NC0078131_Permit Issuance_20181012

NORTH CAROLINA
Environmental Quality
ROY COOPER
Gowrnar
MICHAEL S. REGAN
Secretary
LINDA CULPEPPER
Interim Director
October 12, 2018
Mr. Frank P. Bottorff, City Manager
City of Havelock
PO Box 368
Havelock, NC 28532-0368
Subject: NPDES PERMIT ISSUANCE
NPDES Permit NCO078131
Brown Boulevard WTP
Grade I Physical Chemical WPCS
Craven County
Dear Mr. Bottorff:
Division personnel have reviewed and approved your application for renewal of the subject permit.
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:
1. Language has been updated in Section A. (1) and Section A. (5) to require electronic submission
of effluent data: Federal regulations require electronic submittal of all discharge monitoring
reports (DMRs).
2. Regulatory citations have been added to the permit.
3. Facility grade has been added to the permit.
4. Outfall map has been updated.
5. The facility address has been updated on the cover sheet and Supplement to Permit Cover Sheet
per the renewal application.
6. The components list has been updated on the Supplement to Permit Cover Sheet per the renewal
application.
7. Language has been updated on the Supplement to Permit Cover Sheet.
North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 11617 Mail Service Center I Raleigh, North Carolina 27699-1617
919.707.9000

Mr. Frank Bottorff '
NC0078131 Issued Permit
8. Instream monitoring for pH has been changed to monthly in Section A. (1) per the current water
treatment plant guidance.
9. Instream sampling for salinity and conductivity has been changed to grab sampling in
Section A. (1).
10. Limits have been added for Total Copper and Total Zinc in Section A. (1) based on a reasonable
potential to exceed water quality standards.
11. Former footnote #3 in Section A. (1) concerning a compliance schedule for flow composite
sampling has been removed as the deadline has passed.
12. The footnote regarding total residual chlorine in Section A. (1) has been updated.
13. Language has been updated in Section A. (2).
14. A discharge alternatives analysis has been added as Section A. (3) due to a history of failed
toxicity tests.
15. A compliance schedule has been added as Section A. (4) for Total Copper and Total Zinc.
Please note that the practical quantitation limits (PQLs) for Total Copper is 2 µg/L (per the Inorganic
Chemistry Branch of the Division of Water Resources Water Sciences Section) and monitoring data
should be reportable down to these levels. Per North Carolina 15A NCAC 02B Water Quality Standards
for Surface Waters, the current limits for class SC waters for copper are 3.7 µg/L (acute) and 5.8 µg/L
(chronic). Limits for water treatment plants are determined by evaluating DMR data submitted to the
Division, along with a dilution factor (if applicable) and the maximum monthly average flow reported
in the previous 3 years at the time the review is completed.
Whole Effluent Toxicity test results submitted during the past three years have demonstrated that the
Water Treatment Plant's effluent is showing potential for causing aquatic toxicity in the receiving
stream. As a result, the City of Havelock shall perform a Discharge Alternatives Evaluation as described
in Section A. (3) of this permit. This evaluation is being requested to determine whether there are any
economical and technologically feasible alternatives available to the City of Havelock to comply with
all NC Water Quality Standards. The permittee will be given approximately one permit cycle to evaluate
and document possible treatment/discharge alternatives to eliminate aquatic toxicity. The evaluation
shall be submitted with the permittee's next permit renewal application and will be carefully reviewed
by the Division and the results will be used in the development of a compliance schedule or possible
variance request for the City of Havelock.
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 permit 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.

Mr. Frank Bottorff
NC0078131 Issued Permit
If you have any questions or need additional information, please do not hesitate to contact Brianna
Young of my staff at [phone].
c ely,
Linda Culpepper
Interim Director, Division of Water Resources
cc: NPDES Files
Central files
Washington Regional Office
WSS/Aquatic Toxicology Branch

Permit NCO078131
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
PDES
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
City of Havelock
is hereby authorized to discharge treated wastewater from a facility known as
Brown Boulevard Water Treatment Plant
527 Brown Boulevard
Havelock
Craven County
to receiving waters designated as McCotter Canal, a tributary to Shop Branch, within the Neuse River
Basin in accordance with effluent limitations, monitoring requirements, and other conditions set forth in
Parts I, II, III and IV hereof.
The permit shall become effective November 1, 2018.
This permit and the authorization to discharge shall expire at midnight on June 30, 2023.
Signed this day October 12, 2018.
Interim Director, Division of Water Resources
By Authority of the Environmental Management Commission
Page 1 of 9

Permit NCO078131
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 described herein.
The City of Havelock
is hereby authorized to:
1. Continue to operate an ion exchange and greensand filter water treatment plant with discharge of
wastewaters from Greensand and Ion exchange units. This water treatment plant currently has a
design potable flowrate of 2.8 MGD and a maximum, monthly average wastewater discharge of
0.123 MGD. This facility is located at the Brown Boulevard WTP, 527 Brown Boulevard in
Havelock in Craven County. Water and wastewater treatment consists of
• Four (4) water supply wells
• Two (2) aeration basins
• Oxidation
• Six (6) greensand/anthracite filters
• Four (4) ion -exchange water -softeners
• 1.0 MGD storage tank
• 417,000 gallon clarifier
• 60,000 gallon settling basin
• 12" discharge line
• Dechlorination using liquid calcium thiosulfate
• Six (6) sludge drying beds
• Chemical usage consists of:
o Sodium permanganate
o Zinc orthophosphate
o Sodium hypochlorite
o Ammonium sulfate
2. Discharge from said treatment works via Outfall 001 at a location specified on the attached map,
into McCotter Canal, a tributary to Shop Branch [Stream Segment: 27-115-3], a waterbody
currently classified SC; Sw, NSW within subbasin 03-04-10 [HUC: 0302020405] of the Neuse
River Basin.
Page 2 of 9

Permit NCO078131
PART I
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
[ 15A NCAC 02B .0400 et seq., 02B .0500 et seq.]
Grade I Physical Chemical WPCS [15A NCAC 08G .0302]
During the period beginning on the effective date of this permit and lasting until expiration, the
Permittee is authorized to discharge filter backwash via Outfall 001. Such discharges shall be limited
and monitored' by the Permittee as specified below:
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I.�QGatio�n
Flow (MGD) 50050
Continuous
Recording
E
Total Suspended Solids C0530
30.0 mg/L
45.0 mg/L
2/Month
Composite
E
Total Residual Chlorine 3 50060
13 Ng/L
2/Month
Grab
E
pH 00400
Not < 6.5 or > 8.5
standard units
2/Month
Grab
E
pH (s.u.) 00400
Monthly
Grab
U & D 7
Salinity (ppth) 00480
Monthly
Composite
E
Salinity (ppth) 00480
Monthly
Grab
U & D 7
Conductivity (Nmhoskrn) 00094
Monthly
Composite
E
Conductivity (Nmhoskrn) 00094
Monthly
Grab
U & D 7
Dissolved Oxygen (mg/L) 00300
Monthly
Grab
E 7
U&D
Total Dissolved Solids (mg/L) 70295
Monthly
Composite
E
Turbidity (NTU) 00070
Monthly
Grab
E
Total Copper 4 01042
3.70 Ng/L
5.80 Ng/L
Monthly
Composite
E
Total Chloride (mg/L) 00940
Monthly
Composite
E
Total Iron (Ng/L) 01045
Monthly
Composite
E
Total Manganese (pg/L) 01055
Monthly
Composite
E
Total Zinc 4 01092
85.6 Ng/L
95.1 Ng/L
Monthly
Composite
E
Ammonia Nitrogen (mg/L) C0610
Monthly
Composite
E
TKN (mg/L) 00625
Monitor
& Report
Quarterly
Composite
E
NO3-N + NO2-N (mg/L) 00630
Monitor & Report
Quarterly
Composite
E
Total Nitrogen 5 (mg/L) C0600
Monitor & Report
Quarterly
Composite
E
Total Phosphorus (mg/L) C0665
Monitor & Report
Quarterly
Composite
E
Acute WET Testing 6 TGE3E
Monitor & Report
Quarterly
Composite
E
Footnotes:
1. The permittee shall submit discharge monitoring reports electronically using the NC DWR's eDMR
application system [see Section A. (5)].
2. E = Effluent; U = upstream at least 50 feet from the outfall; D = downstream at least 100 feet 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.
Page 3 of 9

Permit NCO078131
4. See Section A. (4) for compliance schedule.
S. For a given wastewater sample, TN = TKN + NO3-N + NO2-N, where TN is Total Nitrogen, TKN is Total
Kjeldahl Nitrogen, and NO3 N and NO2 N are Nitrate and Nitrite Nitrogen, respectively.
6. Whole Effluent Tonicity (WEI) testing using Mysidopsis bahia shall be performed as 24-day pass/fail test at
90% effluent concentration, during January, April, July and October [See Section A. (2)].
7. If no stream flow is available to sample, indicate "no stream flow" on the DMR.
Samples shall be taken at the outfall but prior to mixing with the receiving waters.
There shall be no discharge of floating solids or foam in other than trace amounts.
Page 4 of 9

Permit N00078131
A. (2) ACUTE TOXICITY PASS/FAIL MONITORING ONLY (QUARTERLY)
[15A NCAC 02B .0500 et seq.]
The permittee shall conduct acute toxicity tests on a quarterly basis using protocols defined in the North
Carolina Procedure Document entitled "Pass/Fail Methodology For Determining Acute Toxicity In A
Single Effluent Concentration" (Revised -December 2010 or subsequent versions). The monitoring shall] -
be performed as a Mysid Shrimp (Mysidopsis Bahia) 24 hour static test. The effluent concentration at
which there may be at no time significant acute mortality is 90% (defined as treatment two in the
procedure document).. The tests will be performed during the months of January, April, July, and
October. These months signify the -first month of each three month toxicity testing quarter assigned to
the facility. Effluent sampling for this testing must be obtained during representative effluent discharge
and shall be performed at the NPDES permitted final effluent discharge below all treatment processes.
All toxicity testing results required as part of this permit condition will be entered on the Effluent
Discharge Monitoring Form (MR-1) for the month in which it was performed, using the parameter code
TGE3E. Additionally, DWR Form AT-2 (original) is to be sent to the following address:
Attention: North Carolina Division of Water Resources
Water Sciences Section/Aquatic Toxicology Branch
1621 Mail Service Center
Raleigh, NC 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Water Sciences Section no later than 30
days after the end of the reporting period for which the report is made.
Test data shall be complete and accurate and include all supporting chemical/physical measurements
performed in association with the toxicity tests, as well as all dose/response data. Total residual chlorine
of the effluent toxicity sample must be measured and reported if chlorine is employed for disinfection of
the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is
required, the permittee will complete the information located at the top of the aquatic toxicity (AT) test
form indicating the facility name, permit number, pipe number, county, and the month/year of the report
with the notation of "No Flow" in the comment area of the form. The report shall be submitted to the
Water Sciences Section at the address cited above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required, then
monthly monitoring will begin immediately. Upon submission of a valid test, this monthly test
requirement will revert to quarterly in the months specified above.
Should any test data from either these monitoring requirements or tests performed by the North Carolina
Division of Water Resources indicate potential impacts to the receiving stream, this permit may be re-
opened and modified to include alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum control
organism survival and appropriate environmental controls, shall constitute an invalid test and will
require immediate follow-up testing to be completed no later than the last day of the month following
the month of the initial monitoring.
Page 5 of 9

