►!�►j3501 I
P E N TO 10 KANSAS CITY. KANSAS 661D5

Buoyancy Calculations
SUBMERSIBLE SEWAGE PUMP STATION DESIGN
RECTANGULAR WET WELL BUOYANCY CALCULATIONS
PROJECT AND STATION INFORMATION
Project Name: Warsaw
Project Number:
Owner- Warsaw
(>nner Contact:
Telephone Number
Station Name- Influent
Station Number,
Case Number: 001
Case Description:
Calculated By Madden
RECTANGULAR WET WELL DIMENSIONS
Ground Elevation =
137.00 feet
Top Elevation =
137 00 feet
Invert Elevation =
12125 feet
Water Surface Elevation
137 00 feet
Inside Width =
10.00 feet
Inside Length =
10 00 feet
Wall Thickness =
8.00 inches =
0 67 feet
Top Slab Thickness =
12,00 inches =
1,00 feet
Base Slab Thickness --
12.00 inches =
1.00 feet
Base Slab Extensions
Short Side =
12.00 inches =
1,00 feet
Long Side =
12.00 inches =
1.00 feet
Top Rectangular Opening No 1
Width =
4800 inches =
400 feet
Length =
108,00 inches =
9,00 feet
Top Rectangular Opening No 2
Width =
0 00 inches =
0.00 feet
Length =
0,00 inches =
0 00 feet
Top Circular Opening
Diameter =
400 inches =
0 33 feet
Fillet Volume =
50.00 cubic feet
Outside Width =
11.33 feet
Top Slab Width =
11,33 feet
Outside Length =
11.33 feet
Top Slab Length =
11 33 feet
Base Slab Width =
13,33 feet
Inside Height =
14.75 feet
Base Slab Length =
13.33 feet
Soil Height Over Base =
15.75 feet

MATERIAL DENSITIES
Dry Soil Density = 110.00 lb/cf
Concrete Density 140.00 tbacf
Water Density = 62.40 Vcf
Net Soil Densty 47 60 Iblcf
DOWNWARD FOACESAO-r—avlt
Base Stab =
24,889 lbs
Walls m
58,738 lbs
Top Stab =
12,930 lbs,
Fillet =
7,000 lbs
Total Wet Well Concrete = 1,33,557 it
Soil Over Extended Base = 85,470 Ins
UPWARD FORCES (Bu2yancy)
Base Slab = 11,093 ibs
Wall Prism 118,220 ibs
Top Slab w ----8 015 lbs
Total Wet Weil 137,329 lbs
FACTOR OF $AFEj"DWQAA"
Required Factor of Safety =
1,0000
Total Wet Well Concrete 7r
103,557 Itis
Net Soil Downward Forces
36,985 tbs
Total Downward Forces =
140.542 lbs
Upward Forces on Wet Well =
137,329 itis
Factor of Safety =
1.0234
FACTOR OF SAFETY (MAI Method
Required Factor of Safety w
1.0000
Total Downward Forces =
189 027 lbs
Total Upward Forces =
186,811 lbs
Factor of Safety z
1,0173
Buoyancy is OK
Buoyancy is OK

SUBMERSIBLE SEWAGE PUMP STATION DESIGN
RECTANGULAR VALVE VAULT BUOYANCY CALCULATIONS
PROJECT AND STATION INFORMATION
Project Name: Warsaw
Project Number -
Owner: Warsaw
Owner Contact:
Telephone Number:
Station Name Influent PS
Station Number
Case Number: One
Case Description
Calculated By Madden
RECTANGULAR VALVE VAULT DIMENSIONS
Ground Elevation =
137.00 feet
Top Elevation =
137 00 feet
Invert Elevation =
130.50 feet
Water Surface Elevation
137.00 feet
Inside Width =
8,00 feet
Inside Length =
10.00 feet
Wall Thickness =
6.00 inches =
01,50 feet
Top Slab Thickness
6,00 Inches =
0.50 feet
Base Slab Thickness =
6.00 inches -
0.50 feet
Base Slab Extensions
Short Side =
1100 inches =
1.00 feet
Long Side =
12.00 inches =
100 feet
Top Rectangular Opening No 1
Width =
48 00 inches =
4 00 feel,
Length =
108 00 inches =
9 00 feet
Top Rectanguiar 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 =
5.00 cubic feet
Outside Width =
9,00 feet
Too Slab Width =
9.00 feet
Outside Length =
11.00 feet
Top Slab Length =
11 00 feet
Base Slab Width =
1100 feet
Instde Height =
6,00 feet
Base Slab Length =
13 0,0 feet
Soil Height Over Base =
6.60 feet

