WQ0042579_More Information Received_20211129

Initial Review
Reviewer
Thornburg, Nathaniel D
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * WQ0042579
Applicant/Permittee Brunswick County
Email Notifications
...................................................................................
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
Name* Carter Hubard
Email Address*
[e-mail]
Project Information
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
9104421850
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
hftps://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Perm it Type:* Wastewater Irrigation High -Rate Infiltration
Other Wastewater Reclaimed Water
Closed -Loop Recycle Residuals
Single -Family Residence Wastewater Other
Irrigation
Permit Number: * WQ0042579
Has Current Existing permit number
Applicant/Permittee Address* 250 Grey Water Road NE, PO Box 249, Supply, North Carolina
Facility Name* Mulberry Branch WRF
Please provide comments/notes on your current submittal below.
Add info comment response letter with attachments included
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
00 20211129 Comment Response Add Info.pdf 115.09MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be
accepted for pre -review until the fee (if required) has been received by the Non -
Discharge Branch. Application fees must be submitted by check or money order and
made payable to the North Carolina Department of Environmental Quality (NCDEQ).
I also confirm that the uploaded document is a single PDF with all parts of the
application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
Submission Date 11/29/2021

Ph W
ivDICKSON
November 29, 2021
Submitted electronically via DWI upload site
Lauren Raup-Plummer, PE
North Carolina Department of Environmental Quality
Division of Water Resources
512 North Salisbury Street
Raleigh, NC 27604
RE: Application No. WQ0042579
Additional Information Request #2
Mulberry Branch Water Reclamation Facility
High -Rate Infiltration System
SRF Project No. CS370714-03
WKD Project No. 20170253.00.WL
Dear Ms. Raup-Plummer:
Thank you for your comments regarding High -Rate Infiltration System Permit Application No.
WQ0042579 submitted for the Mulberry Branch Water Reclamation Facility Project. To supplement
the permit application received by NCDEQ on August 10, 2021, we are submitting the following
comment responses and supporting documents for your review and approval.
Supporting documents include:
Attachment 1-
Revised HRIS Application form
Attachment 2-
Finding of No Significant Impact
Attachment 3-
Groundwater and Mulberry Branch Analytical Results
Attachment 4-
Aquifer analysis test results summarized
Attachment 5-
Wetland Report
Attachment 6-
Revised Plans Sheets
Attachment 7-
Revised Specifications
Attachment 8-
Revised and sealed calculations
Attachment 9- No Rise approval letter
Attachment 10- Regional Biosolids Plan
Attachment 11 DWI Checklist
Attachment 12- Updated Cost Estimate
300 N. Third Street, Suite 301
Wilmington, NC 28401
Tel. [phone]
www.wkdickson.com Aviation • Water Resources • Community Development • Energy

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 2
In regard to the review comments provided on October 19, 2021, please see responses below:
A. Cover Letter and Executive Summary:
1. Comment: The submitted documents were overall organized to a more navigable format;
however, Central and Regional Office staff noticed numerous duplicates of documents within
the submittal file. For example, there were multiple residuals management plans and multiple
copies of the existing Brunswick County RLAP permit included. This added to the
cumbersome nature of the project submittal and created confusion when trying to identify
the most recent version of certain documents presented for our consideration. When revising
the documents to address the following comments, please also take care to make sure that
duplication information is not being presented.
Response: Duplicate information will be minimized.
2. Comment: There are numerous instances throughout the engineering documents where the
nomenclature utilized is inconsistent. For example, pump stations are referred to in some
instances by function (influent pump station) but in others by numeric notation (PS No. 3).
Other issues were observed with manhole labels not matching between plan sheets (see below
within Section I - Engineering Plans). Please review and revise the engineering documents to
clarify nomenclature therein to better facilitate our review.
Response: The Pump Station numbering system pertains to the self -priming pumps. The
Pump Station Numbering has been added to the engineering calculations for clarity. All
manhole labeling has been corrected.
B. Application Fee:
1. No comment/response.
C. Application:
1. Comment: Within Item IV.3, the applicant indicated that an Environmental Assessment (EA)
was required under 15A NCAC 01C; however, the EA was still under review at the time of
the submittal. Has a Finding of No Significant Impact or Record of Decision been issued to
the applicant since the last submission? Please provide an update on the status of the EA.
Response: The Finding of No Significant Impact and Environmental Assessment dated
September 28, 2021 is included in Attachment 2.
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NCDEQ Comment Response- WQ0042579
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2. Comment: Within Item IV.4 General Requirements, it appears that several permits are listed
as pending. Were these permit applications still being drafted at the time of the application
or had they already been submitted to their respective permitting authorities? Please provide
additional information and an update of the status of the permits/certifications listed within
the table.
Response: An updated table of permitting status is included in Attachment 1.
3. Comment: General Requirements Item IV.8 indicates multiple values for the 100-year flood
elevation to the facility (26.5 ft within the first portion and 25.6 ft within the following
question). The 100-year flood line depicted in the vicinity of Infiltration Basin A appears to be
closer to the elevation of 64 ft AMSL. Please provide the flood elevation value that is
associated with the Infiltration Basin areas as it is unclear whether the 2.0 feet of freeboard is
met at that location. Additionally, within Item V.6, the response regarding whether the
treatment system is located within the 100-year flood plain is indicated as N/A. Please revise
the response to address whether the listed requirements are met. Additionally, please review
and revise the associated engineering documents, if necessary.
Response: The berm area of the infiltration basins is a zone A flood plain. Zone A is a hazard
area without base flood elevation. Application Item V.6 has been revised as the treatment
system is not located in the 100-year flood plain. Engineering documents have been revised.
4. Comment: In Section V, the table indicates that the designed effluent concentration for TKN
is 2 mg/L; however, the provided engineering calculations indicate that the designed
concentration is 7 mg/L. Please review and revise as needed.
Response: The designed effluent TN is maximum of 7.0 mg/l, Maximum Effluent NH3 is 4.0
mg/l. The designed maximum Effluent Nitrate is 3.0. The Design Calculation Package and the
application and are updated. The raw influent Ammonia is 36.3 mg/L and influent TKN is
42.6 mg/L TKN. The incoming waste stream is assumed to have an Ammonia concentration
of 36.3 mg/L, however, once entering the WWTP it is assumed that all influent total nitrogen
will be Ammonia. Therefore, within the design calculation package, 42.6 mg/L has been used
as the ammonia concentration for all treatment calculations.
5. Comment: Item VILb.i indicates that the basins include a discharge point. Is this response
referring to the subsurface groundwater lowering system or another discharge point (pipe,
spillway, etc.)?
Response: The high rate infiltration basins do not have a direct discharge point. Item VILb.i
has been revised.
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NCDEQ Comment Response- WQ0042579
November 29, 2021
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6. Comment: Within Section VIIL It is indicated that there is a 57-foot setback available between
surface waters and treatment/storage units. However, within the provided plan sheets, it
appears that wetlands are located within the 50-foot setback distance. Please see comment 1.3
Engineering Plans with regards to the subsurface groundwater lowering drainage system
setback. Please provide additional information and review and revise the engineering
documents, if necessary.
Response: Section VIII and sheets have been revised to indicate the setbacks.
D. Property Ownership Documentation:
1. No comment/response.
E. Soil Evaluation:
1. Comment: The provided documentation was extensive, and it appeared that data was
included from previous project work unrelated to this project which created some confusion.
Additionally, some of the prior project reports appeared to present conflicting information.
Please provide the following, or provide a written response to each item and clearly point us
to where this information is located in the existing application:
a. A written response that clearly indicates how many hydraulic conductivity measurements
were taken for each soil series present,
b. A map that clearly shows where all Ksat measures were conducted within the proposed
infiltration area and their relation to the soils mapped in this area,
c. A complete soil profile description for each hydraulic conductivity measurement point,
d. A copy of the field measurements indicating that steady state was reached for each test
conducted within the restrictive horizon for each soil series, and
e. A summary table of the measurements for each soil series present in the proposed
infiltration area that includes the elevations of the hydraulic conductivity measurements
relative to the proposed basin interface elevations.
Response:
a. Aquifer analysis testing was performed in each of the three proposed high rate
infiltration basin locations. See sections of the Soils and Hydrogeologic Site
Evaluation report dated January 2018, figure, and tabulated results in
Attachment 4.
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 5
b. Figure No. 1 A indicates the test locations. Note that the test well sites are
referred to as P14 (1314), P20 (1320), and P27B (132713).
c. Test pits were conducted in each of the infiltration basins. See summary report
provided in Attachment 4.
d. See Attachment 4 for the analysis of steady state pumping.
e. A summary table of High Rate Infiltration Basins and other Brunswick County
sites is provided in Attachment 4.
F. Agronomist Evaluation:
1. No comment/response.
G. Hydrogeolo i c Report:
Comment: Within the hydrogeologic analysis, it is stated that "the drain or drains leading
toward Mulberry Creek be able to accommodate 1,213,512 gallons per day of groundwater."
Pursuant to 15A NCAC 02T .0704(1), facilities utilizing subsurface groundwater lowering
drainage systems shall demonstrate that groundwater and surface water standards will be
protected. Information could not be located that discusses the chemistry of the water that will
be discharged from the drain system into the nearby wetlands, or the potential impacts of the
water chemistry on receiving water bodies. Please provide additional information that
includes estimated effluent concentrations for parameters that describe the quality of the
groundwater discharge water, and provide discussion of the effects of these parameters on
receiving water bodies. The discussed parameters shall include at a minimum:
a. Nutrients, including a discussion or model on how nutrients will affect the downstream
surface water quality of Mulberry Branch,
b. Iron, which is common to shallow groundwater and may cause an issue with iron bacteria
blooms in receiving waters,
c. pH,
d. BOD, and
e. Turbidity
Response:
a. The water quality has recently been tested from groundwater wells and the
receiving stream. The results are included herein. Total N and TKN results are 1
mg/L and are not anticipated to be increased in the groundwater lowering system.
b. Iron results are 1.38 to 0.83 mg/L in the ground water and 1.38 mg/L in the
receiving stream.
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NCDEQ Comment Response- WQ0042579
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c. pH in the groundwater sample was 4.8 and 4.9 and in Mulberry Branch sample 6.3.
The groundwater lowering system discharges to atmosphere at level spreaders and
will flow overground prior to entering Mulberry Branch.
d. Other parameters were tested for and presented in the table of results herein. The
total phosphorous, sulfate and fecal are less in the groundwater than Mulberry
Branch.
e. Turbidity is not anticipated to be increased as groundwater sample Well #2 had
less total suspended solids than Mulberry Branch.
2. Comment: Whereas the hydrogeologic groundwater model (Modflow) models the spray
irrigation and infiltration basins with the surrounding sub -surface drains, but our
understanding is that Modflow does not model the re-entry of the drain -captured water into
the soil/wetlands areas down -gradient of Basins A, B, and C. There appears to be no analysis
of the projected 1.2 MGD of drain -captured water re -directed to the soil/shall soils/wetland
areas. Was an analysis performed? We recommend some type of near -surface hydraulic
evaluation be performed to evaluate the impact of this potentially constant flow of drain
water which has been daylighted into these down -gradient wetland soils.
Response: The groundwater will be discharged at level spreaders at the edge of wetlands.
Brunswick County has similar experience at other sites for more than 10 years. The latest
annual wetland reports is included as Attachment 5. This facility will have a similar wetland
monitoring plan to evaluate the impact to down -gradient wetland soils in this project.
H. Water Balance:
1. Comment: Within the water balance, it appears that the PAN evaporation data used is for
Lumberton, NC. It is unclear whether these values reflect coastal evaporation behavior
anticipated for the proposed site.
Response: The water balance is not applicable to the high rate infiltration system.
I. EngineeringPlans:
1. Comment: Plan Sheet G4 depicts Sheet G4:
a. Two 16-inch influent lines are shown without any depiction of these lines being reduced
prior to the influent flow meters. As illustrated in Plan Sheet M2, the line from US Hwy
17 will be reduced from 16 inches to 12 inches prior to the flow meter. In addition, Plan
Sheets C14, C16 and C26 indicate that the other influent line will be 12 inches. Please revise
Plan Sheet G4 to reflect the proper pipe sizes or explain.
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
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Response: G4 has been updated for clarity.
b. The three smaller tanks that comprise the anaerobic selector and the plant's flow path
through them are not depicted. Please show and label the three tanks and show that
proposed operational flow paths.
Response: G4 has been updated for clarity.
c. The effluent connection to the diversion pump station is missing.
Response: G4 has been updated for clarity.
2. Comment: The setbacks for the proposed wastewater treatment plant depicted on Sheet C5
show areas of wetlands within the 50-foot setback boundary depicted. Pursuant to 15A NCAC
02T .0506(b), the setbacks for treatment and storage units shall be 50 feet for surface water
such as intermittent and perennial streams, perennial waterbodies, and wetlands. Please
review and clarify or revise as needed.
Response: Sheet C5 has been revised so that the WWTP 50-foot setback is indicated. The
treatment and storage units are more than 50 feet from wetlands.
3. Comment: Per Sheet C6, the compliance boundary is depicted at what appears to be a distance
of approximately 100 feet from the waste boundary with the review boundary located at a
distance of approximately 250 feet from the waste boundary. Pursuant to 15A NCAC 02L
.0107, the compliance boundary for disposal systems permitted after December 30, 1983 shall
be established 250 feet from the waste boundary, or 50 feet within the property boundary,
whichever point is closer to the source. Pursuant to 15A NCAC 02L .0108, the review
boundary is established around any disposal system midway between the compliance
boundary and the waste boundary. Additionally, it is noted that the current design depicts
the subsurface groundwater lowering system within the compliance boundary. Pursuant to
15A NCAC 02T .0705(y), subsurface groundwater lowering drainage systems shall be
prohibited within the compliance boundary. The applicant may request the compliance
boundary be established closer to the waste disposal area under 15A NCAC 02T .0105(h).
Please provide additional information with regards to the compliance and review boundaries,
and please review and revise the plan sheets as necessary to meet these requirements.
Response: The compliance boundary for the infiltration basins has been moved closer to the
waste boundary so that the groundwater lowering underdrains are entirely outside the
compliance boundary (per 10/29/2021 Teams discussion with Nathaniel Thornburg, Morella
Sanchez King, PE, and Lauren Raup-Plummer, PE).
�D IICKSON

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4. Comment: Within the Plan Set, the "Sewer Line - Shared Trench" detail indicates an 18-inch
horizontal separation between parallel pipes for the reclaimed water (Mulberry Branch)
infiltration basin force main and the wastewater effluent (Shallotte) spray field force main.
Pursuant to 15A NCAC 02T .0305, the separation between reclaimed water lines and sewer
lines must be 18 inches in the vertical with reclaimed over sewer, or 24 inches in the
horizontal. Please review and revise the detail and force main alignments as necessary.
Response: This detail has been updated on all sheets to reflect orientation pursuant to 15A
NCAC 02T .0305.
5. Comment: Per Sheet C28 (Headworks Force Main Sta. 9+00 to 10+00), a tie in to the existing
8-inch force main is depicted near Sta. 11+50. Is the existing 8-inch force main raw influent
being diverted from the headworks or treated effluent from the existing lagoon facility? Please
provide additional information regarding the force main function within the call -outs for
clarity.
Response: This existing 8-inch force main connection on Sheet C28 is to reroute the existing
redundant 6 inch force main to the existing 8-inch force main. The connection does not
involve any interconnections between the proposed force mains to or from Mulberry WRF.
Clarifying notes and callouts have been added to sheet C28.
6. Comment: Per Sheet C29, based on the provided profile view, it is unclear how 18 inches of
vertical separation and 3 feet of minimum cover will be maintained at the storm drain crossing
near Sta. 27+50. It is also unclear whether the storm drain is crossing above or below the force
main. Please review and provide clarification via a call -out or revised profile view to indicate
that the requirements of 15A NCAC 02T .0305 are met.
Response: The force main and storm drain crossings have been revised so that required
horizontal and vertical separations are met.
7. Comment: Per Sheet C30, based on the provided profile view, it is unclear how 18 inches of
vertical separation and 3 feet of minimum cover will be maintained at the storm drain crossing
near Sta. 3+80. It is also unclear whether the storm drain crossing is above or below the force
main. Please review and provide clarification via a call -out or revised profile view to indicate
that the requirements of 15A NCAC 02T .0305 are met.
Response: The force main and storm drain crossings have been revised so that required
horizontal and vertical separations are met.
8. Comment: Per Sheet C37, the force main crosses the groundwater lowering system
underdrain near Sta. 43+25; however, this feature is not depicted on the profile view. Please
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 9
add this crossing to the profile view and indicate the vertical separation at this and all other
crossings between the proposed force main and the groundwater lowering system
underdrains.
Response: The groundwater lowering underdrain crossings are now shown on the relevant
force main profiles and dimensions showing vertical separations have been added.
9. Comment: Per Sheet C38, the call -out near Sta. 52+00 identifies the Effluent Force main to
Infiltration Basin B, and the same call -out is listed near Sta. 59+00. Is the call -out near Sta.
52+00 referring to Infiltration Basin C? Please review and revise.
Response: The reference to Infiltration Basin B near Effluent Force Main Sta. 52+00 on Sheet
C38 has been revised to Infiltration Basin C.
10. Comment: Per Sheet C48, it appears that the groundwater lowering system discharges at two
outfalls. One is a combined outfall located between Basins A and B, and the other is an outfall
designed to serve Basin C. With the provided views, it is unclear the proximity between the
outfall's level spreaders to the existing wetlands and Mulberry Branch. Please provide an
additional plan sheet that depicts outfalls, proposed flows, proposed flow rates, and the
topographic features related to the groundwater lowering system and its hydraulics.
Response: Sheet C9.1 has been added that shows the location and elevation of the two level
spreader outfalls, flow path distances to Mulberry branch, the respective flow rates from the
two level spreaders, and the approximate surface water elevation of Mulberry Branch at the
confluence with the two level spreader discharge flow paths.
11. Comment: Plug valves are depicted around the manhole prior to discharge to the outfall and
level spreader for the combined Basin A/B piping. The manhole prior to discharge to the
outfall for Basin C does not have the same configuration. It was unclear why these discharges
were designed with different configurations, should both discharges have plug valves? Please
review and revise if needed.
Response: A plug valve has been added to the Basin C outfall pipe.
12. Comment: The soil profiles within Sheet C54 depict clay encountered at final bottom
elevation (54.0 ft AMSL) overlain by clean sand at several locations. Within the Soils and
Hydrologic Report, it indicates that clay lenses are to be removed; however, the Specifications
do not appear to include provisions for the over -excavation of clays within the infiltration
basins. Please provide additional information regarding the extent of the proposed clay lens
removal.
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NCDEQ Comment Response- WQ0042579
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Page 10
Response: Specification 33 23 16 has been revised to clarify clay over -excavation
requirements.
13. Comment: Per Sheet M6, to the left of ITP-1 an 8-inch PVC pipe is called out, it appears to be
related to the wet well drain line; however, the call -out at the top of the plan sheet refers to
this as a 6-inch line. An 8" x 6" reducer is not depicted between these two call -outs. Please
review the pipe diameter of the wet well drain lines and revise if needed.
Response: The drain labeling has been updated. The entire wet well drain is 8-inch. Plan sheet
has been revised.
14. Comment: Per Sheet M10, the manhole located to the northwest of the oxidation ditch
(receiving the proposed 8-inch drain line) is listed as MH#9 and includes a call -out stating to
see Sheet C15. The manhole that appears to be depicted on Sheet C15 in the same location is
labeled MH-5. A similar issue is observed for the plan south oxidation drain line which has a
call -out on Sheet M10 labeling the manhole as MH#7, but the manhole depicted on Sheet C15
in the same location is labeled MH-3. Please review and revised as needed.
Response: Manhole labeling has been corrected.
15. Comment: Per Sheet M10, the configuration of the anaerobic selector is unclear and the
hydraulics of the anaerobic selector are unknown. Please provide additional regarding the
anaerobic selector including the proposed functions of each tank, the anticipated flow path
for the RAS and influent lines. Please clarify and revise as necessary.
Response: The RAS enters the anaerobic selector (Pre DN Tank) which continues the
denitrification that may have occurred in the clarifiers. The influent enters the selector Tank.
The large tank is the Bio-P tank in side stream configuration to facilitate Phosphourus
Accumulating Organisms (PAO) growth. Slide gates between all three tanks will be fully open
under normal operating conditions, promoting growth of PAO and Denitrifiers prior to
entering the oxidation ditches. The controllers of the air system will allow for zones and/ or
periods of oxic and anoxic conditions facilitating both nitrification and phosphorus uptake,
and anoxic conditions will promote further denitrification. Sheet G4 has been updated to
illustrate the process flow in the anaerobic selector.
16. Comment: Per Sheet M11, multiple bypass lines for the anaerobic selector are depicted in the
profile view. These are not clearly labeled on the plan view on M10 and the piping plan view
on Sheet C15 does not go to this level of detail. Please clarify and revise the piping for the
anaerobic selector and oxidation ditch treatment units.
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NCDEQ Comment Response- WQ0042579
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Page 11
Response: M11 is meant to be used in conjunction with sheet M10, which clearly labels all
piping. Labels. All bypass lines are shown on C15. Labeling has been added to M11 for clarity.
17. Comment: Per Sheet M14, the inlet piping from the oxidation ditch combination well to the
clarifiers is not labeled. The adjacent slide gate appears to be a 24" x 24" slide gate, but it is
unclear what pipe diameter and material is proposed. Please review and revise as needed.
Response: There is a section view shown on Sheet M10 indicating the inlet piping detail.
Additional labeling has been added for clarity.
18. Comment: Within Sheet M21, an outline of a future bank is indicated; however, this future
UV bank was not identified on the other plan sheets. Is it intended to be provided as a parallel
channel at a future date? Please provide additional information.
Response: In the event that additional WWTPs are constructed on the same site, space was
left in the UV channel in the event that it ever needed to be expanded. Mention of this future
UV system has been removed for clarity.
19. Comment: Sheet D2 depicts the proposed level spreader. Please explain how the recovered
groundwater will be disposed after draining to the two 30 ft section of 24-inch diameter, 16-
gauge, corrugated metal pipe. Is the calculated flowrate of 2.02/2.21 cfs found in the
engineering calculations associated with the upwards flowrate through the aluminum grates
associated with these features?
Response: These sections of level spreader pipe with slotted openings act as weirs to control
water flow outward. The calculated flow rate of 2.02 ft3/s and 2.21 ft3/s for Outfall A-B and
Outfall C, respectively, represent the maximum flow capacity of the outfall pipes calculated
using Manning's Equation. The "Required Capacity" presented in the calculations (1.26 and
0.62 ft3/s for Outfall A-B and C, respectively) represent the expected flows through the outfall
and were derived from Edwin Andrews' hydraulic model of the infiltration basins.
J. Specifications:
Comment: Per 09 90 00 - 9, the color -coding requirements include finished water, but it was
noted that the colors called out for treated wastewater effluent to the spray fields and treated
reclaimed water to the infiltration basins identified in the Plan Set were not included in this
table. Please review and revise.
Response: Specification section 09 90 00 has been revised for color coding of pipes.
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2. Comment: Section 22 13 30 Self -Priming Pumps and Accessories, Part 2.6 Pump Controls
indicates that Pump Station 1 and Pump Station 2 (which per our understanding share a wet
well) are both to initiate all three pumps in the event of a high-level alarm. Based on the
provided Plan Sheets, it appears only one high-level alarm is present within the influent
pump station which would result in six pumps (ITP-1 through ITP-3; EQTP-1 through EQTP-
3) activating simultaneously. Is that the intent of the design? Please provide additional
information and review and revise the engineering documents as necessary.
Response: Yes, the intent is for the pumps to operate at high level alarm. The "all pumps on"
condition equates to 50 to 100 gpm of additional flow to the WWTP anaerobic selector. this
extra added volumetric rate is to prevent the pump station from overflowing. However, this
condition should never happen since the flow to the WWTP will be controlled by a influent
v-port ball valve that will modulate and control flow to the WWTP influent pump station.
Comment: Section 3123 16 - 3, Part 2.3 regarding Fill for High -Rate Infiltration Basins, it is
unclear whether off -site fill material is to be analyzed to confirm that it is free of
contamination prior to being brought on -site. Is the proposed fill material from an on -site
borrow? Please provide additional information.
Response: Specification 3123 16 has been revised.
4. Comment: Within the definitions of Section 33 1100, the utility company is listed as Lincoln
County. Please review and revise as needed.
Response: Specification 33 1100 has been revised to include testing of fill material.
5. Comment: The leakage formula provided in 33 34 00 Sanitary Utility Sewerage Force Mains
is not the most recent per AWWA C600 standards. The value in the denominator in the most
recent standard is 148,000 and not 133,200. Please review and revise as needed.
Response: Specification 33 34 00 has been revised.
Comment: Numerous sections of the Specifications reference Section 40 7213 Ultrasonic Level
Meters; however, this section was not provided in the submitted Specifications set. Please
review and revise.
Response: Ultrasonic Level Meters have been removed from the project. Specification
references have been corrected.
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K. Engineering Calculations:
Comment: Engineering design calculations must be signed, sealed, and dated by a North
Carolina licenses Professional Engineer in good standing. Please review and revise.
Response: The calculation have been sealed. The full package is resubmitted in Attachment
8.
2. Comment: Within Section 2 - Hydraulic Profile of WWTP, it lists that two treatment units are
in service for the average daily flow (ADF) - with the exception of the disc filter. However,
for the peak flow, it lists only one of each of the unit processes. It appears that the columns
have been reversed, and it is unclear whether this error is continued throughout the summary.
Please review and revise as needed.
Response: The filters are designed for one filter in service, one in standby, or both operated
at 50 percent. Evaluating with one filter in operation during peak conditions is to simulate a
maintenance event.
Comment: Throughout the calculations, different nomenclatures are used when referring to
different pumps. Is the Aerobic Digester: Transfer Pump referring to the pumps transferring
RAS/WAS to West Brunswick? Within the pump data sheets for the Drain Pump Station, it
refers to both the Drain Pump Station and the Diversion Pump Station. Please clarify the
nomenclature and choose a consistent naming convention throughout the provided
engineering documents.
Response: The Transfer Pumps are referring to the Transfer Pumps as labeled on Sheet M24.
The Drain Pump Station, Scum Pump Station, WAS FM, and Effluent PS all have calculations
with a Diversion Pump Station Subheading. As indicated in the Narrative for these sheets,
the sheets with this sub -heading are showing calculations for conditions when these pumps
are pumping to the Diversion Pump Station located on the existing Shallotte WWTP site.
4. Comment: Within the nitrogen removal calculations, the following items were noted:
a. The provided design volume of the denitrifying tank (0.8 MG) is equal to the combined
oxidation ditch volume. Since nitrification happens in oxidation ditch as well, the whole
volume cannot be used for denitrification. Please review and revise as needed.
Response: The reason the total tank volume was used is because while yes, nitrification
and denitrification both occur within the same tank, the control system of the oxidation
ditches will modulate conditions of entirely aerobic or anoxic. To be conservative, these
calculations were revised as part of this submittal. The new calculations reflect
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 14
denitrification occurring partially within the secondary clarifiers and further within the
pre denitrification section of the anaerobic selector.
b. The provided influent TKN of 36.3 mg/L does not agree with the provided influent
ammonia of 42.6 mg/L. Furthermore, the effluent TKN value of 7.0 mg/L does not translate
to a TN of 7.0 mg/L. To qualify for the reduced setbacks outlined in 15A NCAC 0.2T
.0706(b), the designed total nitrogen effluent limit of 7 mg/L must be met. Nitrate and
Nitrite concentrations also need to be considered to calculate denitrification efficiency.
Please breakout the ammonia, organic-N, and nitrate contributions to total nitrogen.
Please review and revise as needed.
Response: TKN should be 42.6 mg/1 and ammonia 36.3 mg/l. These have been corrected.
The effluent TN design point was 7.0, this has been corrected. All nitrogen calcs have been
corrected and revised within the Design Calculations. It is assumed that all incoming
nitrogen will be converted to ammonia, so 36.3 mg/L reflects the incoming stream, and
42.6 mg/L reflects the ammonia concentration once all TKN has been converted. As a
conservative approach for denitrification, all ammonia was assumed to be converted to
nitrate.
5. Comment: It appears that BioWin was used for calculations. Please provide the BioWin input
and output table along with a visual plant model representation for our consideration. From
the hydraulic configuration provided on Sheet M10, it appears that only the RAS flow is being
sent to the major anaerobic tank with the influent bypassing the main anaerobic tank prior to
entering the oxidation ditch influent weir structure. Should the main influent line be routed
into the large anaerobic tank for Bio-P growth? The current operational configuration is
unclear, please review and revise the associated engineering documents and identify how
these configurations are represented in BioWin.
Response: BioWin s wastewater fractionation was used to determine incoming rbCOD and
estimate COD from our design BOD using wastewater with our influent constituents. The
estimated rbCOD was then used for our P removal calculations. The anaerobic selector piping
layout is correct as is. See response to Question 15 of the Engineering Plan Questions.
L. Site Map:
1. Comment: The submittal identified Plan Sheets C3, C4, C5, C6, and C9 as the documents to
be considered as the site maps. The referenced maps do not include a labeled facility map
calling out the unit processes to be listed within the permit's facility description. Please note
that the site maps are used during permit, and many applicants choose to create site maps
separate from the plan set that utilize both topographic contour base maps and aerial base
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 15
maps to assist in point out key features. Please review and revise your site maps and include
a map that clearly identifies the proposed unit processes.
Response: Site maps of the overall project site as well as the WWTP site labeling each unit
process are provided with this submittal.
M. Power Reliability Plan:
1. No comment/response.
N. Operation & Maintenance Plan:
Comment: Within the O&M Plan, the section on Operation and Control of Unit Processes
(Section 3) consists of just an introductory paragraph. Within Section 22 13 30 Self -Priming
Pumps and Accessories in the Specifications, there are numerous references to a high -alarm
level strategy that involves initializing all of the available pumps (including the
standby/backup pumps) to mitigate increased flow volumes in the wet wells. However, it is
unclear how the discharge -side unit processes will perform under these increased flow
conditions. If the pump station upstream of the oxidation ditch has a high -alarm level, what
protocols will be enacted to prevent a washout?
Response: The Alarm condition/ all pumps on is a best management practice to prevent an
overflow. The Shut off head of the pumps is so low the three pumps on vs two pumps on
makes very little difference in flow rate (about 50 GPM). 50 GPM difference in flow rate is not
enough to cause a wash out, however, it may be a difference maker in a near overflow
condition at the influent pump station. The O&M manual will be further refined once all
equipment is procured, and manufacturers are identified so the manual can be specific to
them.
2. Comment: Within the plant piping, it appears that low slope gravity lines are being proposed.
Is there a flushing protocol planned for the facility to manage solids deposition? Please
provide additional information.
Response: The Mulberry Branch WWTP piping slope has been corrected.
O. Residuals Management Plan:
1. Comment: A copy of the Brunswick County RLAP permit (WQ0034513) was provided within
the Residuals Management Plan. Please note that prior to operation of the Mulberry Branch
facility, a modification to the RLAP permit adding Mulberry Branch to the approved residuals
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 16
sources (Attachment A) will need to be submitted and approved by the Non -Discharge
Branch.
Response: Comment noted. Brunswick County will prepare and submit a modification to the
RLAP permit.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity:
1. Not applicable.
➢ Existing Permit:
1. Not applicable.
➢ Final Environmental Document:
1. The submittal indicated that an Engineering Report/Environmental Information
Document was submitted on December 17, 2020. However, a final ruling/response was
not provided. Please provide the Finding of No Significant Impact (FONSI) or the Record
of Decision (ROD) for our review.
Response: The Finding of No Significant Impact and Environmental Assessment dated
September 28, 2021 is included herein.
➢ Floodway Regulation Compliance:
1. A portion of the proposed Infiltration Basin A is located within the 100-year floodplain.
In addition to the basin structure, a subsurface groundwater lowering system is proposed
that will traverse a portion of the 100-year floodplain. The documentation of No Impact
provided in the submittal appears to reference the proposed culvert construction at
Mulberry Branch and does not reference the potential impacts of the proposed infiltration
basin and groundwater lowering system. Within Chapter 143 Article 21 Part 6 of the
General Statutes, it is stated that a local government may adopt ordinances to regulate
uses in flood hazard areas and grant permits for the use of flood hazard areas that are
consistent with the requirements of this Part. Please provide written documentation from
all local governing entities that the proposed facility modifications are in compliance with
all local ordinances regarding construction or operation of wastewater treatment and/or
disposal facilities within the floodplain.
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 17
Response: A permit from the Brunswick County flood plain administrator is in process.
2. Is the proposed design, including the infiltration basins and groundwater lowering
system, in compliance with Cape Fear River Buffer Rules? Please confirm and/or provide
additional information.
Response: This project is not in the Cape Fear River Buffer area.
3. The provided no -rise certification of the Mulberry Branch culvert was neither approved
nor disapproved. Has an approval for the no -rise certification been granted?
Response: Approval is provided herein as Attachment 9.
➢ Operational Agreements:
1. Not applicable.
➢ Threatened or Endangered Aquatic Species Documentation:
1. A map was provided labeled the "Federally Protected Species' document and it was
indicated that this project will not impact any endangered species. However, throughout
the plan sheets, there are several call -outs indicating the location of endangered species
along the force main alignments. Please provide additional information regarding the
referenced endangered plant species and any pertinent documentation of these impacts.
Response: The endangered plant species are to be relocated in accordance with the
specifications.
➢ Wastewater Chemical Analysis:
1. Not applicable.
Q. Comments from Division of Water Infrastructure Staff:
1. Plans:
a. Please incorporate DWI Project Number (CS370714-03) into the plans cover sheet.
Response: The DWI Project Number has been added to the plans Cover sheet.
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 18
b. Please provide a schematic layout of all existing force mains connecting to the diversion
pump station. Please label every force main with arrows showing the direction and
information as to where they come and go. Also, in the calculations, please provide the
pumping characteristics of this diversion pump station.
Response: Pumping characteristics are provided in the calculations Attachment 8.
c. A considerable amount of energy will be put into the Mulberry Branch WRF to separate
the WAS so that it can be mixed again with other raw sewers to send to the West
Brunswick Regional WRF through the diversion pump station. Has the County
considered continually operating the digester and sending digested TWAS to West
Brunswick by truck to utilize the existing Class A sludge process? Mixing WAS with other
sewer to send to WBWRF seems to be redundant and also cost the County more treatment
energy.
Response: Brunswick County has completed a residuals master plan that accommodates
the Mulberry Branch WRF WAS transfer to the West Brunswick Regional WRF to
centralize and maximize class A sludge production. The report is provided in Attachment
10.
2. Specifications:
a. Please incorporate DWI Project number (CS370714-03) into the specification cover sheet.
Response: The DWI Project number has been added to the Specification cover sheet.
b. Please update Davis -Bacon wage determination pay schedule needs to 2021.
Response: The Davis -Bacon wage determination pay schedule has been revised to 2021.
c. Are there any easements or encroachments required for this work to be done? If yes, have
they been acquired? If yes, please provide in the specifications.
Response: Easements and encroachments are in process. Documentation of easements
and encroachments will be provided in bid information submittal.
3. Engineering Calculations:
a. A Peaking Factor of 2.5 was selected since flow is adjustable using motorized valves out
on the 24-inch force main interconnecting other WWTPs. Please provide combined WWTP
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 19
capacity and history of accepting flow in the network connected to future Mulberry
Branch WRF. Also, please describe how Brunswick County would manage a wet weather
scenario where sewer flow exceeds combined WWTP capacity.
Response: The inlet valve to the headworks facility will be a motor actuated ball valve.
The valve will operate on a PLC which receives feedback from the influent flowmeter. The
valve will throttle flow to the WWTP to ensure maximum specified flows are never
exceeded.
b. Please provide the past 5 years of daily historical data of influent flow, BOD, TSS, TN, and
TP. Please also provide any COD data, if available.
Response: Available historical influent flow parameters are provided in Attachment 8.
4. Additional Documents:
a. Please submit the DWI bid and design submittal checklist
(htti2s://files.nc.gov/ncdeq/WI/Design/PS SubmittalChecklist 180710.docx) with
associated documentation.
Response: DWI bid and design submittal checklist is provided as Attachment 11.
b. Please provide the tentative future 5 MG expansion layout. Please also provide a
generalized disposal plan. Will this proposed expansion involve additional land
acquisition?
Response: Brunswick does not have plans for future expansion and disposal at this time.
c. Please provide an updated cost estimate.
Response: A revised cost estimate update is provided in Attachment 12.
R. Recommendations: (Response not required)
1. The Piping Plan for the proposed WWTP (Sheet C15) includes multiple 8-inch diameter
gravity sewer depicted with a slope of 0.04%. The minimum design criteria for 8-inch
diameter gravity sewers is 0.4% (0.4 ft per 100 ft) as outlined within the NCDEQ "Minimum
Design Criteria for the Permitting of Gravity Sewers." The Ten States Standards for
Wastewater Facilities recommends increased slopes for gravity discharge piping for sludges
(Chapter 80, Section 87.2). Please consider increased slopes in accordance with these
guidelines.
�D IICKSON

NCDEQ Comment Response- WQ0042579
November 29, 2021
Page 20
Response: The piping plan gravity slope has been corrected.
2. The proposed groundwater lowering system outfalls at two points with the level
spreader/outfall at combined Basins A and B discharging roughly twice the flow as the level
spreader at Basin C. We recommend that the groundwater lowering system outfalls at a
minimum of three points, one for each Basin, with separation distances suitable to mitigate
impacts to the surrounding wetlands.
Response: The site topography does not promote additional level spreader outfall. The two
level spreaders have been sized to minimize flow rate overground.
3. A copy of the Brunswick County RLAP permit (WQ0034513) was provided within the
Residuals Management Plan. Please note that prior to operation of the Mulberry Branch
facility, a modification to the RLAP permit adding Mulberry Branch to the approved residuals
sources (Attachment A) will need to be submitted and approved by the Non -Discharge
Branch.
Response: Noted and response provided above.
4. During the site visit, it was noted that in areas adjacent to the proposed infiltration basins
vegetative screens will need to be maintained to prevent dust generated by nearby farming
and logging activities from clogging the infiltration basins. Please consider adding a general
note within the plans and additional language within the specifications addressing this
concern.
Response: Clearing shall only be in designated limits of disturbance areas. Brunswick County
will maintain a vegetative screening along the property boundaries to help prevent.
We appreciate your assistance with this project.
Sincerely,
W.K. Dickson & Co., Inc.
v
T. Carter Hubard, PE
Project Manager
cc: John Nichols, Brunswick County Director of Public Utilities
Bob Tweedy, Brunswick County Senior Utilities Manager — CIPltnfrastructure
%D IICKSON