Permit NCO078131
A. (3) DISCHARGE ALTERNATIVES EVALUATION
The Permiee shall assess potential alternatives to eliminate Whole Effluent Toxicity (WET) test failures.
This evaluation shall assess the feasibility of all the following alternatives.
1. Connect discharge to a WWTP: Determine whether the wastewater can be discharged to a wastewater
treatment plant. Approval or disapproval from the plant operator should be acquired.
2.Obtain a Non -discharge permit: Eliminate the surface water discharge by obtaining a non -discharge
permit for spray irrigation, infiltration, or subsurface disposal (on -site drainfield, infiltration gallery,
injection wells).
3. Install Wastewater Treatment: Install improved wastewater treatment to enable the facility effluent to
consistently pass the WET test. If this is not technically feasible or cost prohibitive, please explain and
provide estimated costs.
4. Use Alternative Water Treatment Source: Obtain drinking water from another source (nearest
County, City, or Town or other wells) so the discharge or toxicity problem is eliminated.
5. Use Alternative Water Treatment Method: Install alternative and/or innovative water treatment
methods or operational improvements that do not .produce toxic wastewaters. For example, install a
recycle iron/manganese filtration system with no discharge or combine discharge with WWTP or
cooling water effluents.
6. Discharge to a Larger waterbody/Perform a dilution model: Relocate the facility's discharge to a
larger receiving waterbody to eliminate or reduce toxic impacts to the receiving waterbody given the
increased dilution. If applicable, perform a dilution model to receive allowance for stream dilution in
WET test.
7. Combination of Alternatives: Employ any combination of the alternatives listed above that would
result in eliminating or decreasing toxicity until a more feasible solution becomes available.
The evaluation shall include a present value of costs analysis for all technologically feasible options as
outlined in the Division's "Engineering Alternatives Analysis Guidance Document." This Document can be
found at: hq://yortal.ncdenr.or web/wq/swp/ps/npdes/permits.
This evaluation is being requested to determine whether there are any economical and technologically
feasible alternatives available to the Permiee to address aquatic toxicity in the plant effluent. Based upon
the evaluation, please identify viable alternatives and present an implementation schedule and project
timeline for the preferred alternative. The Pernittee shall submit the Discharge Alternatives Evaluation to the
Division along with the submission of their next permit renewal application (due 6 months prior to permit
expiration) to:
NC DENR / Division of Water Resources / Water Quality Permitting
NPDES, Wastewater Branch
1617 Mail Service Center, Raleigh, NC 27699-1617
Page 6 of 9

Permit NCO078131
A. (4) SCHEDULE OF COMPLIANCE (OUTFALL 001)
[G.S. 143-215.1(b)]
1. Within one year from the effective date of the permit the Permittee shall submit to the Division of
Water Resources a Corrective Action Plan summarizing the actions or strategy to be taken to achieve
compliance with the Total Copper and Total Zinc limits at Outfall 001. Specific dates for completion
or implementation of each action shall be included.
2. Within two years from the effective date of the permit submit a report to the Division summarizing
actions taken in accordance with the Corrective Action Plan.
3. Within three years from the effective date of the permit submit a report to the Division summarizing
actions taken in accordance with the Corrective Action Plan.
4. Within four years from the effective date of the permit submit a report to the Division summarizing
actions taken in accordance with the Corrective Action Plan.
5. Achieve compliance with Total Copper and Total Zinc limits specified in Section A. (1) within five
years of the permit effective date.
Upon approval of the Corrective Action Plan by the Division, the report and actions become an enforceable
part of this permit. Any modifications to the schedule shall be requested to the Division at least ninety (90)
days before the deadline. Modifications to the schedule in excess of four months will be subject to public
notice.
A. (5) 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 II of this
permit (Standard Conditions for NPDES Permits):
• Section B. (11.)
• Section D. (2.)
• Section D. (6.)
• Section E. (5.)
Signatory Requirements
Reporting
Records Retention
Monitoring Reports
1. Reporting Requirements [Supersedes Section D. (2.) and Section E. (5.) (a)l
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 7 of 9

Permit NC0078131
NC DEQ / Division of Water Resources / Water Quality Permitting Section
ATTENTION: 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 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: httt)s://www.federalregister.aov/documents/2015/10/22/2015-24954/national-pollutant-
discharee-elimination-system-npdes-electronic-reportin -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
Page 8 of 9

Permit NCO078131
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:
httv://dgg.nc.gov/about/divisions/water-resources/edmr
4. Sitnatory Requirements [Supplements Section B. (11.) (b) and Supersedes Section B. (11.) (d)1
All eDMRs submitted to the permit issuing authority shall be signed by a person described in Part II,
Section B. (I 1.)(a) or by a duly authorized representative of that person as described in Part. II, Section
B. (11.)(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 eDMR system. For more information on North Carolina's eDMR
system, registering for eDMR and obtaining an eDMR user account, please visit the following web
page:
hqp://deg.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 of
,fines and imprisonment for knowing violations. "
5. Records Retention [Supplements Section D. (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 ].
Page 9 of 9

City of Havelock
Brown Boulevard WTP
NPDES Permit NCO078131
Receiving Stream: McCotter Canal to Shop Branch
Stream Segment: 27-115-3 Stream Class: SC; Sw, NSW
River Basin: Neuse Sub -Basin #: 03-04-10
County: Craven HUC:0302020405
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Facility Location
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FACT SHEET FOR EXPEDITED PERMIT RENEWALS
This form must be completed by Permit Writers for all expedited permits which do not require
full Fact Sheets. Expedited permits are generally simple 100% domestics (e.g., schools, mobile
home parks, etc) that can be administratively renewed with minor changes, but can include
facilities with more complex issues (Special Conditions, 303(d) listed water, toxicity testing,
instream monitoring, compliance concerns).
Basic Information for Exaedited Permit Renewals
Permit Writer / Date
Brianna Young 9/28/18
Permit Number
NCO078131
Facility Name / Facility Class
Brown Boulevard WTP / PC-1
Basin Name / Sub -basin number
Neuse / 03-04-10
Receiving Stream / HUC
McCotter Canal to Shop Branch /
0302020405
Stream Classification / Stream Segment
SC; Sw, NSW / Segment: 27-115-3
Does permit need Daily Maximum NH3
limits?
N/A
Does permit need TRC limits/language?
Already resent
Does permit have toxicity testing? IWC (%)
if so
Yes; IWC = 90%
Does permit have Special Conditions?
Yes; Added discharge alternatives evaluation
for failed tox tests
Does permit have instream monitoring?
Yes — pH, salinity, conductivity,and DO
Is the stream impaired on 303 d list)?
No
Any obvious compliance concerns?
Yes; see below
Any permit mods since last permit?
Yes; per cover letter with application, the
facility is undergoing a complete redesign
see below
New expiration date
6/30/2023
Comments on Draft Permit?
Yes see below
Facility Overview:
The Brown Boulevard WTP is an ion exchange and greensand WTP that uses water
softeners and is designed for a potable flowrate of 2.8 MGD and has an average
wastewater discharge of 0.100 MGD (per renewal application). The facility generates
backflow with a continuous discharge. The maximum, monthly average discharge
between June 2015 and May 2018 was approximately 0.123 MGD. This facility is not a
member of the LNBA/NRCA Monitoring Coalition (information available at time draft
permit was submitted to public notice indicated facility was a member; Mark Vander
Borgh [WSS/Ecosysteme Branch] confirmed it is not via email 8/17/18).
Raw water treatment consists of.
• 2 aeration basins
• Oxidation
• Sodium permanganate for oxidation
• 6 greensand filters

• 4 ion exchange softeners
• Zinc orthophosphate
• Sodium hypochlorite
• Ammonia
• 1.0 MGD ground storage tank
Wastewater treatment consists of:
• 417,000 gallon clarifier (WaRO states 450,000 gallons with no available
freeboard)
• 60,000 gallon basin (WaRO states 63,000 gallons with no available freeboard)
• Calcium thiosulfate for chlorine removal
• 12" line to discharge
• Solids are wasted and applied to 6 drying beds, then hauled to the landfill
New components at facility since previous renewal:
• 417,000 gallon clarifier
• Polishing basin
• Effluent meter vault
• Dechlorination station
• 12" discharge line will empty into the existing discharge point
• 6 drying beds
• Dechlorination method has changed from tablets to liquid calcium thiosulfate
Compliance History (May 2013 to June 2017):
• 12 NOVs for daily TSS exceedances (all between December 2014 and February
2018)
• 16 NOVs for monthly TSS exceedances (all between December 2014 and
February 2018)
• Failed 10 of last 12 toxicity tests
RPA:
The maximum monthly average flow between June 2015 and May 2018 was
approximately 0.123 MGD.
• Copper — Limits added per RPA; reasonable potential to exceed WQS
• Zinc — Limits added per RPA; reasonable potential to exceed WQS
NCG59 General Permit Eligibility (for Greensand WTPs):
• They use IE treatment technology in addition to greensand treatment, therefore
they are not eligible for the NCG59

Changes from previous permit to draft:
• Updated eDMR footnote in A(1) and language in A(5)
• Updated outfall map
• Added regulatory citations
• Added facility grade in A(1)
• Updated facility address on cover sheet and Supplement to Permit Cover Sheet
per renewal application
• Components list updated on Supplement to Permit Cover Sheet per renewal
application
• Updated language on Supplement to Permit Cover Sheet per 2012 WTP guidance
• Increased downstream monitoring to 100 feet from outfall
• Changed instream pH monitoring to monthly in A(1) per 2012 WTP guidance
• Changed instream salinity and conductivity sampling from composite to grab in
A(1) — instream should be grab sampling
• Limits added for total copper per RPA in A(1)
• Limits added for total zinc per RPA in A(1)
• Added "Monitor & Report" for WET testing in A(1)
• Removed former footnote #3 concerning flow in A(1) stating "The Town will
have until March 1, 2016, approximately 18 months from the effective date of this
permit, to install a continuous flow meter. Until then instantaneous measurements
can be taken with the duration of discharge to be noted in log books and a total
daily discharge reported on the DMR" as the deadline has passed and the facility
should be monitoring continuously
• Updated TRC footnote in A(1) to current language used
• Updated tox language in A(2)
• Added discharge alternatives analysis as A(3) due to history of failed WET tests
• Added compliance schedule as A(4) for copper and zinc limits
Monitoring for TKN and NO3-N+NO2-N will remain in the permit as the source water for
the plant is an aquifer and not surface water - deviation from the 2009 WTP strategy
Changes from draft to final:
• None
Comments received on draft permit:
Scott Vinson (WaRO; via phone 7/16/18)
• Concerns about setbacks of the drying beds as they may not have the appropriate
setbacks from property lines
• Does not remember Havelock applying for an ATC through us to do the work or
the drying beds
o Did they go through DWI to make upgrades and build stuff?
• Drying beds are already built — what do we do if they didn't get an ATC or go
through NPDES or DWI?

• Scott Vinson response (via phone 7/17/18): Dealing with drying beds issue
separately — move forward with permit
Scott Vinson (WaRO; via email 9/4/18)
• Their ORC has a question (see below). The answer to it will be yes, they will have
to do an alternatives analysis evaluation by the end of this next cycle. Regardless
of whether they continue to pass their future toxicity tests after the recent
upgrades, UNLESS you know different?
o ORC question: On our new draft permit it states, because of all the failed
toxicity tests in the past, that we are to look at discharge alternatives. I
thought this plant upgrade was for that purpose? We did pass our first
toxicity this past July under the new plant. My question is, do we have to
do this alternatives evaluation as long as we keep passing?
o DWR response: My understanding is that if the condition is in the permit,
they are required to do the alternatives analysis even if they pass future
toxicity tests. However, given the ORC indicates the plant has already
undergone upgrades to address toxicity issues, I could speak with staff
here on what the appropriate action should be before the permit is
finalized.
o Scott Vinson response: We need to keep the alternative analysis
requirement in this permit. I'm going to explain to the ORC that the
upgrades they've done now would be a good argument within the
alternatives evaluation to help them keep the discharge, as long as they
start and continue to pass their future toxicity tests through to the end of
this next permit cycle. If they continue to fail the toxicity tests, then they
are back to square one with needing the alternative evaluation for the next
permit renewal.