MATERIAL DENSITIES
Dry Soil Density = 110.00 1b)cf
Concrete Density 140,00 lbfcf
Water Density = 62,40 lbfcf
Net Soil Density = 47,60 lbicf
DOWNWARD FQRCES-LQjjy:1W
Base Stab =
10,01010S
Walls =
15,960 lbs
Top Stab =
4 410 lbs
Fillet =
700 lbs
Total Valve Vault Concrete = 31 080 ibs
Soil Over Extended Base = 31,4610 lbs
PWARD FORCES t8uovanc
Base Slab =
4,462 Ins
Wall Prism
37,066 lbs
Top Slab r
3,089 lbs
Total Valve Vault -
44,676 IbS
Soil Over Extended Base = 17,846 lbs
FACTOR OF SAFETY iDWO Method
Required Factor of Safety =
1.000
Total Value Vault Concrete
31,080 lbs
Net Soil Downward Force:;
13,614 ibs
Total Downward Forces =
44,694 lbs
Upward Forces on Vault =
44,616 lbs
Factor of Safety =
1 0017 Buoyancy is OK
FACTOR OF SAFETY (MAI Method
Required Factor of Safety =
I LOW
Total Downward Forces =
62,640 lbs
Total Upward Forces =
62,462 tbs
Factor of Safety =
1.0012
HEMM

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FutileConeitiens i1i Annual Chance
�! Flood Hazard
Areas Deterntired to be Outside Me
0.2 Annual Cnanceflood Hazard
Juriscic'ion Bounds)
FIRM Party Bounda-)
North Carolina State Mane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
11�-SOOhN low
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CC -1000'KS'UPANCE RAZE MAP
QPanel(s):2464
Q- CONTAINS:
COMMUNITY CID
= TOWN OF WARSAW 370633
CC
Notice to User. The Map Number(s) shown
below should be used when lacing map
to orders: the Community Numbers) shown
above should be used on insurance
appiicatiorts for the subject community.
O SELECTED PANELS:
O
LL MAP NUMBER EFFECTIVE DATE
37_0:4ta00J id2006
CC
O
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11T
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0
Water
To"
N , East Best fStreet
7, _
i
NC 50
\4-
V,
utfall
0011
J_
117
Q
Town of Warsaw
Warsaw WWTP
NPDES Permit NCO021903
Receiving Stream; Stewarts Creek Stream Class: C; Sw
Stream Segment: 18-68-2-10 Sub -Basin 0: 03-06-19
River Basin: Cape Fear HUC: 0303000605
County: Duplin
ti
1:24,000
Facility Location
wale noR shown
34,9930560,
USGS Quad Warsaw South