ATTACHMENT 1
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0700 HIGH -RATE INFILTRATION SYSTEMS
Division of Water Resources FORM: HRIS 06-16
I. APPLICANT INFORMATION:
1. Applicant's name: Brunswick County
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ® County
3. Signature authority's name: John Nichols, PE, CPESC per 15A NCAC 02T .0.106(b) Title: Public Utility Director
4. Applicant's mailing address: PO Box 249
City: Bolivia State: NC Zip: 28422-_
5. Applicant's contact information:
Phone number: [phone] Email Address: John.Nichols(@-brunswickcountync.gov
11. FACILITY INFORMATION:
I. Facility name: Mulberry Branch Water Reclamation Facility
2. Facility status: Proposed
3. Facility type: Maior (> 10,000 GPD or > 300 disposal acres)
4. Facility's physical address: Forest St Extension NW
City: Shallotte State: NC Zip: 28470- County: Brunswick
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 33159'57.0" Longitude:-78022'46.9"
Datum:NAD83 Level of accuracy: Nearest loth of a second Method of measurement:
Aerial photography with ground control
6. USGS Map Name: A USGS Map of the Project Site may be found in Attachment P.3 "Engineering Report/Environmental
Information Document, Wastewater Treatment and Disposal for the City of Southport" in Figure 7.1a, report page 49.
III. CONSULTANT INFORMATION:
1. Professional Engineer: T. Carter Hubard, PE License Number: 24984 Firm: WK Dickson & Co., Inc.
Mailing address: 300 N. Third Street, Suite 301
City: Wilmington State: NC Zip: 28401
Phone number: (910 762-4200 Email Address: tchubard rOwkdickson.com
2. Soil Scientist: Edwin Andrews License Number: C-224 Firm: Edwin Andrews & Associates
Mailing address: PO Box 30653
City: Raleigh State: NC Zip: 27622-0653
Phone number: [phone] Email Address: edwinandrewspc(@gmail.com
3. Geologist: Edwin Andrews License Number: 1226 Firm: Edwin Andrews & Associates
Mailing address: PO Box 30653
City: Raleigh State: NC
Phone number: [phone]
4. Agronomist: Edwin Andrews
Mailing address: PO Box 30653
City: Raleigh State: NC
Phone number: (2.L9) 851-7844
Zip: 27622-0653
Email Address: edwmandrewspcORmail.com
Firm: Edwin Andrews & Associates
Zip: 27622-0653
Email Address: edwinandrewspc(a_,gmail.com
FORM: HRIS 06-16 Page 1 of 19

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ❑ Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ00__ and most recent issuance date:
2. Application fee: $1.310 - Standard - Major Facility - New Permit
3. Does this project utilize public monies or lands? ® Yes or ❑ No
If yes, was an Environmental Assessment required under 15A NCAC 01 C? ® Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility: Environmental
Assessment is currently pending, all comments thus far have been responded to and final approval is_nendin;;.
4. What is the status of the following permits, certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (D > 200,000 GPD)
Dam Safety
Erosion & Sedimentation Control Plan
8110-:21
9124121
BRUNS-2022-022
Nationwide 12 r' Section 404
7'12.21
9'29J21
SAW-2021-01545
Pretreatment
Sewer System
Stormwater ManagemLrj Plan
8.10- 21
SW8 210809
Steve Pusey
Wetlands 401
7 16.21
9 28:21
20210653
Other:
5. What is the wastewater type? ® Domestic or E
dustrial [See LSA.1�1(:AC .T_0103120}}
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
Has a wastewater chemical analysis been submitted? ❑ Yes or ❑ No
6. Wastewater flow: Please refer to the Engineering RenorL-Environmental Information Document, in Anchm_ ent P.3 for a
description of how the design flow was determined. The design flow is 750,000 GPD
Limited by: ❑ Treatment, ❑ Storage, ® FieldlBasin Hydraulics, ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or ® Representative Data
Has a flow reduction been approved under .,1J&VL&C Q2T .0114? ❑ Yes or ® No
Establishment Type
Daily Design Flow °
No. of Units
Flow
gall
GPD
gall
GPD
gal/
GPD
gall
GPD
gall
GPD
gale
GPD
Total
GPD
° See 15A NCAC 02T .0114ib1. (di, (e)( I and_e)(27 for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
FORM: HRIS 06-16 Page 2 of 19

IV. GENERAL REQUIREMENTS- 15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 26.5 feet mean sea level. Source: NC Flood Risk
Are any treatment, storage or infiltration facilities located within the 100-year flood plain9 ® Yes or ❑ No
If yes, which facilities are affected and what measures are being taken to protect them against flooding? The nearest
If yes, has the Applicant submitted written documentation of compliance with ;.143 Article 21 Part 0 ❑ Yes or ® No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Prograir? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ® Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed:
If yes, complete the following table (NOTE - This table may be expanded for additional wells):
Well Name
Status
Latitude A
Longitude'
Gradient
Location
Inside Review
BA I
Proposed
340 00' 38.0"
-078° 23' 2.3"
Cross Gradient
Boundary
Inside Review
BA 2
Proposed
340 00' 34.9"
-0780 23' 2.4"
Down Gradient
Boundary
On Compliance
BA 3
Proposed
340 00' 39.9"
0780 22' 55.3"
Up Gradient
Bounda
Inside Review
BB 1
Proposed
34" 00' 47.4"
078° 22' 49.1"
Up Gradient
Bounda
Inside Review
BB 2
Proposed
340 00' 41.3"
0780 22' 50.1"
Down Gradient
Boundaly
On Compliance
BB 3
Proposed
340 00' 44.5"
0780 22' 47.9"
Cross Gradient
Boundary
Outside Compliance
W 1
Proposed
340 00' 42.9"
0780 22' 46.3"
Down Gradient
Bounda
Outside Compliance
W2
Proposed
34-- 00' 42.4"
078` 22' 39.8"
Down Gradient
Boundary
Inside Review
BC 1
Proposed
W 00' 45.6"
078" 22' 35.7"
Up Gradient
Boundary
On Compliance
BC 2
Proposed
34" 00' 39 1"
0780 22' 37.5"
Cross Gradient
Boundary
Inside Review
BC 3
Proposed
340 00' 37.9"
078° 22' 30.4"
Down Gradient
Bounda
' Provide the following latitude and longitude coordinate determination information:
Datum:NAD83 Level of accuracy: Nearest 101 of a second Method of measurement:
Conversion from State Plan Coordinate
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, [-]No or ®N.-'A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV 1 been submitted?
❑ Yes, ❑No or ®N;'A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Azrecnient (FORM: HOA) been
submitted? ❑ Yes, ❑No or ®N'A
14. Demonstration of historical consideration for permit approval 15A_NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215;6B? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
FORM: HRIS 06-16 Page 3 of 19

c. Has unpaid annual fees in accordance with 15A NCA('. 02'T .0105(e)L2)? ❑ Yes or ® No
FORM: HRiS 06-16 Page 4 of 19

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA — 15A NCAC 02T .0705:
1. For the following parameters, provide the estimated influent concentrations and designed effluent concentrations as
determined in the Engineering Calculations, and utilized in the Agronomic Evaluation and Groundwater Modeling (if
applicable):
Parameter
Estimated Influent Concentration
Designed Effluent Concentration
(monthly avera e
Ammonia Nitrogen (NH3-N)
36.3 mg/L
4 mg/L
Biochemical Oxygen Demand (BODs)
300 mg/L
10 mg/L
Fecal Coliforms
14 per 100 mL
Nitrate Nitrogen (NO3-N)
0 mg/L
4 mg/L
Nitrite Nitrogen (NO2-N)
0 mg/L
mg/L
Total Kjeldahl Nitrogen
4 mg/L
Total Nitrogen
42.6 mg/L
7 mg/L
Total Phosphorus
6.1 mglL
3 mg/L
Total Suspended Solids (TSS)
350 mg/L
5 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? ® Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ® Yes or ❑ No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges: There is a force
main that conveys wastewater directly from the Influent Puma Station to the Anaerobic Selector at the head of the Oxidation
Ditch bypassinp, the Equalization Basin. No treatment processes will be bypassed with this line. There is a small diameter
drain line from the oxidation ditches that discharges to the plant drain pump station. This is a small pump station which
conveys wastewater to the head of the anaerobic selector. This drain line is intended to be used only for takingthe_oxidation
ditch out of service and not for bypassing treatment. While this drain line can be used to bypass the seconda1y clarifiers
ultimately the flow would cvcle back through the secondary clarifiers before beinp.able to flow to the disc filter.
4. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 021.0705t il?
5. Check the appropriate box describing how power reliability will be provided in accordance with I SA NCAC 02T .07051k.;:
® Automatically activated standby power supply onsite capable of powering all essential treatment units; or
❑ Approval from the Director that the facility:
➢ Hasa private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or ® N?'A
7. In accordance with 15A NCAC 02T _0705(n), how many days of residuals storage are provided? Sludge will primarily be
wasted to the Regional Facilijy for disposal - See attached Biosolids Report. Additionally, onsite storage is available.
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? The location of
the site is remote. There are several dirt roads that lead to the area. These roads will either be Gated or an earthen barricade
will be install. Please refer to sheet C4 in the plan set.
9. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCCCAC 02T .0305; h)? ® Yes, ❑ No, ❑ N,A — To be permitted
separately, or ❑ N/A — Gravity fed
10. If septic tanks are part of the wastewater treatment facility, do the septic tanks adhere to the standards in I SA NCAC 18A
_9 0?❑Yes,❑Noor®NA
FORM: HRTS 06-16 Page 5 of 19

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA — l5A NCAC 02T .0705 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY ,'PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
No. of
Manufacturer or
Dimensions (ft) 1
Volume
Plan Sheet
Specification
Treatment Unit
Units
Material
Spacings in(gallons)
Reference
Reference
Mechanical Bar Screen
I
Rotary Drum-
0.25 inches
3.125 gpd
M1, 2, 4, 5
4621 33
Manual Bar Screen
i
Bypass Screen
I - inch
3.125 gpd
M l , 2
N.-'A
Other
1
Stacked Tray
M1, 2, 3, 4
46 23 00
Other
1
Equalization Tank
3250 00
M8
33 1600
Other
1
Septage Receiving
M28, 29
46 21 33
Station
b. SECONDARY: TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material*(gallons)
Reference
Reference
Other
I
Veolia-Anaerobic
25 x 41 x 12
90,000
M 10, 11
46 51 47
Selector
Aeration Basin
2
Veolia-Oxidation
Apprx. 89 x 36 x 18
800,000
M 10, 11
4651 47
Ditches
Clarifier
2
Veolia-Secondary
35 ft Dia. X 16
115,000
M 10, 14, 15
44 42 20
Clarifiers
Tertiary Filters
2
Veolia-Disc Filter
_
1,875,000
d, each
M18, 19
46 61 46
Select
Select
Select
Select
*Note: Manufacturers listed are the basis of design. Actual manufacturer to be determined by bidding process.
c. DISINFECTION
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material*(gallons)
Reference
Reference
Ultraviolet
2
Trojan
Approx. 52 x 8 x 7
MGD
M20, 21
43 32 64
Select
*Note: Manufacturers listed are the basis of design. Actual manufacturer to be determined by bidding process.
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: 2 number of lamps per
bank: 12 and maximum disinfection capacity: 1.875 GPM.
d. RESIDUAL TREATMENT
Treatment Unit
No. of
Manufacturer or
Dimensions (ft}
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Aerobic Digester
1
Concrete
75 ft. Dia.
600,000
M24, 25, 256
18 ft SWD.
Select
FORM: HRIS 06-16 Page 6 of 19

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA — 15A NCAC 02T .0705 (continued):
e. PUMPS
No. of
Manufacturer 1
Capacity
Plan Sheet
Specification
Location
Pumps
Purpose
Type
Reference
Reference
GPM
TDH
PS No. 1
3
Headworks to EQ
Self Priming
1,650
47.4
M6,7
22 1330
Tank and Lagoon
PS No. 2
3
Headworks to
Self Priming
1,302
82.2
M6, 7
22 1330
WWTP
PS No. 3
3
UV Disinfection to
Self Priming
1302
70.3
M22, 23
22 1330
Infiltration Basins
RAS: Secondary
PS No. 4
3
Clarifiers to
Self Priming
394
93.8
M 16, 17
22 13 30
Anaerobic Selector
WAS: Secondary
PS No. 5
2
Clarifier to Aerobic
Self Priming
250
102
M 16, 17
22 1330
Digesters
Sludge Transfer:
PS No. 6
2
Aerobic Digester to
Self Priming
740
44.1
M24
22 1330
Truck Loading_
PS Na. 7
2
Plant Drain to
Self Priming
800
47.2
M27
22 l3 30
Anaerobic Selector
400
107
Scum Pump Station
2
Secondary Clarifier
Chopper Pump
275
39
M30
43 24 16
to Aerobic Digesters
Jet Aeration EQ
1
Mixing
Solids Handling
2,928
20
M9
43 22 13
Basin
Jet Aeration --
6
Mixing
Solids Handling
1,775
25
M 13
43 22 13
Oxidation Ditch
Jet Aeration
1
Mixing
Solids Handling
5,856
22
M26
43 22 13
Di ester
Grit Pumps
2
Grit Removal
Submersible
160
1 8.6
M 1,M2,M4
46 23 00
Non Potable Water
2
Non Potable Water
Vertical Turbine
60
189
M22,M23
4321 49
f. BLOWERS
No, of
Manufacturer 1
Capacity
Plan Sheet
Specification
Location
Blowers
Units Served
Type
(CFM)
Reference
Reference
Equalization Tank
2
1-Equalization Tank
Positive
Displacement
450 scfm
M8, 9
43 1133
Oxidation Ditch
3
2-Oxidation Ditches
Positive
Displacement
350-475
scfm
M10, 12
43 11 33
Aerobic Digesters
3
2-Aerobic Digesters
Positive
Displacement
322-580
scfm
M24, 25, 26
43 11 33
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer.`
Type
Power
h
Plan Sheet
Reference
Specification
Reference
Anaerobic Selector
1
Anaerobic Selector
Top Entry
2
M10
46 51 47
Anaerobic Selector
I
Anaerobic Selector
Top Entry
0.75
M10
46 51 47
Anaerobic Selector
I
1 Anaerobic Selector
Top Entry
0.5
M10
4651 47
h. RECORDING DEVICES & RELIABILITY
No. of
Maximum Plan Sheet
Specification
Device
Units
Location Manufacturer
Ca aci Reference
Reference
FORM: HRIS 06-16 Page 7 of 19

Influent Flow
2
Headworks
Toshiba or Equal
3,500
M3
40-91-16
Measuring Device
GPM
Effluent Flow
1
Effluent Pump
Toshiba or Equal
2,000
M23
40-91-16
MeasuringDevice
Station
GPM
Effluent Flow
3
High Rate
Toshiba or Equal
1,500
C50-C-52
40-91-16
Measuring Device
Infiltration Basis
GPM
Select
i. EFFLUENT PUMP I DOSING TANK (IF APPLICABLE):
Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or y x H)
ft
ft
ft
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent infiltration during rain
events if applicable)
FORM: KRIS 06-16 Page 8 of 19

VI. EARTHEN STORAGE IMPOUNDMENT DESIGN CRITERIA — 15A NCAC 02T .0705:
IF MORE THAN ONE IMPOUNDMENT PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Select
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: Longitude: -
Datum: Select Level of accuracy: Select Method of measurement: Select
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft', and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10-1 cm/s? ❑ Yes, �o or ❑ NIA
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N:'A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
Cl a Synthetic
Top of embankment elevation:
ft
Other Unlined
Liner hydraulic conductivity:
x cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft3
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft3
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ftZ
Plan Sheet Reference:
Freeboard elevation water surface area:
ft'
Specification Section:
Bottom of impoundment surface area:
W
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: HRIS 06-16 Page 9 of 19

VII. INFILTRATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0705:
l . Provide the minimum depth to the seasonal high water table within the infiltration area: Basin A: 4 ft Basin 14 ft Basin C:
4 ft
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
infiltration area? ® Yes or ❑ No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified? Goundwater lowering drains are being installed as part of the Infiltraction System to manage
groundwater mounding. The nearest wetland area to a groundwater lowering drain is 150 ft. The ;groundwater collected in
the groundwater lowering drains will be conveyed by gravity mains and discharged to two level spreaders upland of
Mulberry Branch.
3. Soil Evaluation recommended loading rates (NOTE —This table maybe expanded for additional soil series):
Soil Series
Basins/Fields
within Soil
Series
Recommended
Loading Rate
in/hr
Recommended
Loading Rate
in/ r
Recommended
Loading Rate
GPD/ft2
Annual /
Seasonal
Loading
If Seasonal, list
appropriate
months
Baymeade
A
2
-
4.43
Annual
Baymeade
B
2
4.43
Annual
Baymeade
C
2
-
4.43
Annual
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A CAC 0 2 T _W0�r,�?
5. How does the Applicant propose to prohibit public access to the infiltration facilities? The location of the site is remote.
There are several dirt roads that lead to the area. These roads will be gated and fill material from excavations will be used to
form an earthen barricade. Please refer to C4 in the plan set.
6. Has the infiltration system been equipped with a flow meter to accurately determine the volume of effluent applied to each
basin/field as listed in VII.8.? ® Yes or ❑ No
If no, how does the Applicant intend on determining the amount of effluent applied to each basin/field?
7. For non -basins, provide the required cover crop information and demonstrate the effluent will be applied at or below
agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
lbs/ac• r
Phosphorus Uptake
Rate Ibs/ac r
FORM: HRIS 06-16 Page 10 of 19

a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained:
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minimum infiltration area from the Agronomist Evaluation's nitrogen balance: ft'
e. Minimum infiltration area from the Agronomist Evaluation's phosphorus balance: ft`
f. Minimum infiltration area from the water balance: W
FORM: HRIS 06-16 Page I 1 of 19

VII. INFILTRATION SYSTEM DESIGN CRITERIA— 15A NCAC 02T .0705 (continued):
8. Basin/Fieid Information (NOTE This table maybe expanded for additional fields):
Basin/
Field
Area
(acres)
Designed
Dominant Loading
Soil Series Rate
in/hr
Designed
Loading
Rate
in/ r
Designed
Loading
Rate
GPDlft2
Latitude'
Longitude °
aterbody!
Stream IClassiflcation
Index No.
A
1.68
Baymeade 2
-
4,43
3400,38.4
_78022'56.2"
15-25-2-7 C,Sw
B
L.O1
Baymeade
2
-
4,43
34°0,44.5
344'40.4
-78022'49.1"
15-25-2-7 C,Sw
C
1.36
Baymeade
2
-
4.43
-78 37675"
15-25-2-7 C,Sw
c
�
r
6
C
V
c
O
0
.
8
a
a
�
O
4
O
4
J
O
Total
4.05
Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest 101 of a Second Method of measurement: Conversion from State
Coordinate Plante
For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at:http:.f�.ne.go_via out-divisions,'water-resources,'planninstzclaSification-standardsclassification;
9. High -Rate Infiltration System design criteria:
a. Infiltration Fields:
Spray Infiltration Design Elements
Drip Infiltration Design Elements
Nozzle wetted diameter:
ft
Emitter wetted area:
fc
Nozzle wetted area:
W
Distance between laterals:
ft
Nozzle capacity:
GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
Emitter capacity:
GPH
Elevation of highest nozzle:
ft
Emitter manufacturer..'model:
Specification Section:
Elevation of highest emitter:
ft
Specification Section:
FORM: HRIS 06-16 Page 12 of 19

VII. INFILTRATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T .0705 (continued):
b. Infiltration Basins:
IF MORE THAN TWO BASINS, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
Infiltration Basin Design Elements
Infiltration Basin Dimensions
Basin Name:
A
Top of embankment elevation:
68 ft
Hazard class:
Not Applicable
Freeboard elevation:
67.4 ft
Designed freeboard:
2.0 ft
Toe of slope elevation:
62.5 ft
Total volume:
484,839 ft3
Impoundment bottom elevation:
54.0 ft
Infiltrative surface area:
71,754 ft'
Mean seasonal high water table depth:
4 ft
Daily infiltrative capacity:
317,718.6 GPD
Embankment slope:
3: 1
Plan Sheet Reference:
C42, 43, 47
Top of dam water surface area:
95,395 ft'
Specification Section:
31 23 16 Excavation and Fill
31 23 16.13 Trenching
31 25 14.13 Hydraulically
Applied Erosion Control
Freeboard elevation water surface area:
73,332 ft'-
Bottom of impoundment surface area:
15,333 ftZ
i. Does this basin include a discharge point (pipe, spillway, etc)? ❑ Yes or ® No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ® Yes or ❑ No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? 112, and was this runoff incorporated into the loading rate? ❑ Yes or ❑ No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ® Yes or ❑ No
Infiltration Basin Design Elements
Infiltration Basin Dimensions
Basin Name:
B
Top of embankment elevation:
68.1 ft
Hazard class:
Not Applicable
Freeboard elevation:
66.1 ft
Designed freeboard:
2.0 ft
Toe of slope elevation:
62.0 ft
Total volume:
315,333 ft3
Impoundment bottom elevation:
54.0 ft
Infiltrative surface area:
42,294 ftZ
Mean seasonal high water table depth:
4 it
Daily infiltrative capacity:
187,273.1 GPD
Embankment slope:
3: 1
Plan Sheet Reference:
C44, 47
Top of dam water surface area:
56,951 ftZ
Specification Section:
31 23 16 .Excavation and Fill
3123 16.13 Trenching
31 25 14.13 Hydraulically
Applied Erosion Control
Freeboard elevation water surface area:
44,086 ft'-
Bottom of impoundment surface area:
8,754 ftZ
i. Does this basin include a discharge point (pipe, spillway, etc)? ® Yes or ❑ No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ® Yes or ❑ No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ftZ, and was this runoff incorporated into the loading rate? ❑ Yes or ❑ No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
FORM: HRIS 06-16 Page 13 of 19

If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ® Yes or ❑ No
FORM: ERIS 06-16 Page 14 of 19

Infiltration Basin Design Elements
infiltration Basin Dimensions
Basin Name:
C
Top of embankment elevation:
68 ft
Hazard class:
Not Applicable
Freeboard elevation:
66 R
Designed freeboard:
2.0 ft
Toe of slope elevation:
67.5 ft
Total volume:
389,097 W
Impoundment bottom elevation:
54.0 ft
Infiltrative surface area:
55,333 ft'
Mean seasonal high water table depth:
4 ft
Daily infiltrative capacity:
245,008 GPD
Embankment slope:
3: 1
Plan Sheet Reference:
C45, C47
Top of dam water surface area:
77,177 W
Specification Section:
3123 16 Excavation and Fill
3123 16.13 Trenching
31 25 14.13 Hydraulically
Applied Erosion Control
Freeboard elevation water surface area:
59,364 ftZ
Bottom of impoundment surface area:
12,224 ftZ
i. Does this basin include a discharge point (pipe, spillway, etc)? ® Yes or ❑ No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ® Yes or ❑ No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ft', and was this runoff incorporated into the loading rate? ❑ Yes or ❑ No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the I00-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ® Yes or ❑ No
VIII. SETBACKS — 15A NCAC 02T ,0706:
1. Does the project comply with all setbacks found in the river basin rules (I 5A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .706(a) and .0706�d1? ❑ Yes or ® No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (11) for each setback parameter to the infiltration system and treatment/storage
units (NOTE Distances greater than 500 feet may be marked N.:A):
Setback Parameter
Infltration
System
Treatment!
Storage Unit
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
N/A
N. A
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
NIA
Any private or public water supply source
NIA
N A
Surface waters (streams . intermittent and perennial, perennial waterbodies, and wetlands)
165 ft
57 ft
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
N A
Subsurface groundwater lowering drainage systems
100 ft
Surface water diversions (ephemeral streams, waterways, ditches)
NIA
Any well with exception of monitoring wells
NIA
N A
Any property line
154 R
174 ft
FORM: HRIS 06-16 Page 15 of 19

Top of slope of embankments or cuts of two feet or more in vertical height
7.8 ft
Any water line from a disposal system
N A
Any swimming pool
N A
Public right of way
MA
Nitrification field
WA
Any building foundation or basement
N. A
Impounded public water supplies
NIA
Public shallow groundwater supply (less than 50 feet deep)
NIA
4. Does the Applicant intend on complying with either 15A NCAC 02T .0706(b) or (c)? ® Yes or ❑ No
If yes, what are the designed Total Nitrogen and Total Phosphorus effluent concentrations? TN: 7 mg/L TP: 3 mg/L
5. Does the Applicant intend on complying with the High -hate Policy issued October 27, 2006? ❑ Yes or ® No
If yes, verify the following information:
✓ Are the most stringent effluent standards in both 15A NCAC 02T 0705fbI and 15A^IVCAC 2LF .0301 b1 met?
❑Yes or❑No
✓ Is duality provided for all treatment units per 15A N [_'AC 02U .0402 c ? [] Yes or [] No
✓ Continuous online monitoring and recording of effluent for turbidity? ❑ Yes or ❑ No
✓ A lined 5-day upset pond is provided? ❑ Yes or ❑ No
✓ The 5-day upset pond has restricted access? ❑ Yes or ❑ No
✓ A certified operator of a grade equal or greater than the facility classification is on call 24 hrs.:day? ❑ Yes or ❑ No
FORM: IRRIS 06-16 Page 16 of 19

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS— 15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ® Yes or ❑ No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(0? ❑ Yes or ® No
NOTE Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.16.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled? Odor Control will be utilized at the headworks. All blowers will be in sound
attenuated enclosers for noise control.
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T ,Q 103( 16 +, essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.e., infiltration basinsifields) provided in duplicate? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the infiltration area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the infiltration area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the infiltration area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the infiltration area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the infiltration area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the infiltration area? ❑ Yes or ❑ No
14. Per the requirements in II _A NCAC 02H .0404(Qlt1J, how much green area is provided? _ ft2
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray infiltration wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N A
X. GROUNDWATER LOWERING SYSTEM DESIGN:
I. Does this project utilize a groundwater lowering system? ® Yes or ❑ No (If yes, complete Items X.2. through XA)
2. Is the groundwater lowering system: ❑ mechanically lowered (i.e., pumped) or ® gravity fed?
3. Where does the groundwater lowering drainage system discharge? The groundwater collected in the groundwater lowering
drains will be conveyed by Rressure head through the drains and discharged to two levels readers u land of Mulberry
Branch. The groundwater lowering underdrains are shown on C46-052 a detail of the levels reader is shown on D2.
If the system mechanically lowers groundwater and discharges directly or indirectly (i.e., pond overflow) to surface waters,
wetlands and/or stormwater structures, provide the date the Applicant obtained written confirmation from the Water Quality
FORM: KRIS 06-16 Page 17 of 19

Regional Operations Section that operation of the groundwater lowering drainage system will not adversely affect surface
waters of the State. Submitted: & Received:
4. Groundwater lowering system design criteria:
Groundwater Lowering System Design
Pipe diameter:
16 in
Discharge rate:
Basin A 495,265 GPD
Basin B 320,907 GPD
Basin C 397,540 GPD
Pipe material:
PVC
Method to measure discharge rate:
MODFLOW
Hydraulic Analysis
Pipe depth:
12-17 ft
Number of pumps:
N:'A
Pipe length:
9,047 ft
Pump capacity:
N/A GPM
I N:A TDH
Pipe slope (gravity -fed):
Head Differential Driven
Plan Sheet Reference:
D1 and D2
Trench backfill material:
Class I or 1I Gravel
Specification Section:
N/A
FORM: HRIS 06-16 Page 18 of 19

Professional Engineer's Certification:
1, T. Carter Hubard, PE _attest that this application for
(Professional Engineer's name from Application Item I1I.1.)
Mulberry Branch Water Reclamation Facilitv
(Facility name from Application Item II.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion of these materials
under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design.
NOTE In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
N CAI;?
Oz
res
/off i�
vc�av-r
y0� �NGINed �O4R C. HV�
Nov 29 2021 9:16 AM
Applicant's Certification per 15A NCAC 02T .0106 h :
1, John Nichols, PE, CPESC Public Utility Director attest that this application for
(Signature Authority's name & title from Application Item I.3.)
Mulberry Branch Water Reclamation Facility
(Facility name from Application Item H.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T _0105(e
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as we as imVIIA ties up to $25,000 per violation.
� [j
Signature: _. i+ Date:
FORM: HRIS 06-16 Page 19 of 19

ATTACHMENT 2
FINDING OF NO SIGNIFICANT IMPACT
AND ENVIRONMENTAL ASSESSMENT
CITY OF SOUTHPORT
WASTEWATER TREATMENT AND DISPOSAL
RESPONSIBLE AGENCY: NORTH CAROLINA DEPARTMENT OF
ENVIRONMENTAL QUALITY
CONTACT: JON RISGAARD, SECTION CHIEF
STATE REVOLVING FUND SECTION
DIVISION OF WATER INFRASTRUCTURE
1633 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1633
[phone]
September 28, 2021

(This page intentionally left blank.)

FINDING OF NO SIGNIFICANT IMPACT
Article I, Chapter 113A of the North Carolina General Statutes requires an action to be subject to
the requirements of the North Carolina Environmental Policy Act (NCEPA) if it involves the
expenditure of public funds and if a potential impact is anticipated to the environment. The
project has been evaluated for compliance with the NCEPA and is determined to be a major
agency action, which will affect the environment.
Project Applicant:
City of Southport, North Carolina
Project Description:
The proposed project is intended to provide long-term wastewater
treatment and disposal for the City of Southport through
Brunswick County facilities. The project will construct a new
0.75 million gallons per day (MGD) extended aeration tertiary
treatment facility at the County -owned Shallotte wastewater
treatment plant (WWTP) site. Metered flow will be diverted from
the existing West Brunswick Water Reclamation Facility
(WBWRF) to this new plant, which will allow for treatment of
flow from Southport at the WBWRF. The City will purchase 0.75
MGD permanent capacity in the County's existing forcemain to
convey wastewater from the City to the WBWRF. The proposed
project will include construction of a new forcemain to convey
flow from existing regional transmission mains to the proposed
WWTP. The existing 0.5 MGD Shallotte WWTP will remain in
operation with flow entering the site through a single pump
station and headworks and then divided between the existing
WWTP and the proposed new WWTP.
Project Number:
CS370714-03
Project Cost:
$30,451,306
Clean Water State
$29,783,014
Revolving Loan Fund:
Local Funds:
$668,292
The review process indicated that significant adverse environmental impacts should not occur if
mitigative measures are implemented, and an environmental impact statement will not be
required. The decision was based on information in the Engineering Report/Environmental
Information Document (ER/EID) submitted by the applicant and reviews by governmental
agencies. The attached Environmental Assessment (EA), prepared by the Division based on the
ER/EID, supports this action and outlines mitigative measures that must be followed. This
Finding of No Significant Impact (FONSI) completes the environmental review record, which is
available for inspection at the State Clearinghouse.

No administrative action will be taken on the proposed project for at least 30 days after
notification that the FONSI has been published in the North Carolina Environmental Bulletin.
Sincerely,
Jon Risgaard, Section Chief
State Revolving Fund Section
Division of Water Infrastructure

ENVIRONMENTAL ASSESSMENT
A. Proposed Facilities and Actions
The proposed project is intended to provide a long-term solution for wastewater treatment and
disposal for the City of Southport through an agreement with Brunswick County and other
partners of the West Brunswick Water Reclamation Facility (WBWRF). The proposed project
will construct a new 0.75 million gallons per day (MGD) regional wastewater treatment plant
(WWTP) at the County -owned Shallotte WWTP site. This new WWTP will treat wastewater
flow that is currently pumped from the southeastern portion of Brunswick County to the West
Brunswick Water Reclamation Facility (WBWRF). A metered flow of 0.75 MGD from the
southern portion of the County will be redirected to the proposed new WWTP at the Shallotte
site. The City will purchase permanent capacity in the existing County -owned transmission main
from Southport to the WBWRF along NC 211. Redirecting flow from the WBWRF to the new
WWTP will allow for treatment of additional flow from the City at the existing WBWRF. The
existing 0.5 MGD Shallotte WWTP on the property will remain in operation. Two spray
irrigation fields will be relocated on the property to accommodate the new facility.
The project will include a new 0.75 MGD high -rate infiltration system and a new forcemain to
convey wastewater from the existing regional transmission mains on US 17 to the new facility on
the Shallotte site. Wastewater influent from multiple forcemains will be pumped through a single
influent pump station and headworks. From there, flow will be split between the existing 0.5
MGD lagoon WWTP and the proposed 0.75 MGD new plant. The new WWTP will be an
extended aeration tertiary treatment facility including the following components: influent
headworks; forced vortex grit removal system; two -chamber equalization basin; influent splitter
boxes and piping; two oxidation ditches with rotors and submersible mixers; two circular
secondary clarifiers; RAS/WAS pump station; two 2-disk cloth media filter units sized for peak
flow; two chlorine contact tanks for disinfection with sodium hypochlorite; reclaimed water
pump station to convey flow to the on -site disposal area; non -potable water pumps and pipping
for facility and screening wash; 3.75 MGD upset pond and associated return pump station and
pumping to return upset flow to the head of the plant; one aerobic digestion tank; tank for sludge
storage/lime stabilization; effluent disposal facilities including infiltration ponds; building
structures; facilities to offload materials with high solids; piping and valves to reroute influent to
headworks; odor control equipment and enclosures, and in -plant piping. Treated effluent will be
disposed through three high rate infiltration basins. A groundwater management drain will be
constructed around the infiltration basins to control groundwater mounding. Groundwater will be
drained by gravity to two level spreaders. A wetland monitoring plan will be implemented to
monitor and manage groundwater mounding and dewatering of adjacent wetland areas.
Funding Status: The estimated total cost for the project is $30,451,306. The Town is applying for
a Clean Water State Revolving Fund (CWSRF) loan of $29,783,014. Closing
costs/administrative fees of $668,292 will be paid with local funds.

B. Existing Environment
Topography and Soils. The City of Southport and Brunswick County are located in the Coastal
Plain Physiographic Province. The elevation of the project site ranges from 32 to 68 feet above
mean level. The project site is located in the Waccamaw Formation geologic unit, which consists
of flood plain deposits with sand at or near the surface. Much of the Shallotte plant property
includes floodplains, but the proposed plant and spray fields will avoid these areas.
The dominant soil series in the project area are Kureb fine sand and Baymeade fine sand. Almost
seventy percent of the project area consists of Kureb fine sand with slopes from one to eight
percent. Approximately 13% of the project area is Baymeade fine sand with slopes between one
and six percent.
Surface Water. The WWTP site is located in the Lower Lumber River Basin (HUC 03040207).
Mulberry Branch (designated as Class C, high quality, swamp water) runs adjacent to the spray
fields. Woodward Branch (designated as Class C, high quality, swamp water) is located
immediately south of the project area. The Intracoastal Waterway is approximately 6 miles south
of the project site and is listed as impaired for exceeding shellfish harvesting criteria with a
"conditionally approved — open" rating. Brunswick County is subject to the state Coastal Area
Management Act (LAMA). The Shallotte River is the nearest protected tidal salt water. It is
located 1.7 miles south of the proposed WWTP and 1.2 miles south of the southern end of the
proposed forcemain.
Water Soply. The primary sources of drinking water for Brunswick County are the Cape Fear
River and the Castle Hayne Aquifer. The Northwest Water Treatment Plant located in the Leland
area treats water from the Cape Fear River. The 211 Water Treatment Plant in Southport treats
groundwater from 14 wells drawing from the Castle Hayne aquifer.
C. Existing Wastewater Facilities
The City operates their own wastewater collection system to collect wastewater within city limits
and the extraterritorial jurisdiction. In 2009, the City entered into an interlocal agreement to use
capacity from Brunswick County in the West Brunswick Regional Wastewater System. The
agreement allowed the City to lease capacity from the County until flows require expansion of
facilities, at which time the City would be required to purchase capacity. The City's Central
pump station collects wastewater from the sewer basin, and the Sandy Plane pump station pumps
flow to the County system through a 19,995 linear feet (ft) 16-inch forcemain. When
construction of the pump station and forcemain were completed in 2011, the City
decommissioned their own wastewater treatment facilities and routed wastewater flow to
Brunswick County. The City entered into a long-term agreement with the County in 2017 and
updated the agreement in 2020 for purchase of treatment and disposal capacity in the regional
system.
The West Brunswick Regional Wastewater System provides service for the Town of Holden
Beach, the Town of Oak Island, the Town of Shallotte, and Brunswick County. Treatment
facilities include the 6.0 MGD WBWRF located in Supply, NC, and the 0.5 MGD Shallotte
OA

WWTP. The regional system includes forcemain transmission from the southern part of the
county along US 17 and from the east along NC 211. The WBWRF (Permit # WQ0023693) is a
tertiary treatment system originally constructed in 2003 with capacity of 3.0 MGD and expanded
to the current 6.0 MGD capacity in 2009. Current 12-month average daily flow is approximately
3.811 MGD. The Shallotte WWTP (Permit # WQ00008-A and B) is a facultative lagoon process
with on -site spray irrigation disposal with capacity of 0.5 MGD and current 12-month average
daily flow of 0.195 MGD. The partners in the regional system have dedicated capacity through
interlocal agreements. The City of Southport has leased capacity since 2007.
D. Need for Proposed Facilities and Actions
The City of Southport has leased capacity in the West Brunswick Regional Wastewater System
since 2007 but does not have dedicated capacity. The City needs long-term wastewater treatment
and disposal capacity to satisfy existing needs and anticipated growth. Based on population
projections and flow analysis, the current flows of 0.491 MGD are projected to increase to 0.75
MGD during the 20-year planning period. The City needs to secure forcemain allocation and
treatment capacity for this flow. The existing transmission main is sufficient to meet this need,
but the County will upgrade the main in the future to accommodate the County's needs.
Southport will pay Brunswick County for capacity allocation in the transmission system.
E. Alternatives Analysis
No -Action Alternative: This alternative would continue operation of the existing facilities
without change, and would result in the WBWRF becoming overburdened with increasing flow,
increased operations and maintenance costs for exceedance of plant design capacity, and permit
violations. This alternative is rejected because it does not meet the need for additional treatment
capacity.
Alternative 1 — New WWTP at Shallotte Site: This alternative would construct a new 0.75 MGD
high -rate infiltration system at the site of the existing Shallotte WWTP. Under this alternative,
0.75 MGD of flow would be redirected from the WBWRF to the new facility to accommodate
the additional 0.75 MGD needed for Southport at the WBWRF. The new plant will include
influent headworks; forced vortex grit removal system; two -chamber equalization basin; influent
splitter boxes and piping; two oxidation ditches with rotors and submersible mixers; two circular
secondary clarifiers; RAS/WAS pump station; two 2-disk cloth media filter units sized for peak
flow; two chlorine contact tanks for disinfection with sodium hypochlorite; reclaimed water
pump station to convey flow to the on -site disposal area; non -potable water pumps and pipping
for facility and screening wash; 3.75 MGD upset pond and associated return pump station and
pumping to return upset flow to the head of the plant; one aerobic digestion tank; tank for sludge
storage/lime stabilization; effluent disposal facilities including infiltration ponds; building
structures; facilities to offload materials with high solids; piping and valves to reroute influent to
headworks; odor control equipment and enclosures, and in -plant piping. This is the preferred
alternative because it meets the need for additional treatment capacity while minimizing
environmental impact to local aquifers and reducing pumping needs for effluent transmission
compared to other alternatives.