169993 Affidavit of Publication
15494667 New Bern Sun Journal
Page 1 of 2 New Bern, NC
Personally appeared before me, a Notary Public of the County of Craven, State of North Carolina, on this the 27th day of August,
` 20018
of The Sun Journal, who being duly sworn, states that the advertisement entitled PERMIT RENEWAL NCO078131 a true copy of
which is printed herewith, appeared in The Sun Journal, a newspaper published in the City of New Bern, NC, County of Craven,
State of North Carolina, 1 day-a­weekltu—,:e21r on the following dates:
August 27, 2018
NORTH CAROLINA
CRAVEN COUNTY
PUBLIC NOTICE
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION/NPDES UNIT
1617 MAIL SERVICE CENTER
RALEIGH, NC 27699-1617
NOTICE OF INTENT TO ISSUE A NPDES WASTEWATER PERMIT
The North Carolina Environmental Management Commission proposes to issue a NPDES wastewater discharge permit
to the person(s) listed below. Written comments regarding the proposed permit will be accepted until 30 days after the
publish date of this notice. The Director of the NC Division of Water Resources (DWR) may hold a public hearing
should there be a significant degree of public interest. Please mail comments and/or information requests to DWR at
the above address. Interested persons may visit the DWR at 512 N. Salisbury Street, Raleigh, NC to review information
on file. Additional information on NPDES permits and this notice may be found on ourwebsite:
http://deq. nc.gov/about/divisions/water-resources/water-resources-permits/wastewater-branch/npdes-wastewater/public
-notices,or7-6397
City of Havelock, Craven County, has applied to renew NPDES permit for the Brown Boulevard Water Treatment Plant
INCo078131] discharging filter -backwash wastewater to McCotter Canal, a tributary to Shop Branch, in the Neuse River
Basin. This discharge may affect future wasteload allocations in this portion of Shop Branch. NCO030406: Town of
River Bend requested renewal of permit for Town of River Bend WWTP/ Craven County. This permitted facility
discharges into Trent River/ Neuse River Basin. Currently, ammonia nitrogen and total residual chlorine are water
quality limited.
August 27, 2018 (adv)

169993
15494667
Page 2 of 2
Affidavit of Publication
New Bern Sun Journal
New Bern, NC
Subscribed and sworn to this 27th day of August, 2018
N",—Ak � �, )%-a � in=,cN
X
Notary Public

Young, Brianna A
From: Vander Borgh, Mark
Sent: Friday, August 17, 2018 11:41 AM
To: Young, Brianna A
Subject: RE: Draft NPDES Permit for Brown Boulevard WTP (NC0078131)
Ok Brianna, my research finds this facility as not being part of the LNBA. I've talked with the Director and he
agrees/confirms that. Thanks for the exercise in tracking it all down. Please let me know if there is anything you need
from me to correct it on your end.
Have a good weekend!
From: Young, Brianna A
Sent: Friday, August 17, 2018 11:15 AM
To: Vander Borgh, Mark <[e-mail]>
Subject: RE: Draft NPDES Permit for Brown Boulevard WTP (NC0078131)
I apologize for the error. My information indicated that the WTP was a member of the LNBA. Thank you for letting me
know.
Brianna Young
Environmental Specialist II
Compliance and Expedited Permitting Unit
Division of Water Resources
Department of Environmental Quality
Office: 919-707-3619 (NEW)
Brianna.Youno(o)ncdenr.00v
Mailing address:
1617 Mail Service Center
Raleigh, NC 27699-1617
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
From: Vander Borgh, Mark
Sent: Thursday, August 16, 2018 10:16 AM
To: Young, Brianna A <[e-mail]>
Subject: RE: Draft NPDES Permit for Brown Boulevard WTP (NC0078131)
Hi Brianna, I don't have this facility listed as a member of the LNBA. The City of Havelock W WTP is, but not the WTP.
From: Young, Brianna A
Sent: Thursday, August 16, 2018 9:41 AM
To: Vander Borgh, Mark <[e-mail]>
Subject: Draft NPDES Permit for Brown Boulevard WTP (NC0078131)
Good morning Mark,

Attached is the draft NPDES permit for the Brown Boulevard WTP (NC0078131), which was submitted to public notice
this week. This facility is a member of the LNBA/NRCA Monitoring Coalition. Please provide any comments by
September 15".
Thank you,
Brianna Young
Environmental Specialist II
Compliance and Expedited Permitting Unit
Division of Water Resources
Department of Environmental Quality
Office: 919-707-3619 (NEW)
13rianna.Youna0-ncdenr.aov
Mailing address:
1617 Mail Service Center
Raleigh, NC 27699-1617
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.

Saltwater RPA 95% Probablity/95% Confidence
MAXIMUM DATA POINTS = 58
REQUIRED DATA ENTRY
Table 1. Project Information Table 2. Parameters of Concern
❑CHECK IF HQW OR ORW WQS
Facility Name
Brown Boulevard WTP
W WTP/WTP Class
PC-1
NPDES Permit
NCO078131
Outfall
001
Flow, Qw (MGD)
0.123
McCotter Canal to Shop Branch
Receiving Stream
SC; Sw, NSW
Stream Class
7010s (cfs)
Tidal, IWC = 100%
7Q10w (cfs)
_ ,. Tidal, IWC = 1
3002 (cfs)
Tidal, IWC = 1006
QA (cfs)
1 Q1 Us (cfs)
Tidal, IWC= 100%
Data Source(s)
vater streams are tidal resulting to alt IWO %= iuuv..
approved model is conducted then a chronic dilution
r is determined and can be applied to a discharge to
date its IWC %. If a stream is classified as a SA or
/ then its is also classified as a HOW. The appropriate
%must be defined to properly calculate WQS-based
ParOl
icii
Par03
Par04
Par05
Par06
Par07
Pa'08
Par09
Par10
Par11
Par12
Par13
Par14
Parl5
Par16
Par17
Paria
Parl9
Par20
ar21
Par22
Name wos Type Chronic Modifier Acute PQL Units
Arsenic
Aquatic Life
C
36
SW
69
ug/L
Arsenic
Human Haab
C
10
HH
ug/L
Cadmium
Aquatic Life
NO
8.9
SW
40.2
ug/L
Total Phenolic Compounds
Aquatic Life
NO
300
A
10
ug/L
Chromium VI
Aquatic Life
NO
50.4
SW
1107.8
ug/L
Chromium, Total
Aquatic ore
NO
N/A
SW
N/A
ug/L
Copper
Aquatic Life
NO
3.7
SW
5.8
ug/L
Cyanide
Aquatic Life
NO
1
SW
1
10
ug/L
Lead
Aquatic ule
NO
8.5
SW
220.8
ug/L
Mercury
Aquatic Life
NO
25
SW
0.5
nglL
Molybdenum
Human Health
NC
2-0
HH
mg/L
Nickel
Aquatic Life
NO
8.3
SW
74.7
ug/L
Selenium
Aquatic Life
NO
71
SW
ug/L
Silver
Aquatic Life
NO
0.1
SW
2.2
ug/L
Zinc
Aquatic Life
NO
85.6
SW
95.1
ug/L
NOTE: The aquatic life chronic and acute WQS for several metals are calculated based on EPA conversi
see "Dins. SW stds. As TM" for more details and summary of calculated WQS..
NCO078131 Saltwater RPA,input
8/8/2018

REASONABLE POTENTIAL ANALYSIS - DATA
Copper
Date
Data
BDL-112DL
1
11/14/2013
10
10
2
12/11/2013
<
10
5
3
1/8/2014
<
10
5
4
2/19/2014
<
10
5
5
3/12/2014
<
10
5
6
41912014
<
10
5
7
5113/2014
<
10
5
8
6/11/2014
<
10
5
9
7/8/2014
<
10
5
10
8112/2014
<
10
5
11
9/312014
<
10
5
12
10/7/2014
<
10
5
13
11/5/2014
<
10
5
14
12/10/2014
<
10
5
15
1/13/2015
<
10
5
16
2/10/2015
<
10
5
17
3/10/2015
<
10
5
18
4/8/2015
<
10
5
19
5/6/2015
<
10
5
20
6/9/2015
<
10
5
21
7/14/2015
<
10
5
22
8/12/2015
12
12
23
9/10/2015
<
10
5
24
10/9/2015
<
10
5
25
11/10/2015
15
15
26
12/10/2015
<
10
5
27
1/5/2016
<
10
5
28
V9/2016
<
10
5
29
3/8/2016
<
10
5
30
4/5/2016
<
10
5
31
5/10/2016
<
10
5
32
6/7/2016
<
10
5
33
7/12/2016
<
10
5
34
8/9/2016
<
10
5
35
9l7/2016
<
10
5
36
10/5/2016
11
11
37
11/9/2016
<
10
5
38
12/6/2016
<
10
5
39
1/10/2017
<
10
5
40
2/8/2017
<
10
5
41
3/8/2017
<
10
5
42
4/4/2017
<
10
5
43
5/3/2017
27
27
44
6/6/2017
<
10
5
45
7110/2017
<
10
5
46
8/8/2017
<
10
5
47
9/12/2017
<
t0
5
48
10/3/2017
<
10
5
49
11/7/2017
<
101
50.5
50
12/6/2017
<
10
5
51
1/9/2018
<
10
5
52
2/6/2018
<
10
5
53
3/13/2018
<
10
5
54
4/10/2018
<
10
5
55
502018
<
10
5
56
57
58
Values" then "COPY"
. Maximum data
Poinm=58
Results
Std Dev.
6.9368
Mean
6.7364
C.V.
1.0298
n
55
Mult Factor =
1.0200
Max. Value
50.50 ug/L
Max. Fred Cw
51.51 ug/L
Zinc
a,Mazimu".data
Polnm=58
Date Data
BDL=112DL
Results
1
11/14/2013
171
171
Std Dev.
25.0963
2
12/11/2013
93
93
Mean
55.0909
3
1/8/2014
47
47
C.V.
0.4555
4
2/19/2014
32
32
n
55
5
3112/2014
85
85
6
4/9/2014
40
40
Mult Factor =
1.0100
7
5/13/2014
51
51
Max. Value
171.0 ug/L
8
6/11/2014
106
106
Max. Fred Cw
172.7 ug/L
9
7/8/2014
51
51
10
8/12/2014
34
34
11
9/3/2014
37
37
12
10t7I2014
58
58
13
11/5/2014
36
36
14
12/10/2014
72
72
15
1/13/2015
42
42
16
2/10/2015
56
56
17
3/10/2015
64
64
18
4/8/2015
67
67
19
5/6/2015
69
69
20
6/9/2015
50
50
21
7/14/2015
46
46
22
8112I2015
34
34
23
9/10/2015
40
40
24
1019/2015
58
58
25
11/10/2015
37
37
26
12/10/2015
37
37
27
115/2016
34
34
28
2/912016
70
70
29
3/8/2016
42
42
30
4/5/2016
45
45
31
5/10/2016
48
48
32
6/7/2016
48
48
33
7/12/2016
86
86
34
8/9/2016
46
46
35
9/7/2016
42
42
36
10/5/2016
54
54
37
11/9/2016
44
44
38
12/6/2016
25
25
39
1/10/2017
40
40
40
2/8/2017
50
50
41
3/8/2017
53
53
42
4/4/2017
35
35
43
5/3/2017
71
71
44
6/6/2017
73
73
45
7/10/2017
56
56
46
8/8/2017
72
72
47
9/12/2017
59
59
48
1002017
67
67
49
11612017
79
79
50
12/6/2017
58
58
51
1/9/2018
78
78
52
2/6/2018
88
88
53
3/13/2018
20
20
54
4/10/2018
12
12
55
5/9/2018
22
22
56
57
58
NC0078131 Saltwater RPA.data
Date}