Discussion of peak hourly flows through Grit Removal, Oxidation Ditch, Clarifiers Chlorine
Contact Tank and Post Aeration is addressed as follows:
Flows
Current Flows ADF based on NPDES Permit = 0.915 MGD or 635.4 GPM.
Current Peak Hour Flow based on two of 3 Influent Pumps Pumping = 1,600 GPM.
After Project Future Flows ADF = 0.915 MGD or 635.4 GPM.
After Project Future Peak Hour Flows = 2,100 GPM
Aerated Grit Removal
The existing Aerated Grit Removal is 12' by 12' with a 12' sidewater depth and was manufactured by
Lakeside Equipment Corporation. Their recommended maximum peak hydraulic loading is 3.5 MGD.
The volume of the grit removal structure is 12' x 12' x 12' x 7.48 gal/cf = 12,925 gallons. Per Metcalf
and Eddy the recommended detention time is 3 to 5 minutes at peak flow. This structure's detention time
at peak flow is calculated as follows:
Detention Time = 12,925 gal / 2,100 gpm = 6.15 minutes.
Using the recommended detention time recommended by Metcalf and Eddy the facility would be able to
handle the following range:
12,925 gal / 5 min = 2,585 gpm or 3.72 MGD (Low end)
12,925 gal / 3 min = 4,308 gpm or 6.20 MGD (High end)
Clearly the grit removal can handle the newly proposed peak flow.
Oxidation Ditches
There are three oxidation ditches. Flows are split evenly among the ditches. Each ditch has a volume of
457,500 gallons for a total volume of 1,372,500 gallons. This provides a nominal ditch holding time of 36
hours at average daily flow which is conservative. This number is not changed by the proposed project. If
one ditch is removed from service for repairs the resulting capacity provides 24 hours of holding time
which is still adequate for extended aeration.
At Current peak hourly flow it provides a holding time of 14.3 hours. After construction of the project,
holding time at peak hourly flow will be 10.89 hours.
Clarifiers
There are four clarifiers. Two are 40 foot diameter clarifiers with 14 foot sidewater depths. Two are 30
foot diameter clarifiers with 10 foot sidewater depths. Two of the oxidation ditches send their flow to the
two 40 foot diameter clarifiers. One of the oxidation ditches sends its flow to the two 30 foot diameter
clarifiers.
Flow to the 40 foot diameter clarifiers are as follows:
(1/3) Plant ADF = Clarifier ADF = (1/3)(635.4 gpm) = 211.8 gpm or 305,000 gpd.

(1/3) Plant Peak Hourly Flow = Clarifier Peak Hourly Flow = (1/3)(1,600 gpm) = 533.33 gpm or 768,000
gpd per Clarifier.
After the project, peak hourly flow to the 40 foot Clarifiers will be (1/3)(2,100 gpm) = 700 gpm or
1,008,000 gpd per Clarifier.
The 40 foot clarifiers each have a surface area of 1,256 square feet.
Their ADF loading rate is 305,000/1,256 = 242.8 gpd/sf
Their Current Peak Hourly Loading Rate = 768,000/1,256 = 611.5 gpd/sf
Their Peak Hourly Loading Rate after the Project = 1,008,000/1,256 = 802.5 gpd/sf
Flow to the 30 foot diameter clarifiers are as follows:
(1/6) Plant ADF = Clarifier ADF = (1/6) (635.4 gpm) = 105.9 gpm or 152,500 gpd
(1/6) Plant Peak Hourly Flow = (1/6) (1,600 gpm) = 266.67 gpm or 384,000 gpd
After Project (1/6) (2,100 gpm) = 350 gpm or 504,000 gpd
The 30 foot diameter clarifiers each have a surface area of 707 square feet.
Their ADF Loading rate is 152,500/707 = 215.7 gpd/sf
Their Current Peak Hourly Loading Rate = 384,000/707 = 743.1 gpd/sf
Their Peak Hourly Loading Rate after the Project = 504,000/707 = 712.9 gpd/sf
The primary problem with the 30' diameter clarifiers is the shallow 10' sidewater depth. We are currently
working to obtain funding to replace the 30' diameter clarifiers
Chlorine Contact Tank
The Chlorine is fed at the splitter box prior to filtration. This way the chlorine assists in reducing algal
growth on top of the filters and increases chlorine contact time. Once the effluent travels through the
filters it travels to the clear well and the chlorine contact chamber. Contact time is based on the clear well
volume and the chlorine contact volume.
Clear well volume is 67,943 gallons.
Chlorine contact tank volume is 17,073 gallons.
Total volume of chlorinated water = 67,943 + 17,073 = 85,016 gallons.
Contact Time at ADF = 85,016/635.4 = 133.8 Minutes
Contact Time at Current Peak Hour Flow = 85.016/1,600 = 53.13 Minutes.
Contact Time at New Projects Peak Hour Flow = 85,016/2,100 = 40.48 Minutes.
Only 15 Minutes is required at peak Hour Flow.
Post Aeration
According to Metcalf and Eddy post aeration typically uses a detention time of 10 to 20 minutes at peak
hourly flow. Post aeration at the existing treatment facility provides the following detention time:
Detention time @ current peak = (13' x 12' x 3.26' x 7.48)/ 1600 gpm = 2.3 8 minutes.
Detention time @ proposed peak = (13' x 12' x 3.26' x 7.48)/2100 gpm = 1.8 minutes.
The single basin has one 1 HP floating aerator and one 2 HP Floating aerator. The NPDES Permit has a
limit of 6.0 mg/l. A review of 12 consecutive months' worth of DMR's shows the average DO to be 8.08
mg/l. The low monthly DO occurred in September at 6.62 mg/l. This is not surprising because the high