Alternative 2 — New WWTP at Southport Site: This alternative would construct a new Southport
WWTP. The plant constructed under this alternative would be a 0.75 MGD high -rate infiltration
plant with similar components as Alternative 1. The Southport site is within the Military Ocean
Terminal Sunny Point Blast Zone, which increases the risk of suspended operation due to an
accident that could leave raw sewage untreated. The hydrologic conditions at this site pose a risk
of infiltration contamination to the Castle Hayne Aquifer. Due to the risks associated with this
site, this alternative is rejected.
Alternative 3 — Expansion of the Existing WWTP at WBWRF: This alternative would expand
the WBWRF by adding a new oxidation ditch treatment train in parallel with the existing
process. This alternative would also require constructing effluent forcemains to the Shallotte site
for infiltration, which would increase environmental impacts due to the land disturbance required
for construction. This alternative is rejected due to the increased cost and environmental impacts
associated with the transmission of effluent to the Shallotte site.
F. Environmental Consequences and Mitigative Measures
Topography and Soils: Construction activities will have limited impacts to topography and soils
and no permanent impact to FEMA jurisdictional floodplain areas. The proposed WWTP and
infiltration basins will be constructed outside of floodplain areas, but some transmission lines
will cross floodplains. A No -Rise certification was completed, and permits for work in
floodplains will be obtained. Some permanent grading will be required for construction of the
WWTP and infiltration basins; other construction areas will be returned to existing conditions.
The infiltration basins will include earthen berms. Construction impacts will include some soil
disturbance. Soils will be returned to original location or removed from the site as appropriate. A
DEQ-approved Erosion and Sedimentation Control Plan will be followed. Secondary and
cumulative impacts (SCI) related to growth will be minimized through compliance with
Brunswick County's Flood Damage Prevention Ordinance.
Land Use: No impacts to land use are anticipated. Construction will occur within the existing
WWTP site in an area that is already zoned for Heavy Industrial. SCI will be minimized through
compliance with the CAMA Land Use Plan, and through zoning district requirements established
in the County's Unified Development Ordinance (UDO).
Wetlands: Significant impacts to wetlands are not anticipated. Installation of transmission lines
and forcemain will have temporary impacts to 0.22 acre and permanent impacts to 0.15 acre. No
impacts are anticipated for construction of the WWTP, spray fields, or infiltration basins. A
Jurisdictional Determination will be submitted to the U.S. Army Corps of Engineers (USACE),
and design footprints will be altered to minimize impacts to wetlands to the extent practicable.
Impacts to wetland hydrology adjacent to the infiltration basins will be evaluated using
monitoring wells, with adjustments made as necessary to minimize impacts to wetland
hydrology. Spray fields will be located a minimum of 100 feet from wetlands, and high rate
infiltration basins will be located at least 200 feet from wetlands. Upon completion of design, a
Pre -Construction Notification will be submitted to the USACE. If mitigation is required based on
the final total of unavoidable, permanent impacts, mitigation credits will be purchased through
E

an existing private mitigation bank or the NC Division of Mitigation Services. SCI will be
minimized through compliance with buffer requirements, greenways, and planning requirements.
Important Farmlands: Significant impacts to important farmlands are not anticipated. The project
area does not include designated prime and unique farmlands. Secondary and cumulative impacts
will be minimized through efforts of the County's Agricultural Advisory Board and Agricultural
Preservation Program.
Public Lands and Scenic, Recreational, and State Natural Areas: Impacts to public lands, scenic,
recreational, or state natural areas are not expected. No such areas are located in or near the
project area. SCI will be minimized through compliance with the UDO and the Viewshed
Protection Overlay, which is intended to protect the scenic characteristics of the County.
Cultural Resources: Impacts to cultural and historic resources are not anticipated. The North
Carolina State Historic Preservation Office (SHPO) is not aware of any historic resources that
will be impacted by the project (May 1, 2018, ER 18-0647). No areas of archaeological or
historical value have been identified in the immediate project area. SCI will be minimized
through compliance with the UDO and review of historic resources, which are identified in the
County's records.
Air Quality: No significant impacts to air quality are anticipated. Construction activities will
have temporary impacts related to particulates and dust as well as exhaust emissions from
construction equipment. Construction equipment will have emission controls to minimize
impacts. The WWTP may produce odor impacts in the immediate vicinity. The location was
chosen to maximize distance from residential areas, and the headworks facility will be equipped
with an odor control system to minimize any impact from odors. The WWTP will include a
diesel generator which will be operated in compliance with Division of Air Quality requirements.
Noise Levels: No significant permanent noise impacts are anticipated. Construction activities
will be limited to daylight hours (weekdays from 7:00 am to 6:00 pm). The WWTP operations
may result in a slight increase in noise levels which is offset by distance from adjacent
properties. SCI will be minimized through compliance with noise ordinances and buffer
requirements established in the UDO.
Water Resources: No significant impacts to water resources are anticipated. Effluent
transmission lines will be installed using horizontal directional drilling at all stream crossings. To
avoid permanent impacts to Mulberry Creek, a bridge will be installed to provide access to the
infiltration basins from the WWTP site. Best Management Practices will be followed to
minimize erosion and sediment loss from construction. Backfilled soil will be stabilized by
seeding and mulching. A DEQ-approved Erosion and Sedimentation Control Plan will be
followed. The proposed infiltration basin has been evaluated and designed with drain system to
control mounding so that no negative impacts to groundwater are anticipated. Designated coastal
resources are not located within the project area and will not be impacted. SCI will be minimized
through the UDO's Water Quality Protection Overlay Zone and associated requirements that
limit impervious areas, require buffer zones, and impose additional restrictions to protect water
quality.
5

Forest Resources: Significant impacts to forest resources are not expected. Construction will
impact forested areas that are part of active, maintained spray fields rather than true forest
resources. Permanent impacts will include 12 acres for construction of the WWTP and 30 areas
for the infiltration basins. SCI will be minimized through the County's UDO, which includes
requirements for a tree survey before development, restricts clear cutting, and provides additional
measures to protect trees and forest resources.
Shellfish or Fish and Their Habitats: Significant impacts to shellfish, fish, and their habitats are
not expected. There is no evidence of threatened or endangered species or habitats in the project
area. Impacts to aquatic species will be minimized through Best Management Practices. SCI will
be minimized through the UDO's Water Quality Protection Overlay Zone and associated
requirements that limit impervious areas, require buffer zones, and impose additional restrictions
to protect water quality.
Wildlife and Natural Vegetation: No significant impacts to wildlife and natural vegetation are
expected. Formal spring, summer, and fall species -specific surveys were conducted to identify
protected species. Six populations of the threatened Lachnocaulon minus (Small's bogbutton)
were identified adjacent to access road/transmission line alignment. Impacts will be minimized
by adjusting alignment during final design, to the extent practicable, to avoid these populations.
Where rerouting is not possible, colonies will be hand -excavated and transplanted to suitable
habitat adjacent to existing locations that will not be impacted. Formal surveys for the red -
cockaded woodpecker were also conducted with none found.
Introduction of Toxic Substances: The project is not expected to introduce toxic substances into
the environment. Dumping of chemicals, fuels, lubricants, etc. will be prohibited. Provisions in
the construction contract will require the contractor to exercise every reasonable precaution
during construction to prevent pollution. If more than 220 pounds of hazardous materials are
generated per calendar month during site preparation, DEQ's Hazardous Waste Section will be
notified and requirements for large quantity generator will be followed. Upon completion, the
WWTP may use chlorine, alum, and lime as part of the treatment process and will store diesel
fuel and petroleum -based lubricants for power generation and equipment maintenance. Storage
of materials will be in compliance with local, state, and federal regulations.
The U.S. Fish and Wildlife Service reviewed the proposed project and comments were resolved
(January 14, 2021). The North Carolina Wildlife Resources Commission, Natural Heritage
Program, and DWR Wilmington Regional Office do not object to the proposed project. The U.S.
Army Corps of Engineers was consulted and did not object to the project. The North Carolina
Department of Natural and Cultural Resources is aware of no historic resources that would be
affected by the project (May 1, 2018, ER 18-0647).
G. Public Participation, Sources Consulted
A public meeting was held with representatives from both the City of Southport and Brunswick
County on August 24, 2021 and made the engineering report/environmental information
no

document available for review by the public through both the City Hall and the County's public
utilities office. the City's website. There was one question from public:
• Question: When will the project get started?
o Response: Permit applications have been submitted, bid date is scheduled
between Thanksgiving and Christmas, and the project is anticipated to be
completed in the Fall of 2023.
The current user charge for a typical residential customer for the City of Southport is $126.40 per
month for water and sewer service combined, based on consumption of 5,000 gallons per month.
The proposed project will increase the bill by $5.09 (approximately 4%), for a future combined
bill of $131.49.
Sources consulted about this project for information or concurrence included:
1) City of Southport
2) Brunswick County
3) North Carolina Department of Environmental Quality
-Wildlife Resources Commission
-Natural Heritage Program
-DEQ Wilmington Regional Office
-Division of Air Quality
-Division of Water Resources
-Division of Forest Resources
-Division of Environmental Assistance and Customer Service
-Division of Waste Management
4) North Carolina Department of Natural and Cultural Resources
7) North Carolina State Clearinghouse
8) North Carolina Department of Public Safety
9) U.S. Fish and Wildlife Service
10) U.S. Army Corps of Engineers
7

Figure 2-2 - Existing Shallotte WWTP
Southport Wastewater Treatment and Disposal
Brunswick County
20170253.00. WL
16

Figure 5-1— Proposed Shallotte WWTP
Legend
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-
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— Survovad Welland Boundary
Approximate V&Iwd 15 undary
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35

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ATTACHMENT 4
lIi't1nSHlrk Colmty - Sfiaffol le Sfte
tligit Rate Gtfiltratiatt Site Attatysk
Protect EAA IG - 17
4.0 - AQUIFTR HYDROLOGY:
4.1 General:
The aquifer hydrology of the situ is facilitated by drainage flowing to Williams Creek
flowing to Mulberry Creek flowing southwest. Within the High Rate Infiltration Area
the distance between drainage ditches (that penetrate the underlying sand) is an
important variable. Site drainage is defined by the Darcy Equation Q = T*W"(dh/d1).
The ability of the site to transmit a volume of water (Q) is determined by the sum of
Transmissivities ("T" as square feet per day) of the water bearing sands (in this case
surface sand and the underlying sand will provide lateral flow), multiplied by the length
of the drainage ditches surrounding each field ("W" as linear feet), multiplied by the
hydraulic gradient (dh - height of the water table above the water level in the ditches
divided by distance from the edge of each high rate infiltration basin to the drains (100
feet) (ft./ft.). The increased water level within each infiltration basin was determined
using a computes' simulation, MODFLOW developed by the United States Geological
Survey. The model siinuiated the application of 4.43 gallons per day of reclainied water
(from a conjunctive permit), as well as representative rainfall recharge using the 8`1 in
10 year rainfall used in the water balance analysis (Table 9, Water Balance). In tine case
of the proposed three high rate infiltration basins, with controlled drains at a distance
of 100 feet, the effluent quality will need to consist of 7 Mg/L Total Nitrogen and 3
MgIL Phosphorous as regulated in 15A NCAC 2T .070b(b).
4.2 Aquifer Analysis Results:
A test well and observation well were constructed at each of the seven test well sites
(ATI [B27A]; AU [B34]; AT3 [B14]; AT4 [B10]; AT5 [1325]; ATG [1320]; and AT7
[B27B]). Aquifer tests were attempted at each of the sites (Tables Numbered 5A
through 5G, Aquifer Test Results - "Aquifer Test71", Waterloo Hydrologic, Inc,), The
aquifer tests are summarized as follows:
4-I

f31.11115Mrk Counly - S1131101te silt
High hale InPllrntinn Site Analysis
Prujcct ILAA 16 - 17
X1'-1 The aquifer test of the surficial aquifer at site number AT-1 (at Site B27A of the
proposed Irrigation Relocation Area - Shallotte Site) was completed bypuniping
the test well at 5.9 gallons per ininute, resulting in an apparent transmissivity of
80.5 square feet per day, based on a 24 hour aquifer test. Using an aquifer
thickness of 10 feet, the hydraulic conductivity of the sand matrix was 8.98 feet
per day. Using the Neuman Curve of rB 0.01, the delayed yield Specific Yield
was 0.249 (dimensionless)(Table 5A, Aquifer Test).
AT-2 The aquifer test of the surficial aquifer at site number AT-2 (at Site B34 of the
proposed Irrigation RelocationArea - Shallotte Site) was completed bypurnping
the test well at 6.2 gallons per minute, resulting in an apparent transmissivity of
67.2 square feet per day, based on a 24 hour aquifer test. Using an aquifer
thickness of 9 feet, the hydraulic conductivity of the sand matrixwas 7.48 feet per
day. Using the Neuman Curve; r/B 0.01, the delayed yield Specific Yield was
0.28 (dimensionless)(Table 5B, Aquifer Test 2).
AT-3 The aquifer test of the surficial aquifer at site number AT-3 (at Site B14 of the
proposed High Rate infiltration Area-SlialIotte Site) was completed by pumping
the test well at 7.7 gallons per minute, resulting in an apparent transmissivity of
526 square feet per clay, based on a 24 hour aquifer test. Using an aquifer
thickness of 15 feet, the hydraulic conductivity of the sand matrix was 32.9 feet
per day. Using the Neuman Curve; fB 0.06, the delayed yield Specific Yield was
0.023 (dimensionless) (Table 5C, Aquifer Test 3).
AT-4 The aquifer test of the surficial aquifer at site number AT-4 (at Site B10 of the
proposed High Rate Infiltration Area-Shallotte Site) was completed by pumping
the test we]1 at 7.24 gallons per minute, resulting in an apparent transmissivity of
78.5 square feet per day, based on a 24 hour aquifer test. Using an aquifer
thickness of 10 feet, the hydraulic conductivity of the sand matrix was 7.85 feet
per day. Therefore, estimate of Specific Yield was not made (Table 5D, Aquifer
Test 4), because the late time curve could not be matched due to interference or
pump rate decline (Type B).
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Site Map Consulting Flydeogeology and Soil Science Project No. MU 0611

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11WROGE0 1-My ENVIFLON][E\TAL SCIENCES
GFOLOGV SOILS
EDWIN ANDREWS & ASSOCIATES, P.L.L.C.
CONSULTING HYDROGEOLOGY AND SOIL SCIENCE
11.0. BOX 30653
RALEIGH, N.C. 27622 - 0653
MOBILE: (919) 306 - 3W9
April 30, 2021
Mr. Carter Hilliard, P.E.
W K Dickson Engineers
909 Market St.
Wilmington N.C. 28401
Re: Soil Confirmation for High Rate Infiltration Basins
Brunswick County Shallotte Site
High Rate Infiltration and Spray Irrigation Areas
Brunswick County, North Carolina
EAA Project HRI - 0617
Dear Mr. Hubard:
We performed a site visit, whick confirmed that the soils are unchanged from the soils
slapped in; "Soils and Hydrogeologic Site Analysis at the Slallotte Site, High Rate
Infiltration and Spray Irrigation, Brunswick County, North Carolina," January 2018 for
WIC Dickson, Wilmington, NC. The purpose of this testing of each basin, was to
confirm the final design/layout, to determine if any significant horizontal clay layer
could be isolated to reduce the potential for erosion and deposition oil the bottom of
each basin. There are two areas Where plastic clay Was encountered, at the westerI] end
of Basin A and the northwestern end of Basin C. During construction these pockets of
plastic clay near the bottom of excavation, should be isolated from the water in the pond
to prevent erosion.
This (2021) soil and sediment analysis was perform by using a large excavator to
excavate to depth ranging from approximately 10 to 15 feet below land surface. WIC
Dickson, surveyed the Iocations laterally (State Plane, NAD 83 feet) and vertically
(NAD88) (Depths were estimate in each of 21 Pits), with a general description of the
soils and underlying sediments as a guide for use in final construction of the basins.
Because these test pits were deeper thall a typical soil profile, into deposited sediments,
classic soil science descriptions, geotechnical descriptions, and sedirnentological
descriptions were simplified for construction purposes to the following four groups
(Table 1, Shallotte Site Pit Sediment Descriptions). Basically, the upper portions of
each excavation consisted of loose fine sand to depth ranging from 6 to 8 feet below
land surface. Three other materials 1) "Clean sand" were encountered below the typical

soil profile are; 2) a Blr type of layer "Black Sand" that is black or (hark brown sand; 3)
a plastic clay beneath the western end of Basin A (the clay pockets were below the
proposed bottom elevation of Basin A, see Attached Profile C52 (WK Dickson), and
4) the fourth material was a fine sand with interstitial clay "Clayey Sand").
This analysts confirms that the soils characterize In "Soils and Hydrogeologic Site
Analysis at the ShalIotte Site, High Rate Infiltration and Spray Irrigation, Brunswick
County, North Carolina," January 2018 for WI{ Dickson, Wilmington, NC have not
changed. The soils were mapped as Kureb fine sand in this report, and NRCS identified as Leon
.tine san(i, It is my opinion that the soils is similar to Kureb as excessively drained, with a spodic
horizon below these excessively drained tine sands. 'these layers are to be removed for the High
Rate Infillration Basins.
Please contact my office if you have any gUestions.
Very truly yours,
Edwin E. Andrews III, P.G., N.C.L.S,S.
r jr
EDWIN ANDREWS & ASSGCIATES,
Consulting Hydrogeologist
EEAJsba
�otL s
QF Nd�I C'

Brunswick Cotrnty WWTP
Table 1, Shallatte Site Pit Sediment Description
1 EST PIT DESCRIPTIONS
Thickness
Thickness Thickness
Thickness
Total
Feet
Feet fleet
Feet
Depth (ft.)
Test Pit
Basting
Northing
ground
Clean Sand
Slack Sand Clayey Sand
Clay
1
2,186,288
95,249
62.77
6
0
10
10
2
2,186,423
95,235
62.58
8
0
15
15
3
2,186,558
95,231
62.16
6
6
12
12
4
2,186,692
95,239
61.99
8
0
none
14
5
2,186,825
95,263
62.00
10
5
none
15
6
2,186,954
95,300
62.80
8
4
none
14
7
2,187,070
95,370
62.38
6
0
0
none
13
8
2,187,185
95,439
62.94
6
none
14
9
2,187,519
95,684
63.54
6
8
6
8
6
9 -
5
none
13
10
2,187,581
95,763
63.82
-----4 3
- :3. 3
....... ---- .
t 5
-(3- --- - 8
---- 3 2
l 0
t--- - 0
5 2
1
none
15
11
2,187,642
95,842
64.11
none
12
12
2,187,696
95,926
64.73
none
14
13
2,187,745
96,013
65.36
none
14
14
2,187,795
96,100
66.05
none
14
15
2,188,823
95,993
67.58
8
2
12
16
2,188,853
95,872
67.48
8
1
15
17
2,188,884
95,751
66.82
8
none
15
18
19
2,188,914
95,629
66.36
12
none
none
15
13
2,188,983
95,529
65.41
12
0
20
2,189,077
95,466
64.55
11
0
none
14
21
2,189,1991
95,494
64.45
8
0
none
12
Notes: Bh - black or park Brown organic sand
Clayey sand, basically sand with some interstitial clay (subangular blocky structure)
Clean sand (loose structure)
Clay (plastic with some sand lenses)
If clay at bottorn of pit, could extend
Nearby Getechnical Boring from original report
B27 near A
2,187,302
95,456
6 12
0
20
B24 near A
2,187,055
95,207
6 12
0
20
B14 near B
2,187,558
96,201
6 5
6 3
3
20
B19 near C
2,188,804
95,954
0
20

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ATTACHMENT 5
Soil, Water, & Environment Group, PLLC
3216 Byers Drive, Suite B
Raleigh, NC 27607
I'll W.W Ph# [phone] • Fax# [phone] • lirtp://www.swegrp.com
Soil, Water, & Environment - -
Group
May 1st, 2021
Mr. Donald Dixon, Wastewater Treatment Specialist
Brunswick County
West Brunswick Regional Water Reclamation Facility
P.O. Box 249
Bolivia, NC 28422
Re: Wetland Monitoring Report (Year 10 (2020)) (Mercer Mill & IP Tracts)
Dear Mr. Dixon,
Enclosed is the Annual Monitoring Report (Year 10) for the IP and Mercer Mill Tract reclaimed
water dispersal systems wetland monitoring plan as accepted by NCDWQ (Permit No. 0023693
dated March 3, 2010). Groundwater pumping and spray irrigation commenced in June, 2011, as
well as other facility operations. As directed by NCDENR, this monitoring report is completed at
the end of the growing season and submitted at the end of the calendar year for review.
Electronic copies of this report are being submitted for review and file.
A new permit was issued for the facility in December 2017 with an amendment to increase
infiltration limitations at MM#1 and MM#2 to 4.0 gpd/ft' and 2.5 gpd/ft' respectively.
Monitoring of the wetlands at the Mercer Mill Tract has continued under this modified
hydrology regime and in accordance with the Wetland Monitoring protocol established to date
as well as wetland standards rule (15A NCAC 213.0231). Discharge is monitored to ensure
proposed flow rates and assessed for signs of erosion or instability of the energy dissipaters and
signs of sedimentation. As anticipated, we have not observed any adverse affects from the new
hydrology regime with increased discharge intensity and frequency.
Near normal rainfall occurred in Brunswick County in 2020 (State Climate Office of NC —
Brunswick Co Airport Station, KSUT) and below normal rainfall occurred on both the IP and
Mercer Mill receiver sites according to onsite rain gauges. It is suspected debris in both rain
gauges continues to alter the accuracy of the data collected from the onsite rain gauges.
Additional measures have been taken to ensure more accurate rainfall data at each location,
however debris blockages continue to occur. New bird perching deterrents will be installed
moving forward. The data for rain gauges and wetland plots at both receiver areas was
obtained in most instances during the monitoring period with the exception of the headwater
forest reference wetland gauge on the IP tract that malfunctioned and was repaired. Rainfall
data is visible on well monitoring graph plots to help facilitate an understanding of effects of
rainfall on wetland hydrology in conjunction with irrigation and infiltration operation.
At this time, a review of the system, operation, and observations to date should be completed
by Brunswick County and DWR staff to determine if further monitoring of wetlands will
continue. Although there have been some incremental changes in localized wetland vegetation
at the outfalls for both the Mercer Mill and IP Tract reclaimed water dispersal facilities, it is our
opinion overall wetland function is maintained. Wetland hydrology cycles are wetter in these
localized areas

resulting in more water tolerant species colonizing and regenerating. Other less tolerant species
have been gradually replaced resulting in a slow transformation and adjustment of the
ecosystem. Additional changes at the Mercer Mill headwater forest location should be assessed
further. At this time, our recommendation is to assess the shallow groundwater monitoring
program to determine whether continued monitoring is necessary and reduce vegetation
monitoring requirements as a permit condition. Sediment monitoring and general biannual
visual monitoring should continue unless considered unnecessary for long-term system
maintenance adjacent to these wetland systems.
We look forward to working with you and DWR in satisfying your permit requirements for
Mercer Mill and IP Tract reclaimed water receiver systems and future permitting needs.
Best regards,
Scott I Frederick, EI, NCLSS
Environmental Scientist
.Q"e
Soil,Wmer, & Fririronmen t
Group
cc: Mrs. Morella Sanchez -King, PhD, PE, Water Quality, Wilmington Regional Office

Soil, Water, & Environment Group, PLLC
3216 Byers Drive, Suite B
Raleigh, NC 27607
Ph# [phone] • Fax# [phone] • littp://www.swegfp.com
Soil, Water, & Environment
Group
Wetland Monitoring Plan Report
YEAR 10 (2020)
IP and Mercer Mill Reclaimed Water Receiver Sites
By:
Brunswick County Utilities Department
c/o Soil, Water, & Environment Group, PLLC
For:
NCDEQ Aquifer Protection Section
NCDEQ Wetlands Unit
April 2021
Site Location
The IP and Mercer Mill Tract reclaimed water receiver sites are located on two distinct tracts in
Brunswick County, NC. The International Paper Tract (IP Tract) comprises over 778 acres of
managed loblolly pine plantation and mixed pine and hardwood bottomlands south of Green
Ridge Trail, a spur road off Benton Road (SR 1502), and north of Old Lennon Road (SR 1504) in
Brunswick County, NC (Figure 1). The Mercer Mill Tract comprises over 105.4 acres of mature
forest east of Sunset Harbor Road (SR 1112) and south of Highway 211 in Brunswick County, NC
(Figure 2). Brunswick County is located in the Coastal Plain physiographic province. Brunswick
County is located on the lower coastal plain with elevation ranging from 75 feet to sea level.
Methodoloev
Baseline data was collected following establishment of permanent vegetation plots, shallow
groundwater monitoring wells, and permanent sediment monitoring stations.
Following approval from NCDEQ (formerly NCDWQ) for the wetland monitoring plan, the
following components were addressed at the IP and Mercer Mill reclaimed water receiver sites
as well as appropriate reference condition locations for each representative wetland resource:
Wetland Hvdroloev
Potential impacts to adjacent surface water hydrology were evaluated per the Plan in
accordance with NC Environmental Management Commission (EMC) wetlands standards (15A
NCAC 213.0231), through the installation of automatic shallow groundwater recording wells and
piezometers.
Wells and piezometers were located within the hydrologic drainage influence of the selected
infiltration basin and surrounding basin ditches adjacent to each wetland type (isolated,
headwater forest, and swamp forest) as well as in selected reference wetlands respectively. Six

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(6) shallow, automatic groundwater monitoring wells were installed at the IP Tract as well as an
additional six (6) wells at the Mercer Mill Tract. These wells record shallow groundwater
hydrology every hour of each day and downloaded for annual reporting for each wetland type
and associated reference wetlands. The first year of shallow groundwater monitoring resulted
in several wells malfunctioning and loses of data due to electronics and/or lightening. Since
then, well monitoring has been accomplished monthly by Brunswick County staff to ensure wells
are functioning properly. More recently, rainfall events have inundated many areas more
frequently and intensively requiring taller (80in) wells installed in eight (8) locations. Data will
continue to be collected and duplicated for most plot locations to avoid data loss where
possible. Rain gauges are also maintained in a similar manner as the wells to ensure a complete
data set.
Shallow groundwater at each facility receiver site was initially modeled using MODFLOW
modeling software to make predictions on the hydrologic effects of the basin and ditch system
on adjacent surface waters using 2-layer monitoring wells. Data used in this analysis was
derived from monitoring wells selected and located appropriately and based on supporting site
information (Hydrologic Monitoring and MODFLOW Simulation — Loading Test Report, Edwin
Andrews & Associates, Sept. 21, 2011).
A compact automatic rain gauge was placed at each site to collect on site data that can be used
for hydrology analysis and monitoring reports. The location of each hydrology monitoring site
as well as each automatic rain gauge is illustrated in the attached site maps (Figures 3, 4, & 5).
According to the Wetland Monitoring Plan, should wetland hydrology demonstrated
by shallow groundwater data show trends (i.e. >20%) in deviating from reference hydrology
conditions during normal rainfall years, show increases or decreases in shallow groundwater
levels, and/or show wetland standards are compromised for supporting wetland hydrology (15A
NCAC 2B .0231), corrective action measures will be put in place at the direction of DEQ.
During 2016 and 2017 the facility permit was renewed and amended to increase infiltration
limitations at MM#1 and MM#2 to 4.0 gpd/ft2 and 2.5 gpd/ft2 respectively. A new permit was
issued for the facility in December 2017. Monitoring of the wetlands at the Mercer Mill Tract
will continue under this modified hydrology regime and in accordance with the Wetland
Monitoring protocol established to date and wetland standards rule (15A NCAC 2B .0231).
Discharge will be monitored to ensure amended and approved flow rates and assess for signs of
erosion or instability of the energy dissipaters and signs of sedimentation at the discharge
outfalls. As anticipated we have not observed any adverse effects from the hydrology
modifications following permit renewal.
Isolated Wetlands
From the data collected (Appendix: Year 10 Shallow Groundwater Data), the isolated wetland at
the MM site appears to experience rainfall events similarly to the reference wetland located off
site for wetting and drying cycles. The MM and IP sites drain to greater depths, likely due to soil
variations and landscape position relative to natural drainage features. The isolated wetland at
the IP site also appears to experience rainfall events similarly to the reference wetland relative
to wetting and drying cycles with both wetlands trending toward wetter conditions over the last
five years. This is likely due to above normal (3 out of last 5 years) rainfall conditions occurring
over this time period and keeping the isolated wetlands inundated longer.
4

elackwater Swamps
The blackwater swamp monitoring location for the IP site appears consistent with the reference
for inundation, but lacking drying cycles again for 2020. This can affect facultative wetland
vegetation that is intolerant of frequently saturated conditions. The IP reference black water
swamp doe dry out on occasion. The blackwater swamp monitoring location for MM shows a
similar drainage pattern as the IP site with no drainage/drying cycles as does the reference
wetland and is wetter overall than the reference wetland. This can also affect facultative
vegetation and is evident in the vegetation monitoring plots for the blackwater swamp wetland
type at both the IP and MM sites. Both the IP and MM monitoring and reference wetlands
appear to be trending wetter over the last 10 years of monitoring likely due to wetter weather
patterns and sea level rise due to proximity of wetlands to coastal marsh areas.
Headwater Forest
The headwater forest monitoring site at IP shows a much more sensitive response to rainfall
events than the reference site. This may be due to the forest clearing in and around the
subwatershed for this drainage and landscape position and topography. And, the IP monitoring
site achieves drying cycles similar to the reference site although much more rapidly. The IP
reference headwater site appears stay wetter, longer in recent years likely due to adjacent
timber harvesting and management around the protected stream -side management zone
(SMZ). The headwater forest monitoring site for MM appears much drier than the reference
condition most likely due to landscape position and receiving slopes in the subwatershed, but
general responds to rainfall similarly. However, since early 2019 there has been a substantial
drying of this area reported by the gauge. It is not clear why this has occurred and will be
assessed further. Subsurface flows are important in headwater forest systems and the
monitoring site has gradual slopes extending away from the monitoring well versus the steeper
slopes with more receiving area upslope at the reference site.
Overall, it is inconclusive at this point whether shallow groundwater elevation differences and
longer inundation and less frequent drying cycles found relative to monitoring sites and
reference sites affect wetland functions, particularly the blackwater swamp locations. As
discussed, the blackwater swamp monitoring plots are staying wetter longer as seen on the
monitoring well graphs, without drying cycles exhibited by reference wetland conditions. Some
facultative wetland plants are being affected as revealed by site observations and vegetation
monitoring data and onsite observations. New, more resilient vegetation continues to colonize
the wetland in the understory and show favorable growth. Localized hydrology changes have
also resulted in localized vegetation community composition and not necessarily wetland
functions. Natural processes may be influencing specific wetlands to trend toward wetter
conditions as evidenced in reference wetlands, both isolated and blackwater swamp, and will
also affect vegetation communities more broadly across the region. Additional assessment is
needed as to the drying effect at the headwater forest monitoring location.
Rain Gauges
Rain gauges located at each dispersal facility are also included in the report on monitoring well
graphs for this year to show rain events relative to shallow groundwater data. Rainfall for 2020
is near normal (Brunswick Airport, KSUT), and below normal for the receiver sites. It is
suspected debris in both rain gauges altered the accuracy of the data collected from the onsite
5

rain gauges. Additional measures will be taken to ensure more accurate rainfall data at each
location.
Water Quality
All water chemistry was monitored at the facility as part of the existing DWQ Aquifer Protection
permit conditions. The existing water quality monitoring at the plant site was determined
sufficient information for inclusion in annual reports during the 5/25/10 Raleigh meeting with
DWQ Aquifer Protection, for maintaining and monitoring water quality entering adjacent
wetlands at the treatment sites.
Sampling currently occurs by Brunswick Co. staff in March, July, and November of each year and
coincides with groundwater pumping periods. Constituents monitored include; TSS, TN, NH3-N,
TKN, NO3-N, BODS, TDS, TP, pH, TOC, fecal, Cl, turbidity, residual chlorine, and flow. A copy of
these water quality monitoring requirements are included in the Permit Appendix (See: Water
Quality Monitoring Requirements — Permit Attachment A).
Sediment discharged or shown to accumulate due to discharge was monitored periodically and
recorded every 6 months to coincide with other water constituent monitoring. This monitoring
occurs at each discharge location at the IP Tract (3 locations) and Mercer Mill Tract (2 locations).
This monitoring occurs twice annually (March & November). Transects were established and
monitored using devices approved by NCDENR and according to current monitoring protocol
and literature (Heimann, 2000 and Kleiss, 1996). Sediment accumulation was monitored using
permanent plots situated in the vicinity of discharges and wetland resources. Kaolinite clay or
similar material was used as a base layer tracer at each permanent plot. This material is very
light in color and can be seen as a depositional layer should sediment accumulate. Organics and
leaf litter will also deposit on these sediment monitoring stations as evidenced during sampling
times.
In addition, should sediment accumulate at discharge locations due to circumstances beyond
the control of the facility staff, an explanation of the discharge along with photographic
evidence is sufficient for reporting protocol. Sediment accumulating greater than 2 inches in
depth will have to be removed by hand or an explanation provided to NCDENR's written
satisfaction why that sediment should not be removed. Catchment and retention pools at all
five discharge locations at the five groundwater pumping stations for both sites have been
installed and working to reduce sediment delivery to adjacent wetlands. Staff periodically
monitors these catchment basins to ensure correct function and dissipation of discharge waters.
During the Year 10 monitoring year, no evidence of sediment accumulation directly from the
discharge water was observed. Only incidental sedimentation occurred over this time period
twice following discharge dissipator structure breaches, which were fixed and stabilized in the
same general discharge footprint. Natural vegetation recruitment continues to colonize and
show favorable growth in areas disturbed previously in 2016 at MM—SED-1.
Iron bacteria continue to grow and thrive in the outfall reaches at the groundwater discharge
stations. These bacteria oxidize ferrous iron (Fe2) to ferric iron (Fe3). After exposure to the air,
water, and microbes oxidizing organic matter (in the wetlands), ferric iron converts to iron oxide
(Fe(OH)3) and the bacteria thrive on this release of energy through oxidation. These bacteria

pose no known threat to human or aquatic life and occur naturally at groundwater seeps,
stagnant water areas, and in iron rich water.
Permanent sediment monitoring stations are shown in Figures 3, 4, and 5 (Appendix). A photo
library of these sites is also available in the Appendix (Sediment Monitoring Plots).
Vegetation Monitoring
During this monitoring year (2020), vegetation data was collected at selected areas within each
wetland type and appropriate reference wetland areas for comparison to wetlands within the
compliance line at each project site. Vegetation was also observed broadly across both project
sites during site visits and monitoring equipment maintenance. Vegetation data collection
conforms to the Carolina Vegetation Survey (CVS) and completed every three years after
baseline monitoring. The CVS protocol requires intensive surveying of woody and herbaceous
plants in random or representative plots. Data is systematically collected and filed for analysis
to determine potential plant community changes due to a modified hydrologic regime. CVS
plots were established within each wetland type adjacent to groundwater lowering facility
components as well as representative wetland reference areas.
Plots are located with rebar and GPS coordinates. Plot locations and orientation, corners, and
intensive modules are included with the baseline data set (Appendix — Figures 3, 4, and 5).
Within each plot, CVS Level III is accomplished using typical plots (2x5 array of modules) where
feasible given site conditions with at least 4 intensive modules per plot. A total of 6 vegetation
plots per site including reference areas are established for long-term monitoring for a total of 12
vegetation monitoring plots.
Data will continue to be collected every three (3) years according to the approved Monitoring
Plan. Overall to date, the vegetation components are quite similar to the baseline data collected
with the exception of the blackwater swamp wetland types. These wetland types have been
inundated longer and more frequently than the reference sites, thus affecting some sensitive,
facultative wetland species. These effects appear isolated within some quadrants of the
monitoring plots at the Mercer Mill site and more evenly distributed in quadrants at the IP site
within plots. Species affected include loblolly pine (Pinus taeda), red maple (Acer rubrum), blue
beech (Carpinus caroliniana), inkberry (Ilex glabra), and green ash (Fraxinus pennsylvanica).
Also, new, more tolerant wetland vegetation is now regenerating in their place, including some
hydrophytic species (i.e. Acorus americanus, Saururus cernuus, Hydrocotyle sp, Juncus sp, and
Polygonum hydropiperoides). Should this trend continue, additional more tolerant species will
regenerate as others decline in areas closest to the discharge locations. Thus, overall wetland
functions are likely maintained. The next year for vegetation monitoring is Year 13 (2023).
Conclusions
All data and site observations detailed above will be submitted for review to NCDWR staff.
Copies of this report are being submitted electronically for distribution, review, and file
approximately January/February of the year following the current monitoring year. At the end
of each monitoring year, and every three years for vegetation, a review of hydrology and other
site conditions will be conducted and evaluated to determine whether additional monitoring is
needed.