Brown Boulevard WTP
NCO078131
Saltwater RPA 95% Probablity/95% Confidence
MAXIMUM DATA POINTS = 58
Qw (MGD) = 0.12
1QIOS (cfs)= Tidal, IWC = 100%
7QIOS (cfs) = Tidal, IWC = 100%
7QIOW (cfs)= Tidal, IWC = 100%
30Q2 lets) = Tidal, IWC =100%
Avg. Stream Flow, QA (efs)= Tidal, IWC = 100%
Receiving Stream: McCotter Canal to Shop Branch
WWTP/WTP Class: PC-1
IWC% @ IQIOS = 100
IWC%@7Q10S= 100
IWC%@7Q10W= 100
IWC%@30Q2= 100
IWC%@QA= 100
Stream Class: SC; Sw, NSW
Outfall 001
Qw = 0.12346667 MGD
PARAMETER
NC STANDARDS OR EPA CRITERIA
N
REASONABLE POTENTIAL RESULTS
TO
a
z
RECOMMENDED ACTION
Applied
Chronic Acute
❑ N Del Max Pred Cw Allowable Cw
Standard
Acute: 5.80
RPAfornon-AL- apply Monthly Monitoring
Copper
NC
3.7 SW(7QIOs) 5.8
u;r l_
55 5
51.51
with Limit
_
Chronic: 3.70
_
RPAfornon-AL -apply MonthlyiWQi ring
55 values > Allowable Cw
with Limit
Acute: 95.1
RPAfor non -AL - apply Monthly Monitoring
r"m
NC
85.6 SW(7QIOs) 95.1
ug/L
55 55
172.71
with Limit
_ _ _
Chronic: 85.6
RPAfor non -AL - apply Monthly Monitoring
5 values > Allowable Cw
with Limit
NCO078131 Saltwater RPA,rpa
Page 1 of 1 8/8/2018

State of North Carolina
Division of Water Resources
Water Quality Regional Operations Section
Environmental Staff Report
Quality
To: ® NPDES Unit ❑ Non -Discharge Unit Application No.: NCO078131
Attn: Brianna Young, Compliance and Expedited Permitting Unit Facility name: Brown Blvd. WTP
From: Scott Vinson
Washington Regional Office
Note: This form has been adapted from the non -discharge facility staff report to document the review of both non -
discharge and NPDES permit apolications and/or renewals. Please complete all sections as thev are anolicable.
I. GENERAL AND SITE VISIT INFORMATION RECEIVED/DENR/DWR
1. Was a site visit conducted? ® Yes or ❑ No JUL 16 2018
a. Date of site visit: 7/5/2018 Water Resources
b. Site visit conducted by: Scott Vinson Permitting Section
c. Inspection report attached? ® Yes or ❑ No
d. Person contacted: David Hemenwav and their contact information: 252) 444 - 6420 ext.
e. Driving directions: Located on Brown Blvd. at the intersection with Webb Blvd., Havelock, NC.
2. Discharge Point(s):
Latitude: 34.8599 Longitude:-76.8936
3. Receiving stream or affected surface waters: UT to Shop Branch prior to Hancock Creek
Classification: SC; Sw, NSW Index No.: 27-115-3
River Basin and Subbasin No.: Neuse River Basin & 03-04-10
Describe receiving stream features and pertinent downstream uses: The WTP discharges to the roadside
ditch that runs south the length of Brown Blvd. before emptying into the receiving stream which is a fresh
water canal system (UT to Shop Branch) that runs about 2 miles from the discharge point before entering
consumption: aquatic life propagation and survival: and wildlife. These are Nutrient Sensitive Waters
which need additional nutrient management due to being subject to excessive growth of microscopic or
macroscopic vegetation.
II. PROPOSED FACILITIES: NEW APPLICATIONS - n/a
III. EXISTING FACILITIES: MODIFICATION AND RENEWAL APPLICATIONS
1. Are there appropriately certified Operators in Charge (ORCs) for the facility? ® Yes ❑ No ❑ N/A
ORC: David Hemenwav Certificate #: PC -I, 28581 Backup ORC: Jacquelyn Acha Certificate #:PC -I 1001046
2. Are the design, maintenance and operation of the treatment facilities adequate for the type of waste and disposal
system? ® Yes or ❑ No
If no, please explain:
FORM: WQROSSR04-14 Page I of

Description of existing facilities: The WTP's backwash discharge enters a new 450,000 gallon settling basin with
coned bottom and rotating scrapper arm prior to be pumped to the secondary 63,000 gallon settling./polishing
basin with floating decanter prior to being discharged. Dechlor tablets are no longer used The sodium sulfite
tablets have been replaced with liquid Captor as the new dechlorination method with a small shed housing the
stored liquid, pumps and meters. Solids from the bottom of both settling basins are pumped in a slurry to one of
six (6) new drying beds. Dried solids are then hauled to the landfill for final disposal /// The potable water side
of the plant consists of four (4) water supply wells, aeration basins, oxidation six (6) greensand filters, four (4)
ion -exchange water-softners and a 1,000,000 gallon potable water storage tank. Chemicals used on the potable
water side include, bleach, zinc orthophosphate, sodium. permanganate, and ammonium sulfate.
Proposed flow: 0.271 MGD
Current permitted flow: n/a
Explain anything observed during the site visit that needs to be addressed by the permit, or that may be important
for the permit writer to know (i.e., equipment condition, function, maintenance, a change in facility ownership,
etc.)
3. Are the site conditions (e.g., soils, topography, depth to water table, etc) maintained appropriately and adequately
assimilating the waste? ® Yes or ❑ No
If no, please explain:
4. Has the site changed in any way that may affect the permit (e.g., drainage added, new wells inside the compliance
boundary, new development, etc.)? ® Yes or ❑ No
If yes, please explain: A new 450,000 gallon settling tank, 6 new drying beds and a change in dechlor method
warrents changing the wastewater treatment system within the permit.
5. Is the residuals management plan adequate? ® Yes or ❑ No
If no, please explain:
6. Are the existing application rates (e.g., hydraulic, nutrient) still acceptable? ❑ Yes or ❑ No ® N/A
If no, please explain:
7. Is the existing groundwater monitoring program adequate? ❑ Yes ❑ No ® N/A
If no, explain and recommend any changes to the groundwater monitoring program:
8. Are there any setback conflicts for existing treatment, storage and disposal sites? ® Yes or ❑ No
If yes, attach a map showing conflict areas. There may be setback conflicts with the placement of the six (6) new
drying beds. I have requested that the ORC send verification as to the minimum 50' setback from the property
line and 100' setback from any habitable residence or place of public assembly. The new drying beds are near the
southern edge of the property line located between the existing water tower and cell phone tower.
9. Is the description of the facilities as written in the existing permit correct? ❑ Yes or ® No
If no, please explain: a new 450,000*gallon settling basin, the existing 63,000 gallon settling basin, new liquid
Captor replaces the dechlor tablets, and six (6) new dreg beds are the result of recent additions added.
10. Were monitoring wells properly constructed and located? ❑ Yes ❑ No ® N/A
If no, please explain:
11. Are the monitoring well coordinates correct in BIMS? ❑ Yes ❑ No ® N/A
If no, please complete the following (expand table if necessary):
12. Has a review of all self -monitoring data been conducted (e.g., DMR, NDMR, NDAR, GW)? ® Yes or ❑ No
Please summarize any findings resulting from this review: There have been numerous NOVs sent for TSS limit
exceedances which have now stopped as of March 2018 with the construction and operation of the new
450,000gal. settling basin in conjunction with the existing63,000gal. basin and drying beds.
Provide input to help the permit writer evaluate any requests for reduced monitoring, if applicable.
13. Are there any permit changes needed in order to address ongoing BIMS violations? ❑ Yes or ® No
If yes, please explain: None other than the wastewater treatment description to include the new settling tank and
drying beds.
FORM: WQROSSR 04-14 Page 2 of

14. Check all that apply:
❑ No compliance issues ❑ Current enforcement action(s) ❑ Currently under JOC
® Notice(s) of violation ❑ Currently under SOC ❑ Currently under moratorium
Please explain and attach any documents that may help clarify answer/comments (i.e., NOV, NOD, etc.)
If the facility has had compliance problems during the permit cycle, please explain the status. Has the RO been
working with the Permittee? Yes, and it appears with the eDMRs submitted from March through June, that the
facility's TSS problem has been taken care of with the —$3.1 M improvements added. Is a solution underway or in
place? Yes.
Have all compliance dates/conditions in the existing permit been satisfied? ® Yes ❑ No ❑ N/A
If no, please explain:
15. Are there any issues related to compliance/enforcement that should be resolved before issuing this permit?
❑ Yes ®No❑N/A
If yes, please explain:
16. Possible toxic impacts to surface waters: This Water Treatment Plant has consistently failed it's Toxici , testing
since October of 2015 with only one exception(Oct.2016). This could be addressed with a Special Condition
within the permit renewal.
17. Pretreatment Program (POTWs only): n/a
IV. REGIONAL OFFICE RECOMMENDATIONS
1. Do you foresee any problems with issuance/renewal of this permit? ❑ Yes or ® No
If yes, please explain:
2. List any items that you would like the NPDES Unit or Non -Discharge Unit Central Office to obtain through an
additional information request:
Item
Reason
Setback distance of new
Drying Beds.
I have already emailed the ORC to request information to help determine
compliance with setback rules for the new drying beds that have recently been
added to the facility.
3. List specific permit conditions recommended to be removed from the permit when issued:
Condition Reason
None
4. List specific special conditions or compliance schedules recommended to be included in the permit when issued:
Condition
Reason
Modified Acute Toxicity
Monitoring to address
ongoing Failure results
This Water Treatment Plant has consistently failed its Toxicity testing since
October of 2015. This should be addressed with a modified Special Condition
within the permit renewal.
FORM: WQROSSR 04-14 Page 3 of

5. Recommendation: ® Hold, pending receipt and review of additional information by regional office
® Hold, pending review of draft permit by regional office
❑ Issue upon receipt of needed additional information
❑ Issue
Q
6. Signature of report preparer:
Signature of regional supervit
Date: '7'ct- 16
V. ADDITIONAL REGIONAL STAFF REVIEW ITEMS
None.
FORM: WQROSSR 04-14 Page 4 of 4