quality effluent has previously satisfied most of the oxygen demand. Post aeration should remain
satisfactory under the proposed peak flows of 2,100 gpm.
Tertiary Filter Design
Discussion of peak hourly flows through the Filters is addressed as follows:
The existing filters consist of two 12' by 12' dual media conventional filter cells with wheeler bottom
underdrains.
Flows
Current Flows ADF based on NPDES Permit = 0.915 MGD or 635.4 GPM.
Current Peak Hour Flow based on two of 3 Influent Pumps Pumping = 1,600 GPM.
After Project Future Flows ADF = 0.915 MGD or 635.4 GPM.
After Project Future Peak Hour Flows = 2,100 GPM
Surface area of the existing filters is 2(12' by 12') = 288 sf
At ADF loading rate 635.4/288 = 2.2 gpm/sf
At current peak loading rate 1600/288 = 5.56 gpm/sf
After upgrade of the influent pump station the peak loading rate would be as follows:
Peak Loading Rate = 2100/288 = 7.29 gpm/sf
(This is too high. Therefore this design doubles the filter size.)
Proposed filter size after project = 4(12' by 12') = 576 sf
After Project the loading will be as follows:
Proposed peak loading = 2100/576 = 3.65 gpm/sf
With one filter out of service the loading rate would be 4.87 gpm/sf
Metcalf & Eddy third edition page 681 Table 11-6 suggest the loading range of 2 — 10 gpm/sf with 5
gpm/sf being typical for dual media filter.
The existing backwash pumps backwash each filter cell one time per day for a period of 7 minutes each
filter cell. They currently operate for only 14 minutes per day. These existing backwash pumps can be
used to backwash each of the new filter cells with no changes in conditions. Their operation will go from
14 minutes per day to 28 minutes per day. They backwash at the rate of 3,350 gpm. Each backwash cycle
produces backwash as follows:
Backwash volume = 3,350 gpm x 7 minutes x 4 filters = 93,800 gallons per cycle of 4 filters.
The mud well is 50' x 50' x 8.5'.
Its stage storage is 18,700 gallons per foot.
If the mud well pumps did not pump, the mudwell would rise to 5.01' deep after the backwash of 4 filter
cells. This yields more than 3 feet of freeboard.
The existing mud well pumps are 125 GPM 29' TDH Gorman Rupp Model A3-B 4" flanged suction lift
pumps driven by 5HP 3/60/460 1,750 RPM motors. Both of the pumps and both of the motors need to be
replaced due to wear. The only condition that will change is the duration of operation. At 125 GPM, they