From the data collected in accordance with the Wetland Monitoring Plan for Year 10 (2020), no
conclusions can be made about the long-term effects of the two wastewater dispersal facilities
on adjacent wetlands or impacts to wetland functions broadly. An attempt to understand the
hydrologic regime of the infiltration basins relative to wetland hydrology was completed
through a MODFLOW analysis during simulated operation conditions (Hydrologic Monitoring
and MODFLOW Simulation — Loading Test Report, Edwin Andrews & Associates, Sept. 21, 2011).
The model shows a trend that impacts to adjacent wetlands are minimal and can readily be
mitigated through the above ground spray irrigation, groundwater discharge controls, and
system operations. Monitoring of shallow groundwater and vegetation will continue in
subsequent years to support these calculations as well as amended changes to the permitted
flows at the MM facility discharge locations accepted and permitted December 2017.
Even though vegetation data shows a decline in some species in areas abutting the discharge
outfalls into blackwater swamp wetlands, new species are continuing to thrive and overall
wetland function is likely maintained.
It is recommended at this time, it is recommended NCDWR review the system, operation, and
observations to date competed by Brunswick County to determine if further monitoring of
wetlands will continue. Although there have been some incremental changes in localized
wetland vegetation at the outfalls for both the Mercer Mill and IP Tract reclaimed water
dispersal facilities, it is our opinion overall wetland function is maintained. Wetland hydrology
cycles are wetter in these localized areas resulting in more water tolerant species colonizing and
regenerating. Other less tolerant species have been gradually replaced resulting in a slow
transformation and adjustment of the ecosystem.
Additional recent hydrology changes at the Mercer Mill headwater forest location should be
assessed further. At this time, our recommendation is to assess the shallow groundwater
monitoring program to determine whether continued monitoring is necessary and reduce
vegetation monitoring requirements as a permit condition. Sediment monitoring and general
biannual visual monitoring should continue, particulary if any changes in system operation, or
increased permitted flows occur.
M

APPENDIX

Shallow Groundwater Data (2010 — 2020)

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Hydrology, Vegetation, and Sediment Monitoring Plots (Figures)

Figure 3: Monitoring Locations (I Tract, Brunswick Co., NC)
Z E A2
Point
Northing
Easting
Description
1
101507.40
2233411.22
REUSE VALVE
2
101318.73
2233675.41
REUSE VALVE
3
101182.05
2233831.58
REUSE VALVE
4
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2233237.55
REUSE VALVE
5
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2233651.15
REUSE VALVE
6
100720.28
2234235.64
REUSE VALVE
7
98986.87
2232207.98
REUSE VALVE
8
98985.77
2232222.70
REUSE VALVE
9
98595.56
2233805.21
REUSE VALVE
10
98767.18
2234245.16
REUSE VALVE
11
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1 2234254.54
1 REUSE VALVE
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Monitoring Sites (Hydrology/Vegetation) BS-IP
H F-I P
Reference Monitoring Sites
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IW-REF ' \
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Vegetation Data (2020)

Site Photos (2020)
10

MM Tract
Plot:
MM-BS-REF
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
330
Description:
Quadrant
% Cover
1
2
3
4
Species Common Name
Nyssa sylvatica Black Gum
3
8
7
2
Acer rubrum Red Maple
6
3
Ilex glabra Ink Berry
7
8
8
7
Percea borbonia Red Bay
2
2
3
5
Taxodium distichum Bald Cypress
4
8
Pinus taeda Loblolly Pine
Ilex opaca American Holly
2
Leucothoe sp. Switch Ivy
7
6
3
2
Smilax sp. Smilax
7
7
6
6
Vitix rotundifolia Grape
7
2
2
Fraxinus pennsylvani Green Ash
2
2
Magnolia virginiana Sweet Bay
4
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-1000K
Comments Inundated

MM Tract
Plot:
MM-BS
Date:
5/31/20
Crew:
SJ F
Bearing:
254
Description:
Quadrant
% Cover
1
Species
Common Name
Nyssa sylvatica
Black Gum
Acer rubrum
Red Maple
Ilex glabra
Ink Berry
Percea borbonia
Red Bay
Taxodium distichum
Bald Cypress
Pinus taeda
Loblolly Pine
Ilex opaca
American Holly
Leucothoe sp.
Switch Ivy
Smilax sp.
Smilax
Vitix rotundifolia
Grape
Fraxinus pennsylvani Green Ash
Magnolia virginiana
Sweet Bay
Vaccinium corymbos, Blueberry
Gordonia lasianthus
Loblolly Bay
Quercus nigra
Water Oak
Liquidambar styracif, Sweetgum
Acorus americanus
American sweetflag
Juncus sp
Needlerush
12/ 30/ 20
2 3
5 4 4
6 4 9
2 4 2
6 3 6
2 4
1
3 1
5 2 3
3 1
4 1
4
1
2
1
4
3
9
4
7
5
1
3
1
3
1
2
2
Cover: trace=1; 0-1%=2; 1-2%=3; 2-50/o=4; 5-100/o=5; 10-250/o=6; 25-500/o=7; 50-750/o=8; 75-95%=9; 95-1000/c
Red maple, Ilex glabra, red bay are declining in an isolated area (quadrants 1 & 2) at the
outfall where water enters the floodplain. Loblolly pine are also declining in the vicinity, but
outside of the monitoring plot. New species are regenerating in both open water areas
(Acorus americanus, Juncus sp., and Saururus cernuus, ) and disturbed areas along the
Comments channel. Regenerating cypress, sweet bay, loblolly bay, and red maple continue to dominate

MM Tract
Plot:
MM-IW-REF
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
220
Description:
Quadrant
% Cover
1
2 3 4
Species
Common Name
Nyssa sy/vatica
Black Gum
5
4
Acer rubrum
Red Maple
2
Ilex glabra
Ink Berry
5
4
Percea borbonia
Red Bay
Taxodium distichum
Bald Cypress
Pinus taeda
Loblolly Pine
1
Ilex opaca
American Holly
2
Leucothoe sp.
Switch Ivy
Smilax sp.
Smilax
4
Vitix rotundifolia
Grape
Fraxinus pennsylvanic Green Ash
Magnolia virginiana
Sweet Bay
1
Liquidambar styracifl4
Sweetgum
5
2
Unknown grass
Sedge
5
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%
Comments Inundated

MM Tract
Plot:
MM-IW
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
Description:
Quadrant
% Cover
1
2
3 4
Species Common Name
Nyssa sylvatica Black Gum
3
2
Acer rubrum Red Maple
Ilex glabra Ink Berry
2
2 2
Percea borbonia Red Bay
Taxodium distichum Bald Cypress
Pinus taeda Loblolly Pine
Ilex opaca American Holly
Leucothoe sp. Switch Ivy
Smilax sp. Smilax
Vitix rotundifolia Grape
Fraxinus pennsylvanic Green Ash
Magnolia virginiana Sweet Bay
Vaccinium corymbosu, Blueberry
Gordonia lasianthus Loblolly Bay
Quercus nigra Water Oak
Liquidambar styracifl4 Sweetgum
Pinus serotina Pond Pine
2
Pinus e//iottii Slash Pine
2
6
2
Eriocaulon aquaticum Pipe Wort
3
2
2 1
Lacnanthes caroliana Red Root
3
1
1 1
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%
Comments Inundated

MM Tract
Plot:
MM-HF-REF
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
Description:
Quadrant
% Cover
1
2
3 4
Species
Common Name
Pinus serotina
Pond Pine
4
5
5 6
Cyrilla racemiflora
Ti Ti
7
4
9 8
Leucothoe sp.
Swith Ivy
6
8
7 7
Ilex glabra
Ink Berry
8
9
8 8
Smilax sp.
Smilax
6
7
6 5
Acer rubrum
Red Maple
5
Fraxinus pennsylvanica
Green Ash
1
Percea borbonia
Red Bay
5
1
3 1
Pteridium aquilinum
Braken Fern
1 1
Magnolia virginiana
Sweet Bay
2
1 1
Nyssa sylvatica
Black Gum
2
Vaccinium corymbosum
Blueberry
1
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%=10
=10
Comments Increased growth of all species due to adjacent open canopy

MM Tract
Plot:
MM-HF
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
Description:
Quadrant
% Cover
1
2
3
4
Species
Common Name
Nyssa sylvatica
Black Gum
3
4
3
Acer rubrum
Red Maple
2
2
Ilex glabra
Ink Berry
8
9
9
9
Percea borbonia
Red Bay
2
3
Taxodium distichum
Bald Cypress
Pinus taeda
Loblolly Pine
5
4
3
Ilex opaca
American Holly
Leucothoe sp.
Switch Ivy
7
6
5
7
Smilax sp.
Smilax
2
2
2
3
Vitix rotundifolia
Grape
Fraxinus pennsylvanica
Green Ash
Magnolia virginiana
Sweet Bay
Vaccinium corymbosum
Blueberry
4
2
Gordonia lasianthus
Loblolly Bay
Quercus nigra
Water Oak
Liquidambar styraciflua
Sweetgum
Pinus serotina
Pond Pine
2
5
Cyrilla racemiflora
Ti Ti
8
6
7
7
Unknown grass
Grass/Sedge sp
1
1
Clethra alnifolia
Swamp Pepper Bush
3
Gelsemium sempervirem Yellow Jasmine
2
=10
Cover: trace=1; 0-10/o=2;
1-20/o=3; 2-50/o=4;
5-10%=5;
10-250/o=6; 25-500/o=7; 50-750/o=8; 75-950/o=9; 95-1000/o=10
Comments Dry

IP Tract
Plot:
IP-BS-REF
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
270
Description:
Quadrant
% Cover
1 2
3 4
Species
Common Name
Nyssa sylvatica
Black Gum
1
Acer rubrum
Red Maple
7 4
3 5
Fraxinus pennsylvanica Green Ash
5 8
7 7
Ilex glabra
Ink Berry
Percea borbonia
Red Bay
1
1
Taxodium distichum
Bald Cypress
Pinus taeda
Loblolly Pine
Ilex opacca
American Holly
1 1
Leucothoe sp.
Switch Ivy
Smilax sp.
Smilax
1 2
1 3
Vitis rotundifolia
Grape
Magnolia virginiana
Sweet Bay
Liquidambar sytraciflua Sweetgum
2
2 4
Quercus laurifolia
Laurel Oak
1
3
Bignonea capreolata
Cross Vine
1
Carpinus caroliniana
Iron Wood
4 1
2
Saururus cernuus
Lizard Tail
1
2 2
Osmunda regalis
Royal Fern
Unknown sedge
Sedge
8 8
Woodwardia areolata
Chain Fern
1
Ulmus rubra
Red Elm
1 2
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%=10
Comments Inundated

IP Tract
Plot:
IP-BS
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
325
Description:
Quadrant
% Cover
1 2
3
4
Species Common Name
Nyssa sylvatica Black Gum
5
4
5
Acer rubrum Red Maple
3
1
Ilex glabra Ink Berry
Percea borbonia Red Bay
Taxodium distichum Bald Cypress
Pinus taeda Loblolly Pine
Ilex opacca American Holly
Leucothoe sp. Switch Ivy
Smilax sp. Smilax
1 2
2
Vitis rotundifolia Grape
Fraxinus pennsylvanica Green Ash
4 6
7
7
Magnolia virginiana Sweet Bay
Vaccinium corymbosum Blueberry
Pinus, taeda Loblolly Bay
Quercus nigra Water Oak
Liquidambarstyraciflua Sweetgum
1 2
2
Cornus amomum Silky Dogwood
1
Ulmus rubra Red Elm
1
Carpinus caroliniana Iron Wood
1
1
1
Quercus laurifolia Laurel Oak
1 1
7
7
Arecaceae sp. Palm sp.
1 1
2
Viburnum dentatum Arrowwood
2 2
1
Bignonea capreolata Cross Vine
1 1
1
3
Saururus cernuus Lizard Tail
7 2
2
3
Scirpus sp. Sedge
7 3
5
5
Hydrocotyle sp Water pennywart
7 6
5
5
Polygonum piperoides Swamp smartweed
5 8
8
6
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6;
25-50%=7; 50-75%=8;
75-95%=9; 95-100%=10
Comments Inundated
Wetter vegetation continues to regenerate in flooded areas including Saumrus cernuus, Juncus sp.,
Hydrocotyle sp, and Polygonum hydropiperoides.
Some green ash are dead and/or declining indicative of the hydrology or ash borer. Some blackgum
trees also appear stressed in quadrants 1 and 2. Iron oxidizing bacteria is abundant in all quadrants

IP Tract
Plot: IP-IW-REF
Date: 5/31/20
12/30/20
Crew: SJ F
Bearing: 340
Description:
Quadrant % Cover
1
2
3 4
Species Common Name
Nyssa sylvatica Black Gum
2
2
3
Acer rubrum Red Maple
4
4
8
Ilex glabra Ink Berry
Percea borbonia Red Bay
Taxodium distichum Bald Cypress
Pinus taeda Loblolly Pine
2
4
6
Ilex opacca American Holly
Leucothoe sp. Switch Ivy
Smilax sp. Smilax
1
Vitis rotundifolia Grape
Fraxinus pennsylvanica Green Ash
Magnolia virginiana Sweet Bay
Liquidambarsytraciflua Sweetgum
6
5
5
Quercus nugra Water Oak
Myrica cerifera Wax Myrtle
Vaccinium corymbosum Blueberry
2
Clethra alnifolia Swamp Pepper Bush
Gelsemium semperviren Yellow Jasmine
Quercus alba White Oak
Symplocos tinctoria Horse Sugar
Quercus laurifolia Laurel Oak
2
3
6
Cyrilla racemiflora Ti Ti
Pteridium aquilinum Bracken Fern
4
Unknown sedge Sedge
1
1
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%=10
Comments Inundated.
Logging has occurred outside of SMZ

IP Tract
Plot:
IP-IW
Date:
5/31/20
12/30/20
Crew:
SJ F
Bearing:
310
Description:
Quadrant
% Cover
1 2
3 4
Species Common Name
Nyssa sylvatica Black Gum
3 6
Acer rubrum Red Maple
1
Ilex glabra Ink Berry
1 2
2
Percea borbonia Red Bay
1
1
Taxodium distichum Bald Cypress
6 6
4 3
Pinus taeda Loblolly Pine
Ilex opacca American Holly
1
1
Leucothoe sp. Switch Ivy
Smilax sp. Smilax
1 4
Vitis rotundifolia Grape
Fraxinus pennsylvanica Green Ash
Magnolia virginiana Sweet Bay
Vaccinium corymbosum Blueberry
4
Gordonia lasianthus Loblolly Bay
Quercus nigra Water Oak
Liquidambar styraciflua Sweetgum
1
1
Pinus serotina Pond Pine
Pinus elliottii Slash Pine
Cyrilla racemiflora Ti Ti
6 7
5 3
Arundinaria gigantea Giant Cane
1
2
Pteridium aquilinum Bracken Fern
2
2
Nyssa sylvatica aquatica Tupelo
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%=10
Comments Inundated

IP Tract
Plot:
IP-H F- REF
Date:
5/31/20 12/30/20
Crew:
SJ F
Bearing:
172
Description:
Quadrant
% Cover
1
2
3
4
Species Common Name
Pinus taeda Loblolly Pine
7
8
7
6
Pinus serotina Pond Pine
Cyrilla racemiflora Ti Ti
2
3
Leucothoe sp. Swith Ivy
Ilex glabra Ink Berry
Smilax sp. Smilax
1
Acer rubrum Red Maple
Fraxinus pennsylvania Green Ash
Percea borbonia Red Bay
2
4
Pteridium aquilinum Bracken Fern
5
3
4
5
Magnolia virginiana Sweet Bay
1
Nyssa sylvatica Black Gum
Vaccinium corymbosurBluebeny
Ilex opaca American Holly
4
6
4
Myrica cerifera Wax Myrtle
3
2
7
7
Woodwardia aereolata Chain Fern
3
2
5
5
Vitis rotundifolia Grape
1
5
4
Rubus sp. Blackberry
1
1
1
2
Sumpocos tinctoria Horse Sugar
2
3
Clethra alnifolia Swamp Pepper Busl
1
2
3
3
Unknown* Broadleaf sp.
1
1
1
1
Acer rubrum Red Maple
5
3
Arundinaria gigantea Giant Cane
8
Viburnum dentatum Arrowwood
3
Liquidambar styraciflu Sweetgum
1
Quercus nigra Water Oak
1
4
2
3
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7;
50-75%=8;
75-95%=9; 95-100%=10
Comments Very wet.
Logging has occurred outside of SMZ

IP Tract
Plot: IP-H F
Date: 5/31/20
12/30/20
Crew: SJ F
Bearing:
Description:
Quadrant % Cover
1 2
3
4
Species Common Name
Nyssa sylvatica Black Gum
Acer rubrum Red Maple
4 2
3
Ilex glabra Ink Berry
2
Percea borbonia Red Bay
2
1
Taxodium distichum Bald Cypress
Pinus taeda Loblolly Pine
6 6
6
5
Ilex opacca American Holly
6 2
7
3
Leucothoe sp. Switch Ivy
Smilax sp. Smilax
1
2
Vitis rotundifolia Grape
1 1
1
1
Fraxinus pennsylvania Green Ash
Magnolia virginiana Sweet Bay
1
Vaccinium corymbosurBluebeny
1 1
1
Gordonia lasianthus Loblolly Bay
Quercus nigra Water Oak
1
2
LiquidambarstyracifluSweetgum
1 1
4
2
Pinus serotina Pond Pine
Cyrilla racemiflora Ti Ti
Clethra alnifolia Swamp Pepper Busl
4 3
2
1
Gelsemium sempervinYellow Jasmine
Myrica cerifera Wax Myrtle
3 3
3
8
Arundinaria gigantea Giant Cane
7 7
9
5
Osmunda cinnamomet Cinnamon Fern
7 5
5
5
Woodwardia areolata Chain Fern
9 9
3
8
Rubus sp. Blackberry
Callicarpa Americana Beauty berry
2
2
Cover: trace=1; 0-1%=2; 1-2%=3; 2-5%=4; 5-10%=5; 10-25%=6; 25-50%=7; 50-75%=8; 75-95%=9; 95-100%=10
Comments

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"General Decision Number: NC20210078 01/01/2021
Superseded General Decision Number: NC20200078
State: North Carolina
Construction Type: Heavy
Counties: Brunswick, New Hanover and Pender Counties in North
Carolina.
HEAVY CONSTRUCTION PROJECTS
Note: Under Executive Order (EO) 13658, an hourly minimum wage
of $10.95 for calendar year 2021 applies to all contracts
subject to the Davis -Bacon Act for which the contract is awarded
(and any solicitation was issued) on or after January 1, 2015.
If this contract is covered by the EO, the contractor must pay
all workers in any classification listed on this wage
determination at least $10.95 per hour (or the applicable
wage rate listed on this wage determination, if it is higher)
for all hours spent performing on the contract in calendar
year 2021. If this contract is covered by the EO and a
classification considered necessary for performance of work on
the contract does not appear on this wage determination, the
contractor must pay workers in that classification at least
the wage rate determined through the conformance process set
forth in 29 CFR 5.5(a)(1)(ii) (or the EO minimum wage rate,
if it is higher than the conformed wage rate). The EO minimum
wage rate will be adjusted annually. Please note that
this EO applies to the above -mentioned types of contracts
entered into by the federal government that are subject
to the Davis -Bacon Act itself, but it does not apply
to contracts subject only to the Davis -Bacon Related Acts,
including those set forth at 29 CFR 5.1(a)(2)-(60). Additional
information on contractor requirements and worker protections
under the EO is available at www.dol.gov/whd/govcontracts.
Modification Number Publication Date
0 01/01/2021
SUNC2011-059 08/26/2011
Rates
Fringes
CARPENTER, Includes Form Work....$
13.98
0.69
ELECTRICIAN ......................$
15.41
3.13
LABORER: Common or General......$
9.21
0.00
LABORER: Pipelayer..............$
12.87
2.21
OPERATOR:
Backhoe/Excavator/Trackhoe.......$
14.71
0.00

OPERATOR: Bulldozer .............$ 14.63 0.00
OPERATOR: Loader ................$ 15.13 2.79
TRUCK DRIVER .....................$ 13.12 1.89
----------------------------------------------------------------
WELDERS - Receive rate prescribed for craft performing
operation to which welding is incidental.
Note: Executive Order (EO) 13706, Establishing Paid Sick Leave
for Federal Contractors applies to all contracts subject to the
Davis -Bacon Act for which the contract is awarded (and any
solicitation was issued) on or after January 1, 2017. If this
contract is covered by the EO, the contractor must provide
employees with 1 hour of paid sick leave for every 30 hours
they work, up to 56 hours of paid sick leave each year.
Employees must be permitted to use paid sick leave for their
own illness, injury or other health -related needs, including
preventive care; to assist a family member (or person who is
like family to the employee) who is ill, injured, or has other
health -related needs, including preventive care; or for reasons
resulting from, or to assist a family member (or person who is
like family to the employee) who is a victim of, domestic
violence, sexual assault, or stalking. Additional information
on contractor requirements and worker protections under the EO
is available at www.dol.gov/whd/govcontracts.
Unlisted classifications needed for work not included within
the scope of the classifications listed may be added after
award only as provided in the labor standards contract clauses
(29CFR 5.5 (a) (1) (ii)).
The body of each wage determination lists the classification
and wage rates that have been found to be prevailing for the
cited type(s) of construction in the area covered by the wage
determination. The classifications are listed in alphabetical
order of ""identifiers"" that indicate whether the particular
rate is a union rate (current union negotiated rate for local),
a survey rate (weighted average rate) or a union average rate
(weighted union average rate).
Union Rate Identifiers
A four letter classification abbreviation identifier enclosed
in dotted lines beginning with characters other than ""SU"" or
""UAVG"" denotes that the union classification and rate were
prevailing for that classification in the survey. Example:
PLUM0198-005 07/01/2014. PLUM is an abbreviation identifier of
the union which prevailed in the survey for this
classification, which in this example would be Plumbers. 0198
indicates the local union number or district council number
where applicable, i.e., Plumbers Local 0198. The next number,
005 in the example, is an internal number used in processing
the wage determination. 07/01/2014 is the effective date of the
most current negotiated rate, which in this example is July 1,
2014.

Union prevailing wage rates are updated to reflect all rate
changes in the collective bargaining agreement (CBA) governing
this classification and rate.
Survey Rate Identifiers
Classifications listed under the ""SU"" identifier indicate that
no one rate prevailed for this classification in the survey and
the published rate is derived by computing a weighted average
rate based on all the rates reported in the survey for that
classification. As this weighted average rate includes all
rates reported in the survey, it may include both union and
non -union rates. Example: SULA2012-007 5/13/2014. SU indicates
the rates are survey rates based on a weighted average
calculation of rates and are not majority rates. LA indicates
the State of Louisiana. 2012 is the year of survey on which
these classifications and rates are based. The next number, 007
in the example, is an internal number used in producing the
wage determination. 5/13/2014 indicates the survey completion
date for the classifications and rates under that identifier.
Survey wage rates are not updated and remain in effect until a
new survey is conducted.
Union Average Rate Identifiers
Classification(s) listed under the UAVG identifier indicate
that no single majority rate prevailed for those
classifications; however, 100% of the data reported for the
classifications was union data. EXAMPLE: UAVG-OH-0010
08/29/2014. UAVG indicates that the rate is a weighted union
average rate. OH indicates the state. The next number, 0010 in
the example, is an internal number used in producing the wage
determination. 08/29/2014 indicates the survey completion date
for the classifications and rates under that identifier.
A UAVG rate will be updated once a year, usually in January of
each year, to reflect a weighted average of the current
negotiated/CBA rate of the union locals from which the rate is
based.
WAGE DETERMINATION APPEALS PROCESS
1.) Has there been an initial decision in the matter? This can
be.
* an existing published wage determination
* a survey underlying a wage determination
* a Wage and Hour Division letter setting forth a position on
a wage determination matter
* a conformance (additional classification and rate) ruling
On survey related matters, initial contact, including requests
for summaries of surveys, should be with the Wage and Hour
Regional Office for the area in which the survey was conducted
because those Regional Offices have responsibility for the
Davis -Bacon survey program. If the response from this initial
contact is not satisfactory, then the process described in 2.)
and 3.) should be followed.
With regard to any other matter not yet ripe for the formal

process described here, initial contact should be with the
Branch of Construction Wage Determinations. Write to:
Branch of Construction Wage Determinations
Wage and Hour Division
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210
2.) If the answer to the question in 1.) is yes, then an
interested party (those affected by the action) can request
review and reconsideration from the Wage and Hour Administrator
(See 29 CFR Part 1.8 and 29 CFR Part 7). Write to:
Wage and Hour Administrator
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210
The request should be accompanied by a full statement of the
interested party's position and by any information (wage
payment data, project description, area practice material,
etc.) that the requestor considers relevant to the issue.
3.) If the decision of the Administrator is not favorable, an
interested party may appeal directly to the Administrative
Review Board (formerly the Wage Appeals Board). Write to:
Administrative Review Board
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210
4.) All decisions by the Administrative Review Board are final.
END OF GENERAL DECISION

SECTION 00 80 00
SPECIAL PROVISIONS
PART 1 - GENERAL
1.1 CONSTRUCTION SAFETY
A. In order to protect the lives and health of his employees under the contract, the Contractor
shall comply with all pertinent provisions of the Contract Work Hours and Safety Standards
Act, as amended. This Act is commonly known as the Construction Safety Act and pertains
to health and safety standards. The Contractor shall also maintain an accurate record of all
cases of death, occupational disease, and injury requiring medical attention or causing loss of
time from Work, arising out of and in the course of employment on Work under the contract.
B. The Contractor alone shall be responsible for the safety, efficiency, and adequacy of his
construction products, appliances, and methods and for any damage that may result from
their failure or their improper construction, maintenance, or operation.
1.2 BUILDER'S RISK
A. The Contractor shall assume entire responsibility for all work, materials, and equipment
provided by him until final completion and acceptance of the project, and he shall be held
responsible and liable for their safety in the amount paid to him by the Owner on account
thereof.
1.3 PUBLIC TRAFFIC
A. The Contractor shall maintain, in a safe and practical way, the roadways that are now used
by the public or individuals that neither may be unnecessarily delayed or inconvenienced on
account of the work being carried on by the Contractor. The Contractor will be responsible
for all injuries and damages to persons or property incurred by such person or persons, firm,
or corporation on account of the acts or claims of negligence by the Contractor to the
aforesaid while passing over the public or private roadways. The Contractor will be required
to repair or make reparation for any damages that he may have caused to the roadways,
public or private, immediately after discontinuing traffic along such route or when
authorized to do so by the North Carolina Department of Transportation.
1.4 BARRICADES AND LIGHTS
A. Travel upon streets, commercial driveway, or residential driveway shall not be
inconvenienced needlessly.
B. Whenever a street is closed, the Contractor shall cause plainly worded signs, announcing
such fact, to be placed with proper barricades at the nearest cross street upon each side of
obstruction and upon intersecting streets.
C. The Contractor shall maintain sufficient warning lights during the hours of darkness in and
about the work which is underway, and it is his responsibility to see that such lights are lit
and kept lit from sunset to sunrise.
Brunswick County Special Provisions
Wastewater Treatment and Disposal for the City of Southport 00 80 00 - 1
WKD Project Number: 20170253.00.WL

D. The Contractor shall also provide and maintain suitable detour signs so as to warn the public
of work underway and to guide them around the work in progress where it would be
dangerous for them to proceed through the work area.
1.5 UNDERGROUND UTILITIES
A. All underground utilities may not be shown on the plans relative to type and/or location.
The Contractor shall be responsible for locating all existing utilities prior to excavation. The
Contractor shall have all utilities located at least one week prior to the planned date for
excavating in the areas of interest. The Contractor shall immediately inform the Engineer of
unforeseen problems related to the types and/or locations of underground utilities and shall
allow for a minimum of seven days for the Engineer to revise plans in the event revisions are
necessary based on underground utility findings. All costs for temporarily or permanently
relocating overhead or underground utilities shall be paid for by the Contractor.
1.6 NCDOT SPECIAL PROVISIONS
A. All work in the NCDOT right-of-way is subject to the provisions of the NCDOT
Encroachment Agreement and shall be in compliance with the NCDOT "Standard
Specifications for Roads and Structures", latest edition. Where NCDOT document
requirements differ from these Specifications, the more stringent requirements shall govern.
1.7 PROTECTED PLANT AND ANIMAL SPECIES
A. A protected plant species, Small's Bog Bottom, has been identified in the roadside ditches.
General locations of the subject plant and animal species areas are indicated in the design
drawings.
B. Contractor's Responsibility — The Contractor shall exercise all caution to identify and
protect state protected species. The Contractor must comply with all local, state, and federal
laws, ordinances and regulations in the protection of the protected plant species.
If the subject state protected plant or federally protected animal species are encountered in
the construction area, the CONTRACTOR must immediately terminate clearing, excavation,
and all construction activities, and the CONTRACTOR must notify the PROJECT
ENGINEER. The CONTRACTOR will be responsible for the removal and transplant the
plant species from the work area. Pine trees will not be damaged without permission of the
OWNER.
C. Identification of Small's Bog Bottom — Lachnocaulon minus, is a short, non-invasive,
perennial bog plant which clumps into small yellowish green leaf tufts with delightful white
flowers resembling fuzzy buttons. The flowers are about 1 /4" (0.5 cm) on short stalks. The
clump will produce multiple flowers. They typically grow in small colonies. It prefers
open, sunny, damp, peaty soil. Open wetland areas that do not receive a lot of shade.
Flowers from late Spring through Fall.
Brunswick County Special Provisions
Wastewater Treatment and Disposal for the City of Southport 00 80 00 - 2
WKD Project Number: 20170253.00.WL

D. Ideal Habitats to Relocate To - It prefers open, sunny, damp, peaty soil. Open wetland areas
that do not receive a lot of shade. Flowers from late Spring through Fall.
E. Transplanting Procedures — Carefully excavate with a shovel, making sure to excavate entire
root system, replant as quickly as possible.
1.8 ON SITE BURNING
A. The burning of debris, trash, or any other materials, including but not limited to debris from
clearing and grubbing, shall not be permitted on site.
END OF SECTION
Brunswick County Special Provisions
Wastewater Treatment and Disposal for the City of Southport 00 80 00 - 3
WKD Project Number: 20170253.00.WL

SECTION 09 90 00
PAINTING AND COATING
PART 1 GENERAL
1.1 SUMMARY
A. Section includes surface preparation and field application of paints, stains, varnishes, and
other coatings.
B. Items to be painted include but are not limited to ductile iron piping that is exposed to the
atmosphere or submerged in wastewater.
C. Items to be touched up include any item where the factory finish has been scratched or
cracked during shipment, installation, or other construction related activities and shall be
repaired per the manufacturer's instructions.
1.2 REFERENCES
A. ASTM International:
1. ASTM D 16 - Standard Terminology Relating to Paint, Varnish, Lacquer, and
Related Products.
2. ASTM D4442 - Standard Test Methods for Direct Moisture Content
Measurement of Wood and Wood -Base Materials.
3. ASTM E84 - Standard Test Method for Surface Burning Characteristics of
Building Materials.
B. National Fire Protection Association:
1. NFPA 255 - Standard Method of Test of Surface Burning Characteristics of
Building Materials.
C. Painting and Decorating Contractors of America:
1. PDCA - Architectural Painting Specification Manual.
D. SSPC: The Society for Protective Coatings:
1. SSPC - Steel Structures Painting Manual.
E. Underwriters Laboratories Inc.:
1. UL 723 - Tests for Surface Burning Characteristics of Building Materials.
1.3 DEFINITIONS
A. Conform to ASTM D 16 for interpretation of terms used in this section.
1.4 SUBMITTALS
A. Section 01 22 01 — Electronic Project Management System and Section 01 33 01 -
Submittal Procedures EPMS: Requirements for submittals.
B. Product Data: Submit data on finishing products.
C. Manufacturer's Installation Instructions: Submit special surface preparation procedures
and substrate conditions requiring special attention.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 1

1.5 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements Closeout procedures.
B. Operation and Maintenance Data: Submit data on cleaning, touch-up, and repair of
painted and coated surfaces.
1.6 QUALITY ASSURANCE
A. Surface Burning Characteristics:
1. Fire Retardant Finishes: Maximum 25/450 flame spread/smoke developed index
when tested in accordance with ASTM E84.
1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this section
with minimum three years documented experience.
B. Applicator: Company specializing in performing work of this section with minimum
three years documented experience.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Deliver products to site in sealed and labeled containers; inspect to verify acceptability.
B. Container Label: Include manufacturer's name, type of paint, brand name, lot number,
brand code, coverage, surface preparation, drying time, cleanup requirements, color
designation, and instructions for mixing and reducing.
C. Paint Materials: Store at minimum ambient temperature of 45 degrees F and maximum of
90 degrees F, in ventilated area, and as required by manufacturer's instructions.
1.9 ENVIRONMENTAL REQUIREMENTS
A. Do not apply materials when surface and ambient temperatures are outside temperature
ranges required by paint product manufacturer.
B. Do not apply exterior coatings during rain or snow when relative humidity is outside
humidity ranges, or moisture content of surfaces exceed those required by paint product
manufacturer.
C. Minimum Application Temperatures for Latex Paints: 45 degrees F for interiors; 50
degrees F for exterior; unless required otherwise by manufacturer's instructions.
D. Minimum Application Temperature for Varnish and Finishes: 65 degrees F for interior or
exterior, unless required otherwise by manufacturer's instructions.
E. Provide lighting level of 80 ft candle measured mid -height at substrate surface.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 2

1.10 SEQUENCING
A. Section 01 10 00 — Summary: Work sequence.
B. Sequence application to the following:
1. Do not apply finish coats until paintable sealant is applied.
2. Back prime wood trim before installation of trim.
1.11 WARRANTY
A. Section 01 70 00 - Execution and Closeout Requirements: Product warranties and product
bonds.
B. Furnish five-year manufacturer warranty for paints and coatings.
1.12 EXTRA MATERIALS
A. Section 01 70 00 - Execution and Closeout Requirements: Spare parts and maintenance
products.
B. Supply 1 gallon of each color and type; store where directed.
C. Label each container with color, type, texture, and room locations in addition to
manufacturer's label.
PART 2 PRODUCTS
2.1 PAINTS AND COATINGS
A. Manufacturers: Paint
1. Tnemec Company Inc. Company Inc.
2. Carboline
3. Sherwin & Williams
4. Substitutions: Section 00 21 14 — EJCDC® C-200 — 2013 Instructions to Bidders.
2.2 COMPONENTS
A. Coatings: Ready mixed, except field catalyzed coatings. Prepare coatings:
1. To soft paste consistency, capable of being readily and uniformly dispersed to
homogeneous coating.
2. For good flow and brushing properties.
3. Capable of drying or curing free of streaks or sags.
B. Accessory Materials: Linseed oil, shellac, turpentine, paint thinners and other materials
not specifically indicated but required to achieve finishes specified; commercial quality.
C. Patching Materials: Latex filler.
D. Fastener Head Cover Materials: Latex filler.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 3

PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
B. Verify surfaces and substrate conditions are ready to receive Work as instructed by
product manufacturer.
C. Examine surfaces scheduled to be finished prior to commencement of work. Report
conditions capable of affecting proper application.
D. Test shop applied primer for compatibility with subsequent cover materials.
E. Measure moisture content of surfaces using electronic moisture meter. Do not apply
finishes unless moisture content of surfaces are below the following maximums:
1. Plaster and Gypsum Wallboard: 12 percent.
2. Masonry, Concrete, and Concrete Unit Masonry: 12 percent.
3. Interior Wood: 15 percent, measured in accordance with ASTM D4442.
4. Exterior Wood: 15 percent, measured in accordance with ASTM D4442.
5. Concrete Floors: 8 percent.
3.2 PREPARATION
A. Surface Appurtenances: Remove [or mask] electrical plates, hardware, light fixture trim,
escutcheons, and fittings prior to preparing surfaces or finishing.
B. Surfaces: Correct defects and clean surfaces capable of affecting work of this section.
Remove or repair existing coatings exhibiting surface defects.
C. Marks: Seal with shellac those which may bleed through surface finishes.
D. Impervious Surfaces: Remove mildew by scrubbing with solution of tri-sodium
phosphate and bleach. Rinse with clean water and allow surface to dry.
E. Aluminum Surfaces Scheduled for Paint Finish: Remove surface contamination by steam
or high pressure water. Remove oxidation with acid etch and solvent washing. Apply
etching primer immediately following cleaning.
F. Asphalt, Creosote, or Bituminous Surfaces Scheduled for Paint Finish: Remove foreign
particles to permit adhesion of finishing materials. Apply compatible sealer or primer.
G. Insulated Coverings: Remove dirt, grease, and oil from canvas and cotton.
H. Concrete Floors: Remove contamination, acid etch and rinse floors with clear water.
Verify required acid -alkali balance is achieved. Allow to dry.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 4