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CITY OF HAVELOCK 1 WTP BACKWASH SOLIDS HANDLING PROJECT
DESIGN MEMORANDUM
1.0 INTRODUCTION: The design for the WTP Backwash Solids Handling Project adheres to
the plan set forth in the preliminary engineering report with minor modifications for
improvement and positive change to the project. One positive change is having the effluent
flow by gravity under differential head pressure rather than a pressurized flow driven by
pumps. The design memorandum generally follows the NC DEQ 1 DWI Bid and Design
Document Submittal Form. The commentary endeavors to present material covering primary
and incidental elements in a logical sequence to explain the design with associated questions,
investigations, calculations and engineering decisions as shown by the plans and
specifications for the Havelock WTP Backwash Solids Handling Project.
2.0 PROJECT DESCRIPTION: The project includes a 450,000 gallon circular pre -stressed
concrete waste settling basin with 60-foot diameter and 20.5-foot sidewall height plus six
sand -drying beds with each having a width of 20-feet and length of 53 feet. The facility
includes two pump stations, one is a 3.5 HP, 250 GPM suction -lift solids pump station with
fiber -glass house, piping and control panel; the other is a 3.0 HP, 150 GPM submersible
under drain pump station with 6-foot diameter wet -well and 5'0 diameter check -valve vault.
The de -chlorination unit includes a 6' 0 x 4' 0 fiberglass building with power, lights, heat and
ventilation for two (2) peristaltic pumps and chemical storage plus an injector/static mixer in
a 5'0 diameter vault for feeding calcium-thiosulfate into the effluent pipeline. Other
equipment includes a composite sampler, two (2) 8-inch mag-meters in 5'0 x 6'0 vaults plus
five (5) motor operated valves. Another project requirement is retrofit of an existing
rectangular basin (32' x 20' x 14') that includes installation of a floating decanter.
Associated work for the project includes electrical/control conduit, wire, lighting and various
fixtures plus additions to existing SCADA system. All site -work including demolition,
excavation, installation of all yard -piping, fittings, valves and appurtenances, installation of
driveway and fence plus incidental work and subsidiary obligations including
erosion/sediment control and storm -water management as inherent parts of the project.
3.0 PURPOSE: The purpose for the WTP Backwash Solids Handling Project is to design
and construct . a backwash wastewater residuals facility to receive filter -backwash and
softener -regeneration -backwash wastewater from the existing 2.8 MGD water treatment
plant that utilizes greensand filters and ion -exchange softeners to produce finish drinking
water for the City of Havelock, North Carolina. The effluent discharge from the
backwash wastewater residuals facility is to meet requirements of the existing NPDES
Permit NC0078131 — effective September 21, 2014 through June 30, 2018. See Exhibit 1—
NPDES Permit
4.0 GOALS: Produce Quality Effluent for Discharge
Reduce Volume of Solid Residuals for Disposal
Minimize Power Consumption
Maximize Options for Operation
Minimize Labor Requirement for Operation
Page 1 of 17

5.0 OBJECTIVES, ELEMENTS and FEATURES: The design utilizes a batch -decant
process to separate residual solids and liquid. Design for the solid -stream complements
disposal at an off -site landfill. Design for the liquid -stream is discharge meeting
requirements of the existing NPDES Permit that includes a TSS Daily Maximum Limit of
45 mg/L and TSS Monthly Average Limit of 30 mg/L.
The basic function of the project is removal of residual solids and residual liquid from
the site; that function is achieved by three primary elements of design. The first is a
circular settling basin (BASINSETTLE) for batch processing of the backwash wastewater
from the water treatment plant and the second is a relatively small rectangular polishing
basin (BASINPOLISH) that receives supernatant -decant from the BASINSETTLE. The third
element is Sand Drying -Beds that reduces volume of iron oxide and manganese oxide
solids for off -site disposal.
The proposed BASINSETTLE is a circular concrete basin with diameter equal to 60-foot and
straight-sidewall height equal to 20.5 vertical feet. The BASINPOLISH is a retrofit -
conversion of an existing structure currently receiving backwash wastewater from the
water treatment plant. The conversion includes a floating -decanter and motor -operated
valves for control of the batch -decant process. Other design items for the project include
two (2) pump stations, effluent metering, de -chlorination, effluent sampling and related
piping plus necessary power and control with additions to existing SCADA.
5.1 SOLIDS -STREAM: The BASINSETTLE and batch -settling decant method for separation of
solids from liquid includes various design features; the key feature is a rotating scraper
mechanism with an integral center -feed pipe and center -well with baffles to facilitate
removal of residual precipitate -solids from bottom of the BASINSETTLE. The design -calls
for a Solids Pump -Station to convey residual precipitate -solids from the BASINSETnE to
Sand Drying -Beds and a Sand -Bed Underdrain Pump -Station to convey liquid from the
Sand Drying -Beds back to the BASINSETTLE- Periodically, the iron and manganese
residual solids shall be transported from the Sand Drying -Beds to an off -site landfill for
appropriate disposal.
In addition to receiving flow from the BASINSETTLE, the piping design allows the Solids
Pump -Station to receive settled -solids flow from the BASINPOLISH. Opening the drain -line
from the BASINPOLISH to convey residual solids to the Solids Pump -Station and Sand
Drying -Beds is an infrequent as necessary event.
In regard to the Sand -Bed Underdrain Pump -Station, normal operation would have the
under -drain pump convey liquid flow from the Sand -Drying Beds to the BASINSETTLE. An
optional mode -of -operation allows the operator to manually open/close valves and direct
liquid flow from the Sand Drying -Beds to the BASINPOLISH-
5.2 LIQUID -STREAM (supernatant -decant -effluent): The BASINSETTLE includes six (6) pipes
for supernatant to exit the basin. The single -point HIGH-LEVEL OUTLET is an
overflow/telescope valve that liquid will exit when it reaches overflow -level. If water -
Page 2 of 017

level in the BASINSETTLE rises above the overflow/telescope valve, then liquid will flow
from the BASINSETrLE through the BASINSE= BASINPOLISH to the DISCHARGEOUTLET-
Typically, the BASINSETTLE overflow -level would be set to allow 2'0 of freeboard above
normal high water -level (HWLN); however, the operator can select a different overflow -
level and high water -level (HWL). The overflow/telescope valve outlet can be used as a
manual decant mechanism for the five vertical -feet of liquid below normal high water -
level (HWLN).
The single -point MID -LEVEL OUTLET is a motor -operated -valve (open/close) (MOV-1 O/C
normally -close). It is located eleven feet below normal high water -level (HWLN) and
opens upon the operator choosing to allow the supernatant -decant to flow through the
MID -LEVEL OUTLET.
The four -point LOW-LEVEL OUTLET is a set of four -pipes located just above the precipitate -
solids zone at a low elevation in the supernatant -decant -liquid zone of the BASINSETTLE•
A motor -operated -valve (open/close) (MOV-2 O/C normally -close) located on the
common collection -pipe for the low-level set -of -pipes opens upon the operator choosing
to allow the supernatant -decant to flow through LOW-LEVEL OUTLET.
The operator can choose any of the three levels - HIGH-LEVEL, MID -LEVEL or LOW-LEVEL
and allow the supernatant -decant to flow from the BASINSETTLE• Typically, the operator
will utilize either the MID -LEVEL OUTLET or LOW-LEVEL OUTLET for the supernatant -decant
process. Whichever outlet is chosen, all flow from the BASINSETTLE to the BASINPOLISH
reaches a common pipeline with a motor -operated -valve (flow -control) (MOV-3 FCV
normally -open) located at entrance and adjacent to the BASINPOLISH-
In regard to retrofit -conversion for the BASINPOLISH, * the existing rectangular structure
includes two chambers; one has an l x w x h dimension 28' x 24' x 14' and the other has
dimension is 4' x 24' x 14'; there are three existing 10-inch wall -pipes with valves that
can allow water to pass from one chamber to the other. The valves are scheduled for
demolition to have one 24' x 32' x 14' hydraulic chamber for the BASINPOLISH- The key
feature of the proposed BASINPOLISH is a floating -decanter that provides mechanism for
top -water effluent -flow to exit the BASINPOLISH-
Design flow entering the BASINPOLISH and passing through flow -control valve MOV-3 enters
bottom of the BASINPOLISH• A pressure sensor/transducer monitors water level in the
basin to allow direction from SCADA for the flow -control valve. The flow -control valve
will modulate as necessary to maintain water level in the BASINPOLISH at an elevation less
than or equal to an operator set -point. The floating -decanter and pipe system
configuration for the facility will keep normal operation low-water level (LWL) above a
fixed elevation and allow any latent particulate to settle in bottom of the BASINPOLISH-
In addition to the basin water -level signal being used by SCADA to modulate flow -
control valve MOV-3, the same signal is used by SCADA to control a motor -operated -
valve (open/close) (MOV-4 O/C normally -open) at exit from the BASINPOLISH- When the
supernatant -decant and effluent -discharge process is not in progress, MOV-3 and MOV4
at entrance and exit of the BASINPOLISH are open. Under this normally open condition, any
Page 3 of 017

unanticipated flow from the overflow/telescope valve in the BASINSETTLE will pass through
the BASINPOLISH and continue to the DISCHARGEOVTLET•
The normal operation for supernatant -decant and effluent -discharge l uent-discharge process begins with
direction from the operator to allow action. Three (3) motorized valves are keys to the
operational process; the first valve is (MOV-1 O/C or MOV-2 O/C normally -close) at exit
from the BASINSETTLE• Whichever outlet is chosen by the operator for flow from the
BASINSETTLE — the motor -operated valve moves to open. The second valve is (MOV-3
FCV normally -open) adjacent and located at entrance to the BASINPOLISH— it remains open
and modulates as necessary to limit high -water -level (HWL) in the BASINPOLISH. The third
valve is (MOV-4 O/C normally -open) adjacent to the basin and located on pipe that exits
from the BASINPOLISH — it moves to close and remains in that position until water -level in
the BASINPOLISH rises from fixed low water -level (LWL) to operator set -point high -water -
level (HWL).
When water -level reaches HWL in the BASINPOLISH, MOV-4 on pipe at exit from the
BASINPOLISH moves to open. The effluent flow exiting the BASINPOLISH during the normal
operation for supernatant -decant and effluent -discharge process flows through pipeline
and other design features including a mag-meter for measuring effluent, de -chlorination
and an effluent sampler in route to the DISCHARGEOLITLET-
The normal operation for supernatant -decant and effluent -discharge process continues until
cessation of flow from the BASINSETTLE• The supernatant in the BASINSETnE ceases to flow
upon reaching operator set -point for decant water -level in the BASINSETTLE and either MOV-1
or MOV-2 at respective exit from the BASINSErrLE moves from open to close. With no flow
into the BASINPOLISH, its water level and the floating -decanter descend to a rest -position at
fixed low water -level (LWL) in the BASINPOLISH- With floating -decanter in rest -position at
fixed low water -level (LWL) in the BASINPOLISH, the two motor operated valves, MOV-3 and
MOV-4 at entrance and exit of the BASINPOLISH, move to full -open.
As shown by the flow schematic, a bypass decant operation is possible by having flow by-
pass the BASINPOLISH. The fifth motor operated valve (MOV-5 FCV normally -open) is located
on a common pipeline that allows flow control for both normal decant operation and bypass
decant operation. During normal decant operation with water level in the BASINPOLISH at
32.00 MSL, MOV-5 could reduce flow -rate to a rate less than approximately 1000 GPM.
During bypass decant operation with water level in the 'BASINSMI�E at high water -level
(HWL) 40.00 MSL, MOV-5 could reduce flow -rate to a rate less than approximately 1600
GPM. MOV-5 would modulate in response to operator set -point and flow -rate measured by
the effluent flow meter with both parameters in the control system utilizing SCADA.
6.0 DESIGN LOAD
Exhibit II — Wastewater Data Calculation and Summary shows loading most relevant to
sizing of the primary feature of the solids handling facility — the BASINSErrLE-
Page4of017