will pump 12.5 hours per day and will tend to even the backwash surge loading to the plant. The pumps
can be replaced with like size pumps and motors.
Splitter Box DesijEn
Rectangular Weir with End Contractions Q (in gpm) = 1495 ^ (L - 0.2 ^ H) ' H41.5 (Land H in feet)
Flow Splitter Welm
11.6owsover welr#I(IengN=Lr) Lr= 3.5 feel
Qr 6owsaverweir#2(length=LJ Lr= 3.5 Met
Q36owsoverweir#30ength=Ls) (dumps Into EQ Basin) Ls= 0 Met
Height of Weir 03 above Wei.#1 and #2 = 1 feet
Height of
Water Level
above
W.I. #F1 6 #2
H
Height of
Water Level
above
Weir #4
H
Q7
OZ
Q3
eMtal
Ratio of Q7
Ratio of Q2
Ratio o1 Q3
(inches
(gpml
(gpm)
(Inches)
(gpm)
(gpm)
to Total
to Total
Io Total
0.0"
n.00
0.00
0.000
0."
0.01
0.50
0.50
OAO
0.251
15.81
15.81
0.000
0.01
31.62
0.50
0.51
0.00
0.501
44.53
44.53
0,000
0.00
89.06
0.50
0.51
a00
0.751
81.63
81.63
0.000
cot
163.26
0.50
0.50
0.00
1.001
125.46
12546
0.000
cot
250.92
050
0.50
0.00
1.251
175.08
175.08
0.000
cot
350.15
0.50
0.50
0.00
1.501
229.82
229.
0.000
0.00
459.61
0.50
0.50
0.00
1.751
289.22
289.2
MODO
0.00
578.44
0.50
0.50
0.00
2.001
352.90
35290
0.000
0.0D
705.
0.50
0.50
0.00
1251
420.55
420.55
0.OD0
0.00
841.11
0.50
0.50
800
2.501
491.93
491e3
_
0.000
0.00
983.86
0.50
0.50
0.00
2718
556.74
556.74
OAOD
0.00
1113.48
0.50
0.50
one
3.001
645.04
645.04
_
O.00D
0.
1290.08
0.50
0.
0.00
1251
726.42
726.42
0.ODO
0.
1452.84
0.50
0.50
0.00
3.5M
810.82
510.82
0.000
0.00
1621.64
0.50
0.50
0.00
3.751
898.11
698.11
0.000
0.00
1796.22
_
0.50
0.50
0.
4.001
988.18
988.18
0.000
0.00
1976.36
0.
0.50
0.
4.251
10B0.92
1080.92
0.000
0.00
2161.83
0.
0.50
0.00
_
4.501
1176.23
1176.23
0.000
0.
2352.45
0.50
MM
0.01
4.751
1274.02
_
1774.02
_ _
O.00D
0.
2548.04
0.60
0.50
0.01
5001
1374.22
1374.
OoDO
0.
274843
0.50
c50
0.00
5.251
1476.74
1476.74
_
0.000
0.00
2953.47
- - 0.60
0.50
0.00
5.501
1681.51
1581.51
0000
oo(
3163.02
0.50
0.50
0.D0
5.751
1688.47
1688.47
0.000
0.00
3376.94
0.50
0.Of
0.D0
6.001
1797.55
1797.55
0.000
cat
3595.10
0.50
0.so
ODD
6.251
1908.70
1908.70
0.000
0.00
3817.40
0.50
0.50
0.00
6.501
2021.86
2021.86
O.ODO
co(
4043.72
0.50
0.60
0.00
6.751
2136.97
2136.97
_
O.ODO
0.00
4273.94
0.50
0.50
0.00
7A01
225199
2253.99
0.000
0.00
4507.98
0.50
0.50
0.00
7.251
2372.87
2372.87
0.000
0.00
4745.74
0.50
0.50
0.00
7.501
---2493.55
2493.56
0.000
0.00
4987.12
0.50
0.50
0.00
_
7.751
2616.02
2616.02
QODO
0.00
5232.04
0.50
0.50
0.00
8.001
_
2740.21
2740.21
QOOD
0.00
5480.42
0.50
0.50
0.00
8.251
2866.09
2866.09
oODO
0.00
5732.17
0.50
0.50
0.00
8.501
2993.62
2993.62
OoDO
0.00
W87.23
0.50
0.
0.00
8,751
3122.76
3122.76
O.DDD
0.00
6245.52
0.60
0.
0.00
9.001
3253.48
3253.48
Q000
0.00
6506,96
0.50
0.50
0.00
9.251
_
3385.75
3385.75
0.000
0.00
6771.49
0.50
0.50
0.00
9.501
3519.53
3519.53
0.000
0."
_
703905
0.
O.W
0.00
9751
3654.79
3654.79
0.000
0.od
7309.58
0.
0.50
0.00
Flaw Spllner Weirs: Qi flows over weir #1 (length = L1), and 02 flows over weir #2 (length = Lr):
Rectangular Weirwlih End Contractions:
Q(in gpm) = 1495•(L - 0.2-H) - H-1.5 (Land Hin Met)
Lr = 3.6 feel
Lr= 3.5 feet
Ls= 0 feet
_Tohl Flow fQi. 012) Rectangular Weir With End Contraction
�01 Flowowr Weir#1
1000 - t 03 Flow over Weir #2 900 -Q3 Flow over Weir#3
E 800
a
rn 700
- 600
%
500
n
Q 400
a 366
200
4
too
0
0 1 2 3 4 5 6 7
Head above Weir (inches)
Rectangular Weir with End Contractions, of Flow Proportion
0.9
0 0.6
0.7
` 0.6
0
0.5
it 0.4
3 0.3
u 0.2
0.1
Q
0
0 1 2 3 4 5 6 7
Head above Weir (Inches)
At design the head over 4 weirs (Each 3.5' long) will be 2.72 inches.
Standby Power
The WWTP has an existing standby power generator with automatic transfer switch capable of powering
the whole WWTP. The three newly proposed 25 HP submersible influent pumps will be replacing the
function of three existing 25 HP suction lift influent pump stations. There will be no net increase in
WWTP HP starting requirements; therefore, the existing generator and transfer switch are adequate.