Copper Surfaces Scheduled for Paint Finish: Remove contamination by steam, high
pressure water, or solvent washing. Apply vinyl etch primer immediately following
cleaning.
K. Copper Surfaces Scheduled for Natural Oxidized Finish: Remove contamination by
applying oxidizing solution of copper acetate and ammonium chloride in acetic acid. Rub
on repeatedly for required effect. Once attained, rinse surfaces with clear water and allow
to dry.
L. Gypsum Board Surfaces: Fill minor defects with filler compound. Spot prime defects
after repair.
M. Galvanized Surfaces: Remove surface contamination and oils and wash with solvent.
Apply coat of etching primer.
N. Concrete and Unit Masonry Surfaces Scheduled to Receive Paint Finish: Remove dirt,
loose mortar, scale, salt or alkali powder, and other foreign matter. Remove oil and
grease with solution of tri-sodium phosphate; rinse well and allow to dry. Remove stains
caused by weathering of corroding metals with solution of sodium metasilicate after
thoroughly wetting with water. Allow to dry.
O. Plaster Surfaces: Fill hairline cracks, small holes, and imperfections with latex patching
plaster. Make smooth and flush with adjacent surfaces. Wash and neutralize high alkali
surfaces.
P. Uncoated Steel and Iron Surfaces: Remove grease, mill scale, weld splatter, dirt, and rust.
Where heavy coatings of scale are evident, remove by hand wire brushing or
sandblasting; clean by washing with solution of water and TSP (Tri-Sodium Phosphate),
then thoroughly rinsed and allowed to dry. Uncoated surfaces should be prepared in
accordance with SSPC Guidelines (SP-2, 3, 5, 6 10) as required by the specified coating
for the intended service.
Q. Shop Primed Steel Surfaces: Hand tool clean per SSPC SP-2. Feather edges to make
touch-up patches inconspicuous. Clean surfaces with solvent. Prime bare steel surfaces.
Prime metal items including shop primed items.
R. Submerged Metal Surfaces: Submerged metal surfaces shall be blast cleaned in
accordance with SSPC SP-10 guidelines for Near -White Metal Blasting.
S. Nonsubmerged Metal Surfaces: Nonsubmerged metal surfaces in high humidity or
chemical environment shall be power washed in accordance with SSPC SP-12.
Following washing, power tool clean per SPCC SP-3 all rusting and abraded areas.
Surface shall be clean and dry prior to paint application.
T. Interior Wood Items Scheduled to Receive Paint Finish: Wipe off dust and grit prior to
priming. Seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes and
cracks after primer has dried; sand between coats.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 5

U. Interior Wood Items Scheduled to Receive Transparent Finish: Wipe off dust and grit
prior to sealing, seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes
and cracks after sealer has dried; sand lightly between coats.
V. Exterior Wood Scheduled to Receive Paint Finish: Remove dust, grit, and foreign matter.
Seal knots, pitch streaks, and sappy sections. Fill nail holes with tinted exterior paintable
caulking compound after prime coat has been applied.
W. Exterior Wood Scheduled to Receive Transparent Finish: Remove dust, grit, and foreign
matter; seal knots, pitch streaks, and sappy sections with sealer. Fill nail holes with tinted
exterior caulking compound after sealer has been applied.
X. Glue -Laminated Beams: Prior to finishing, wash surfaces with solvent, remove grease
and dirt.
Y. Wood Doors Scheduled for Painting: Seal wood door top and bottom edge surfaces with
clear sealer.
Z. Metal Doors Scheduled for Painting: Prime metal door top and bottom edge surfaces.
3.3 EXISTING WORK
A. Extend existing paint and coatings installations using materials and methods compatible
with existing installations and as specified.
3.4 APPLICATION
A. Do not apply finishes to surfaces that are not dry. Allow applied coats to dry before next
coat is applied.
B. Apply each coat to uniform appearance. Apply each coat of paint slightly darker than
preceding coat unless specified otherwise.
C. Sand metal surfaces lightly between coats to achieve required finish.
D. Vacuum clean surfaces of loose particles. Use tack cloth to remove dust and particles just
prior to applying next coat.
E. Where clear finishes are required, tint fillers to match wood. Work fillers into grain
before set. Wipe excess from surface.
F. Prime concealed surfaces of interior and exterior woodwork with primer paint.
G. Prime concealed surfaces of interior wood surfaces scheduled to receive stain or varnish
finish with gloss varnish reduced 25 percent with thinner.
H. Finishing Mechanical And Electrical Equipment:
1. Refer to painting schedule of color coding and identification banding of
equipment, duct work, piping, and conduit.
2. Paint shop primed equipment.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 6

3. Remove unfinished louvers, grilles, covers, and access panels on mechanical and
electrical components and paint separately.
4. Prime and paint insulated and exposed pipes, conduit, boxes, insulated and
exposed ducts, hangers, brackets, and collars and supports except where items are
shop finished.
5. Paint interior surfaces of air ducts visible through grilles and louvers with one
coat of flat black paint to visible surfaces. Paint dampers exposed behind louvers,
and grilles to match face panels.
6. Paint exposed conduit and electrical equipment occurring in finished areas.
7. Paint both sides and edges of plywood backboards for electrical and telephone
equipment before installing equipment.
8. Color code equipment, piping, conduit, and exposed duct work in accordance
with requirements indicated.
9. Reinstall electrical cover plates, hardware, light fixture trim, escutcheons, and
fittings removed prior to finishing.
3.5 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements and 01 70 00 - Execution and Closeout
Requirements.
3.6 CLEANING
A. Section 01 70 00 - Execution and Closeout Requirements Final cleaning.
B. Collect waste material which may constitute fire hazard, place in closed metal containers,
and remove daily from site.
3.7 PAINTING SCHEDULE
A. The schedule at the end of this Section lists prime coats and finish coats (including
intermediate coats) for the various surfaces. The paint covering shall not exceed the
manufacturer's recommended spread rate per gallon. The total dry film thickness of each
paint system shall be not less than the thickness specified in mils or as recommended by
the paint manufacturer. Film thickness shall include all prime and finish coats, except
filler for concrete block. Paint shall be applied in the number of coats specified or
required to obtain the specified thickness, but at least two field coats shall be applied to
all new surfaces, unless otherwise specified.
3.8 TYPES OF EXPOSURE
A. The following definitions shall apply to painting work.
Submerged: Surfaces submerged in or in direct contact with water, sewage or
sludge, as applicable, such as tanks, basins, wetwells, etc.
2. High Humidity or Chemical Environment: Interior and exterior surfaces subject
to splash or intermittent contact with water, sewage or sludge, or subject to
corrosive fumes, chemical contact or moisture; such as in pump stations,
chemical rooms, chlorine rooms and storage areas, equipment rooms,
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 7

laboratories, toilets, etc.
Normal: Surfaces not otherwise specified.
B. Shop Primed Metal:
In general, surfaces of steel, iron and equipment are specified to be shop primed.
Any such surface not shop primed shall be properly cleaned and field primed
with the specified primer. Shop primed metal surfaces shall be touched up in the
field with the specified primer before application of finish coats; except that
metal surfaces to receive chlorinated rubber paint system shall be given one field
coat of the specified primer whether shop primed or not. Surfaces where prime
coats are not compatible with finish coats shall be given a barrier coat approved -
by the Engineer prior to application of finish coats.
C. Pipe Color:
The pipe color shall be as follows:
a. Potable Water- Blue
b. Sanitary Sewer/Force main — Green
C. Irrigation Force main- White
d. Mulberry WRF Effluent- Purple
D. OWNER to make final choices from color chart provided by Contractor. The contents
and direction of flow are to be stenciled on the piping in a contrasting color.
3.9 INSPECTION AND ACCEPTANCE
A. The Engineer reserves the right to inspect and approve painting work while in progress,
to stop work deemed to be improper or not in compliance with the specifications, and to
require the Contractor to stop all improper practices and promptly correct all defective or
deficient work. Successive coats in each system shall be tinted to facilitate inspection
during painting.
B. Final Inspection of painting will include examination of overall appearance and
measurement of dry film thickness. All defects or deficiencies shall be promptly
corrected to the satisfaction of the Engineer at no additional cost to the Owner.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Painting and Coating
WKD Project Number: 20170253.00.WL 09 90 00 - 8

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SECTION 31 10 00
SITE CLEARING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Removing surface debris.
2. Removing designated paving, curbs, and slabs.
3. Removing designated trees, shrubs, and other plant life.
4. Removing abandoned utilities and structures where indicated.
5. Plugging abandoned utilities and filling abandoned structures where indicated.
6. Protecting plant life and structures designated to remain.
B. Related Sections:
1. Section 3123 16 - Excavation and Fill: Topsoil and subsoil removal,
proofrolling.
2. Section 3123 16.26 - Rock Removal.
1.2 REFERENCES
A. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, published by the North
Carolina Department of Transportation.
1.3 MEASUREMENT AND PAYMENT
A. Site Clearing — Division L
1. Basis of Payment: Cost of all site clearing is to be included in lump sum cost of
work. No separate payment will be made for this item.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with Section 200 of the NCDOT Standard Specifications.
B. Maintain one copy of document on site.
C. Conform to applicable code for environmental requirements and disposal of debris.
PART 2 PRODUCTS — Not Used.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions
before starting work.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Site Clearing
WKD Project Number: 20170253.00.WL 31 10 00 - 1

B. Verify existing plant life designated to remain is tagged or identified.
C. Identify waste area or salvage area for placing removed materials when materials are
indicated to remain on site.
3.2 PREPARATION
A. Call local utility line information service indicated on Drawings not less than three
working days before performing Work.
1. Request underground utilities to be located and marked within and surrounding
construction areas.
3.3 PROTECTION
A. Locate, identify, and protect from damage utilities indicated to remain.
B. Protect trees, plant growth, and features designated to remain as final landscaping.
C. Protect bench marks and survey control points from damage or displacement.
3.4 CLEARING
A. Remove trees and shrubs within areas indicated on Drawings.
B. Remove stumps, main root ball, root system, surface rock, and pavements to depth of
12 inches below proposed Subgrade elevation.
C. Clear undergrowth and deadwood without disturbing subsoil.
3.5 REMOVAL
A. Remove debris, rock, and extracted plant life from site.
B. Remove paving, curbs, and site slabs.
C. Where indicated on Drawings partially remove paving, curbs, and slabs. Neatly saw cut
edges at right angle to surface.
D. Remove abandoned utilities. Indicate removal termination point for underground utilities
on Record Documents.
E. Continuously clean-up and remove waste materials from site. Do not allow materials to
accumulate on site.
F. Do not burn or bury materials on site unless authorized in writing by authority having
jurisdiction.
G. Leave site in clean condition.
END OF SECTION
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Site Clearing
WKD Project Number: 20170253.00.WL 31 10 00 - 2

SECTION 3123 16
EXCAVATION AND FILL
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Excavating topsoil.
2. Excavating subsoil for buildings, pavements, and landscape.
3. Backfilling building perimeter to subgrade elevations.
4. Backfilling site structures to subgrade elevations.
5. Filling under pavements or slabs -on -grade.
6. Undercutting and filling over -excavation.
7. Disposal of excess material.
8. High Rate Infiltration Basins
B. Related Sections
1. Section 31 10 00 - Site Clearing: Clearing site prior to excavation.
2. Section 3125 13 - Erosion Controls: Controlling sediment and erosion from
work of this section.
3. Section 3123 16.13 - Trenching.
4. Section 3123 16.23 - Rock Removal.
1.2 MEASUREMENT AND PAYMENT
A. All cost associated with excavation, fill and any on site disposal of excess materials shall
be included in the lump sum cost. Includes all excavation of existing soil and rock
materials, stockpiling and on -site burial.
Cost of approved off -site disposal of excess materials shall be paid at the established unit
price within the Bid. Includes removing excess material from site, transportation to
disposal site and any associated disposal site costs for spreading, grading and related
erosion control.
1.3 REFERENCES
A. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, published by the North
Carolina Department of Transportation.
B. ASTM International:
1. ASTM C136 — Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates.
2. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12,400 ft-lbFft3 (600 kN-m/m3)).
3. ASTM D 1556 - Standard Test Method for Density of Soil in Place by the Sand -
Cone Method.
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
WKD Project Number: 20170253.00.WL 3123 16 - 1

5. ASTM D2419 - Standard Test Method for Sand Equivalent Value of Soils and
Fine Aggregate.
6. ASTM D2434 — Standard Test Method for Permeability of Granular Soils
(Constant Head).
7. ASTM D2487 - Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).
8. ASTM D2922 — Standard Test Method for Density of Soil and Soil -Aggregate in
Place by Nuclear Methods (Shallow Depth).
9. ASTM D6938 — Standard Test Method for In -Place Density and Water Content
of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
1.4 SUBMITTALS
A. Section 01 22 01 — Electronic Project Management System and Section 01 33 01
Submittal Procedures EPMS: Requirements for submittals.
B. Excavation Protection Plan: Describe sheeting, shoring, and bracing materials and
installation required to protect excavations and adjacent structures and property; include
structural calculations to support plan.
C. Dewatering Plan: Describe dewatering methods to be used to keep excavations dry if
required.
D. Samples: Submit, in air -tight containers, 10-pound sample of each type of fill to testing
laboratory.
E. Materials Source DOT Approval: Submit certification that aggregate and soil material
suppliers are approved by the State Department of Transportation.
F. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
G. Proposed fill material for the high rate infiltration basins and surrounding berms shall be
submitted to engineer for approval. Submittal shall include soil test results for ASTM
D422, Procedures for Sieve and Hydrometer Analysis and hydraulic conductivity.
1.5 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Accurately record actual locations of utilities remaining by
horizontal dimensions, elevations or inverts, and slope gradients.
1.6 QUALITY ASSURANCE
A. Perform Work in accordance with Sections 225, 230, 235, 260, and 802 of the NCDOT
Standard Specifications.
B. Maintain one copy of document on site.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
WKD Project Number: 20170253.00.WL 3123 16 - 2

C. Prepare excavation protection plan under direct supervision of Professional Engineer
experienced in design of this Work and licensed in State of Project location.
1.7 PROJECT CONDITIONS
A. Refer to Section 01 30 00 — Administrative Requirements.
PART 2 PRODUCTS
2.1 MATERIALS
A. Topsoil: Original surface soil typical of the area which is capable of supporting native
plant growth. It shall be free of large stones, roots, waste, debris, contamination, or other
unsuitable material which might hinder plant growth.
B. Subsoil: Clean natural soil with a plasticity index of 15 or less that is free of clay, rock,
or gravel lumps larger than 2 inches in any dimension, debris, waste, frozen material, and
any other deleterious material that might cause settlement. Suitable material excavated
from the site may be used as subsoil fill under optimum moisture conditions.
C. Granular Fill: Clean sand, slightly silty sand, or slightly clayey sand having a Unified
Soil Classification of SW, SP, SP-SM, or SP-SC.
D. Structural Fill: Clean course aggregate Gradation No. 57 conforming to Sections 1005
and 1006 of the NCDOT Standard Specifications.
E. Borrow Material: Conform to subsoil requirements.
2.2 ACCESSORIES
A. Geotextile Fabric: Non -woven, non -biodegradable.
1. TC Mirafi; Model 1100BX or equivalent.
2. Alkzo Nobel Geosynthetic Co.
3. Huesker, Inc.
4. Tenax Corp.
5. Tensar Earth Technologies, Inc.
6. Substitutions: Equal per EJCDC® C-200 — Instructions to Bidders.
2.3 FILL FOR HIGH RATE INFILTRATION BASINS
A. Samples of the proposed fill material be taken and tested in accordance with ASTM
D422, Procedures for Sieve and Hydrometer Analysis, prior to placement on site.
B. Prior to placing on site, testing of fill material shall be conducted to determine that the
material is suitable for trenchibasin backfill, berm slopes, or berm
C. Stockpiling of excavated materials shall be at the direction of the Engineer to prevent the
contamination of the soils.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
WKD Project Number: 20170253.00.WL 3123 16 - 3

D. All soils shall be stockpiled in such a way that prevents contamination from other
stockpiled soils and native soils.
PART 3 EXECUTION
3.1 EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions
before starting work.
B. Verify survey bench mark and intended elevations for the Work are as indicated on
Drawings.
C. Verify subdrainage, dampproofing, or waterproofing installation has been inspected.
D. Verify underground structures are anchored to their own foundations to avoid flotation
after backfilling.
E. Verify structural ability of unsupported walls to support loads imposed by fill.
3.2 PREPARATION FOR EXCAVATION
A. Call Local Utility Line Information service as indicated on Drawings not less than three
working days before performing Work.
1. Request underground utilities to be located and marked within and surrounding
construction areas.
B. Identify required lines, levels, contours, and datum.
C. Notify utility company to remove and relocate utilities.
D. Protect utilities indicated to remain from damage.
E. Protect plant life, lawns, rock outcropping, and other features remaining as portion of
final landscaping.
F. Protect bench marks, survey control point, existing structures, fences, sidewalks, paving,
and curbs from excavating equipment and vehicular traffic.
3.3 TOPSOIL EXCAVATION
A. Excavate topsoil from areas to be further excavated, re -landscaped, or regraded without
mixing with foreign materials for use in finish grading.
B. Do not excavate wet topsoil.
C. Stockpile in area designated on site and protect from erosion.
D. Remove from site excess topsoil not intended for reuse.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
WKD Project Number: 20170253.00.WL 3123 16 - 4

3.4 SUBSOIL EXCAVATION
A. Underpin adjacent structures which may be damaged by excavation work.
B. Excavate subsoil to accommodate building foundations, structures, slabs -on -grade,
paving, landscaping, and construction operations.
C. Compact disturbed load bearing soil in direct contact with foundations to original bearing
capacity.
D. Slope banks with machine to angle of repose or less until shored.
E. Do not interfere with 45-degree bearing splay of foundations.
F. Grade top perimeter of excavation to prevent surface water from draining into
excavation.
G. Trim excavation. Remove loose matter.
H. Remove lumped subsoil, boulders, and rock up to 1/3 cubic yard measured by volume.
Remove larger material as specified in Section 31 23 16.23.
L Notify Engineer and testing agency of unexpected subsurface conditions.
J. Correct areas over excavated with granular fill and compact as required for fill areas.
K. Remove excess and unsuitable material from site.
L. Repair or replace items indicated to remain damaged by excavation.
M. Excavate subsoil from areas to be further excavated, re -landscaped, or regraded.
N. Do not excavate wet subsoil or excavate and process wet material to obtain optimum
moisture content.
O. When excavating through roots, perform Work by hand and cut roots with sharp axe.
P. Remove from site excess subsoil not intended for reuse.
Q. Benching Slopes: Horizontally bench existing slopes greater than 3:1 to key placed fill
material into slope to provide firm bearing.
R. Stability: Replace damaged or displaced subsoil as specified for fill.
3.5 SHEETING AND SHORING
A. Sheet, shore, and brace excavations to prevent danger to persons, structures, and adjacent
properties and to prevent caving, erosion, and loss of surrounding subsoil.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
WKD Project Number: 20170253.00.WL 3123 16 - 5

B. Support excavations more than 5 feet deep excavated through unstable, loose, or soft
material. Provide sheeting, shoring, bracing, or other protection to maintain stability of
excavation.
C. Design sheeting and shoring to be left in place as part of the completed Work, cut off
minimum 18 inches below finished subgrade, or design sheeting and shoring to be
removed at completion of excavation work.
D. Repair damage caused by failure of the sheeting, shoring, or bracing and for settlement of
filled excavations or adjacent soil.
E. Repair damage to new and existing Work from settlement, water, or earth pressure or
other causes resulting from inadequate sheeting, shoring, or bracing.
3.6 SURFACE WATER CONTROL
A. Control and remove unanticipated water seepage into excavation.
B. Provide ditches, berms, and other devices to divert and drain surface water from
excavation area as specified in Section 3125 00 — Erosion Control.
C. Divert surface water and seepage water within excavation areas into sumps or settling
basins prior to pumping water into drainage channels and storm drains.
3.7 DEWATERING
A. Design and provide dewatering system to permit Work to be completed on dry and stable
subgrade.
B. Operate dewatering system continuously until backfill is minimum 2 feet above normal
ground water table elevation.
C. When dewatering system cannot control water within excavation, notify Engineer and
stop excavation work.
1. Supplement or modify dewatering system and provide other remedial measures
to control water within excavation.
2. Demonstrate dewatering system operation complies with performance
requirements before resuming excavation operations.
D. Modify dewatering systems when operation causes or threatens to cause damage to new
construction, existing site improvements, adjacent property, or adjacent water wells.
E. Discharge ground water and seepage water within excavation areas into sumps or settling
basins prior to pumping water into drainage channels and storm drains.
F. Remove dewatering and surface water control systems after dewatering operations are
discontinued.
3.8 PROOF ROLLING
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
WKD Project Number: 20170253.00.WL 3123 16 - 6

A. Proof roll areas to receive fill, pavement and building slabs to identify areas of soft
yielding soils.
1. Use loaded tandem -axle pneumatic tired dump truck or large smooth drum roller.
2. Load equipment to maximum 50 tons gross weight and make a minimum of four
passes with two passes perpendicular to the others.
B. Undercut such areas to firm soil, backfill with granular fill or structural fill, and compact
to density equal to or greater than requirements for subsequent fill material.
C. Do not proof roll or undercut until soil has been dewatered.
3.9 BACKFILLING
A. Scarify subgrade surface to depth of 4 inches.
B. Compact subgrade to density requirements for subsequent backfill materials.
C. Backfill areas to contours and elevations with unfrozen materials.
D. Systematically backfill to allow maximum time for natural settlement. Do not backfill
over porous, wet, frozen, or spongy subgrade surfaces.
E. Place fill material in continuous layers and compact in accordance with Schedule at end
of this Section.
F. Employ placement method that does not disturb or damage other work.
G. Maintain optimum moisture content of backfill materials to attain required compaction
density.
H. Support foundation walls and structures prior to backfilling.
Backfill simultaneously on each side of unsupported foundation walls and structures until
supports are in place.
Slope grade away from building minimum 2 percent slope for minimum distance of
10 feet, unless noted otherwise.
K. Make gradual grade changes. Blend slope into level areas.
L. Remove surplus backfill materials from site.
3.10 HIGH RATE INFILTRATION BASINS
A. Infiltration basins shall be excavated to a depth below existing grade and backfilled to
finished grade per the Drawings. Clay soil lenses indicated in the plans and as exposed
during basin construction shall be excavated at the direction of the ENGINEER.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
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B. During placement of the fill material special care shall be taken to avoid vehicular traffic
and compaction of infiltration basin bottoms.
3.11 TOLERANCES
A. Section 0140 00 - Quality Requirements: Tolerances.
B. Top Surface of Backfilling Within Building and Paved Areas: Plus or minus 1 inch from
required elevations.
C. Top Surface of Backfilling Within Landscape Areas: Plus or minus 2 inches from
required elevations.
3.12 PROTECTION
A. Prevent displacement or loose soil from falling into excavation; maintain soil stability.
B. Protect bottom of excavations and soil adjacent to and beneath foundation from freezing.
C. Protect structures, utilities, and other facilities from damage caused by settlement, lateral
movement, undermining, washout, and other hazards created by earth operations.
D. Repair or replace items indicated to remain damaged by excavation or filling.
3.13 FIELD QUALITY CONTROL
A. Section 01 40 00 - Quality Requirements: Independent laboratory, field inspecting,
testing, adjusting, and balancing.
B. Request visual inspection of bearing surfaces by Engineer and inspection agency before
installing subsequent work.
C. Laboratory Material Tests: In accordance with ASTM D698.
D. In -Place Compaction Tests: In accordance with the following:
1. Density Tests: ASTM D1556, ASTM D2167, or ASTM D6938.
2. Moisture Tests: ASTM D.
E. When tests indicate Work does not meet specified requirements, remove Work, replace,
and retest.
F. Frequency of Tests:
1. Building and Pavement Areas: Twice per lift for every 5,000 square feet.
2. Landscape Areas: Twice per lift for every 10,000 square feet.
3.14 SCHEDULES
A. Unless specified elsewhere in these specifications, the following shall be used as a fill
schedule:
B. Under Pavement and Slabs:
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
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1. Maximum 8-inch compacted depth.
2. Compact material to a minimum of 95 percent of maximum density, except the
top 12 inches.
3. Compact top 12 inches to a minimum of 98 percent of maximum density.
C. Under Landscape Areas:
1. Maximum 8-inch compacted depth.
2. Compact to minimum 90 percent of maximum density.
D. Footing Foundation Fill:
1. Structural fill to maximum 12-inch compacted depth.
2. Compact to 98 percent of maximum density.
E. Fill for Over Excavation:
1. Granular fill in 18 to 24-inch lift to top of degraded soil.
2. Place ahead of construction equipment.
END OF SECTION
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
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Wastewater Treatment and Disposal for the City of Southport
Brunswick County Excavation and Fill
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SECTION 33 34 00
SANITARY UTILITY SEWERAGE FORCE MAINS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Force mains, including:
a. Two (2) 16" Influent Force Mains
b. 10" Force Main to WWTP
C. 14" Effluent Force Main to High Rate Infiltration Basins
d. 14" Force Mains to Proposed Spray Fields
2. Bedding materials.
3. Related Sections:
a. Section 3123 16.13 - Trenching: Excavation and backfill requirements.
b. Section 33 05 14 - Public Utility Manholes and Structures: Manholes vaults.
c. Section 33 05 19 - Pressure Piping Tied Joint Restraint Systems.
1.2 REFERENCES
A. ASTM International:
1. ASTM A36/A36M — Standard Specification for Carbon Structural Steel
2. ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI
Tensile Strength
3. ASTM C208 - Standard Specification for Cellulosic Fiber Insulating Board
4. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using
Flexible Elastomeric Seals.
5. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining
Plastic Pipe.
B. American Water Works Association:
1. AWWA C104 - ANSI Standard for Cement Mortar Lining for Ductile -Iron Pipe and
Fittings for Water.
2. AWWA C105 - ANSI Standard for Polyethylene Encasement for Ductile -Iron Pipe
Systems.
3. AWWA C110 - ANSI Standard for Ductile -Iron and Gray -Iron Fittings, 3 In.
Through 48 In. (76 min through 1,219 mm), for Water.
4. AWWA CI I I - ANSI Standard for Rubber -Gasket Joints for Ductile -Iron Pressure
Pipe and Fittings.
5. AWWA C115 — Standard for Flanged Ductile -Iron Pipe With Threaded Flanges.
6. AWWA C151 - ANSI Standard for Ductile -Iron Pipe, Centrifugally Cast, for Water
or Other Liquids.
7. AWWA C153 - ANSI Standard for Ductile -Iron Compact Fittings for Water
Service.
8. AWWA C600 - Installation of Ductile -Iron Water Mains and Their Appurtenances.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 1

9. AWWA C605 - Underground Installation of Polyvinyl Chloride (PVC) and PVCO
Pressure Pipe and Fittings.
10. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe, and Fabricated Fittings, 4
In. Through 12 In. (100 mm through 300 mm), for Water Transmission and
Distribution.
11. AWWA C905 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14
In. Through 48 In. (350 mm Through 1,200 mm), for Water Transmission and
Distribution.
C. NCDOT Standard Specifications:
1. Standard Specifications for Roads and Structures, January 2012, published by the
North Carolina Department of Transportation.
1.3 SUBMITTALS
A. Section 01 22 01 — Electronic Project Management System and Section 01 33 01 — Submittal
Procedures EPMS: Requirements for submittals.
B. Shop Drawings: Indicate piping layout, including piping specialties.
C. Product Data: Submit data on pipe materials, pipe fittings, valves, and accessories.
D. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
1.4 CLOSEOUT SUBMITTALS
A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for submittals.
B. Project Record Documents: Record location of pipe runs, connections, and invert elevations.
C. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted
utilities.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Section 1510 of NCDOT Standard Specifications except
as modified herein.
B. Perform work in accordance with utility company standards.
C. Maintain one copy of each document on site.
1.6 PRE -INSTALLATION MEETINGS
A. Section 0130 00 - Administrative Requirements: Pre -installation meeting.
B. Convene minimum one week prior to commencing work of this Section.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 2

1.7 FIELD MEASUREMENTS
A. Verify field measurements and elevations are as indicated on Drawings.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Do not place materials on private property without written permission of property owner.
B. During loading, transporting and unloading, exercise care to prevent damage to materials.
C. Do not drop pipe or fittings.
D. Avoid shock or damage to pipe.
E. Take measures to prevent damage to exterior surface or internal lining of pipe.
F. Do not stack pipe higher than recommended by pipe manufacturer.
G. Store gaskets for mechanical and push -on joints in cool, dry location out of direct sunlight
and not in contact with petroleum products.
1.9 COORDINATION
A. Section 0130 00 - Administrative Requirements: Coordination and project conditions.
B. Coordinate the Work with connection to existing municipal sewer utility service and
trenching.
PART 2 PRODUCTS
2.1 FORCE MAIN PIPING
A. Ductile Iron Pipe
1. Ductile Iron Pipe: AWWA C151. Pipe Pressure Rating: 250 psi minimum.
2. Fittings: AWWA C110, grey or ductile iron
3. Joints:
a) Mechanical Joints: AWWA C111, compact size, AWWA C153.
b) Push -On Joints: AWWA C111.
c) Flanged Joints inside structures: AWWA C115.
d) Boltless Restrained Joints: Boltless, push -on type, joint restraint
independent of joint seal. Conform to pipe manufacturers specifications.
e) Tied Restrained Joints: Per Section 33 05 19.
4. AWWA C I I I push -on or mechanical for general buried service; flanged for
exposed service unless shown otherwise on the drawings
5. Coating:
1) PROTECTO 401 or approved equal interior lining unless otherwise noted
on drawings.
2) Bituminous Outer Coating, AWWA C110 for buried service.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 3

3) Section 09 90 00 Painting for exposed service.
B. Polyvinyl Chloride (PVC): AWWA C900 and AWWA C905, marked for Sanitary Service,
colored green or purple as specified by Drawings.
1. Pipe Class: DR 18, 150 psi.
2. Fittings: PROTECTO 401 lined, gray -iron or ductile iron conforming to AWWA
C104 and C110 for fittings size 4-inch through 12-inch or compact fittings
conforming to AWWA C 15 3
3. Joints: Pipe, elastomeric gasket, push -on joints conforming to AWWA C900. Joints
may be either integral bell and spigot or couplings. For cast or ductile fittings;
AWWA C111, push -on.
2.2 VALVES
A. Valves and appurtenances shall be the type, size, and class shown on the plans. Valves shall
have a heavy cast iron body with standard flanged ends, Class 125 with operating devices as
specified or shown. Valves shall be at least the same class as the pipe on which they are
used. All exposed valves shall be shop primed. Insofar as possible, all valves shall be by the
same manufacturer.
B. Plug Valves: Shall be eccentric of the non -lubricated type with resilient faced plugs. Valve
bodies shall be ASTM A126 Class B cast iron according to AWWA C504. Valves shall
include the following features:
1. Plugs shall be resilient faced cast iron, ASTM A126 Class B. The resilient covering
shall be neoprene or hycar and suitable for use with sewage.
2. Sleeve metal bearings which are sintered, oil impregnated, and permanently
lubricated stainless steel conforming to Type 316, ASTM A743, Grade CF-8M or
AISI Type 317 L shall be used. Non-metallic bearings are not acceptable.
3. Valve shaft seals shall conform to AWWA C504 and AWWA C507 and shall utilize
a multiple v-ring that is externally adjustable and repackable under pressure.
4. Valve actuators shall be of the lever type for all valves 6 inches and smaller.
C. Swing Check Valves: Shall be bronze mounted with rubber faced bronze clapper disc seated
by a bronze clapper arm against a bronze seat ring. The clapper shall have a lever and spring
to assist closure. The spring tension shall be adjustable to set the speed of closure of the
valve to the operating conditions in field. The clapper shall be secured to a stainless -steel
shaft set in bronze bushings. Bushings shall be secured to the valve body with cap screws
and sealed with O-rings.
D. Knife Gate Valves: Shall be cast iron body and flanges, lined with 316 stainless steel,
EDPM seat, leak proof elastomer packing gland, precision -buffed stainless -steel gate and
manual hand wheel actuator, ANSI Class 150.
2.3 AIR / VACUUM RELIEF VALVES
A. Manufacturers:
1. A.R.I.
2. Apco Valve and Primer Co.
3. Crispin Valve Co.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
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4. Valmatic Valve and Manufacturing Corp
2.4 UNDERGROUND PIPE MARKERS
A. Plastic Ribbon and Trace Wire Tape: Brightly colored green continuously printed with
"SEWER FORCE MAIN" in large letters, minimum 6 inches wide by 4 mils thick, with
magnetic detectable conductor manufactured for direct burial service.
2.5 PRECAST CONCRETE VALVE VAULTS
A. Conform to Section 33 05 14 — Public Utility Manholes and Structures.
B. Provide size and type as indicated on Drawings.
2.6 CONCRETE FOR THRUST RESTRAINT AND COLLARS
A. Concrete: Class B Concrete conforming to Section 1000 of the NCDOT Standard
Specifications.
B. Compressive strength of 2,500 psi at 28 days.
C. Air entrained.
D. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular aggregate.
E. Maximum slump of 2.5 inch for vibrated concrete and 4 inch for non -vibrated concrete.
F. Minimum cement content of 508 pounds per cubic yard for vibrated and 545 pounds per
cubic yard for non -vibrated concrete.
G. Maximum slump of 3.5 inch for vibrated concrete and 4 inch for non -vibrated concrete.
H. Minimum cement content of 564 pounds per cubic yard for vibrated concrete and
602 pounds per cubic yard for non -vibrated concrete.
2.7 BEDDING AND COVER MATERIALS
A. Bedding for Rigid Pipe (DIP, PVC C900, PVC C905, and PCCP): Clean sand, slightly silty
sand, or slightly clayey sand having a Unified Soil Classification of SP, SP-SM or SP-SC.
B. Bedding for Flexible Pipe (PVC-IPS): Clean course aggregate Gradation No. 57 conforming
to Sections 1005 and 1006 of the NCDOT Standard Specifications.
C. Backfill around Pipe and Above Pipe: As specified in Section 3123 16.13 -Trenching.
2.8 ACCESSORIES
A. Steel Rods, Bolt, Lugs, and Brackets: ASTM A36/A36M or ASTM A307 carbon steel.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 5

B. Polyethylene Jackets: AWWA C105 polyethylene jacket. Single layer, lapped over pipe
joint 1 foot minimum, and secured with 10-mil polyethylene tape.
PART 3 EXECUTION
3.1 PREPARATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions before
starting work.
B. Verify existing sewer connection, size, location, and inverts are as indicated on Drawings.
3.2 EXCAVATION
A. Excavate pipe trench in accordance with Section 3123 16.13 - Trenching for Work of this
Section. Hand trim excavation for accurate placement of pipe to elevations indicated on
Drawings.
B. Dewater excavations to maintain dry conditions and preserve final grades at bottom of
excavation.
C. Provide sheeting and shoring as required.
D. Place bedding material at trench bottom, level fill materials in one continuous layer not
exceeding 8 inches in compacted depth; compact to 95 percent.
3.3 INSTALLATION — PIPE
A. Install ductile iron pipe and fittings in accordance with AWWA C600 and manufactures'
instructions.
B. Install PVC pipe in accordance with AWWA C605 and manufactures' instructions.
C. Handle and assemble pipe in accordance with manufacturer's instructions and as indicated
on Drawings.
D. Steel Rods, Bolt, Lugs, and Brackets: Coat buried steel with one coat of coal tar coating
before backfilling.
E. Maintain minimum 10-foot horizontal separation and 18-inch vertical separation of water
main from sewer piping or as required by local code.
F. Install pipe to indicated elevation to within tolerance of 1/2 inch.
G. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs. Use only
equipment specifically designed for pipe cutting. The use of chisels or hand saws will not be
permitted. Grind edges smooth with beveled end for push -on connections.
H. Remove scale and dirt on inside and outside before assembly.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 6

I. Route pipe in straight line. Relay pipe that is out of alignment or grade.
J. Install pipe with no high points unless indicated on Drawings. If unforeseen field conditions
arise which necessitate high points, install air release valves as directed by
Architect/Engineer.
K. Install pipe to have bearing along entire length of pipe. Excavate bell holes to permit proper
joint installation. Do not lay pipe in wet or frozen trench.
L. Prevent foreign material from entering pipe during placement.
M. Install pipe to allow for expansion and contraction without stressing pipe or joints.
N. Close pipe openings with watertight plugs during work stoppages.
O. Install underground marking tape continuously 18 to 24 inches below finished grade
P. Establish elevations of buried piping with not less than 3feet of cover. Measure depth of
cover from final surface grade to top of pipe barrel.
3.4 BACKFILLING
A. Backfill and compact around sides and to top of pipe in accordance with Section
3123 16.13- Trenching.
B. Maintain optimum moisture content of material to attain required compaction density.
3.5 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and balancing.
B. Perform soil compaction tests in accordance with Section 3123 16.13 - Trenching.
C. Perform pressure test on sanitary sewer force mains in accordance with AWWA C600.
D. Notify Engineer and Owner 72 hours in advance of test and have witness test.
E. After completion of pipeline installation, including backfill, but prior to final connection to
existing system, conduct concurrent hydrostatic pressure and leakage tests in accordance
with AWWA C600.
F. Provide equipment required to perform leakage and hydrostatic pressure tests.
G. Test Pressure: Not less than 200 psi or 50 psi in excess of maximum static pressure,
whichever is greater.
H. Conduct hydrostatic test for at least a two-hour duration.
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 7

No pipeline installation will be approved when pressure varies by more than 5 psi at
completion of hydrostatic pressure test.
Before applying test pressure, completely expel air from section of piping under test.
Provide corporation cocks so air can be expelled as pipeline is filled with water. After air
has been expelled, close corporation cocks and apply test pressure. At conclusion of tests.
remove corporation cocks removed and plug resulting piping openings.
K. Slowly bring piping to test pressure and allow system to stabilize prior to conducting leakage
test. Do not open or close valves at differential pressures above rated pressure.
L. Examine exposed piping, fittings, valves, and joints carefully during hydrostatic pressure
test. Repair or replace damage or defective pipe, fittings, valves, or joints discovered,
following pressure test.
M.
101
No pipeline installation will be approved when leakage is greater than that determined by the
following formula:
L
= SD\/ P /148,000
L
= allowable, in gallons per hour
S =
length of pipe tested, in inches
D
= nominal diameter of pipe, in inches
P =
average test pressure during leakage test, in pounds per square inch (gauge)
When leakage exceeds specified acceptable rate, locate source and make repairs. Repeat test
until specified leakage requirements are met.
END OF SECTION
Wastewater Treatment and Disposal for the City of Southport
Brunswick County Sanitary Utility Sewerage Force Mains
WKD Project Number: 20170253.00.WL 33 34 00 - 8

ATTACHMENT 8
Design Calculations
Wastewater Treatment and Disposal for the City of Southport
WKD Project Number: 20170253.00.WL
For
Brunswick County
P.O. Box 249
Bolivia, North Carolina 28422
Issue Date:
November, 2021
.. r A P, '%..
Nov 23 2021
Prepared by:
�WK
WDICKSON
community InITas}rucfure consullonts
W.K. Dickson & Co., Inc.
1213 West Morehead Street, Suite 300
Charlotte, North Carolina 28208
704-334-5348
Copyright ©, WK Dickson & Co., Inc. All rights reserved. Reproduction or use of the contents of this
document; additions or deletions to this document, in whole or in part, without written consent of WK
Dickson & Co., Inc., is prohibited. Only copies from the original of this document, marked with an original
signature and seal shall be considered to be valid, true copies