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6.1 DESIGN LOAD — INFLUENT HYDRAULIC FLOW: The design hydraulic loading for the
backwash wastewater residual facility is a direct function of the existing water treatment
plant design capacity with its operational mode for filter -backwash and softener -
regeneration -backwash.
FILTERS: The existing water treatment plant is capable of producing 2.8 MGD of finish -
water by utilizing four (4) softeners and two (2) filter trains each with three (3) filters. Each
of the six (6) filters undergoes a nine -step filter -backwash once every 24-hours. The design
raw water flow -rate through each filter is 324 GPM with all six in operation and 389 GPM
with 5 filters in operation and one in backwash. The current condition of the well -pumps and
filter pumps has the raw water flow -rates) through each filter respectively 183 GPM and
220 GPM. With current average daily water production approximately 1.0 MGD, the current
raw -water flow -rate is less than the design rate, and not causing issue in regard to finish -
water production. Current pressure -drop -across -the -filter just prior to backwash is 2.5 PSI
which is much less than the maximum allowable pressure -drop -across -the -filter of 10 PSI.
Execution of filter -backwash before reaching maximum allowable pressure -drop -across -the -
filter can promote efficient operation of the filter and extend service -life of the filter media.
Based on observation of pressure -drop and current raw water flow -rate, estimate of pressure -
drop -across -the -filter just prior to backwash for design raw -water flow -rate equal to 324
GPM through each filter is 7.8 PSI and less than the maximum allowable pressure drop.
Table 8-I - Summary of Filter -Backwash Wastewater from one filter follows:
Table 84: Summary of Filter -Backwash Wastewater
ACTION TIME QBW — FLOW TOTAL
de -pressurize
1 minute
450 GPM
450 gallon
drain -down
5 minute
450 GPM
2,250 gallon
Air
2 minute
0 GPM
0 gallon
air/water
3 minute
450 GPM
1,350 gallon
slow -refill
2 minute
450 GPM
900 gallon
Backwash
10 minute
1,360 GPM
13,600 gallon
bed -settle
2 minute
0 GPM
0 gallon
Rinse
3 minute
339 GPM
1,017 gallon
29 minute
19,567 gallon
The total filter -backwash wastewater generated. is 6 x 19,567 gallons or 117,402 GPD and
the process requires 6 x 29 minutes equals 174 minutes or 2.9 hours /day.
SOFTENERS: An operator set -point has a softener -regeneration -backwash event for each
softener occur after n-gallons of water pass through the softener. At any given time with
both filter trains on-line, six (6) filters and all four (4) softeners could be processing water or
three (3) softeners processing water while one (1) softener undergoes softener -regeneration -
Page 5 of 017

backwash. With only one filter train and three (3) filters on-line, the softeners rotate as
necessary to ensure two (2) softeners are always processing water.
The softener mode -of -operation based on gallons of flow includes a changeable independent
set -point for each softener and fluctuating daily flows dependent on variable demand from
the water system. The quantity of softener -regeneration -backwash wastewater is less
predictable than for filters with mode -of -operation based on a fixed time.
However, with average operator set -point flow for the softeners equal to 325,000 gallons and
accounting for increase in flow for each of three (3) softeners when one (1) softener
undergoes softener -regeneration backwash; there could be an average of 8'/2 softener -
regeneration -backwashes per day. A single four -step softener -regeneration backwash action
for one softener takes 78 minutes and generates over 20,000 gallons of softener -regeneration
backwash wastewater. Table 841 - Summary of Softener -Regeneration -Backwash
Wastewater from one softener follows:
Table 84L Summary of Softener -Regeneration -Backwash Wastewater
ACTION TIME QBW — FLOW TOTAL
slow rinse
21 minute
66 GPM
1,386 gallon
fast rinse
27 minute
451 GPM
12,177 gallon
Regeneration
20 minute
101 GPM
2,020 gallon
Backwash
10 minute
471 GPM
4,710 gallon
78 minute
20,293 gallon
The design total softener -regeneration -backwash wastewater generated is 8.5 x 20,293
gallons or 172,490 GPD and the process requires 8.5 x 78 minutes equals 663 minutes or
11.0 hours /day. (Note: The softener -regeneration -backwash mode -of -operation is further
explained in discussion of influent constituents.)
As shown by tables, the maximum flow -rate for backwash wastewater flowing from the
water treatment plant to the backwash -wastewater basin — BASINSETTLE is 1,360 GPM during
filter backwash and the minimum flow -rate is 66 GPM during softener -regeneration -backwash.
Approximately 14 hours per day is spent on backwash activity and the grand total of filter -
backwash plus softener -regeneration -backwash wastewater is (117,402 GPD + 172,490 GPD)
equals 289,892 GPD — say 290,000 GPD. The design hydraulic loading for the backwash
wastewater residual facility with flow from filters and softeners in the WTP is 290,000 GPD
6.2 DESIGN LOAD EFFLUENT HYDRAULIC FLOW: When utilizing the batch -decant process, the
normal operation for supernatant -decant process would preferably occur when the basin was
quiescent and would not transpire when flow was entering the basin or during a quiescent
time when particles are settling in the basin. The Iron and Manganese Removal Handbook —
Page 6 of 017

Second Edition (2015); AWWA when describing the batch -settling -decant method makes
statement that follows:
"Generally the filter -backwash wastewater from an iron and manganese pressure filter will
settle in approximately 3 hours, after which the decant quality is generally less than 1-NTU.
After settling period is complete, the supernatant flows to the plant influent or a local
waterway."
The clarifier with rotating scraper mechanism having integral center -feed pipe and baffled
center -well is specifically designed to minimize disturbance when flow is entering the basin.
However, if one chose to decant when there is no -flow into the basin and decant only after a
three hour period of no -flow; there could be only seven (7) hours available for supernatant -
decant process. With daily outflow equal daily inflow, the average effluent flow over seven
hours would be 1290,000 gal / [24 hr — (14 hr + 3 hr) x 60 min /hr] } or 690 GPM. The design
minimum overall -average effluent flow -rate is 690 GPM and actual overall average effluent
flow -rates should be greater than 690 GPM.
6.3 DESIGN LOAD — INFLUENT CONSTITUENTS: The constituent loading for the backwash
wastewater residual facility is a function of the water treatment plant design capacity with its
operational mode for f l ter -backwash and softener -regeneration -backwash plus solids in the
raw water passing through the filters and the brine used to regenerate the softeners. The
water treatment plant receives raw water from the Castle Hayne Aquifer by means of four (4)
wells with two (2) wells on the WTP Site and two (2) remotely located with respective
straight-line distances approximately 2,000 and 2,900 feet from the WTP. The raw water
from the Castle Hayne Aquifer in this small area is relatively consistent over time and space
with negligible short-term variations in constituents and water quality.
6.4 INFLUENT CONSTITUENTS 1 FILTER -BACKWASH WASTEWATER: As shown in the Preliminary
Engineering Report, the City of Havelock's raw water data for the Year 2014 shows iron
concentration minimum equal to 2.00 mg/L; maximum 3.69 mg/L and the average 2.68
mg/L. The design concentration of iron in the raw water is 3.0 mg/L.
Iron in the raw water is oxidized during water treatment and filtration to have Fe(OH)3 such
that 1 mg/L of soluble iron in the raw water oxidizes into 1.91 mg/L of residual solids. The
existing water treatment plant is capable of producing 2.8 MGD. The design quantity of iron
in the raw water would be (3.0 ppm x 8.34 lb/gal x 2.8 MGD) or 70.1 lb /day and design
quantity of oxidized iron residual solids from the filter -backwash wastewater is 1.91 x 70.1
lb/day or 133.9 lb/day.
In regard to manganese, raw water data for the Year 2014 shows manganese concentration
minimum equal to 0.051 mg/L; maximum 0.298 mg/L and the average 0.137 mg/L. The
design concentration of manganese from the raw water is 0.150 mg/L.
The manganese in the raw water is oxidized during water treatment and filtration to have
Mn(OH)2 such that 1 mg/L of soluble manganese in the raw water oxidizes into 1.61 mg/L of
residual solids. With the existing water treatment plant capable of producing 2.8 MGD, the
Page 7 of 017

design quantity of manganese in the raw water would be (0.150 ppm x 8.34 lb/gal x 2.8
MGD) or 3.50 lb /day and design quantity of oxidized manganese residual solids in the filter -
backwash wastewater is 1.61 x 3.5 lb/day or 5.64 lb/day.
The grand total of oxidized iron and manganese residual solids is 133.9 lb/day + 5.641b/day
equals 139.54 lb/day, or 140 lb/day of residual solids from the filter -softener backwash
wastewater equal to 289,892 GPD — say 290,000 GPD. The design concentration of total
suspended solids (TSS) in the combination of filter -backwash wastewater and softener -
regeneration -backwash wastewater is [140 lb/day / (8.34 lb/gal x 0.290 MGD)] equal to 57.9
mg/L or say 58.0 mg /L. {Note: A negligible quantity of suspended solids is expected in the
softener -regeneration -backwash wastewater.}
6.5 INFLUENT CONSTITUENTS 1 SOFTENER -REGENERATION -BACKWASH WASTEWATER: The water
treatment plant produces water to achieve its target hardness for the finish -water by blending
filter -softener -process water that has zero hardness with filter process water that has the
same hardness as the raw water. The ratio can vary, but the typical blend for the existing
water treatment plant is 85% filter -softener process water and 15% filter process water. The
design water production rate is 2.8 MGD or 1944 GPM of finish -water meaning the blend
would utilize (0.15 x 1944 GPM) or 292 GPM of filter process water and (0.85 x 1944 GPM)
or 1652 GPM of filter -softener process water to produce the finish -water with a target
hardness selected for the WTP.
The raw water data for Year 2014 shows hardness varying from 193 to 290 with average
equal to 247. The design number for the raw water hardness is 290 and the target for
finished -water hardness is between 45 and 60.
HARDNESS REMOVAL — The softeners remove grains of hardness at a given softener
removal -rate equal to 17.1 grains /gallon and require periodic regeneration to maintain that
removal rate. The total hardness removal requirement per day equals [1652 GPM x 1440
min x (290 / 17.1)] / 1000 or 40,344 K-grain.
SOFTENER CAPABILITY — The given exchange capacity of the softener resin varies
depending on type and manufacturer of the resin plus condition and age of the resin in the
softener. A given softener exchange capacity of 20 K-grain /CF is typical and reasonable for
the Havelock WTP. With average volume of resin for each of four softeners equal to 288
CF, the total hardness removal capability equals [4 x 288 CF x 20 K-grain /CF)] or 23,040 K-
grain/regeneration-cycle.
REGENERATION CYCLE — The softener -regeneration -cycles equals hardness removal
requirement divided by hardness removal capability or 40,344 K-grain / 23,040 K-grain
equals 1.75 cycle /day or one (1) softener regeneration for each softener every (24 hr / 1.75)
or 13.7 hours and/or one (1) softener regeneration for each softener every [(1652 / 4) x 13.7 x
60] or 339,478 Gallon. The design regeneration -cycle is an operator set -point appropriately
less than the regeneration -cycle. Each softener has a changeable set -point. Based on
current set -points, the design average regeneration -cycle flow for the water treatment plant
softeners is 325,000 Gallon. With the existing water treatment plant capable of producing
2.8 MGD (1944 GPM), and considering time that each softener experiences increased flow
Page 8 of 017