Water Resources
INVIRONMtNt ^L GUALITY
June 30, 2017
The Honorable Russell Eason
Town of Warsaw
P.O. Box 464
Warsaw, NC 28398
ROY COOPER
("O"Vxx
MICHAEL S REGAN
S JAY ZIMMERMAN
bt-�A�
Subject: NPDES PERMIT ISSUANCE
NPDES Permit NCO021903
Warsaw WWTP
Class WW-3
Duplin County
Dear Mayor Eason:
Division personnel have reviewed and approved your application for renewal of the subject
pennit. Accordingly, we are forwarding the attached final NPDES discharge permit. This permit 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).
The final permit includes the following significant changes from the existing permit:
Section A. (4) has been added to require electronic submission of effluent data. Federal
regulations require electronic submittal of all discharge monitoring reports (DMRs).
Regulatory citations have been added to the permit.
> An updated outfall map has been included.
The final permit includes the following significant changes from the draft permit:
> Monthly average flow in Section A. (1) has been correded to 0.915 MGD, which is consistent
with the previous permit.
Thank you for submitting comments on the draft permit, which were received -via phone call from
Mr. Greg Hughes (in February 7, 2017. Mr. I lughes stated that the monthly average flow limit in the
effluent table read 0.07 MGD, but should have a limit of 0.915 MGD, After review of the permit history,
the monthly average flow has been changed to 0915 MGD, as it was in the previous permit.
If any parts, measurement frequencies or sampling requirements contained in this permit are
unacceptable to you, you have the fight 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 I SOB 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 permit shall be final and binding.
State of North 0141ilina I Frivironmental Ouality! Water ResOutces
1617 Mail Semce C-Ma i Raleigh, NC 2709-1617
919 807 6300 911).807-6389 FAX
Mips lideq nc

Mayor Russell Eason
NCO021903 Renewal
p, 2
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 or need additional information, please (to not hesitate to contact
Brianna Young of my staff at [phone] or via email [Brianna.Young*cdenr.gov].
-Qi9 crely,
S. Jay rimierman, P.
cc: NPDES Files
Central files
Wilmington Regional Office
V I