Basis of Design
Design Calculations
Table of Contents
Section 1
InfluentCriteria.......................................................................................1
FlowJustification...................................................................................2-3
Basisof Design....................................................................................3-26
UnitProcess Sizing...............................................................................3-26
Buoyancy Calculations
........................................................................27-32
Hydraulic Profile
Section 2
Headworks....................................................................................... 33-36
Shallotte WWTP.................................................................................37-41
System Head Curves Section 3
Pump Station 1 -
Influent Pumps to Lagoon.............................................42-44
Pump Station 1 -
Influent Pumps to EQ Basin...........................................45-47
Pump Station 2 -
Influent Pumps to Anaerobic Selector..............................48-50
Pump Station 3 -
Effluent Pumps............................................................51-53
Pump Station 3 -
Effluent Pumps — Diversion Force Main............................54-56
Pump Station 4 -
Recycle Pumps — Normal Operation.................................57-59
Pump Station 4 -
Recycle Pumps — Drain Operation...................................60-62
Pump Station 5 -
Waste Pumps.............................................................63-65
Pump Station 5 -
Waste Pumps — Diversion Force Main..............................66-68
Pump Station 6 -
Transfer PS.................................................................69-71
Pump Station 7 -
Drain Pumps..............................................................72-74
Pump Station 7 -
Drain Pumps — Diversion Force Main..............................75-77
GritPumps.......................................................................................78-80
ScumPumps.....................................................................................81-83
Scum Pumps — Diversion Force Main......................................................84-86
Spray Irrigation System......................................................................87-89
Non -Potable Water System......................................................................90
Equalization Basin - Jet Aeration System..................................................91-93
Oxidation Ditch
- Jet Aeration System.....................................................94-96
Aerobic Digester
- Jet Aeration System....................................................97-99
Diversion Pump
Station.....................................................................100-102
Blower Sizing
Section 4
EqualizationBasin..................................................................................103
OxidationDitch.....................................................................................104
AerobicDigester....................................................................................105
^WK
WDICKSON
Wastewater Treatment and Disposal for the City of Southport
20170253.00. WL

Design Calculations
Table of Contents
Level Spreader Section 5
HRI Basin Outfall Pipe Capacity and Level Spreader Length Calculation .......... 106
Generator Section 6
LoadCalculations.................................................................................107
Appendices
Constants, Equations, Etc. Appendix 1
�, j�.1/ Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL
- D I C K� O N

Section 1
Basis of Design
I. NPDES Permit Limits
Parameter
Influent Concentrations*
Effluent Concentrations**
Average
Max
Monthly Average
Headworks Flow (MGD)
1.25
3.125
N/A
Proposed WWTP Flow (MGD
0.75
1.875
N/A
BODs (mg/L)
300
390
10
TN (mg/L)***
42.6
55
7
TP (mg/L)
6.1
8
3
TSS (mg/L)
350
455
5
* Influent concentrations are estimates based on 3 years of influent data from the existing Shallotte WWTP (greyed out) and
industry standards.
** Effluent concentrations are based on the existing Shallotte WWTP permitted effluent limits (permit number WO0023693), which
are all within the limits defined in the NCAC Title 15A SubChapter 2T Sections O.0100 through 0.1600 Waste Not Discharged to
Surface Waters.
*** TN is assumed to be 100%, organic and converted to ammonia once entering the WWTP.
II. Design Flow Rates
The proposed Mulberry Branch WWTP will be located on the same site as the existing
Shallotte WWTP. Flow to the proposed Shallotte WWTP will be existing flow that has been
diverted from other interconnected Brunswick County WWTPs including the existing
Shallotte WWTP. Flow to the proposed Shallotte WWTP does not include flow from future
developments. Therefore a separate start up flow has not been calculated.
A future expansion of the proposed Mulberry Branch WWTP headworks is currently included
in the 5 year plan. This future proposed Mulberry Branch WWTP headworks will expand the
total flow to 5.0 MGD with a peak flow of 12.5 MGD. The proposed Mulberry Branch WWTP
headworks is designed with this in mind to allow for easy expansion. It is expected at the time
of the expansion to the 5.0 MGD that the existing Shallotte WWTP would be taken out of
service. It is also expected that the proposed headworks will serve the existing (0.50 MGD),
proposed (0.75 MGD), and future proposed (5.0 MGD) WWTP. Therefore the design of the
headworks has provisions to allow it to be expandable to facilitate this expansion.
V V DICKSON Page 1 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

A. Permitted Capacity
Existing Shallotte WWTP
Proposed Mulberry Branch WWTP
Future Proposed Mulberry Branch WWTP
B. Peaking Factor
0.750 MGD
5.000 MGD
Section 1
Basis of Design
The peaking factor for the proposed Mulberry Branch WWTP will be based on existing
Shallotte WWTP peaking factors since the flow to the proposed Mulberry Branch WWTP is
based on flow already recieved at other existing WWTPs.
Peaking Factor
2.5
Additionaly this plant is being built to alleviate flow at existing WWTPs. Flow will be
diverted from other WWTPs to the proposed Mulberry Branch WWTP through an
interconnected force main. This force main can also be used to limit the flow that is received
at this WWTP, by closing the valve on the interconnected force main sending flow to the other
C. Headworks Design Flow
Because the existing Shallote WWTP and proposed Mulberry Branch WWTP are located on the
same site the new headworks will be designed to accommodate flow for both the existing
Shallote WWTP (0.5 MGD) and Mulberry Branch WWTP ().75 MGD).
Headworks Design ADF
Headworks Design Peak Flow
1.250 MGD
3.125 MGD
After the Equalization Tank the design flow should be 0.750 MGD average daily flow and
1.875 MGD peak flow for the proposed WWTP.
�DICKSON
community Introstructure consultants
Page 2 Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

D. Proposed Mulberry Branch WWTP Design Flow
Proposed Design ADF
Proposed Design Peak Floe
Future Proposed ADF
Future Proposed Peak Flow
III. Headworks
0.750 MGD
16 005110/91
5.000 MGD
12.500 MGD
Section 1
Basis of Design
Headworks Components: Combination Box, Odor Control, Auto Sampler, Screening Channels
(Primary and Bypass), Automatic Rotary Drum Screen, Manual Bypass Screen, and Grit
A. Combination Box
Description: The Combination Box will be a circular concrete manhole like structure receiving
flow from two force mains prior to its introduction to the screens and grit removal. By using
nozzles and other flow diversion equipment on the influent force mains a vortex should be
created to ensure mixing in the Combination Box.
Odor control technologies will be applied to the air in the headspace of the automatic rotary
drum screen to prevent interference with getting representative samples.
B. Auto Sampler
Description: A refrigerated auto sampler will pull composite samples from the Combination
Box. Samples from the Auto Sampler will be used at a minimum to test for influent
parameters as required by the NPDES Permit. The Odor Control technology used is not
expected to impact the results of these tests.
V V DICKSON Page 3 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

�a rs
t4
Va
CA
C. Odor Control
Section 1
Basis of Design
Description: Odor Control technology will be located near the Combination Box for easy
access and to treat the air being pulled from the cover over the rotary drum screen. The air
will be treated with a two phase biological and carbon filters.
Outside Headworks HZS Concentrations I ppm
Inside Headworks H,,S Max. Concentration 34 ppm
*Volume to be Treated 5,000 cfm
*Volume of Air is Manufacturer Recommended.
D. Influent Screening Channel (Primary and Bypass Channels)
Description: A singular rectangular trough will convey wastewater from the Combination Box
to the front of the Screening Channels where the flow will be directed or split between the
primary and bypass channel.
The primary channel has three segments. The first channel is more narrow to keep the solids
suspended as it approaches the screen. The second segment widens to be able to accommodate
the screen's size in the channel, and after the screen the channel narrows again to maintain
velocity and to prevent grit from settling out prior to it reaching the grit removal equipment.
A Montana flume will be installed at the end of the chaimel to maintain the rotary drum
screen's required backwater depth.
The secondary channel will be a uniform rectangular channel with a manual barscreen.
The channels should remain covered as much as possible to maintain the efficacy of the odor
control system. Flow to either channel will be manually controled with slide gates. Each slide
gate will also serve as an emergency overflow weir.
V V DICKSON Page 4 Wastewater Treatment and Disposal for the City of Southport
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Section 1
Basis of Design
E. Automatic Rotary Drum Screen
Description: One automatically cleaned rotary drum screen with the following components;
drum screen basket, cleaning brush, spray bar, screening conveyor, dewatering zone, spray
wash, removable alum cover, drive unit, controls and control panels.
Designed ADF
Designed Peak
Channel Width
Channel Depth (including freeboard)
Screen Opening
Opening Type
Angle of Inclination
F. Manual Barscreen
1.250 MGD
3.125 MGD
3.333 ft
5.500 ft
6 mm
Perforated Plate
35 degrees
Description: A manually cleaned barscreen to serve as a bypass to the automatic rotary drum
screen. A perforated drainage plate shall be provided at the top of the screen to allow
screenings to drain prior to disposal. Dimensions for this channel are based on a rotary drum
sized for 12.5 MGD, so that future proposed peak flow rate of 12.5 MGD can be accomodated
in the current bypass channel with an automatic rotary drum screen. At that time the current
primary channel will be converted to a bypass channel with a manual barscreen.
Designed ADF
Designed Peak
Channel Width
Channel Depth
Barscreen Width
Barscreen Depth
Opening Between Bars
Slope from Vertical
1.250 MGD
3.125 MGD
3.000 ft
6.000 ft
3.00 ft
2.00 inches
1 inches
45
�DICKSON
community Introstructure consultants
Page 5 Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 1
Basis of Design
G. Grit Removal System
Description: The grit removal system is a vortex type stacked tray system with grit washing,
dewatering, grit pump, and control panel. Collected grit will be washed, dewatered, and
discharged to a dumpster for landfill disposal. The current system is sized for both existing
and future 5.0/12.5 MGD WWTP flows. An additional bay is being added to allow for the
addition of another stack of trays which would increase treatment capacity to 12.5 MGD.
Design Flow @ ADF
Design Flow @ Peak
Design Flow @ Future Peak
Grit Concentrator - Stacked Tray, Vortex Type
Tray Diameter
Tray Area
Number of Trays
Rated Capacity
Calculated Capacity
Average Grit Loading
PeakGrit Loading
Removal Efficiency at 1.25 MGD
Removal Efficiency at 3.125 MGD
Grit Washing and Dewatering
Flow Rate
Clarifier Diameter
Capacity
Removal Efficiency
Grit Pump
Flow Rate
TDH
1.250 MGD
3.125 MGD
12.500 MGD
9 ft
63.6 ft2
3 Trays
11.4 gpm/ft2
2,176 gpm
0.036 yd3/hr
0.090 yd3/hr
95% of >_ 75 microns
95% of >_ 106 microns
250 gpm
7 ft
1.5 cy/hr
95% of >_ 106 microns
Submersible
250 gpm
10 ft
WK
DICKSON
ICKSON Page 6 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

Dumpster Sizing for Screenings and Removed Grit
Screenings
Dumpster Size 6 CY
Dumpster Detention Time 16.2 days
Volume Removed (per Metcalf and Eddy) 8 ft3/MG
Volume Captured Daily 0.4 CY
Grit Removed
Dumpster Size
6 CY
Dumpster Detention Time
7 days
Influent Grit Concentrations (approx.)
0.9 CY/Day
Removal Efficiency at Peak Flow
0.95 %
Unit Weight of Grit Removed (Metcalf and Eddy)
100 lb/ft3
Total Volume of Grit Removed
6 ft3
Total Mass of Grit Removed
570 lb/ft
Total Volume Captured Per Day
IV. Influent Pump Station
Section 1
Basis of Design
1 yd3
0.3 tons
1.2 yd3
Description: Wastewater will flow from the headworks into the influent pump station. The
pump station will have 6 pumps total with a common wet well: 3 to convey water to the
proposed EQ Tank or lagoon, and 3 to convey to the Anaerobic Selector at the head of the
Oxidation Ditch of the proposed Mulberry Branch WWTP.
V V DICKSON Page 7 Wastewater Treatment and Disposal for the City of Southport
community Infrastructure consultants 20170253.00.WL

Design 0 ADF 1.250 MGD
Design @ Peak 3.125 MGD
Design @ Future Peak 12.500 MGD
Minimum Flow Conditions/Low Flow 0.919 MGD
based on ratio of average flow to min flow from 3 years of data from existing Shallotte W WTP
A. Wet Well Design
Wet Well Width
Wet Well Length
Wet Well Bottom Elevation
Minimum Water Level Elevation
Maximum Water Level Elevation
Wet Well Top Elevation
Wet Well Storage Volume Calculated
17.7 ft
23.3 ft
40.0 ft
42.0 ft
46.0 ft
55.0 ft
1,649 ft'
Section 1
Basis of Design
868 gpm
2,170 gpm
8,681 gpm
638 gpm
D GKSON
community Introstructure consultants
Page 8 Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 1
Basis of Design
Switch and Alarm Levels
Pump Off
Lag On
Alarm
Design Daily Flow to Anaerobic Selector
Pumping Rate of Singular Pump
To Proposed Mulberry Branch WWTP, Anaerobic Selector
42.0 ft
45.0 ft
46.0 ft
520 gpm
520 gpm
Quantity
3 Pumps
Type
Self Priming
Size
20 HP
Drive
VFD
1 Pump ADF
520 GPM
2 Pump High Capacity
1302 GPM
V V DICKSON Page 9 Wastewater Treatment and Disposal for the City of Southport
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Section 1
Basis of Design
CA
V. Equalization Tank
Design ADF 1.250 MGD
Design Peak 3.125 MGD
A. Equalization Tank
The headworks of both the existing Shallotte WWTP and proposed Mulberry Branch WWTP
are/will be connected to a force main that will be able to divert wastewater not treated at the
Shallotte WWTPs to other interconnected WWTPs. This reduces if not eliminates the need for
any equalization tank. However, having an equalization tank on site would provide extra
resilency and flexibility for the operators and the County. Since the equalization tank is not a
required process, there are no applicable sizing requirements, therefore the most appropriate
of the available sizing guidelines has been used.
Number of Tanks 1
Diameter of Tank 55 ft
Sidewater Depth 18 ft
Volume of Tank 42,765 ft2 319,903 gallons
Air Requirements 1.4 SUM Per 1000 gallons
Air Requirements 448 SUM
Pressure 8 PSI
V V DICKSON Pane 10 Wastewater Treatment and Disposal for the City of Southport
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VI. Oxidation Ditch
Design ADF
Design Peak
0.750 MGD
fi PM005[lI97
Section 1
Basis of Design
Oxidation Ditch Components: Anaerobic Selector, Splitter Box, Oxidation Ditch, Jet Aeration
and Mixing, Anaerobic Zone Mixers, Effluent Weir, Blowers, Motive Pumps, and Controls and
Control Panels
Anaerobic Selector
The Anaerobic Selector will be composed of three chambers including the pre-denitrification,
bio-phosphorous, and anaerobic selector. All three of these chambers will include anaerobic
mixing. The first of these chambers 'Pre -Denitrifying" is where influent, return activated
sludge, and recycle will be mixed. The second chamber "Bio-Phosphorous" is where the
wastewater is retained under anaerobic conditions allowing microbes that will complete
denitrification to populate and mix through the wastewater. The anaerobic selector in the
third chamber is where more return activated sludge is added to the mix before it is
discharged into the oxidation ditch.
Phosphorus Removal
Influent COD (BioWin Derived)
Influent bCOD (BioWin Derived)
Influent rbCOD (BioWin Derived)
Influent P (Estimate from Historic Data)
Conversion rate of rbCOD to Acetate
Synthesis Yield
Endogenous Decay Coefficient
Phosphorus Content of PAOs
Phosphorus Content of other Bacteria
Clarifier Effluent VSS
Min. Required SRT
Design SRT
Acetate Production
612 mg/L
300 mg/L
83.2 mg/L
10 mg/L
90%
0.45 g VSS/ g COD
0.08 g VSS/ g COD
0.3 gP/gVSS
0.02 g P/ g VSS
8 mg/L
7.1 Days
12 Days
74.88 mg/L
SWK
IKSON
community Introstructure consultants
Pane 11 Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 1
Basis of Design
PAO Mass Produced
21.4 mg/L day
P removed by PAO Biomass
6.4 mg/L
bCOD Removed by other Organisms
225.12 mg/L
Other Biomass Produced
64.4 mg/L
P removed by other Organisms
1.3 mg/L
P removed into biomass and effluent Soluble P
7.7 mg/L
Effluent Soluble Concentration
2.3 mg/L
Average P Content of Effluent SS
0.72 mg/L
Total P effluent Conc
3.00 mg/L
Source: Metcalf and Eddy Chapter 7 pp 654-655.
Calculations indicate that a minimum of 7.1 days will be required to
achieve the design phosphorus removal. The design SRT is 12 days,
therefore, the proposed design is sufficient for Phosphorus Removal.
Oxidation Ditches
Number of Units 2 in Parallel
Sidewater Depth 18 ft
Freeboard 2 ft
V V DICKSON Pane 12 Wastewater Treatment and Disposal for the City of Southport
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Constants and Assumptions
lb 02/lb BOD5 applied
lb O2/lb NH3-N applied
lb 02/ lb TNK removed
lb 02/BHP-Hr
BHP/1,000 cf
Alpha Transfer Value
Beta Transfer Value
MCRT
i, Temperature Correction Factor
Approximate Elevation
C, operating DO in oxidation ditch
Cst*, DO Surface Saturation concentration at operatic
Cs20*, DO Surface saturation concentration at 20°C
C-,20*, Saturated DO at sea level and 200C
de, mid depth correction factor
Df, depth of diffuser in basins
Pb, barometric pressure at site
Ps, standard barometric pressure
T, Operating Temperature
T,, maximum wastewater temperature
lb BOD5/1000 cf Aeration Vol.
Sludge Yield
MLVSS/MLSS
Fouling Factor
Section 1
Basis of Design
1.5
4.6
-2.86
7.5
1.5
0.65
0.95
12 days
0.91
50 ft AMSL
2.00 mg/L
8.24 mg/L
9.08 mg/L
11.00 mg/L
0.40
5.49 in
18 ft
10.31 in
33.82 ft
10.33 in
33.89 ft
27.00 °C
78.6 OF
27 °C
20
0.65 lbs TSS/lb
BOD5 Destroyed
0.65
0.7
V V DICKSON Pane 13 Wastewater Treatment and Disposal for the City of Southport
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BOD5 Removal in Ditch
BODS Influent
BOD, Effluent
0- ADF
Peak
NH3-N Removal in Ditch
µN Max Specific Growth Rate after temperature, D.O. adjustments
µN,Max Max Specific Growth Rate
t Water Temperature
D.O. Dissolved Oxygen,
KN Half Velocity Constant, Ammonia, 10^(0.051t —1.158 )
K02 Half Velocity Constant, 02
N Design Influent Ammonia Concentration
rN,Max Maximum Ammonia Oxidation Rate
YN Yield of Nitrifying Organisms
ec,Min Minimum Mean Cell Residence Time
kd Endogenous Decay Coefficient
SF Safety Factor
ec,Design Design Mean Cell Residence Time
rN,design Design Specific Substrate Utilization Rate
fN
Fraction of Nitrifiers
So
Influent BOD Concentration
S
Effluent BOD Concentration
No
Influent NH3-N Concentration
N
Effluent NH3-N Concentration
YsoD
Yield from BOD Consumption
V
Volatile Fraction of MLSS
VSS
VSS Concentration
nD
Hydraulic Retention Time
eH
Hydraulic Retention Time
Section 1
Basis of Design
300 mg/L
10 mg/L
1,814 lb/day
2,359 lb/day
0.31 days-1
0.47 days -1
15 °C
2 mg/L
0.40 mg/L
1 mg/L
42.6 mg/L
1.55 days-'
0.2 lb VSS/lb NH3-N
3.84 days
0.05 days^-1
1.5
5.8 days
1.55 days-1
3.80% %
300 mg/L
10 mg/L
42.6 mg/L
4 mg/L
0.5 lb VSS/lb BOD
0.75
2625 mg/L
0.25 days
6.0 hours
WV V IDI�KS�N Page Wastewater Treatment and Disposal for the City of Southport
�
community infrastructure consultants 20170253.00.WL

z
VReq Required Volume of Nitrifying Tank
VD, Design Volume of Nitrifying Tank
Source EPA Manual for Nitrogen Control
NH3-N Influent (Assuming all TKN Convt
NH3-N Effluent
• ADF
• Peak
Denitrification Kinetics and 02 Recovery in Ditch
bd Decay Coefficient
YS True Yield
qs Substrate Removal Rate
KS
Max qs Maximum Substrate Removal Rate
S Effluent BOD Concentration
qs Substrate Removal Rate
T Desired Water Temp
qs temp Arrhenious Temp Correction for BOD Ren
qd Nitrate Removal Rate
OC SRT
SF Safety Factor
OC,SF Adjusted SRT
HRT Hydraulic Retention Time
HRT Hydraulic Retention Time
HRT Hydraulic Retention Time
Section 1
Basis of Design
0.47 Million Gallons
0.80 Million Gallons
pg 89-95
42.6 mg/L
7.0 mg/L
178 lb/day
232 lb/day
0.04
0.18 G vss, g BOD Removed
g BOD/g VSS/day
9.1
10.3 g BOD/g VSS/day
10
5.39 g BOD/g VSS/day
15 Celsius
3.67 g BOD/g VSS/day
1.42 Days"-1
1.61 Days
2
3.22 Days
0.08 Days
1.8 Hours
109 Minutes
V,req Required Volume of Denitrifying Tank 0.14 Million Gallons
SWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane15
community Introstructure consultants 20170253.00.WL

Section 1
r Basis of Design
V,Des Design Denitrifying Volume * 0.24 Million Gallons
* Design denitrifying volume is conservative. Above "Design Denitrifying volume assumes that
denitrification will begin in the secondary clarifiers and continue in the first stage of the selector
In reality, denitrification will also occur within the oxidation ditch due to the anoxic zones whic
will be created from the advanced aeration system.
Denitrification Efficiency
NO3 Influent (After Conversion)
NO3 Effluent
NO3 Mass @ ADF
NO3 Mass @ Peak
NO3 Credit @ ADF
NO3 Credit @ Peak
02 Transfer Rate, Total
@ ADF
@ Peak
Airflow Requirement*
0.8
42.6 mg/L
3.0 mg/L
248 lb/day
322 lb/day
-709 lb/day
-921 lb/day
2,832 lb/day
3,682 lb/day
734 SCFM Average
954 SUM Peak
D GKSON
community Introstructure consultants
Pane 16 Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 1
Basis of Design
Note: Air calcs are theoretical and may vary with assumptions. Due to the proprierary
nature of the Oxidation Ditch System, the design specify airflow rates dictated by
manufacturer's requirements. The specified air flow rate is based on the Veolia Ox. Ditch
and will provide a range of 700 SCFM to 960 SCFM. Motors will be sufficiently sized to
allow variations in blower duty points per different manufacturers.
VII. Secondary Clarifiers
Design ADF 0.750 MGD
Design Peak 1.875 MGD
Design MLSS Concentration 3,750 mg/L
A. Clarifier Recombination / Splitter Box
The clarifier combination box is built into the side of the oxidation ditch. The effluent weirs of
the oxidation ditch discharge into the triangular clarifier combination box. From here, the
flow is split between the two clarifiers.
B. Clarifiers
Number of Clarifiers
2
Diameter
35 ft
Sidewater Depth
16 ft
Volume
30,788 ft3
Surface Area (Total)
1,924 ft2
Weir Length (total)
220 ft
V V DICKSON Pane 17 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

Section 1
r Basis of Design
Surface Loading Rate
Design ADF Minimum*
400 gpd/ft2
Design ADF Maximum*
700 gpd/ft2
Surface Loading Rate at Design ADF
390 gpd/ft2
Design Peak Minimum*
1000 gpd/ft2
Design Peak Maximum*
1600 gpd/ft2
Surface Loading Rate at Design Peak
974 gpd/ft2
Solids Loading Rate
Design ADF Minimum* 24 lb/ft2/d
Design ADF Maximum* 30 lb/ft2/d
Solids Loading Rate at Design ADF 12 lb/ft2/d
Design Peak* 38 lb/ft2/d
Solids Loading Rate at Design Peak 30 lb/ft2/d
Weir Overflow
Design ADF Maximum* 10,000 gpd/ft
Weir Overflow Rate at ADF 3,410 gpd/ft
Design Peak Maximum* 201100 gpd/ft
Weir Overflow Rate at Peak 8,526 gpd/ft
Detention Time
Design Detention Time Minimum 0.5
Design Detention Time Maximum 2.5
Detention Time at ADF 7.4 hrs
Detention Time at Peak 2.9 hrs
V V DICKSON Pane 18 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

Section 1
Basis of Design
VIII. Disc Filters
Two units in parallel, each equipped with an emergency overflow weir. Each unit will be sized
to individually handle the peak flow of the Mulberry Branch WWTP.
Design ADF
Design Peak
Number of Units
Number of Disk Filters per Unit
Maximum Influent TSS
Daily Average Influent TSS
Monthly Average Effluent TSS
Filter Pore Size
Filter Cloth Material
Filter Disk Diameter
Effective Filter Surface Area
IX. UV Disinfection
Design ADF
Design Peak
UV Transmittance
TSS- 30 Day Average
Disinfection Limit
Fecal Coliform 30 Day Geometric Mean
Fecal Coliform 1 Day Maximum
Number of Channels
Minimum Channel Length
Channel Width at Banks
Channel Depth
UV Banks per Channel
Number of Lamps per Bank
Total Number of UV Lamps
0.750 MGD
1.875 MGD
2 total
6 each
30.0 mg/L
20.0 mg/L
5.0 mg/L
10.0 µm
Polyester
2.2 in
235.0 ft2
0.750 MGD
1.875 MGD
65 %
30 mg/L
14 Fecal Coliform per 100 mL
25 Fecal Coliform per 100 mL
2
20.6 ft
3.3 ft
7.8 ft
2 (1 duty and 1 standby)
12
48 (24 duty and 24 standby)
�DICKSON
community Introstructure consultants
Pane 19 Wastewater Treatment and Disposal for the City of Southport
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Ic
Section 1
Basis of Design
X. Pump Station 3: Effluent Pump Station to High Rate Infiltration Basins
Triplex pump station capable of conveying average daily flow to peak flow to the high rate
infiltration basins.
Maximum Design Flow Minimum Design Flow
Peak Design Flow 1.875 MGD Min. Design Flow 0.750 MGD
Max. Design Flow 1,302 gpm Min. Design Flow 520 gpm
Design Pump Capacity of Singular Pump
Wet Well Width
Wet Well Length
Wet Well Bottom Elevation
Minimum Water Level Elevation
Maximum Water Level Elevation
Wet Well Top Elevation
Wet Well Storage Volume Calculated
Switch and Alarm Levels
Pump Off
Lag On
Alarm
Design Daily Flow to PS
2 Pump Pumping Rate at Peak Flow
651 gpm
10 ft
16 ft
42 ft
45 ft
49 ft
57 ft
640 ft'
45 ft
50 ft
51 ft
520 gpm
1,302 gpm
4,788 gallons
�DICKSON
community Introstructure consultants
Pane 20 Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

IC
Section 1
Basis of Design
XI. Pump Station 4 : RAS/WAS Pump Station
RAS Pumps:
Three self priming pumps capable of recycling 50% to 150% design flow from the clarifiers to
the anaerobic selector. Additionally, these pumps are capable of draining a clarifier while the
other remains in service.
WWTP Flow
0.750 MGD
Maximum RAS Cam? 150%
1.125 MGD 781 gpm
Minimum RAS @ 50%
0.375 MGD 260 gpm
Quantity
3 Pumps
Type
Self Priming
Size
20 HP
Drive
VFD
2 Pump Low Capacity:
260 GPM
2 Pump High Capacity
780 GPM
WAS Pumps:
Two self priming pumps capable of wasting 200 gpm to the aerobic digesters.
Quantity
2 Pumps
Type
Self Priming
Size
5 HP
Drive
VFD
Capacity
200 GPM
DICKSONWK
I/ Pane 21 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

z
XII. Aerobic Digesters
Design ADF
Design Peak
Number of Digesters
Diameter
Sidewater Depth
Freeboard Available
Total Digester Height
Volume of Both Digesters
Sludge Yield
WAS Concentration
VSS Dig/TSS Ratio
VSS Reduction in Aerobic Digestion
Specific Gravity of WAS
Specific Gravity of Digested Sludge
Solids Recovery in Digested Sludge
Digested Solids Concentration in Digester
Digester #1 Volume
Digester #2 Volume
BOD5 Removed = N-BOD5(mg/L) x 8.342 x ADF(MGD)
WAS = Sludge Yield x BOD5 Removed
WAS VSS = WAS x (VSS/TSS)
QWAS = WAS/(CWAS x 8.342 x 1.05) x 1,000,000
BOD5 Removed
WAS
WAS VSS
QWas
Required Minimum Detention Time
Detention Time Provided
Section 1
Basis of Design
0.750 MGD
2
75 ft
18 ft
2 ft
20 ft
159,043 ft3 1,189,722 gallons
0.65 lb WAS/lb BOD5 Removed
0.80% 8,000 mg/1
75.00%
40%
1.05
1.05
95%
2.0%
594,861 gallons
594,861 gallons
2,359 lb/day
1,533 lb/day (dry)
1,150 lb/day (dry)
21,879 gpd
30 days
54 days
20,000 mg/l
V V DICKSON Pane 22 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

02 Required:
WAS after Decant:
WAS VSS =
WAS VSS =
VSS Red. (o 60 day SRT
VSS Reduced =
AOR 02 Required:
SOR = AOR * Cs
a*(QCsd-DO) * 0^(T-20)
where:
Cs = DO Saturation at Std Conditions =
Csd = DO Saturation at Design Conditions =
Cst = DO Saturation at Liq. Terap & 1 atm =
Alpha, a =
Beta, 9 =
DO =
Theta, O =
Liquid Temp, T =
SWD =
Convert to Air
Air Density =
Oxygen in Air =
02 Transfer Per MTS:
Total Air Required =
Section 1
Basis of Design
2.3 lbs 02 / lbs VSS Reduction
1,456
lbs/day (95% Recovery)
75%
1,092
lbs/day
40%
437
lbs/day
1,005
lbs 02/day
2,040 lbs/day (Total)
85 lbs/hr
11.4 1ng/L
11.20 mg/L
9.1 mg/L
0.65
0.95
2 mg/L
1.024
20 C
18 FT
0.075 lbs/cf
23.2%
14% @ 10' Depth
837,450.84 cf/day = 582 cfrn total
V V DICKSON Pane 23 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00ML

Section 1
Basis of Design
CR
XIII. Pump Station 5: Sludge Transfer Pump Station
Two self priming pumps that will convey digested sludge from either aerobic digester into a
truck for disposal.
Pumps
Quantity
2 Pumps
Type
Self Priming
Size
20 HP
Drive
VFD
Capacity per Pump
800 GPM
XIV. Proposed Irrigation Spray Field
The proposed spray irrigation field will utilize the existing effluent pumps to provide water.
Loading and Capacity dictated by Agronomist Report. Additional Calculations presented
later.
Size
12 acres
Capacity
42,745 gpd
Pumps:
Quantity
2
Type
Vertical Tubine
Size
40 HP
Drive
Fixed
Capacity per Pump
700 GPM
V V DICKSON Pane 24 Wastewater Treatment and Disposal for the City of Southport
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Section 1
Basis of Design
XV. High Rate Infiltration Basins
Note: The high rate infiltration basins were sized and designed by Soil Scientist Ed Andrews.
His full report, entitled Soils and Hydrogeologic Site Analysis at the Shallotte Site is included
within this Submittal. The daily recommended capacity of the infiltration basins is 750,000
gallons per day. During times when the soil is saturated and excess water disposal is needed, a
diversion force main is in place to divert flow from the effluent pump station to an existing
diversion pump station located near the existing Shallotte WWTP lagoons. This pump station
will pump excess water to the West Brunswick Water Reclamation Facility for disposal.
Ground water monitoring wells will be located throughout the site to make determinations
when this is necessary
Basin A Volume
317,718.60
gallons per day
Basin B Volume
187,273.10
gallons per day
Basin C Volume
245,008.30
gallons per day
Basin A Surface Area
71,754
square feet
Basin B Surface Area
42,294
square feet
Basin C Surface Area
55,333
square feet
Basin A Loading
4.43
gpd/sf
Basin B Loading
4.43
gpd/sf
Basin C Loading
4.43
gpd/sf
V V DICKSON Pane 25 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00ML

Section 1
Basis of Design
CR
XVI. Pump Station 6 : Site Drain Pump Station
ADF Peak
Building Wastewater (140 gpd) 1 gpm 2.5 gpm
Digester Decant (500 gpm, each) 500 gpm 500 gpm
Disc Filter Backwash (41 gpm, each) 41 gpm 82 gpm
Design Flow 542 gpm 585 gpm
Wet Well Diameter
Pumps:
Quantity
Type
Size
Drive
Capacity per Pump
XVII. Pump Station 7 : Site Scum Pump Station
6 ft
2 Pumps
Self Priming
20 HP
VFD
800 GPM
Two vertical cantiliver recirculating chopper pumps that will convey clarifier scum to the
aerobic digesters for treatment.
Pumps:
Quantity
Type
Size
Drive
Capacity per Pump
XVIII. Bouyancy
2 Pumps
Vertical Cantilever
20 HP
Fixed
Approximately 300 GPM
Buoyancy Calculations were performed for all structures with annual (void) space below grade.
Structures with just the footers below grade did not require buoyancy calculations because the
net down force of a solid concrete object is greater than the buoyant upforce.
V V DICKSON Pane 26 Wastewater Treatment and Disposal for the City of Southport
community Introstructure consultants 20170253.00.WL

Buoyancy
Maximum Ground Water Elevation
Depth to Wet Well Invert
Wet Well Cross Section Area
Bottom Slab Area
Bottom Slab Thickness
Submerged Volume
Section 1
Headworks Buoyancy Calculation
50.50 ft MSL
Varies ft
Varies ft2
Varies ft2
Varies ft
13,270 ft3
Weight of Water 62.4 pcf
Buoyancy 828,048 lb
Structure Weight
Total Concrete Volume 10,228 ft3
Weight of Soil Varies
Unit Weight of Reinforced Concrete 155 pcf
Unit Weight of Saturated Soil 47.6 pcf
Approximate Weight of Structure 1,585,340 lb
Net Downforce
.MMK
�DICKSON
757,292lb (ok)
Wastewater Treatment and Disposal for the City of Southport
20170253.00. WL
Pane 27

Buoyancy
Maximum Ground Water Elevation
Wet Well Cross Section Area
Structure Width
Submerged Volume
Section 1
UV Disinfection Buoyancy Calculation
59.00 ft MSL
450 f t2
9.5 ft
4275 ft3
Weight of Water 62.4 pcf
Buoyancy 266,760 lb
Structure Weight
Cross Sectional Area of Concrete Walls
85 ft2
Concrete Vol. of Walls
1,708 ft3
Concrete Vol. of Top
1,144 ft3
Weight of Soil
N/A
Unit Weight of Reinforced Concrete
155 pcf
Unit Weight of Saturated Soil
48 pcf
Approximate Weight of Structure
441,983 lb
Net Downforce
175,223lb (ok)
.hWK
�DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 28 20170253.00.WL

Buoyancy
Maximum Ground Water Elevation
Wet Well Cross Section Area
Structure Width
Submerged Volume
Section 1
Effluent PS Buoyancy Calculation
56.00 ft MSL
182 ft2
18.0 ft
3276 ft3
Weight of Water 62.4 pcf
Buoyancy 204,422 lb
Structure Weight
Cross Sectional Area of Concrete Walls
Concrete Vol. of Walls
Concrete Vol. of Top
Volume of Soil
Unit Weight of Reinforced Concrete
Unit Weight of Saturated Soil
Approximate Weight of Structure
Net Downforce
41 ft2
1,102 ft3
720 ft3
930 ft3
155 pcf
48 pcf
326,678 lb
122,256lb (ok)
.hWK
�DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 29 20170253.00.WL

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Buoyancy
Maximum Ground Water Elevation
Wet Well Cross Section Area
Structure Depth
Base Volume
Submerged Volume
Section 1
Drain PS Buoyancy Calculation
56.00 ft MSL
39 f t2
14.3 ft
96.0 ft3
654 ft3
Weight of Water 62.4 pcf
Buoyancy 40,791 lb
Structure Weight
Cross Sectional Area of Concrete Walls
11
ft2
Concrete Vol. of Walls
157
ft3
Concrete Vol. of Base
96
ft3
Concrete Vol. of Top
128
ft3
Volume of Soil
358
ft3
Unit Weight of Reinforced Concrete 155 pcf
Unit Weight of Saturated Soil 48 pcf
Approximate Weight of Structure 76,119 lb
Net Downforce
35,328lb (ok)
.hWK
�DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 31 20170253.00.WL

Buoyancy
Maximum Ground Water Elevation
Depth to Wet Well Invert
Wet Well Cross Section Area
Bottom Slab Area
Bottom Slab Thickness
Wet Well Volume
Submerged Wall Depth
Submerged Volume
Weight of Water
Buoyancy
Section 1
Scum Pump Station Buoyancy Calculation
58.00 ft MSL
9.50 ft
19.51 ft2
24.17 ft2
0.42 ft
195 ft3
10 ft
195 ft3
62.4 pcf
12,192 lb
Structure Weight
Cross Sectional Area of Concrete Walls
7 ft2
Weight of Walls
10,850 lbs
Weight of Base
1,561 lbs
Weight of Soil
2,110 lbs
Unit Weight of Reinforced Concrete
155 pcf
Unit Weight of Saturated Soil
47.6 pcf
Approximate Weight of Structure
14,521 lb
Net Downforce
2,329lb (ok)
.hWK
�DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 32 20170253.00.WL