while one softener is -off-line to backwash the design average number of softener -
regeneration -backwashes /day is approximately 8.5 generating 172,490 GPD of softener -
regeneration -backwash wastewater.
SOFTENER -REGENERATION -BACKWASH WASTEWATER SALINITY — The softener -
regeneration removes calcium and magnesium on the resin and replaces that calcium and
magnesium with sodium. The manufacturer of the softener and the resin concur on
requirements for regeneration that includes using 6.0 lb of salt (NaCI) for each cubic foot of
resin. The total amount of salt would be (6.0 LB /CF x 288 CF) or 1,728 LBSAi.T. The salt
solution is conveyed by the brine pumps to the softener in a 10% brine solution with a flow -
rate equal to 101 GPM for 20 minutes.
The brine solution flowing through the softener for 20 minutes with flow -rate equal to 101
GPM generates a total of 2,020 gallons of brine with 1,728 lb of salt in the wastewater from
each softener -regeneration backwash. The salt is a dissolved solid contributing to the
quantity of total dissolved solids (TDS) in the backwash wastewater. Each softener -
regeneration -backwash generates 20,293 gallons of softener -regeneration -backwash
wastewater including 2,020 gallons of brine with 1,728 lb of salt. The total softener -
regeneration backwash wastewater generated in one day is 8.5 x 20,293 GAL /regeneration or
172,490 GPD with salinity equal to [(8.5 x 1,728 LBSALT) / (8.5 x 20,293 gal x 8.34 LBwATER
/gal)] x 100 which equates to 172,490 gallons of a 1.0% salt solution /day.
When the softener -regeneration backwash wastewater is combined with the filter -backwash
wastewater the mix becomes {(8.5 x 1,728 LBSAL,T / [(8.5 x 20,293 gal) + (6 x 19,567 gal)] x
8.34 lb/gal) x 100 equals a 0.6% solution saltwater.
7.0 DESIGN ELEMENTS
The existing backwash wastewater process consists of a rectangular waste holding basin with
overall dimension of 32' x 24' x 14' and approximate operational capacity 63,000 gallons. It
has two chambers; one is a primary holding chamber and the other has two pumps that
operate alternately conveying effluent to a discharge vault with diameter and height equal to
5' 0. The effluent flows from the basin through a meter and tablet feeder to the discharge
vault and a 10-inch pipe before entering a drop inlet.
The waste holding basin is being retrofitted to become a polishing basin. The pumps, meter
and tablet feeder are being supplanted by the proposed project which includes demolition and
abandonment of the discharge vault. The design elements being sized for the project include
the following:
➢ WASTE SETTLING BASIN
➢ PIPELINE, FITTINGS, VALVES AND APPURTENANCES
➢ FLOATING DECANTER
➢ DECHLORINATION FACILITY
➢ EFFLUENT METER
➢ BACKWASH METER
Page 9 of 017

➢ SAND -DRYING BEDS
➢ SOLIDS PUMP STATION
➢ UNDERDRAIN PUMP STATION
7.1 FILTER -SOFTENER BACKWASH WASTEWATER BASIN (BASINSETTL,E) STRUCTURE: The primary
feature of the backwash -wastewater residual facility is the BASINSErrLE• The BASINSETTLE
provides the basin structure for a batch -settling method to process 117,402 GPD of filter -
backwash wastewater with its iron oxide and manganese oxide suspended solids plus
1721P230 GPD of softener -regeneration -backwash wastewater with dissolved solids in a
solution with salinity approximately 1.0%.
The design calls for a basin that contains a one -day volume of filter -backwash -wastewater
and softener -regeneration -backwash wastewater plus a 15% buffer plus volume to store 4-
days of settled -solids. The BASINSETME shown in Figure 7.1 includes an operational volume
as follows:
One -Day Volume — 290,000 Gallon (289,632)
Buffer — 49,000 Gallon (48,730)
SUBTOTAL — 339,000 Gallon (338,362)
Settled -Solids — 70,000 Gallon (70,492)
TOTAL — 409,000 Gallon (408,362)
The BASINSETTLE design allows iron and manganese particulate to continuously settle out -of -
the -filter -backwash wastewater. The design with supernatant -decant zone volume approximately
339,000 gallons and appropriate mode -of -operation provides a minimum of three (3) consecutive
hours for settling with no flow into the BASINSETTE. The precipitate -solids zone at the basin
bottom has a design volume of 70,000 gallons to hold a variable concentration of precipitate -
solids. The solids settle and compress as a rotating scraper mechanism moves material to a
hopper -sump with discharge pipe for flow to the solids -pump station. The Solids Pump -
Station conveys solution of residuals to the dewatering system — Sand -Drying Beds.
WASTEWATER SETTLING BASIN: The design for the 450,000 gallon wastewater settling basin calls
for a cylindrical pre -stressed concrete basin with a slope -bottom (1 v:12H) to its center having
dimensions and elevations as follow:
DIAMETER 60.0 FT
SIDE -WALL HEIGHT 20.5 FT (w/ operational water depth 18.5 VF)
TOP -OF -WALL 42.00 MSL
HIGH-LEVEL OUTLET 40.00 MSL one 8-inch exit with manual telescoping valve
MID -LEVEL OUTLET 29.17 MSL one 8-inch exit with motor -operated MOV-1 (O/Q
LOW-LEVEL OUTLET 24.00 MSL four 6-inch exits with motor -operated MOV-2 (O/Q
BASE OF CENTER PIER 19.17 MSL one 20-inch center inlet pipe
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The pre -stressed concrete basin shall include certified structural design, calculations and
drawings that include consideration of the soils report, local- conditions and applicable codes.
Buoyancy forces will be addressed by means of pressure relief valve design from the
engineer certifying the design of the basin. See Exhibit III — Soils Report
7.2 ROTATING SCRAPER MECHANISM W/ CENTER FEED AND BAFFLE EQUIPMENT: The rotating
scraper mechanism and other basin features facilitate processing of the liquid and solid
streams to enter and exit the wastewater settling basin. The equipment features follow:
Mechanism Material — Painted Carbon Steel
Drive Motor — 0.5 HP for collector drive w/ overload device
plus local alarm light, local and remote control, plus run signal to SCADA
Scraper for settled -solids
Center feed -well with baffles
Stationary walkway with handrails
See Exhibit IV — Rotating Scraper Mechanism
7.3 POLISHING BASIN (BASINPOLISH): The plan for retrofit of the existing waste holding basin
turns it into a polishing basin; the work includes demolition of existing pipe, valves and
pumps and installation of new pipe plus a stainless -steel floating -decanter. The design
utilizes the floating decanter to optimize performance with fixed dimension of the existing
rectangular structure. The floating decanter removes upper -most water throughout the
decant -operation. No water exits the basin when decanter ascends from low -water -level to
the high -water -level, water exits the basin with the decanter at high -water -level and
continues to exit as decanter descends from high -water -level to low -water -level. With the
decanter at low-level in the BASINPOLISH,, one can remove all of the liquid above low-level
outlets in the BASINSETTLE. The existing structure to serve as the polishing basin has
dimensions as follow:
DIMENSION 32' x 24' x 14'
OPERATIONAL DEPTH 12.0 FT
DECANT DEPTH 8.5 FT
TOP -OF -WALL 34.00 MSL
OVERFLOW -WATER -LEVEL 33.00 MSL
HIGH-LEVEL OUTLET 32.00 MSL
LOW-LEVEL OUTLET 23.50 MSL
BOTTOM 20.00 MSL
7.4 FLOATING -DECANTER: The T-shape, stainless -steel floating -decanter has a 10-inch diameter
and connects to exit pipe with a swivel joint fitting that allows it to ascend and descend
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through its range of motion with maximum from horizontal centerline being 60°. See Exhibit
V — Floating Decanter
7.5 MOTORIZED -VALVES: The design calls for five (5) motor -operated valves. Three (3) of these
are on -off valves — one eight -inch, one ten -inch and one twelve -inch. The other two are flow
control valves with with modulating actuators — one eight -inch and one 12-inch valve.
7.6 EFFLUENT AND BACKWASH FLOW METER FLOW -METER: The backwash flow -meter is
measuring backwash wastewater from the filters and softeners as it passes through a common
pipeline to the BASINSETTLE with range of seven different flow -rates between 0 - 1360 GPM.
The associated velocity range through the 8-inch backwash meter is 0 — 8.7 FPS.
The effluent flow -meter is measuring effluent flow from the BASINSETTLE and BASINPOLISH to
the DISCHARGEOUTLET with range of flow -rates from 0 — 1500 GPM and corresponding
velocity range 0 — 9.6 FPS.
The normal service velocity range for an eight -inch mag-meter is 0 — 39 FPS with
corresponding flow range 0 — 6100 GPM. The preferred service range is 2 — 20 FPS with
corresponding flow range 313 — 3100 GPM. All of the anticipated flows are within the
normal service range for the meter(s). For each and both the backwash meter and effluent
meter, the design selection is an 8-inch mag-meter with transmitter that will communicate
with SCADA. See Exhibit VI —Magnetic Flow -Meter
7.7 DECHLORINATION
7.7A BUILDING, STORAGE TANK PUMPS, AND POWER/CONTROL PANEL: The dechlorination unit
includes a 6'0 x 4'0 pre -fabricated fiberglass building with power, lights, heat and
ventilation. It is to house a electrical distribution panel plus two peristaltic pumps and
chemical storage. The pumps deliver calcium-thiosulfate to a nearby injector mixer to ensure
dechlorination of effluent leaving the premises. See Exhibit VII — Dechlorination
7.713 INJECTOR/MIXER: An injector -mixer will be installed on the 12-inch effluent pipeline in a 5'0
diameter vault. The calcium-thiosulfate is injected into the effluent pipeline by the static
mixer. It is made of stainless steel and includes a 1-inch duty inlet connection for injecting
de -chlorination chemical. See Exhibit VII — Dechlorination
7.7C VAULTS: Vaults are provided for various items including the injector/mixer, two (2) magnetic
flow -meters and a check valve. See Exhibit VIII — Bouyancy Calculation — Vaults
7.8 EFFLUENT SAMPLER
The automatic composite effluent sampler is described in the specifications. It will take
samples when flow is present in the effluent line and keep composite sample in a climate
controlled sample storage compartment. The unit is approximately 44" x 44" with height
equal to 50-inches. See Exhibit VII — Dechlorination
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7.9A SAND DRYING -BEDS: The total volume of the sand drying beds is approximately equal to
volume of the solids precipitate zone in the BASINSEME• As particles continuously settle to
the bottom of the BASINSEME, the lowest layers undergo concentration and consolidation; the
mix thickens and it is periodically pumped to the sand -drying beds. The design area of each
bed is 1,060 SF and each will hold 1,590 CF of liquid -solid mix. With six sand -beds the total
volume is 71,359 gallon and approximately equal to 70,492 gallon which is the volume of the
solids -precipitate -zone in the BASINSETTL.E-
The normal operation for the BASINSErrL.E would have only part of thickened -mix
periodically sent to the sand -drying beds. The operator.would have the solids pump station
convey thickened -mix from bottom of the BASINSETTL.E to the sand -drying bed and allow time
for solids to settle before directing water through the telescoping valve(s) to the underdrain
pump station for return to the BASINSE-n-r.E• The schedule and details for periodic conveyance
of solids -in -solution to the solids pump station and decanting top -water to the underdrain
pump station to allow dewatering by the sand beds is an activity that requires visual
observation and oversight by the operator.
One operational scenario would pump approximately 17,300 gal /week or 69,300 gal /month
from bottom of the settling basin to the sand drying beds by filling one drying bed every 5
days which equates to filling each of the drying beds once a month. Under this mode -of -
operation, the process could continue each month until ready for disposal.
Based on typical sand -drying bed performance; removal of solids from the sand drying beds
could transpire every six -months with depth of solids equal to approximately 3-inches. In
that case the volume of residual solids for loading and hauling is 1590 CF of residual solids
for disposal every six -months. As with loading the sand -drying beds, the schedule and
details for unloading the sand -drying beds plus hauling and disposal of residual solids is an
activity that requires observation and judgment by the operator.
7.913 SOLIDS PUMP -STATION: The solids -pump flow -rate is relevant to loading from the filter -
backwash wastewater with hydraulic design load equal to 117,400 GAL /DAY. The filter -
backwash wastewater includes 15% of 117,400 or 17,610 GAL /DAY of solids that settle into
the precipitate -solids zone of the BASINSETME• However, normal operation would not have
the pump station operate every day. The solids -pump station will periodically pump settled
solids to the sand -drying beds with quantity determined by the operator. Considerations for
the pump -rate include pipe diameter relevant to velocity for conveyance of liquid with
particulate plus effort to minimize labor requirements for operation. The solids -pump design
flow -rate is 250 GPM and its velocity through a six-inch pipe is 2.8 FPS. The flow -rate
allows the operator to pump the volume of one sand bed in 46 minutes or volume of six sand
beds in approximately 41/z hours. The operator could elect to periodically pump more or less
thickened -mix on any given day; how often and how much pumping is an operational
decision dependent on evaluation of residuals in the precipitate -solids zone and the sand
beds. The solids -pump calculations and rationale for selection of 3.0 horsepower suction -lift
pump are shown in Exhibit IX — Solids Pump Station.
7.9C UNDERDRAIN PUMP -STATION: Similar to the solids pump -station, the under -drain pump flow -
rate is relevant to hydraulic loading equal to 17,610 GAL /DAY liquid -solid mix in the
BASINSEME• The underdrain pump station receives filtrate from the underdrain pipes and
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intermittently receives top -water from the sand -drying beds. The pump operates whenever
water -level in its wet -well rises to a PUMP -ON set -point and continues until water -level in the
wet -well falls to a PUMP -OFF set -point.
After the sand -drying bed receives flow from the solids pump station, solids settle to bottom
of the mix. At appropriate time, the operator utilizes telescoping valve(s) to allow water into
the underdrain pump station wet -well. The time required for optimal settling of solids in the
sand beds before directing water through the telescoping valve is a determination made based
on visual inspection, experience and judgment by the operator. The under drain -pump design
flow -rate is 150 GPM and its velocity through a 4-inch pipeline is 3.8 FPS. The pump -rate
allows pumping of water from one sand bed in less than 1 V2 hour at a time selected by the
operator. The underdrain pump calculations and rationale for selection of 3.5 horsepower
submersible pump are shown in Exhibit X — Underdrain Pump Station.
8.0 HYDRAULICS for PROCESS FLOW
The flow calculations with worksheets and sketches for proposed flows are shown in Exhibit
XI — Hydraulic Calculation and Summary that cover backwash wastewater from the WTP to
the BASINSE-n-I,E, supernatant -effluent flow from the BASINSETTLE to the BASINppLISH to the
DISCHARGEouTLET plus residual -solids flow from the BASINSETTLE to the Sand -Beds,
residual -liquid flow from the Sand -Beds to the BASINSETTLE and related optional flows.
The design hydraulic calculations primarily use the Hazen -Williams Formula and continuity
equation with some evaluations using the Manning Formula. Evaluation of various flows
was done with excel worksheets and other calculations.
The majority of process flows under consideration are either pressure flow driven by head
differential or pressure flow driven by pumps; headloss calculations for these flows utilize
the Hazen -Williams Formula as follows:
Hazen -Williams — HL = .002083 {(I 00 Q / C)1.852 / D4.8655] L
HL is headloss (FT -HD), Q is a flow -rate (GPM), C a roughness coefficient -of -friction, D is
diameter of pipe (INCH); L is length of pipe (FT). Typically, C can vary between 100 and
150 depending on type, age and condition of the pipe material.
Evaluation of flow through an existing 18-inch storm -water pipe considers flow with both the
Hazen -Williams Formula and the Manning Formula in concert with the Continuity Equation
as follows:
Manning — V = (1.49 / n) RH2/3 S 12 and RH = A / PW
V is velocity in feet per second (FPS), n a roughness coefficient -of -friction, RH is the
hydraulic radius equal to cross-section area (SF) of flow divided by the wet perimeter (FT) of
flow; S slope of pipe or channel ft„ / fth. Typically, n can vary between 0.010 and 0.030 for
pipes, 0.025 and 0.045 for canals and 0.025 and 0.150 for streams. With velocity (V) and
area (A) known one can calculate the flow -rate (Q) with continuity equation.
Page 14 of 017