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 Warsaw
is hereby authorized to discharge wastewater from a facility located at the
Warsaw WWTP
384 East Best Street
Warsaw
Duplin County
to receiving waters designated as StewartS Creek in subbasin 03-06-19 of the Cape Fear
River Basin in accordance with effluent limitations, monitoring requirements, and other
conditions set forth in Parts 1, 11, 111 and IV hereof,
This permit shall become effective August 1, 2017.
This permit and authorization to discharge shall expire at midnight on January 31, 2022,
Signed this day June 30, 2017.
S,/ Zimmerman, P.G
Director, Division of Water Resources
By Authonty of the Environmental Management Commission
Page 1 of 6

Permit NCO021903
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are
hereby revoked, and as of this 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.
Town of Warsaw
is hereby authorized to:
1. Continue to operate an existing 0.915 MGD wastewater treatment system with the
following components:
* Mechanical & manual bar screen
* Triplex influent pump station
* Aerated grit chamber
# Flow splitter
0 Three (3) 305,000 gallons per day oxidation ditches-
0 Four (4) secondary, clarifiers
* Dual tertiary filters
* Gas chlorine disinfection
* Post -aeration
* Continuous flow measurement
* Aerated sludge digester
4 Aerated sludge holding tank
* Two (2) of seven (7) sludge drying beds
# Standby electrical generator
The facility is located at the Town of Warsaw WWTP (384 East Best Street)
southeast of Warsaw in Duplin County.
2. Discharge from said treatment works via Outfall 001, at the location specified on
the attached map into Stewarts Creek [stream ID: 18-68-2-101 currently classified
C; Swamp waters in subbasin 03-06-19 [HUC: 03030006051 of the Cape Fear
River Basin.
Page 2 of 6

Permit NCO021903
Part I
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
115A NCAC 02B.0400 et seq., 15A NCAC 02B.0500 et seq.]
Beginning with the effective date of this permit and lasting until expiration, the Permittee is
authorized to discharge treated wastewater from Outfall 001, Such discharges shall be
limited and monitoredt by the Permittee as specified below:
EFFLUENT LIMITATIONS
MONITORING REQUIREMENTS
EFFLUENT CHARACTERISTICS
Weekly
Measurement
Sample
Sample
ParameterCod 1Monthly
Average
Avenge
Frequency
Type
Location
Flow 50050
0.915 MGD
Continuous
Recording
ent or
InfEluffluent
SOD, "ay, (20°C) I - Summer' C0310
5,0 mgIL
7.5 mg/L
3NVeek
Composite
Inand
fluent
Effluent
SOD, 5-day. (200C) 7 - Winter' C03101
10.0 mgt.
15.0 a9l
I'Week
Composite
and
Influent Effluent
Total Suspended Solids 1 C0530
30,0 mg1L
45.0 mgIL
3/Week
Composite
Influent and
Effluent
NH, as N - Summer' C0610
1.0 mg
mg/L
—!Week
Corn ate
Effluent
NH, as N - Winter, C0610
2.0 mg1L
_3,0
6.0 mg&—
3/Week
Composite
Effluent
Dissolved OMe;— 00300
Daily average > 6.0 mg/L
3/Week
Grab
Effluent
-Fecal Coliform (geometric mean) 31616
2001100 ml 4001100 ml
31Week
Grab
Effluent
Total Residual Chlorine 50060
M8-)tnnu-m
3ANeek
Grab
Effluent
00010
Monitor & Report
Day
Grab
I Effluent
.1
Total Nitro C0600
Monitor & !!pd
Quarterly
Composite
Effluent
Total Phosphor is
Monitor & Report
Quarterly
Composite
Effluent
PH 00400
> 6.0 and < 9 0
steridard units
3/Week
Grab
Effluent
Dissolved Oxygen 00300
Monitor & Report
Variable
Grab
UpstreamDownstream 4
Temperature (a C) 00010
Monitor & Report
Variable
Grab
Upstream &
DownstreaM4
*Sijynmr- April 1- October 31 *WWW November 1- March 31
1. The permitter: shall submit discharge monitoring reports electronically using the NC DWR's eDMR
application system Isee A, (4)],
2. The monthly average. BOD,, and TSS concentrations shall not exceed 15% of their respective
influent values (85% removal).
3. The Division shall consider all effluent TRC values reported below 50 pgll 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 gg/ 1.
4. Upstream = at Meadowbrook Lane. Downstream - at US Hwy 117. Upstream and downstream
samples shall be collected three times per week from June through September and weekly from
October to May.
THERE SHALL BE NO DISCHARGE OF FLOATING SOLIDS OR VISIBLE FOAM IN OTHER THAN
TRACE AMOUNTS
Page 3 of 6