Section 2
Hydraulic Profile of Headworks
Narrative
The headworks, consisting of influent screening and grit removal systems, is designed to be
suitable for an ADF of 1.25 MGD with a peak flow of 3.125 MGD, but to be expandable to an
ADF of 5.0 MGD and a peak flow of 12.5 MGD. An detailed hydraulic analysis was performed on
the headworks structure to ensure it would be able to accomodate both the proposed and future
flows.
Flow Conditions
Current Future
Average Daily Flow 1.25 MGD 5.0 MGD
Peak Flow 3.13 MGD 12.5 MGD
Average Daily Flow
868 GPM
3472 GPM
Peak Flow
2170 GPM
8681 GPM
Average Daily Flow
1.93 CFS
7.74 CFS
Peak Flow
4.84 CFS
19.34 CFS
Unit Processes in Service
Grit System
1
1
Summary
Screen Channel - Upstream Current Future
Water Level ADF 54.86 ft 55.33 ft
Water Level Peak
Screen Channel - Downstream
Water Level ADF
Water Level Peak
Channel into Grit System
Water Level ADF
Water Level Peak
Grit System
Water Level ADF
Water Level Peak
Headworks Effluent Channel
Water Level ADF
Water Level Peak
55.47 ft 56.12 ft
53.86 ft 54.33 ft
54.47 ft 55.12 ft
50.77 ft 51.76 ft
51.84 ft 51.97 ft
50.69 ft 50.76 ft
50.84 ft 50.97 ft
48.69 ft 48.96 ft
48.83 ft 49.35 ft
Oft WK
WDICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 33 20170253.00.WL

Section 2
Hydraulic Profile of Headworks
k CA
Hydraulic Calculations
Current Future
Screen Channel - Upstream
Per Manufacturer, Headloss across Screen is 12" 1.00 ft 1.00 ft
Water Level ADF 54.86 ft 55.33 ft
Water Level Peak 55.47 ft 56.12 ft
Screen Channel - Downstream
Weir Elevation
53.12 ft
53.35 ft
Cw
2.0
5.0
Length
0.75 ft
2.0 ft
HADF
0.74 ft
0.98 ft
HPeak
1.35 ft
1.77 ft
Water Level ADF
53.86 ft
54.33 ft
Water Level Peak
54.47 ft
55.12 ft
Channel into Grit System
Per Manufacturer, 1 inch during current ADF, 12" During all other flow scenarios
HADF
0.08 ft
1.00 ft
HPeak
1.00 ft
1.00 ft
Water Level ADF
50.77 ft
51.76 ft
Water Level Peak
51.84 ft
51.97 ft
Grit System
Weir Elevation
Cw
Length
HADF
HPeak
Water Level ADF
Water Level Peak
50.50 ft 50.50 ft
2.0 5.0
12.0 ft 12.0 ft
0.19 ft 0.26 ft
0.34 ft 0.47 ft
50.69 ft 50.76 ft
50.84 ft 50.97 ft
ftWK
D I C KSO N Pane 34
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 2
Hydraulic Profile of Headworks
Grit Bypass Channel
El.
Channel Elevation
50.50 ft
50.50 ft
n
Mannings Constant
0.012
0.012
B
Width
3 ft
3 ft
Y
Channel Height Difference
0.25 ft
0.25 ft
L
Channel Length
39 ft
39 ft
S
Slope
0.006 ft/ft
0.006 ft/ft
HADF
Water Height ADF
0.20 ft
0.50 ft
HP
Water Height Peak
0.37 ft
0.94 ft
AADF
Cross Sectional Area ADF
0.61 ft2
1.50 ft2
APEAK
Cross Sectional Area Peak
1.10 ft2
2.81 ft2
VADF
Velocity at ADF
3.17 ft/s
5.16 ft/s
VPeak
Velocity at Peak Flow
4.40 ft/s
6.89 ft/s
PADF
Wetted Perimeter ADF
3.41 ft2
4.00 ft2
PPEAK
Wetted Perimeter Peak
3.73 ft2
4.87 ft2
RADF
Hydraulic Radius ADF
0.18 ft
0.37 ft
RPEAK
Hydraulic Radius Peak
0.29 ft
0.58 ft
Target
Flow Values
QADF Average Daily Flow
1.93 CFS
7.74 CFS
QPEAK Peak Flow
4.84 CFS
19.34 CFS
Resultant Flow Values. Use Goal Seek to Match Target Flow by Changing Water Height
QADF
Average Daily Flow 1.93 CFS
7.74 CFS
QPEAK
Peak Flow 4.84 CFS
19.34 CFS
Water Level ADF
50.70 ft
51.00 ft
Water Level Peak
50.87 ft
51.44 ft
WPSWKWastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 35 20170253.00.WL

`
Section 2
l
Hydraulic Profile of Headworks
Headworks Effluent Channel
El.
Channel Elevation
48.50 ft
48.50 ft
n
Mannings Constant
0.012
0.012
B
Width
3 ft
3 ft
Y
Channel Height Difference
0.25 ft
0.25 ft
L
Channel Length
29.5 ft
29.5 ft
S
Slope
0.008 ft/ft
0.008 ft/ft
HADF
Water Height at ADF
0.19 ft
0.46 ft
HP
Water Height at Peak Flow
0.33 ft
0.85 ft
AADF
Cross Sectional Area at ADF
0.56 ft2
1.37 ft2
APEAK
Cross Sectional Area at Peak
1.00 ft2
2.55 ft2
VADF
Velocity at ADF
3.46 ft/s
5.67 ft/s
VPeak
Velocity at Peak Flow
4.81 ft/s
7.60 ft/s
PADF
Wetted Perimeter ADF
3.37 ft2
3.91 ft2
PPEAK
Wetted Perimeter Peak
3.67 ft2
4.70 ft2
RADF
Hydraulic Radius ADF
0.17 ft
0.35 ft
RPEAK
Hydraulic Radius Peak
0.27 ft
0.54 ft
Target Flow Values
QADF
Average Daily Flow
1.93 CFS
7.74 CFS
QPEAK
Peak Flow
4.84 CFS
19.34 CFS
Resultant Flow Values. Use Goal Seek to Match Target Flow by Changing Water Height
QADF
Average Daily Flow
1.93 CFS
7.74 CFS
QPEAK
Peak Flow
4.84 CFS
19.34 CFS
Water Level ADF
Water Level Peak
48.69 ft
48.83 ft
48.96 ft
49.35 ft
WPSWKWastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 36 20170253.00.WL

Section 2
Hydraulic Profile of WWTP
Narrative
The hydraulic conditions of the proposed Mulberry Branch WWTP were modeled under two
conditions. The first condition modeled was the WWTP at ADF with all units in service. The
second condition modeled was for peak flow with 1 of every unit process out of service.
Flow Conditions
ADF Peak
Flow 0.75 MGD 1.875 MGD
Flow 521 GPM 1302 GPM
Flow 1.16 CFS 2.90 CFS
Clarifier Recycle Ratio 1.00 1.00
Unit Processes in Service
Grit System
2 1
Oxidation Ditch
2 1
Clarifier
2 1
Disc Filters
1 1
UV Channels
2 1
Summary
Oxidation Ditch (Weir Elevation 74.55 ft)
74.63 ft
74.83 ft
Oxidation Ditch Effluent Pipe
72.60 ft
73.13 ft
Secondary Clarifier (Weir El. 72.50)
72.57 ft
72.63 ft
Secondary Clarifier Effluent Pipe
63.29 ft
68.46 ft
Discfilters (Weir Elevation 63.00 ft)
63.25 ft
67.95 ft
Piping to UV
57.28 ft
58.15 ft
UV Disinfection System (Weir Elevation 57.12 ft)
57.16 ft
57.22 ft
Pipe to Effluent Pump Station
52.04 ft
52.16 ft
PSWKWastewater Treatment and Disposal for the City of Southport
DICKSON Pane 37 20170253.00.WL

°� c Section 2
f Hydraulic Profile of WWTP
�yl Ae CA 1♦ f
Hydraulic Profile Calculations
Oxidation Ditch (Weir Elevation 74.55 ft)
Min. Weir Elevation 74.55 ft 74.55 ft
Cw 3.33 3.33
Length 16.40 ft 8.20 ft
Headloss 0.08 ft 0.28 ft
Hydraulic Grade 74.63 ft 74.83 ft
Oxidation Ditch Effluent Pipe
Pipe Length (ft)
86.50 ft
86.50 ft
Diameter (in)
16.00 in
16.00 in
EK
2.10
2.10
C
140
110
Friction Headloss
0.01 ft
0.23 ft
Minor Headloss (Fittings)
0.02 ft
0.28 ft
Total Headloss
0.04 ft
0.50 ft
Hydraulic Grade
72.60 ft
73.13 ft
Secondary Clarifier (Weir El. 72.50)
V-Notch Weir
Angle
90 °
90 °
Weir Elevation
72.50 ft
72.50 ft
Clarifier Diameter
35 ft
35 ft
Cw
2.54
2.54
Length
97.34 ft
97.34 ft
Notch Spacing (Notches/ft)
2
2
Total Notches
195
195
Flow per Notch (ft^3/notch)
0.00
0.01
HL
0.07 ft
0.13 ft
Hydraulic Grade
72.57 ft
72.63 ft
WPSWKWastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 38 20170253.00.WL

Section 2
Hydraulic Profile of WWTP
Secondary Clarifier Effluent Pipe
Pipe Length (ft)
105.50 ft
105.50 ft
Diameter (in)
16.00 in
16.00 in
EK
2.90
2.90
C
140
110
Friction Headloss
0.00 ft
0.15 ft
Minor Headloss (Fittings)
0.01 ft
0.19 ft
Total Headloss
0.01 ft
0.34 ft
Secondary Clarifier Effluent Pipe (Combined Flow)
Pipe Length (ft)
27.25 ft
27.25 ft
Diameter (in)
16.00 in
16.00 in
EK
2.00
2.00
C
140
110
Friction Headloss
0.00 ft
0.04 ft
Minor Headloss (Fittings)
0.02 ft
0.13 ft
Total Headloss
0.03 ft
0.17 ft
Hydraulic Grade
63.29 ft
68.46 ft
Discfilters (Weir Elevation 63.00 ft)
Max Headloss (Bypass Weir)
0.25 ft
4.95 ft
Weir Elevation
63 ft
63 ft
Hydraulic Grade
63.25 ft
67.95 ft
Piping to UV (12-inch Pipe)
Pipe Length (ft)
20.00 ft
20.00 ft
Diameter (in)
12.00 in
12.00 in
EK
3.50
3.50
C
140
110
Friction Headloss
0.01 ft
0.11 ft
Minor Headloss (Fittings)
0.12 ft
0.74 ft
Total Headloss
0.13 ft
0.86 ft
WPSWKWastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 39 20170253.00.WL

Section 2
Hydraulic Profile of WWTP
Piping to UV (16-inch Pipe)
Pipe Length (ft)
Diameter (in)
EK
C
Friction Headloss
Minor Headloss (Fittings)
Total Headloss
Piping to UV (24-inch Pipe)
Pipe Length (ft)
Diameter (in)
EK
C
Friction Headloss
Minor Headloss (Fittings)
Total Headloss
Hydraulic Grade
UV Disinfection System (Weir Elevation 57.12 ft)
Weir Elevation
CW
Length
Headloss
Hydraulic Grade
33.00 ft
33.00 ft
16.00 in
16.00 in
1.50
1.50
140
110
0.01 ft
0.05 ft
0.02 ft
0.10 ft
0.02 ft
0.15 ft
75.00 ft
75.00 ft
24.00 in
24.00 in
1.30
1.30
140
110
0.00 ft
0.01 ft
0.00 ft
0.02 ft
0.00 ft
0.03 ft
57.28 ft
58.15 ft
57.12 ft 57.12 ft
3.33 3.33
26.08 ft 26.08 ft
0.04 ft 0.10 ft
57.16 ft 57.22 ft
■►WK
/DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 40 20170253.00.WL

�«
Section 2
Hydraulic Profile of WWTP
k CA
Pipe to Effluent Pump Station
Invert In Elevation (From UV)
52 ft
52 ft
Invert Out Elevation
51.5 ft
51.5 ft
Diameter
24 in
24 in
Length
194 ft
194 ft
Slope
0.003 ft
0.003 ft
n
0.012
0.012
Max Flow
12.5 cfs
12.5 cfs
Flow/ Max Flow
0.09
0.23
Height of Water in Pipe
0.04 ft
0.16 ft
Hydraulic Grade
52.04 ft
52.16 ft
WPSWKWastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 41 20170253.00.WL

Section 3
Pump Station 1 - System Head Curve of Influent PS to Lagoon
Narrative
This is a system head curve modeling the influent pump station to lagoon flow path. Scenario 1
models one pump running at a lower speed with new pipe to demonstrate the low range of flow
this pump station can provide to the lagoon. Scenario 2 assesses if two pumps could achieve the
desired peak flow of 1650 GPM to the lagoon with old pipe.
System Conditions
Pumps Off
42.00 ft
Static Head to Inlet
15.00 ft
Pumps On
44.00 ft
Min Suction Friction Head - C =140
0.1 ft
Lag Pump On
45.00 ft
Max Suction Friction Head - C = 110
2.8 ft
Alarm
46.00 ft
Inlet Elevation
57.00 ft
High Point
62.00 ft
Absolute Pressure
33.90 ft
Wet Well Invert
40.00 ft
Vapor Pressure
0.60 ft
Full WW Static Head
18.00 ft
ADF NPSHA - C =140
18.2 ft
Empty WW Static Head
20.00 ft
Peak Flow NPSHA - C =110
15.5 ft
Pump Info
Manufacturer
Gorman Rupp
Drive
VFD
Model
T6A-B-4
Max Speed
1180 RPM
1 Pump Low Duty Pt.
120 gpm @ 20.3 ft
Efficiency
58.1 %
2 Pump Peak Duty Pt.
1650 GPM @ 47.4 ft
Impeller Diameter
12.38 in
Motor Size
20 HP
NPSHR Max
7.02 ft
100
80
w
x 60
U
•H
A40
0
20
,t
Influent Pump Station to Lagoon System Head
0 200 400 600 800 1000 1200 1400 1600 1800
— Scenario 1 Pump Curve
— Scenario I System Head Curve
• Duty Pt 1
Flow Rate (GPM)
Scenario 2 Pump Curve
Scenario 2 System Head Curve
• Duty Pt 2
.E
40
a
20 w
10
0
5%WK
WDICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 42 20170253.00.WL

Section 3
Pump Station 1 - System Head Curve of Influent PS to Lagoon
Scenario 1 - New Pipe System Head Characteristics with One Pump in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
Length (ft)
19
8
7.5
150
C
140
140
140
140
Sum K
1.1
3.75
3.75
2.6
Pumps On
1
1
1
1
Scenario 1- New Pipe Duty Point(s) with One Pump in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
120 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 20.3
Scenario 1 - New Pipe System Head with One Pump in Operation
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
20.0
100
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
20.2
200
0.1
0.1
0.0
0.3
0.0
0.1
0.1
0.1
20.8
300
0.1
0.2
0.1
0.7
0.0
0.2
0.3
0.1
21.7
400
0.2
0.4
0.1
1.2
0.0
0.4
0.4
0.3
23.0
500
0.3
0.6
0.1
1.9
0.0
0.6
0.7
0.4
24.6
600
0.5
0.8
0.2
2.7
0.0
0.9
0.9
0.6
26.6
700
0.6
1.1
0.3
3.7
0.1
1.2
1.2
0.8
28.9
800
0.8
1.4
0.3
4.8
0.1
1.5
1.6
1.1
31.6
900
1.0
1.8
0.4
6.1
0.1
1.9
2.0
1.3
34.6
1000
1.2
2.2
0.5
7.5
0.1
2.4
2.4
1.6
38.0
1100
1.5
2.7
0.6
9.1
0.1
2.9
2.9
2.0
41.7
1200
1.7
3.2
0.7
10.8
0.2
3.4
3.4
2.4
45.8
1300
2.0
3.7
0.8
12.7
0.2
4.0
3.9
2.8
50.1
1400
2.3
4.3
1.0
14.7
0.2
4.7
4.5
3.2
54.9
1500
2.6
5.0
1.1
16.9
0.3
5.3
5.1
3.7
59.9
1600
2.9
5.6
1.2
19.2
0.3
6.1
5.7
4.2
65.3
1700
3.3
6.4
1.4
21.7
0.3
6.9
6.4
4.8
71.1
1800
3.7
7.1
1.5
24.3
0.4
7.7
7.1
5.3
77.2
1900
4.0
7.9
1.7
27.1
0.4
8.6
7.9
5.9
83.6
2000
4.4
8.8
1.9
30.0
0.4
9.5
8.7
6.6
90.3
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 43 20170253.00.WL

Section 3
Pump Station 1 - System Head Curve of Influent PS to Lagoon
Scenario 2 - Old Pipe System Head Characteristics with Two Pumps in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
Length (ft)
19
8
7.5
150
C
110
110
110
110
Sum K
1.1
3.75
3.75
2.6
Pumps On
1
1
1
2
Scenario 2 - Old Pipe Duty Point(s) with Two Pumps in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
1650 1.3 1.5 0.6 5.1 0.5 6.5 9.5 4.5 47.4
Scenario 2 - Old Pipe System Head with Two Pumps in Operation
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18.0
100
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
18.1
200
0.0
0.0
0.0
0.1
0.0
0.1
0.2
0.1
18.5
300
0.1
0.0
0.0
0.2
0.0
0.2
0.4
0.1
19.1
400
0.1
0.1
0.0
0.3
0.0
0.4
0.7
0.3
19.9
500
0.1
0.1
0.1
0.5
0.1
0.6
1.0
0.4
20.9
651
0.2
0.2
0.1
0.8
0.1
1.0
1.7
0.7
22.9
700
0.3
0.3
0.1
0.9
0.1
1.2
1.9
0.8
23.6
800
0.4
0.4
0.1
1.2
0.1
1.5
2.5
1.1
25.2
900
0.4
0.4
0.2
1.5
0.2
1.9
3.1
1.3
27.1
1000
0.5
0.6
0.2
1.9
0.2
2.4
3.8
1.6
29.1
1100
0.6
0.7
0.3
2.3
0.2
2.9
4.5
2.0
31.4
1200
0.7
0.8
0.3
2.7
0.3
3.4
5.3
2.4
33.9
1300
0.9
0.9
0.4
3.2
0.3
4.0
6.1
2.8
36.5
1400
1.0
1.1
0.4
3.7
0.3
4.7
7.0
3.2
39.4
1500
1.1
1.2
0.5
4.2
0.4
5.3
7.9
3.7
42.5
1600
1.3
1.4
0.5
4.8
0.4
6.1
9.0
4.2
45.7
1700
1.4
1.6
0.6
5.4
0.5
6.9
10.0
4.8
49.2
1800
1.6
1.8
0.7
6.1
0.6
7.7
11.1
5.3
52.8
1900
1.8
2.0
0.7
6.8
0.6
8.6
12.3
5.9
56.7
2000
1.9
2.2
0.8
7.5
0.7
9.5
13.5
6.6
60.7
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 44 20170253.00.WL

Section 3
Pump Station 1 - System Head Curve of Influent PS to EQ Basin
Narrative
This is a system head curve modeling the influent pump station to the EQ Tank flow path.
Scenario 1 models one pump running at a lower speed with new pipe to demonstrate the low
range of flow this pump station can provide to the EO Tank. Scenario 2 assesses if two pumps
could achieve the desired peak flow of 1650 GPM and old pipe.
System Conditions
Pumps Off 42.00 ft Static Head to Inlet 15.00 ft
Pumps On 44.00 ft Min Suction Friction Head - C =140 0.3 ft
Lag Pump On 45.00 ft Max Suction Friction Head - C = 110 2.4 ft
Alarm 46.00 ft Inlet Elevation 57.00 ft
High Point 73.00 ft Absolute Pressure 33.90 ft
Wet Well Invert 40.00 ft Vapor Pressure 0.60 ft
Full WW Static Head 29.00 ft ADF NPSHA - C =140 18.0 ft
Empty WW Static Head 31.00 ft Peak Flow NPSHA - C =110 15.9 ft
Pump Info
Manufacturer Gorman Rupp Drive VFD
Model T6A-B-4 Max Speed 1191 RPM
1 Pump Low Duty Pt. 300 gpm @ 32.4 ft Efficiency 58.1 %
2 Pump Peak Duty Pt. 1650 GPM @ 48.6 ft Impeller Diameter 12.38 in
Motor Size 20 HP NPSHR Max 7.01 ft
100
80
x 60
>, 40
Q
[� 20
L
Influent Pump Station to EQ Tank Head
0 200 400 600 800 1000 1200 1400 1600 1800
LT
-1,
,407
30
v
w
20 W
10
0
Scenario 1 Pump Flow Rate (GPM)Scenario 2 Pumps
Scenario 1 System Head Curve Scenario 2 System Head Curve
• Duty Pt 1 • Duty Pt 2
- - - 1 Pump Efficiency - - - 2 Pump Efficiency
PSWKWastewater Treatment and Disposal for the City of Southport
DICKSONPane 45 20170253.00.WL

Section 3
Pump Station 1 - System Head Curve of Influent PS to EQ Basin
Scenario 1- New Pipe System Head Characteristics with One Pump in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
Length (ft)
19
8
7.5
40
C
140
140
140
140
Sum K
1.1
3.75
3.75
1.4
Pumps On
1
1
1
1
Scenario 1- New Pipe Duty Point(s) with One Pump in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
300 0.1 0.2 0.1 0.7 0.0 0.2 0.1 0.1 32.4
Scenario 1 - New Pipe System Head with One Pump in Operation
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31.0
100
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
31.2
200
0.1
0.1
0.0
0.3
0.0
0.1
0.0
0.0
31.6
300
0.1
0.2
0.1
0.7
0.0
0.2
0.1
0.1
32.4
400
0.2
0.4
0.1
1.2
0.0
0.4
0.1
0.1
33.5
500
0.3
0.6
0.1
1.9
0.0
0.6
0.2
0.2
34.9
600
0.5
0.8
0.2
2.7
0.0
0.9
0.2
0.3
36.6
700
0.6
1.1
0.3
3.7
0.1
1.2
0.3
0.4
38.7
800
0.8
1.4
0.3
4.8
0.1
1.5
0.4
0.6
41.0
900
1.0
1.8
0.4
6.1
0.1
1.9
0.5
0.7
43.6
1000
1.2
2.2
0.5
7.5
0.1
2.4
0.6
0.9
46.5
1100
1.5
2.7
0.6
9.1
0.1
2.9
0.8
1.1
49.7
1200
1.7
3.2
0.7
10.8
0.2
3.4
0.9
1.3
53.2
1300
2.0
3.7
0.8
12.7
0.2
4.0
1.0
1.5
57.0
1400
2.3
4.3
1.0
14.7
0.2
4.7
1.2
1.7
61.1
1500
2.6
5.0
1.1
16.9
0.3
5.3
1.4
2.0
65.5
1600
2.9
5.6
1.2
19.2
0.3
6.1
1.5
2.3
70.2
1700
3.3
6.4
1.4
21.7
0.3
6.9
1.7
2.6
75.2
1800
3.7
7.1
1.5
24.3
0.4
7.7
1.9
2.9
80.5
1900
4.0
7.9
1.7
27.1
0.4
8.6
2.1
3.2
86.1
2000
4.4
8.8
1.9
30.0
0.4
9.5
2.3
3.5
91.9
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 46 20170253.00.WL

Section 3
Pump Station 1 - System Head Curve of Influent PS to EQ Basin
Scenario 2 - Old Pipe System Head Characteristics with Two Pumps in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
Length (ft)
19
8
7.5
40
C
140
140
140
110
Sum K
1.1
3.75
3.75
1.4
Pumps On
1
1
2
2
Scenario 2 - Old Pipe Duty Point(s) with Two Pumps in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
1650 0.9 1.5 0.4 5.1 0.3 6.5 2.5 2.4 48.5
Scenario 2 - Old Pipe System Head with Two Pumps in Operation
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
29.0
100
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
29.1
200
0.0
0.0
0.0
0.1
0.0
0.1
0.1
0.0
29.3
300
0.0
0.0
0.0
0.2
0.0
0.2
0.1
0.1
29.7
400
0.1
0.1
0.0
0.3
0.0
0.4
0.2
0.1
30.2
500
0.1
0.1
0.0
0.5
0.0
0.6
0.3
0.2
30.9
651
0.2
0.2
0.1
0.8
0.1
1.0
0.5
0.4
32.1
700
0.2
0.3
0.1
0.9
0.1
1.2
0.5
0.4
32.6
800
0.2
0.4
0.1
1.2
0.1
1.5
0.7
0.6
33.7
900
0.3
0.4
0.1
1.5
0.1
1.9
0.8
0.7
34.9
1000
0.3
0.6
0.1
1.9
0.1
2.4
1.0
0.9
36.3
1100
0.4
0.7
0.2
2.3
0.1
2.9
1.2
1.1
37.8
1200
0.5
0.8
0.2
2.7
0.2
3.4
1.4
1.3
39.4
1300
0.6
0.9
0.2
3.2
0.2
4.0
1.6
1.5
41.2
1400
0.6
11
0.3
3.7
0.2
4.7
1.9
1.7
43.1
1500
0.7
1.2
0.3
4.2
0.3
5.3
2.1
2.0
45.2
1600
0.8
1.4
0.3
4.8
0.3
6.1
2.4
2.3
47.4
1700
0.9
1.6
0.4
5.4
0.3
6.9
2.7
2.6
49.7
1800
1.0
1.8
0.4
6.1
0.4
7.7
3.0
2.9
52.2
1900
1.1
2.0
0.5
6.8
0.4
8.6
3.3
3.2
54.8
2000
1.2
2.2
0.5
7.5
0.4
9.5
3.6
3.5
57.5
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 47 20170253.00.WL

Section 3
Pump Station 2 - System Head Curve of Influent PS to Anaerobic Selector
Narrative
This is a system head curve modeling the influent pump station to anaerobic selector flow path. For
these calculations, two different system head curves were developed based on the number of pumps in
service. Scenario 1 models new pipe and a single pump pumping lowest possible flow of the pump
(200 GPM). Scenario 2 models old pipe and 2 pump operation to convey a peak flow of 1.875 MGD
(1302 GPM). The intent to to demonstrate the overall range of the oumo station
System Conditions
Pumps Off
42.00 ft
Static Head to Inlet
15.00 ft
Pumps On
44.00 ft
ADF Suction Friction Head - C =140
0.2 ft
Lag Pump On
45.00 ft
Max Suction Friction Head - C =110
1.8 ft
Alarm
46.00 ft
Inlet Elevation
57.00 ft
High Point
75.00 ft
Absolute Pressure
33.90 ft
Wet Well Invert
40.00 ft
Vapor Pressure
0.60 ft
Full WW Static Head
31.00 ft
ADF NPSHA - C =140
18.1 ft
Empty WW Static Head
33.00 ft
Peak Flow NPSHA - C =110
16.5 ft
Pump Info
Manufacturer Gorman Rupp Drive VFD
Model T6A-B-4 Max Speed 1424 RPM
1 Pump Low Duty 200 gpm @ 34.1 ft TDH Efficiency 55 %
2 Pump Peak Duty Pt. 1302 GPM @ 82.2 ft TDH Impeller Diameter 12.38 in
180
160
1140
d
120
x 100
80
60
F 40
20
0
Influent Pump Station to Anaerobic Selector System Head
0 200 400 600 800 1000 1200 1400 1600 1800
Flow Rate (GPM)
— Scenario I Pump Scenario 2 Pumps Scenario I System Head
— Scenario 2 System Head • Duty Pt 1 • Duty Pt 2
60
50
40 a
a
30
20 ua
10
0
WPSWKWastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 48 20170253.00.WL

Section 3
Pump Station 2 - System Head Curve of Influent PS to Anaerobic Selector
Scenario 1- New Pipe System Head Characteristics with One Pump in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
10
Length (ft)
19
6
7
25
2928
C
140
140
140
140
140
Sum K
1.1
5.55
1.5
1.1
3.35
Pumps On
1
1
1
1
1
Scenario 1-New Pipe Duty Point(s) with One Pump in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
200 0.1 0.1 0.0 0.4 0.0 0.0 0.0 0.0 0.8 0.0 34.5
Scenario 1-New Pipe System Head with One Pump in Operation
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
33.0
100
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.2
0.0
33.4
200
0.1
0.1
0.0
0.4
0.0
0.0
0.0
0.0
0.8
0.0
34.5
300
0.1
0.2
0.0
1.0
0.0
0.1
0.0
0.1
1.7
0.1
36.4
400
0.2
0.4
0.1
1.8
0.0
0.2
0.1
0.1
2.9
0.1
38.8
500
0.3
0.6
0.1
2.8
0.0
0.2
0.1
0.2
4.4
0.2
41.9
600
0.5
0.8
0.2
4.0
0.0
0.3
0.2
0.3
6.2
0.3
45.7
700
0.6
1.1
0.2
5.4
0.1
0.5
0.2
0.3
8.2
0.4
50.0
800
0.8
1.4
0.3
7.1
0.1
0.6
0.3
0.4
10.5
0.6
55.0
900
1.0
1.8
0.3
9.0
0.1
0.8
0.3
0.6
13.0
0.7
60.6
1000
1.2
2.2
0.4
11.1
0.1
1.0
0.4
0.7
15.8
0.9
66.8
1100
1.5
2.7
0.5
13.4
0.1
1.1
0.5
0.8
18.9
1.1
73.6
1200
1.7
3.2
0.5
16.0
0.2
1.4
0.6
1.0
22.2
1.3
81.0
1300
2.0
3.7
0.6
18.8
0.2
1.6
0.7
1.2
25.7
1.5
88.9
1400
2.3
4.3
0.7
21.8
0.2
1.9
0.7
1.4
29.5
1.7
97.5
1500
2.6
5.0
0.8
25.0
0.2
2.1
0.8
1.6
33.5
2.0
106.6
1600
2.9
5.6
0.9
28.4
0.3
2.4
1.0
1.8
37.8
2.2
116.4
1700
3.3
6.4
1.0
32.1
0.3
2.7
1.1
2.0
42.2
2.5
126.7
1800
3.7
7.1
1.2
36.0
0.3
3.1
1.2
2.3
47.0
2.8
137.6
1900
4.0
7.9
1.3
40.1
0.4
3.4
1.3
2.5
51.9
3.1
149.0
2000
4.4
8.8
1.4
44.4
0.4
3.8
1.4
2.8
57.1
3.5
161.1
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 49 20170253.00.WL

Section 3
System Head Curve of Influent PS to Anaerobic Selector
Scenario 2 - Old Pipe System Head Characteristics with Two Pumps in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
10
Length (ft)
19
6
7
25
2928
C
110
110
110
110
110
Sum K
1.1
5.55
1.5
1.1
3.35
Pumps On
1
1
1
2
2
Scenario 2 - Old Pipe Duty Point(s) with Two Pumps in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
1302 0.9 0.9 0.3 4.7 0.1 0.4 1.0 1.2 40.3 1.5 82.2
Scenario 2 - Old Pipe System Head with Two Pumps in Operation
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31.0
100
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.3
0.0
31.4
200
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
1.3
0.0
32.5
300
0.1
0.0
0.0
0.2
0.0
0.0
0.1
0.1
2.7
0.1
34.3
400
0.1
0.1
0.0
0.4
0.0
0.0
0.1
0.1
4.5
0.1
36.6
500
0.1
0.1
0.0
0.7
0.0
0.1
0.2
0.2
6.9
0.2
39.5
651
0.2
0.2
0.1
1.2
0.0
0.1
0.3
0.3
11.2
0.4
45.0
700
0.3
0.3
0.1
1.4
0.0
0.1
0.3
0.3
12.8
0.4
47.0
800
0.4
0.4
0.1
1.8
0.0
0.2
0.4
0.4
16.4
0.6
51.6
900
0.4
0.4
0.1
2.2
0.0
0.2
0.5
0.6
20.3
0.7
56.6
1000
0.5
0.6
0.2
2.8
0.0
0.2
0.6
0.7
24.7
0.9
62.2
1100
0.6
0.7
0.2
3.4
0.1
0.3
0.7
0.8
29.5
1.1
68.3
1200
0.7
0.8
0.2
4.0
0.1
0.3
0.9
1.0
34.6
1.3
75.0
1300
0.9
0.9
0.3
4.7
0.1
0.4
1.0
1.2
40.2
1.5
82.1
1400
1.0
1.1
0.3
5.4
0.1
0.5
1.2
1.4
46.1
1.7
89.7
1500
1.1
1.2
0.4
6.2
0.1
0.5
1.3
1.6
52.4
2.0
97.8
1600
1.3
1.4
0.4
7.1
0.1
0.6
1.5
1.8
59.0
2.2
106.4
1700
1.4
1.6
0.5
8.0
0.1
0.7
1.7
2.0
66.0
2.5
115.5
1800
1.6
1.8
0.5
9.0
0.1
0.8
1.9
2.3
73.4
2.8
125.1
1900
1.8
2.0
0.6
10.0
0.2
0.9
2.1
2.5
81.1
3.1
135.1
2000
1.9
2.2
0.6
11.1
0.2
1.0
2.3
2.8
89.1
3.5
145.6
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 50 20170253.00.WL

Section 3
Pump Station 3 - System Head Curve of Effluent PS
Narrative
This is a system head curve modeling the effluent pump station to infiltration basin flow path. For
these calculations, two different system head curves were developed based on the number of pumps
in service. Scenario 1 models on pump at the lowest speed with new piping and an empty wet well
to see the low range capabities of the pump station. Scenario 2 models two pumps conveying the
desired peak flow of 1.875 MGD (1302 GPM) with old piping and a full wet well.
System Conditions
Pumps Off 45.00 ft Static Head to Inlet 15.00 ft
Pumps On 49.00 ft ADF Suction Friction Head - C =140 0.3 ft
Lag Pump On 50.00 ft Max Suction Friction Head - C =110 1.5 ft
Alarm 51.00 ft Inlet Elevation 60.00 ft
High Point 66.10 ft Absolute Pressure 33.90 ft
Wet Well Invert 42.00 ft Vapor Pressure 0.60 ft
Empty WW Static Head 21.10 ft ADF NPSHA - C =140 18.0 ft
Full WW Static Head 17.10 ft Peak Flow NPSHA - C =110 16.8 ft
Pump Info
Manufacturer Gorman Rupp Drive VFD
Model T6A-B-4 Max Speed 1119 RPM
Low Flow Duty Point 330 gpm @ 24.9 ft Efficiency 58.1 %
2 Pump Peak Duty Point 1302 GPM @ 70.3 ft Impeller Diameter 12.38 in
Motor Size 30 HP NPSHR 5.41 ft
Well]
140
120
ft
100
v
80
A 60
0 40
H
20
0
Effluent Pump to Infiltration Basin System Head
0 200 400
1 Pump
Scenario 2 System Head Curve
600 800 1000
Flow Rate (GPM)
2 Pumps
• Duty Pt 1
60
50
40 a
u
v
30
v
...
20 w
10
0
1200 1400 1600 1800
— Scenario 1 System Head Curve
• Duty Pt 2
PSWKWastewater Treatment and Disposal for the City of Southport
DICKSONPane 51 20170253.00.WL

Section 3
Pump Station 3 - System Head Curve of Effluent PS
Scenario 1- New Pipe System Head Characteristics with One Pump in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
12
Length (ft)
19
6
7.5
25
7575
C
140
140
140
140
140
Sum K
0.8
3.55
2.45
2.45
4.7
Pumps On
1
1
2
1
1
Scenario 1 - New Pipe Duty Point(s) with One Pump in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
330 0.2 0.2 0.1 0.8 0.0 0.2 0.1 0.2 2.2 0.1 24.9
Scenario 1 - New Pipe System Head with One Pump in Operation
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
21.1
100
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.2
0.0
21.5
200
0.1
0.1
0.0
0.3
0.0
0.1
0.0
0.1
0.9
0.0
22.6
300
0.1
0.1
0.0
0.6
0.0
0.1
0.0
0.1
1.8
0.1
24.3
400
0.2
0.3
0.1
1.1
0.0
0.2
0.1
0.2
3.1
0.1
26.6
500
0.3
0.4
0.1
1.8
0.0
0.4
0.1
0.4
4.7
0.1
29.5
600
0.5
0.6
0.2
2.6
0.0
0.6
0.2
0.6
6.6
0.2
33.0
700
0.6
0.8
0.2
3.5
0.1
0.8
0.2
0.8
8.7
0.3
37.0
800
0.8
1.0
0.3
4.5
0.1
1.0
0.3
1.0
11.2
0.4
41.6
900
1.0
1.3
0.3
5.8
0.1
1.3
0.3
1.3
13.9
0.5
46.8
1000
1.2
1.6
0.4
7.1
0.1
1.6
0.4
1.6
16.9
0.6
52.5
1100
1.5
1.9
0.5
8.6
0.1
1.9
0.5
1.9
20.1
0.7
58.8
1200
1.7
2.3
0.5
10.2
0.2
2.2
0.6
2.2
23.6
0.8
65.6
1300
2.0
2.7
0.6
12.0
0.2
2.6
0.7
2.6
27.4
1.0
72.9
1400
2.3
3.1
0.7
13.9
0.2
3.0
0.7
3.0
31.4
1.2
80.8
1500
2.6
3.6
0.8
16.0
0.3
3.5
0.8
3.5
35.7
1.3
89.2
1600
2.9
4.1
0.9
18.2
0.3
4.0
1.0
4.0
40.2
1.5
98.2
1700
3.3
4.6
1.0
20.5
0.3
4.5
1.1
4.5
45.0
1.7
107.7
1800
3.7
5.2
1.2
23.0
0.4
5.0
1.2
5.0
50.0
1.9
117.7
1900
4.0
5.8
1.3
25.7
0.4
5.6
1.3
5.6
55.3
2.1
128.2
2000
4.4
6.4
1.4
28.4
0.4
6.2
1.4
6.2
60.8
2.4
139.2
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 52 20170253.00.WL