Continuity — Q = V A
Q is flow -rate in cubic -feet per second (CFS), V is velocity in feet per second (FPS) and A is
cross -sectional area -of -flow in square feet (SF). Q-GPM is equal to Q-CFS x (7.48 gal / CF) x
(60 sec/min); 1 CFS equals 448.80 GPM.
8.1 PRiMARY FLOWS: The proposed backwash wastewater residual process facility includes four
(4) primary flows through pipelines between structures utilizing differential head in
categories that follow:
Q 100 backwash flow from distribution system to WTP filters to BASINSE-rrLE
Q200 backwash flow from distribution system to WTP softeners to BASINSETTLE
Q300 supernatant -effluent flow from BASINSETTLE to BASINPOLiSH
Q400 supernatant -effluent flow from BASINSETTLE or BASINPOLtSH to DISCHARGEouTLET
8.2 Q 100 AND Q200: Water flowing from the distribution system to the filters for backwash and
filter backwash wastewater flow to the BASINSETTLE is Q 100. Similar flow relevant to the
softeners is Q200.
The filter -backwash and softener -regeneration -backwash wastewater from the water
treatment plant flows through a 10-inch pipeline in the yard and beneath the basin floor to a
20-inch pipe for entry into the BASINSETTLE- The tank has a diameter equal to 60-feet and
sidewall height equal to 20.50 vertical feet; flow enters a center -well with 12-foot diameter
and baffle system located at center of the scraper mechanism coinciding with the center of
the BASINSETTLE-
The filter -backwash operational plan for the water treatment plant has water from the
distribution system flow through the backflow prevention device and provide backwash -
water for filters in the WTP. The three (3) operational wastewater flow -rates are 339 GPM,
450 GPM and 1360 GPM. The backwash operation for the filters causes only a minimal
increase in head for backwash wastewater flow to the proposed BASINSETTLE and available
head is adequate for backwash of the filters (and softeners) in the WTP. With flow equal to
1360 GPM, the design calculations show the proposed additional pipeline has a friction
headloss of 4.6 FT -HD and the BASINSETTLE structure increases static head 6 FT -HD. The total
increase in head for the proposal is 10.6 FT -HD.
The available head from the elevated tank at its low water -level (LWL) and high water -level
(HWL) is respectively 110 and 140 FT -HD. In comparison the 7.5 FT increase in head from
current operation appears negligible. However, to confirm adequate available head, design
consideration is given a chosen filter with associated pipe and fittings for flow -path that
could experience the greatest friction headloss — Filter 06 with Qmax equal to 1360 GPM.
The headloss calculation for flow -path through Filter 06 indicates no adverse hydraulic
consequence for Qmax and the flows from on -site point in the distribution system to the
BASINSETTLE-
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The softener -regeneration -backwash operational plan is similar to the filters in regard to
water flow. The softener regeneration -backwash is a four -step process with one being brine -
regeneration and other three being two rinses and one backwash. The four (4) flow -rates
during softener regeneration -backwash process are 66 GPM, 101 GPM, 451 GPM and 471
GPM. All are less than filter backwash flow equal to 1360 GPM.
With the lower flow -rates, headloss is less for softener backwash flows than for greater filter
backwash flows. The outcome of headloss calculation for worst case Filter 06 with flow
equal to 1360 GPM indicates lesser filter and softener backwash flows will not suffer adverse
effect of headloss through flow path to the BASINSETTLE- See Exhibit NI — Hydraulic
Calculation and Summary — Backwash Wastewater from WTP to the Basin Settle
8.3 Q300 /Q300-400 /Q400 I NORMAL DECANT OPERATION FOR SUPERNATANT- EFFLUENT -
DISCHARGE: Normal operation for the supernatant -effluent -flow process consists of
supernatant flowing from BASINSETTLE to BASINPOLISH to DISCHARGEOUTLET• The process
begins with flow from the BASINSE= filling the BASINPOLISH; it continues with un-interrupted
flow from the BASINSETTLE to BASINPOLISH to DISCHARGEOUTLET; and concludes with flow
from the BASINPOLISH draining to the DISCHARGEOUTLET-
One of the hydraulic calculations depicts normal decant operation from BASINSETTLE for
290,000 gallons and 338,000 gallons of supernatant. During the normal decant operation, it
takes about one-half hour for water to reach high -water -level in the BASINPOLISH. Then a
flow control valve limits water -level in the BASINPOLISH such that inflow equals outflow for
the BASINPOLISH- With water level in the BASINPOLISH at 32.0 MSL and elevation of the
DISCHARGEouTLET 22.1 MSL effluent flow is approximately 986 GPM (2.2 CFS).
As water level in the BASINS=E descends the flow rate decreases to 0 GPM. With 290,000
gallons of effluent flowing from the BASINSETME In approximately six hours, the overall
average flow -rate equal to 795 GPM (1.8 CFS) and one could decant all 338,000 gallons of
the supernatant from the BASINSEME in approximately 8 hours with overall average flow -rate
equal to 693 GPM (1.5 CFS). Both of these flow -rates for normal decant operation are equal
or greater than minimum design average effluent rate of 690 GPM (1.5 CFS). See Exhibit=
— Hydraulic Calculation and Summary - Normal Decant Operation
8.4 Q400 1 TEMPORARY BYPASS DECANT OPERATION: The flows to the DISCHARGEOUTLET are
categorized as a series of flows Q400. Q401 is normal decant flow from the BASINPOLISH;
Q402 is temporary bypass flow from the BASINSETTLE.
In addition to normal operation utilizing the BASINPOLISH, the design provides an option for a
temporary by-pass decant operation. The operator can manually open/close valves to utilize
a temporary by-pass that would allow liquid -stream (supernatant -effluent) from the
BASINSETTLE flow directly to the DISCHARGEOUTLET• The by-pass is a short-term option available
whenever the BASINPOLISH is out -of -service for cleaning and maintenance. All flow through the
temporary bypass flows through the effluent flow meter, dechlorination injector/mixer and the
composite effluent sampler.
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Whether flow to the DISCHARGEOUTLET Is from the BASINPOLISH by (normal decant operation)
or directly from the BASINSETME (bypass decant operation), design for supernatant -effluent -
discharge flow from the facility is such to meet requirements of the existing NPDES Permit
NCO078131. See ExhibitWV — Hydraulic Calculation and Summary — Temporary Bypass Decant
Operation
9.0 CLOSING COMMENT
As shown by Exhibit XV — Process Flow Schematic, the proposed flow has backwash
wastewater travel first to the waste settling basin and secondly to the waste polishing basin.
In a manner similar to the existing system, the effluent flow continues through the effluent
flow -meter, dechlorination and sampling before to discharge into McCotter Canal.
The additional electrical load for the proposed rotary scraper mechanism and the two (2)
small pump stations and is minimal compared to entire electrical load for the entire water
treatment plant. See Exhibit XVI — Electrical Load Summary
The current estimate of construction cost is $1,930,000 with project cost including contingency
$2,610,000. See Exhibit XVII — Opinion of Probable Cost
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