Permit NCO021903
A. (2) INSTREAM MONITORING WAIVER
115A NCAC 0213.0500 et seq.]
Instream sampling requirements are waived as long as the permittee maintains membership
in the Lower Cape Fear Monitoring program. If membership is terminated, the permitte.e
must notify the Division and immediately resume the instream monitoring requirements
described in Part A. (I.) above.
A. (3) PERMIT RE -OPENER: SUPPLEMENTARY NUTRIENT MONITORING
[NCGS 143-215.1 (b)]
Pursuant to N.C. General Statutes Section 143-215.1 and the implementing rules found in
the North Carolina Administrative Code at I SA NCAC 2H.0 112 (b) (1) and 2H.0 114 (a) and
Part II sections B- 12 and B- 13 of this permit, the Director of l,)WQ may reopen this permit to
require supplemental nutrient monitoring of the discharge. The purpose of the additional
monitoring will be to support water quality modeling efforts within the Cape Fear River Basin
and shall be consistent with a monitoring plan developed jointly by the Division and affected
stakeholders. In addition, the results of water quality modeling may require that limits for
total nitrogen and total phosphorus be imposed in this permit upon renewal.
AL (4) ELECTRONIC REPORTING OF 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 11 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
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.
Until such time that the state's eDMR application is compliant with EPA's Cross -Media
Electronic Reporting Regulation (CROMERR), permittees will be required to submit all
discharge monitoring data to the state electronically using eDMR and will be required to
complete the eDMR submission by printing, signing, and submitting one signed original
and a copy of the computer printed eDMR to the following address:
Page 4 of 6

Permit NCO021903
NC DEQ / Division of Water Resources / Water Quality Permitting Section
ArrENTION: central Files
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
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 mailing address above, See
"How to Request a Waiver from Electronic Reporting" section below.
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 Su4m s-SiOus
In accordance with 40 CFR 122.410)(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 CFN 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:
litt �Jjwwa.&O compliancelfinal-national_-pollutant-di!�chyygtLtlimi�tL-
-nat�
---R. ---- w'2.e2, - _yj
systel-n-np4es-electronic-r!Mttmitag:n4lc.
Electronic submissions must start by the dates listed in the "Reporting Requirements*
section above.
3. How to Request a Waiver from Elgectronic Reporting the Division. To
The permittee may seek a temporary electronic reporting waiver from
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
Page 5 of 6

Permit NC0021903
(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 permittec 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:
Littp-1
4. Signatory Requirements [ Hp2le
Section a. (11-11
All cDMRs submitted to the permit issuing authority shall be signed by a person
described in Part 11, Section B. (I l.)(a) or by a duly authori7ed representative of that
person as described in Part 11, Section B. (1 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 el MR system. For more
information on North Carolina's eDTJR system, registering for eDMR and obtaining an
eDMR user account, please visit the following web page:
hjW,itj
j_/deq.nc-Zov abo,-_djvisio4sj':�y
j _
Certification. Any person submitting an electronic DMR lasing the state's eDMR system
shall make the following certification 140 CFR 122.221, NO OTHER STATEMENTS OF
CERTIFICATION WILL BE ACCCEPTED-
7 certib, under penalty of lau), that this document and all attachments were prepared under
my direction or supervision in accordance with a systern designed to assure that qualified
personnel property 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 iitfbrmation, including the possibility of fines and imprison ment for knowing
violations. "
S. Records Retention [Suvolements Section 6.
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 J.
Page 6 of 6

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