Section 3
Pump Station 3 - System Head Curve of Effluent PS
Scenario 2 - Old Pipe System Head Characteristics with Two Pumps in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
12
Length (ft)
19
6
7.5
25
7575
C
110
110
110
110
110
Sum K
0.8
3.55
2.45
2.45
4.7
Pumps On
1
1
1
2
2
Scenario 2 - Old Pipe Duty Point(s) with Two Pumps in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
1302 0.9 0.7 0.3 3.0 0.1 0.7 1.0 2.6 42.9 1.0 70.3
Scenario 2 - Old Pipe System Head with Two Pumps in Operation
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
17.1
100
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.4
0.0
17.5
200
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.1
1.3
0.0
18.7
300
0.1
0.0
0.0
0.2
0.0
0.0
0.1
0.1
2.8
0.1
20.5
400
0.1
0.1
0.0
0.3
0.0
0.1
0.1
0.2
4.8
0.1
22.9
500
0.1
0.1
0.0
0.4
0.0
0.1
0.2
0.4
7.3
0.1
26.0
651
0.2
0.2
0.1
0.8
0.0
0.2
0.3
0.7
11.9
0.2
31.6
700
0.3
0.2
0.1
0.9
0.0
0.2
0.3
0.8
13.6
0.3
33.7
800
0.4
0.3
0.1
1.1
0.0
0.2
0.4
1.0
17.4
0.4
38.5
900
0.4
0.3
0.1
1.4
0.0
0.3
0.5
1.3
21.7
0.5
43.7
1000
0.5
0.4
0.2
1.8
0.1
0.4
0.6
1.6
26.3
0.6
49.5
1100
0.6
0.5
0.2
2.1
0.1
0.5
0.7
1.9
31.4
0.7
55.9
1200
0.7
0.6
0.2
2.6
0.1
0.6
0.9
2.2
36.9
0.8
62.7
1300
0.9
0.7
0.3
3.0
0.1
0.7
1.0
2.6
42.8
1.0
70.1
1400
1.0
0.8
0.3
3.5
0.1
0.8
1.2
3.0
49.1
1.2
78.0
1500
1.1
0.9
0.4
4.0
0.1
0.9
1.3
3.5
55.8
1.3
86.4
1600
1.3
1.0
0.4
4.5
0.1
1.0
1.5
4.0
62.9
1.5
95.3
1700
1.4
1.2
0.5
5.1
0.1
1.1
1.7
4.5
70.3
1.7
104.7
1800
1.6
1.3
0.5
5.8
0.2
1.3
1.9
5.0
78.2
1.9
114.6
1900
1.8
1.4
0.6
6.4
0.2
1.4
2.1
5.6
86.4
2.1
125.0
2000
1.9
1.6
0.6
7.1
0.2
1.6
2.3
6.2
95.0
2.4
135.9
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 53 20170253.00.WL

Section 3
Pump Station 3 - System Head Curve of Effluent PS
z
Diversion Force Main
Narrative
This is a system head curve modeling the effluent pump station to diversion force main. For these
calculations, two different system head curves were developed based on the number of pumps in
service. The purpose of this analysis was to determine if the effluent pump station could convey
wastewater to the diversion pump station at flow of 520 GPM or less. Scenario 1 models 1 pump
operating at the lowest flow rate with new pipe and an empty wet wet. Scenario 2 models 1 pump
operating at 520 gpm with the drain (400 GPM) and WAS pumps on (250 GPM), and old pipe.
Svstem Conditions
Pumps Off 45.00 ft
Static Head to Inlet
15.00 ft
Pumps On 49.00 ft
ADF Suction Friction Head - C =140
0.1 ft
Lag Pump On 50.00 ft
Max Suction Friction Head - C =110
0.3 ft
Alarm 51.00 ft
Inlet Elevation
60.00 ft
High Point 62.00 ft
Absolute Pressure
33.90 ft
Wet Well hlvert 42.00 ft
Vapor Pressure
0.60 ft
Empty WW Static Head 17.00 ft
ADF NPSHA - C =140
18.2 ft
Full WW Static Head 13.00 ft
Peak Flow NPSHA - C =110
18.0 ft
Pump Info
Manufacturer Gorman Rupp
Drive
VFD
Model T6A-13-4
Max Speed
1119 RPM
Low Flow Duty Point 200 gpm C) 27 ft
Efficiency
58.1 %
2 Pump Peak Duty Point 520 GPM @ 99.1 ft
Impeller Diameter
12.38 in
Motor Size 30 HP
NPSHR
5.41 ft
200
150
ft
CU
x
V
+ 100
A
c 50
H
[I]
Effluent Pump to Infiltration Basin System Head
0 200 400
Lowest Pump Flow
Scenario 2 System Head
600 800 1000 1200
Flow Rate (GPM)
Pump at 520 GPM
• Duty Pt 1
1400 1600 1800
60
50
40 a
U
30
20 w
10
0
— Scenario 1 System Head
• Duty Pt 2
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 54 20170253.00.WL

'n4 Pkf��ARfl� $ 3
Section 3
Pump Station 3 - System Head Curve of Effluent PS
Diversion Force Main
Scenario 1 - New Pipe System Head Characteristics with One Pump in Operation
Suction
Discharge
Diameter (in)
6
6
8
8
8
Length (ft)
19
6
7.5
25
2408
C
140
140
140
140
140
Sum K
0.8
3.55
2.45
2.45
4.7
Pumps On
1
1
2
1
2
Scenario 1 - New Pipe Duty Point(s) with One Pump in Operation
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
200 0.1 0.1 0.0 0.3 0.0 0.1 0.0 0.1 8.8 0.6 27.0
Scenario 1- New Pipe System Head with One Pump in Operation
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.0
0.2
20.2
100
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
5.5
0.4
23.0
200
0.1
0.1
0.0
0.3
0.0
0.1
0.0
0.1
8.8
0.6
27.0
300
0.1
0.1
0.0
0.6
0.0
0.1
0.0
0.1
12.8
0.9
32.0
400
0.2
0.3
0.1
1.1
0.0
0.2
0.1
0.2
17.4
1.3
37.9
500
0.3
0.4
0.1
1.8
0.0
0.4
0.1
0.4
22.6
1.7
44.9
600
0.5
0.6
0.2
2.6
0.0
0.6
0.2
0.6
28.5
2.2
52.8
700
0.6
0.8
0.2
3.5
0.1
0.8
0.2
0.8
35.1
2.7
61.6
800
0.8
1.0
0.3
4.5
0.1
1.0
0.3
1.0
42.2
3.3
71.5
900
1.0
1.3
0.3
5.8
0.1
1.3
0.3
1.3
49.9
3.9
82.2
1000
1.2
1.6
0.4
7.1
0.1
1.6
0.4
1.6
58.3
4.7
93.9
1100
1.5
1.9
0.5
8.6
0.1
1.9
0.5
1.9
67.2
5.4
106.4
1200
1.7
2.3
0.5
10.2
0.2
2.2
0.6
2.2
76.7
6.3
119.9
1300
2.0
2.7
0.6
12.0
0.2
2.6
0.7
2.6
86.7
7.2
134.3
1400
2.3
3.1
0.7
13.9
0.2
3.0
0.7
3.0
97.4
8.1
149.6
1500
2.6
3.6
0.8
16.0
0.3
3.5
0.8
3.5
108.6
9.1
165.8
1600
2.9
4.1
0.9
18.2
0.3
4.0
1.0
4.0
120.3
10.2
182.8
1700
3.3
4.6
1.0
20.5
0.3
4.5
1.1
4.5
132.6
11.3
200.8
1800
3.7
5.2
1.2
23.0
0.4
5.0
1.2
5.0
145.5
12.5
219.6
1900
4.0
5.8
1.3
25.7
0.4
5.6
1.3
5.6
158.9
13.8
239.3
2000
4.4
6.4
1.4
28.4
0.4
6.2
1.4
6.2
172.8
15.1
259.8
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 55 20170253.00.WL

'n4 Pkf��ARfl� $ 3
Section 3
Pump Station 3 - System Head Curve of Effluent PS
Diversion Force Main
Scenario 2 - Old Pipe System Head Characteristics with Drain and WAS Pumps On
Suction
Discharge
Diameter (in)
6
6
8
8
8
Length (ft)
19
6
7.5
25
2408
C
110
110
110
110
110
Sum K
0.8
3.55
2.45
2.45
4.7
Pumps On
1
1
2
1
2
Scenario 2 - Old Pipe Duty Point(s) with Drain and WAS Pumps On
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
520 0.2 0.1 0.1 0.5 0.0 0.1 0.2 0.4 80.5 4.1 99.1
Scenario 2 - Old Pipe System Head with Two Pumps in Operation WAS Pumps On
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
27.1
1.3
41.4
100
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
35.4
1.7
50.1
200
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.1
44.6
2.2
60.0
300
0.1
0.0
0.0
0.2
0.0
0.0
0.1
0.1
54.8
2.7
71.0
400
0.1
0.1
0.0
0.3
0.0
0.1
0.1
0.2
65.9
3.3
83.1
520
0.2
0.1
0.1
0.5
0.0
0.1
0.2
0.4
80.5
4.1
99.1
600
0.2
0.1
0.1
0.6
0.0
0.1
0.2
0.6
91.0
4.7
110.7
700
0.3
0.2
0.1
0.9
0.0
0.2
0.3
0.8
104.9
5.4
126.1
800
0.4
0.3
0.1
1.1
0.0
0.2
0.4
1.0
119.8
6.3
142.6
900
0.4
0.3
0.1
1.4
0.0
0.3
0.5
1.3
135.5
7.2
160.1
1000
0.5
0.4
0.2
1.8
0.1
0.4
0.6
1.6
152.1
8.1
178.7
1100
0.6
0.5
0.2
2.1
0.1
0.5
0.7
1.9
169.6
9.1
198.3
1200
0.7
0.6
0.2
2.6
0.1
0.6
0.9
2.2
188.0
10.2
219.0
1300
0.9
0.7
0.3
3.0
0.1
0.7
1.0
2.6
207.2
11.3
240.7
1400
1.0
0.8
0.3
3.5
0.1
0.8
1.2
3.0
227.3
12.5
263.4
1500
1.1
0.9
0.4
4.0
0.1
0.9
1.3
3.5
248.2
13.8
287.1
1600
1.3
1.0
0.4
4.5
0.1
1.0
1.5
4.0
270.0
15.1
311.9
1700
1.4
1.2
0.5
5.1
0.1
1.1
1.7
4.5
292.6
16.4
337.6
1800
1.6
1.3
0.5
5.8
0.2
1.3
1.9
5.0
316.0
17.9
364.3
1900
1.8
1.4
0.6
6.4
0.2
1.4
2.1
5.6
340.3
19.4
392.1
2000
1.9
1.6
0.6
7.1
0.2
1.6
2.3
6.2
365.4
20.9
420.8
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 56 20170253.00.WL

Section 3
Pump Station 4 - System Head Curve of RAS PS - Normal Operation
z
Narrative
This is a system head curve modeling the recycle pump flow path. This system head curve
assumes 2 of 3 pumps are in service.
Scenarios reflecting approx. 0.5x (295 gpm) to
1.5x (788
gpm) Recycle Ratio were modeled to
assess the flexibility of the RAS Pump Station.
System Conditions
Pumps Off - ft
Static Head to Inlet -11.50
ft
Pumps On 72.50 ft
Suction Friction Head - C =140
0.7 ft
Lag Pump On - ft
Suction Friction Head - C =110
5.3 ft
Alarm - ft
Inlet Elevation
61.00 ft
High Point 75.00 ft
Absolute Pressure
33.90 ft
Wet Well Invert - ft
Vapor Pressure
0.60 ft
Total Static Head 2.50 ft
NPSHA - C =140
44.1 ft
RAS Pumps Online 2
NPSHA - C =110
39.5 ft
Pump Info
Manufacturer Gorman Rupp
Drive
VFD
Model T4A-B-4
Max Speed
1451 RPM
2 Pump Low Duty 295 GPM @ 12.3
ft TDH Efficiency
51.3 %
2 Pump Peak Duty 788 GPM @ 93.8
ft TDH Impeller Diameter
9.75 in
Motor Size 25 HP
NPSHR
7.75 ft
160
140
120
100
V
s0
p 60
40
20
1]
RAS Pump Station System Head
0 200
• Duty Pt 1
2 Pumps 1.5x Design Flow
2 Pump 1.Ox Design Flow
WDICKSON �
60
50
40
v
30
W
20
10
0
400 600 S00 1000
Flow Rate (GPM)
• Duty Pt 2 2 Pumps 0.5x Design Flow
C=140 C=100
— — — 0.5x Eff. — — — 1.Ox Eff.
Wastewater Treatment and Disposal for the City of Southport
Page 57 20170253.00.WL

Section 3
Pump Station 4 - System Head Curve of RAS PS - Normal Operation
CA
New Pipe System Head Characteristics
Suction
Discharge
6
4
4
4
6
Diameter (in)
Length (ft)
84.5
6
7
110
210.5
C
140
140
140
140
140
Sum K
5.9
0.75
3.05
1.95
2.15
New Pipe Duty Point(s)
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
295
0.2
0.3
0.1
0.2
0.1
0.7
5.4
1.7
1.4
0.4
12.8
520
0.5
0.8
0.2
0.5
0.3
2.1
15.3
5.3
4.1
1.2
32.8
788
1.0
1.8
0.5
1.2
0.6
4.8
33.0
12.3
8.8
2.7
69.1
New Pipe System Head
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.5
50
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.0
0.1
0.0
2.9
100
0.0
0.0
0.0
0.0
0.0
0.1
0.7
0.2
0.2
0.0
3.8
150
0.0
0.1
0.0
0.0
0.0
0.2
1.5
0.4
0.4
0.1
5.4
200
0.1
0.1
0.0
0.1
0.0
0.3
2.6
0.8
0.7
0.2
7.4
260
0.1
0.2
0.1
0.1
0.1
0.5
4.2
1.3
1.1
0.3
10.6
300
0.2
0.3
0.1
0.2
0.1
0.7
5.5
1.8
1.5
0.4
13.2
350
0.2
0.4
0.1
0.2
0.1
0.9
7.4
2.4
2.0
0.5
16.8
400
0.3
0.5
0.1
0.3
0.2
1.2
9.4
3.2
2.5
0.7
20.9
450
0.3
0.6
0.2
0.4
0.2
1.6
11.7
4.0
3.1
0.9
25.5
500
0.4
0.7
0.2
0.5
0.3
1.9
14.2
4.9
3.8
1.1
30.6
550
0.5
0.9
0.3
0.6
0.3
2.3
17.0
6.0
4.5
1.3
36.2
600
0.6
1.1
0.3
0.7
0.4
2.8
20.0
7.1
5.3
1.5
42.2
650
0.7
1.2
0.4
0.8
0.4
3.3
23.1
8.3
6.2
1.8
48.7
700
0.8
1.4
0.4
0.9
0.5
3.8
26.5
9.7
7.1
2.1
55.7
750
0.9
1.7
0.5
1.1
0.5
4.3
30.2
11.1
8.0
2.4
63.2
800
1.0
1.9
0.5
1.2
0.6
4.9
34.0
12.6
9.0
2.8
71.1
850
1.1
2.1
0.6
1.4
0.7
5.6
38.0
14.3
10.1
3.1
79.5
900
1.3
2.4
0.6
1.5
0.7
6.3
42.2
16.0
11.2
3.5
88.3
950
1.4
2.7
0.7
1.7
0.8
7.0
46.7
17.8
12.4
3.9
97.6
1000
1.5
3.0
0.8
1.9
0.9
7.7
51.3
19.8
13.7
4.3
107.3
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 58 20170253.00.WL

Section 3
Pump Station 4 - System Head Curve of RAS PS - Normal Operation
CA
Old Pipe System Head Characteristics
Suction
Discharge
6
4
4
4
6
Diameter (in)
Length (ft)
84.5
6
7
110
210.5
C
110
110
110
110
110
Sum K
5.9
0.75
3.05
1.95
2.15
Old Pipe Duty Point(s)
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
295
0.2
0.3
0.1
0.2
0.1
0.7
8.4
1.7
2.2
0.4
16.8
520
0.7
0.8
0.4
0.5
0.4
2.1
23.9
5.3
6.4
1.2
44.2
788
1.5
1.8
0.8
1.2
0.9
4.8
51.6
12.3
13.7
2.7
93.8
Old Pipe System Head
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.5
50
0.0
0.0
0.0
0.0
0.0
0.0
0.3
0.0
0.1
0.0
3.0
100
0.0
0.0
0.0
0.0
0.0
0.1
1.1
0.2
0.3
0.0
4.4
150
0.1
0.1
0.0
0.0
0.0
0.2
2.4
0.4
0.6
0.1
6.5
200
0.1
0.1
0.1
0.1
0.1
0.3
4.1
0.8
1.1
0.2
9.4
260
0.2
0.2
0.1
0.1
0.1
0.5
6.6
1.3
1.8
0.3
13.8
300
0.3
0.3
0.1
0.2
0.2
0.7
8.6
1.8
2.3
0.4
17.3
350
0.3
0.4
0.2
0.2
0.2
0.9
11.5
2.4
3.1
0.5
22.3
400
0.4
0.5
0.2
0.3
0.3
1.2
14.7
3.2
3.9
0.7
27.9
450
0.5
0.6
0.3
0.4
0.3
1.6
18.3
4.0
4.9
0.9
34.2
500
0.7
0.7
0.3
0.5
0.4
1.9
22.2
4.9
5.9
1.1
41.2
550
0.8
0.9
0.4
0.6
0.5
2.3
26.5
6.0
7.1
1.3
48.8
600
0.9
1.1
0.5
0.7
0.6
2.8
31.2
7.1
8.3
1.5
57.1
650
1.1
1.2
0.5
0.8
0.6
3.3
36.1
8.3
9.6
1.8
66.0
700
1.2
1.4
0.6
0.9
0.7
3.8
41.5
9.7
11.0
2.1
75.5
750
1.4
1.7
0.7
1.1
0.8
4.3
47.1
11.1
12.5
2.4
85.7
800
1.6
1.9
0.8
1.2
0.9
4.9
53.1
12.6
14.1
2.8
96.5
850
1.8
2.1
0.9
1.4
1.0
5.6
59.4
14.3
15.8
3.1
107.9
900
2.0
2.4
1.0
1.5
1.2
6.3
66.0
16.0
17.6
3.5
119.9
950
2.2
2.7
1.1
1.7
1.3
7.0
72.9
17.8
19.4
3.9
132.5
1000
2.4
3.0
1.2
1.9
1.4
7.7
80.2
19.8
21.3
4.3
145.7
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 59 20170253.00.WL

Section 3
Pump Station 4 - System Head Curve of RAS PS - Draining Clarifier
z
Narrative
This is a system head curve modeling the recycle pump flow path assuming that one of the
RAS pumps is being used to drain a clarifier. Two Scenarios were modeled. Scenario 1 models
one RAS pump operating to drain a clarifier, new piping, and no other recycle pumps are on.
Scenario 2 models the system head of one RAS pump being used to drain a clarifier while
another RAS pump is on and recycling from the other clarifier and old piping is present.
Svstem Conditions
Pumps Off
56.50 ft
Static Head to Inlet
4.50 ft
Pumps On
72.50 ft
Suction Friction Head - C =140
10.9 ft
Lag Pump On
- ft
Suction Friction Head - C = 110
6.0 ft
Alarm
- ft
Inlet Elevation
61.00 ft
High Point
75.00 ft
Absolute Pressure
33.90 ft
Wet Well Invert
- ft
Vapor Pressure
0.60 ft
Total Static Head
18.50 ft
NPSHA - C =140
17.9 ft
NPSHA - C =110
22.8 ft
Pump Info
Manufacturer
Gorman Rupp
Drive
VFD
Model
T4A-B-4
Max Speed
1451 RPM
Max Drain Rate
620 GPM
Efficiency
52 %
TDH
78.8 ft
Impeller Diameter
9.75 in
Motor Size
25 HP
NPSHR
7.75 ft
RAS Pump Station System Head
450
400
350
300
d
x 250
200
A 150
H 100
50
0
60
50
40
30
20
10
0
0 200 400 600 800 1000
Flow Rate (GPM)
• Duty Pt 1 • Duty Pt 2 1 Pump High Flow
C=100 1 Pump Low C=140
rr l< Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 60 20170253.00.WL

Section 3
Pump Station 4 - System Head Curve of RAS PS - Draining Clarifier
CA
Scenario 1- New Pipe System Head Characteristics - No Recycle On
Suction
Discharge
6
4
4
4
6
Diameter (in)
Length (ft)
84.5
6
7
110
210.5
C
140
140
140
140
140
Sum K
5.9
0.75
3.05
1.95
2.15
Scenario 1 - New Pipe Duty Point(s) - No Recycle On
Suction
Discharge
Q (gpm)
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
TDH
270
0.5 0.9
0.2 0.6
0.3 2.3
4.6 1.4
1.2 0.3
30.7
620
2.3 4.5
1.2 2.9
1.3 11.9
21.2 7.6
5.6 1.7
78.7
Scenario 1 - New Pipe System
Head - No Recycle On
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18.5
50
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.0
0.1
0.0
19.0
100
0.1
0.1
0.0
0.1
0.0
0.3
0.7
0.2
0.2
0.0
20.3
150
0.2
0.3
0.1
0.2
0.1
0.7
1.5
0.4
0.4
0.1
22.5
200
0.3
0.5
0.1
0.3
0.2
1.2
2.6
0.8
0.7
0.2
25.4
260
0.5
0.8
0.2
0.5
0.3
2.1
4.2
1.3
1.1
0.3
29.9
300
0.6
1.1
0.3
0.7
0.4
2.8
5.5
1.8
1.5
0.4
33.4
350
0.8
1.4
0.4
0.9
0.5
3.8
7.4
2.4
2.0
0.5
38.6
400
1.0
1.9
0.5
1.2
0.6
4.9
9.4
3.2
2.5
0.7
44.5
450
1.3
2.4
0.6
1.5
0.7
6.3
11.7
4.0
3.1
0.9
51.0
500
1.5
3.0
0.8
1.9
0.9
7.7
14.2
4.9
3.8
1.1
58.3
550
1.8
3.6
0.9
2.3
1.1
9.3
17.0
6.0
4.5
1.3
66.3
600
2.1
4.3
1.1
2.7
1.3
11.1
20.0
7.1
5.3
1.5
75.0
650
2.5
5.0
1.3
3.2
1.5
13.1
23.1
8.3
6.2
1.8
84.4
700
2.8
5.8
1.4
3.7
1.7
15.1
26.5
9.7
7.1
2.1
94.5
750
3.2
6.6
1.6
4.3
1.9
17.4
30.2
11.1
8.0
2.4
105.3
800
3.6
7.6
1.9
4.9
2.2
19.8
34.0
12.6
9.0
2.8
116.8
850
4.1
8.5
2.1
5.5
2.4
22.3
38.0
14.3
10.1
3.1
128.9
900
4.5
9.6
2.3
6.2
2.7
25.0
42.2
16.0
11.2
3.5
141.7
950
5.0
10.7
2.5
6.9
3.0
27.9
46.7
17.8
12.4
3.9
155.2
1000
5.5
11.8
2.8
7.6
3.3
30.9
51.3
19.8
13.7
4.3
169.4
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 61 20170253.00.WL

Section 3
Pump Station 4 - System Head Curve of RAS PS - Draining Clarifier
CA
Scnario 2 - Old Pipe System Head Characteristics - Recycle On
Suction
Discharge
6
4
4
4
6
Diameter (in)
Length (ft)
84.5
6
7
110
210.5
C
110
110
110
110
110
Sum K
5.9
0.75
3.05
1.95
2.15
Scnario 2 - Old Pipe Duty Point(s) - Recycle On
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
190
0.4 0.4
0.2 0.3
0.2 1.1
7.4 2.9
2.0 0.6
34.0
420
1.7 2.1
0.9 1.3
1.0 5.5
32.2 13.9
8.6 3.0
88.8
Scnario 2 - Old Pipe System Head - Recycle On
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18.5
50
0.0
0.0
0.0
0.0
0.0
0.1
0.6
0.2
0.2
0.0
19.7
100
0.1
0.1
0.1
0.1
0.1
0.3
2.3
0.8
0.6
0.2
23.1
150
0.3
0.3
0.1
0.2
0.2
0.7
4.8
1.8
1.3
0.4
28.4
200
0.4
0.5
0.2
0.3
0.3
1.2
8.2
3.2
2.2
0.7
35.6
260
0.7
0.8
0.4
0.5
0.4
2.1
13.3
5.3
3.5
1.2
46.7
300
0.9
1.1
0.5
0.7
0.6
2.8
17.3
7.1
4.6
1.5
55.5
350
1.2
1.4
0.6
0.9
0.7
3.8
23.0
9.7
6.1
2.1
68.2
400
1.6
1.9
0.8
1.2
0.9
4.9
29.4
12.6
7.8
2.8
82.5
450
2.0
2.4
1.0
1.5
1.2
6.3
36.6
16.0
9.7
3.5
98.7
500
2.4
3.0
1.2
1.9
1.4
7.7
44.5
19.8
11.8
4.3
116.5
550
2.8
3.6
1.4
2.3
1.7
9.3
53.1
23.9
14.1
5.2
136.0
600
3.3
4.3
1.7
2.7
2.0
11.1
62.3
28.5
16.6
6.2
157.2
650
3.9
5.0
2.0
3.2
2.3
13.1
72.3
33.4
19.2
7.3
180.1
700
4.4
5.8
2.3
3.7
2.6
15.1
82.9
38.7
22.1
8.4
204.6
750
5.0
6.6
2.6
4.3
3.0
17.4
94.2
44.5
25.1
9.7
230.8
800
5.7
7.6
2.9
4.9
3.4
19.8
106.2
50.6
28.3
11.0
258.7
850
6.3
8.5
3.2
5.5
3.8
22.3
118.8
57.1
31.6
12.4
288.1
900
7.1
9.6
3.6
6.2
4.2
25.0
132.0
64.0
35.1
13.9
319.2
950
7.8
10.7
4.0
6.9
4.6
27.9
145.9
71.3
38.8
15.5
351.9
1000
8.6
11.8
4.4
7.6
5.1
30.9
160.4
79.0
42.7
17.2
386.2
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 62 20170253.00.WL

Section 3
Pump Station 5 - System Head Curve of WAS PS
Aerobic Digester
Narrative
This is a system head curve modeling the waste pump flow path. This system head curve models two
scenarios. Scenario 1 represents one WAS pump on with new pipe. Scenario 2 represents 1 WAS
pump on, one clarifier online with 1.0 recycle, one scum pump on, and old pipe.
System Conditions
Pumps Off
- ft
Static Head to Inlet
-11.50 ft
Pumps On
72.50 ft
Min Suction Friction Head - C =140
2.0 ft
Lag Pump On
- ft
Max Suction Friction Head - C = 110
14.3 ft
Alarm
- ft
Inlet Elevation
61.00 ft
High Point
81.50 ft
Absolute Pressure
33.90 ft
Wet Well Invert
- ft
Vapor Pressure
0.60 ft
Total Static Head
9.00 ft
NPSHA - C =140
42.8 ft
NPSHA - C =110
30.5 ft
Pump Info
Manufacturer
Gorman Rupp
Drive
VFD
Model
T4A-B-4
Max Speed
1134 RPM
Duty Point 1 250 GPM @ 17.9 ft
Efficiency
52 %
Duty Point 2 250 GPM @ 43.7 ft
Impeller Diameter
9.75 in
Motor Size
15 HP
NPSHR
4.4 ft
100
W
80
70
60
V
50
A 40
0
30
F-�
ce
10
0
WAS Pump Station System Head
0 50 100 150 200 250 300 350 400
• Duty Pt 1
Scenario 2 System Head
Flow Rate (GPM)
• Duty Pt 2
1 Pump Low Head
Scenario 1 System Head
1 Pump High Head
60
s0
40
0
30 v
V
20 w
10
0
WK Wastewater Treatment and Disposal for the City of Southport
W DICKSON
ICKSaN Pane 63 20170253.00.WL

s
k CA
Section 3
Pump Station 5 - System Head Curve of WAS PS
Aerobic Digester
Scenario 1- New Pipe System Head Characteristics with Scum Pumps Off
Suction
Discharge
Diameter (in)
6
4
4
6
Length (ft)
86
6
28
380
C
140
140
140
140
Sum K
6.85
0.75
5.55
4.15
Scenario 1- New Pipe Duty Point(s) with Scum Pumps Off
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
250 0.4 0.9 0.2 0.5 1.0 3.5 1.9 0.5 17.9
Scenario 1- New Pipe System Head with Scum Pumps Off
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.0
50
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.0
9.4
100
0.1
0.1
0.0
0.1
0.2
0.6
0.3
0.1
10.5
150
0.2
0.3
0.1
0.2
0.4
1.3
0.7
0.2
12.3
200
0.3
0.5
0.1
0.3
0.7
2.2
1.3
0.3
14.8
250
0.4
0.9
0.2
0.5
1.0
3.5
1.9
0.5
17.9
300
0.6
1.2
0.3
0.7
1.4
5.1
2.7
0.7
21.7
350
0.8
1.7
0.4
0.9
1.9
6.9
3.5
1.0
26.1
400
1.0
2.2
0.5
1.2
2.4
9.0
4.5
1.3
31.2
450
1.3
2.8
0.6
1.5
3.0
11.4
5.6
1.7
36.9
500
1.5
3.4
0.8
1.9
3.6
14.1
6.8
2.1
43.3
550
1.8
4.1
0.9
2.3
4.3
17.0
8.2
2.5
50.2
600
2.2
4.9
1.1
2.7
5.1
20.2
9.6
3.0
57.8
650
2.5
5.8
1.3
3.2
5.9
23.8
11.1
3.5
66.1
700
2.9
6.7
1.4
3.7
6.8
27.6
12.7
4.1
74.9
750
3.3
7.7
1.6
4.3
7.7
31.6
14.5
4.7
84.4
800
3.7
8.8
1.9
4.9
8.6
36.0
16.3
5.3
94.5
W�WI l Wastewater Treatment and Disposal for the City of Southport
D I C KSa N Pane 64 20170253.00.WL

l
`Section 3
Pump Station 5 - System Head Curve of WAS PS
Aerobic Digester
Scenario 2 - Old Pipe System Head Characteristics with RAS 1.0 ADF,
1 Clarifier Online, Scum Pumps On
Suction
Discharge
Diameter (in)
6
4
4
6
Length (ft)
86
6
28
380
C
110
110
110
110
Sum K
6.85
0.75
5.55
4.15
Scenario 2 - Old Pipe Duty Point(s) with RAS 1.0 ADF,1 Clarifier Online, Scum Pumps On
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
250 5.4 8.1 0.3 0.5 1.6 3.5 12.7 2.5 43.7
Scenario 2 - Old Pipe System Head with RAS 1.0 ADF,1 Clarifier Online, Scum Pumps On
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
2.6
3.7
0.0
0.0
0.0
0.0
4.2
0.7
20.2
50
3.1
4.5
0.0
0.0
0.1
0.1
5.5
1.0
23.3
100
3.6
5.3
0.1
0.1
0.3
0.6
7.1
1.3
27.3
150
4.2
6.2
0.1
0.2
0.6
1.3
8.8
1.7
32.0
200
4.7
7.1
0.2
0.3
1.0
2.2
10.7
2.1
37.4
250
5.4
8.1
0.3
0.5
1.6
3.5
12.7
2.5
43.7
300
6.0
9.2
0.5
0.7
2.2
5.1
15.0
3.0
50.6
350
6.7
10.4
0.6
0.9
2.9
6.9
17.4
3.5
58.4
400
7.5
11.6
0.8
1.2
3.7
9.0
19.9
4.1
66.8
450
8.2
12.9
1.0
1.5
4.7
11.4
22.6
4.7
76.0
500
9.0
14.3
1.2
1.9
5.7
14.1
25.5
5.3
86.0
550
9.9
15.7
1.4
2.3
6.8
17.0
28.5
6.0
96.6
600
10.8
17.2
1.7
2.7
7.9
20.2
31.7
6.7
108.0
650
11.7
18.8
2.0
3.2
9.2
23.8
35.0
7.5
120.1
700
12.6
20.4
2.3
3.7
10.6
27.6
38.5
8.3
132.9
750
13.6
22.1
2.6
4.3
12.0
31.6
42.2
9.2
146.5
800
14.6
23.9
2.9
4.9
13.5
36.0
46.0
10.1
160.7
W�WI l Wastewater Treatment and Disposal for the City of Southport
D I C KSa N Pane 65 20170253.00.WL

Section 3
Pump Station 5 - System Head Curve of WAS PS
Diversion Pump Station
Narrative
Two scenarios are modeled. Scenario 1 is just the waste pumps operating and pumping to the
diversion pump station. Scenario 2 illustrates the WAS pumps on (250 GPM), Drain Pumps on
(400 GPM) and Effluent Pumps on (520 GPM) all conveying to the transfer Pump Station.
System Conditions
Pumps Off - ft
Static Head to Inlet
-11.50 ft
Pumps On 72.50 ft
Min Suction Friction Head - C = 140
2.0 ft
Lag Pump On - ft
Max Suction Friction Head - C = 110
14.3 ft
Alarm - ft
Inlet Elevation
61.00 ft
High Point 62.00 ft
Absolute Pressure
33.90 ft
Wet Well Invert - ft
Vapor Pressure
0.60 ft
Total Static Head -10.50 ft
NPSHA - C =140
42.8 ft
NPSHA - C =110
30.5 ft
Pump Info
Manufacturer Gorman Rupp
Drive
VFD
Model T4A-B-4
Max Speed
1321 RPM
Duty Point 1 250 GPM 412.7 ft
Efficiency
52 %
Duty Point 2 250 GPM @ 102 ft
Impeller Diameter
9.75 in
Motor Size 20 HP
NPSHR
4.96 ft
120
100
w
80
x
60
G 40
0
$
WAS Pump Station System Head
0 50 100 150 200 250 300 350 400
• Duty Pt 1
Scenario 2 System Head
- - - High Head Efficiency
Flow Rate (GPM)
• Duty Pt 2
1 Pump High Head
- - - Low Head Efficiency
Scenario 1 System Head
1 Pump Low Head
50
40 a
a
30
v
.,�
w
w
20
10
01
W" ' Wastewater Treatment and Disposal for the City of Southport
D I C KSO N Pane 66 20170253.00.WL

,
f,Section 3
Pump Station 5 - System Head Curve of WAS PS
r� CA Diversion Pump Station
Scenario 1 - New Five 5vstem Head Characteristics with Scum Fumvs Utt I
Diameter (in)
Suction
Discharge
6
4
4
4
8
Length (ft)
86
6
50
450
1971
C
140
140
140
140
140
Sum K
6.85
0.75
1
0
4.15
Scenario 1 - New Pipe Duty Point(s) with Scum Pumps Off
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm Hf Hm TDH
250 0.4 0.9 0.2 0.5 1.8 0.6 16.2 0.0 2.4 0.2 12.7
Scenario 1- New Pipe System Head with Scum Pumps Off
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-10.5
50
0.0
0.0
0.0
0.0
0.1
0.0
0.8
0.0
0.1
0.0
-9.3
100
0.1
0.1
0.0
0.1
0.3
0.1
3.0
0.0
0.4
0.0
-6.3
150
0.2
0.3
0.1
0.2
0.7
0.2
6.3
0.0
0.9
0.1
-1.6
200
0.3
0.5
0.1
0.3
1.2
0.4
10.7
0.0
1.6
0.1
4.8
250
0.4
0.9
0.2
0.5
1.8
0.6
16.2
0.0
2.4
0.2
12.7
300
0.6
1.2
0.3
0.7
2.5
0.9
22.6
0.0
3.4
0.2
22.0
350
0.8
1.7
0.4
0.9
3.3
1.2
30.1
0.0
4.5
0.3
32.9
400
1.0
2.2
0.5
1.2
4.3
1.6
38.6
0.0
5.8
0.4
45.1
450
1.3
2.8
0.6
1.5
5.3
2.1
47.9
0.0
7.2
0.5
58.8
500
1.5
3.4
0.8
1.9
6.5
2.5
58.3
0.0
8.8
0.7
73.8
550
1.8
4.1
0.9
2.3
7.7
3.1
69.5
0.0
10.4
0.8
90.2
600
2.2
4.9
1.1
2.7
9.1
3.6
81.6
0.0
12.3
0.9
108.0
650
2.5
5.8
1.3
3.2
10.5
4.3
94.7
0.0
14.2
1.1
127.1
700
2.9
6.7
1.4
3.7
12.1
5.0
108.6
0.0
16.3
1.3
147.5
750
3.3
7.7
1.6
4.3
13.7
5.7
123.3
0.0
18.5
1.5
169.2
800
3.7
8.8
1.9
4.9
15.4
6.5
139.0
0.0
20.9
1.7
192.2
psW I l Wastewater Treatment and Disposal for the City of Southport
WDICKSON Pane 67 20170253.00. WL

Section 3
Pump Station 5 - System Head Curve of WAS PS
Diversion Pump Station
Scenario 2 - Old Pipe System Head Characteristics with RAS 1.0 ADF,
Drain PS on, Effluent PS on
Suction
Discharge
Diameter (in)
6
4
4
4
8
Length (ft)
86
6
50
450
1971
C
110
110
110
110
110
Sum K
6.85
0.75
1
0
4.15
Scenario 2 - Old Pipe Duty Point(s) with RAS 1.0 ADF,1 Clarifier Online, Scum Pumps On
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm I Hf Hm TDH
250 5.4 8.1 0.3 0.5 2.8 0.6 25.2 0.0 1 65.9 3.6 102.0
Scenario 2 - Old Pipe System Head with RAS 1.0 ADF,1 Clarifier Online, Drain PS on
Suction
Discharge
Q (gpm)
TDH
Hf Hm
Hf Hm
Hf Hm
Hf Hm
Hf Hm
0
2.6
3.7
0.0
0.0
0.0
0.0
0.0
0.0
42.3
2.2
40.3
50
3.1
4.5
0.0
0.0
0.1
0.0
1.3
0.0
46.6
2.5
47.6
100
3.6
5.3
0.1
0.1
0.5
0.1
4.6
0.0
51.1
2.7
57.6
150
4.2
6.2
0.1
0.2
1.1
0.2
9.8
0.0
55.9
3.0
70.1
200
4.7
7.1
0.2
0.3
1.9
0.4
16.7
0.0
60.8
3.3
84.9
250
5.4
8.1
0.3
0.5
2.8
0.6
25.2
0.0
65.9
3.6
102.0
300
6.0
9.2
0.5
0.7
3.9
0.9
35.4
0.0
71.2
3.9
121.3
350
6.7
10.4
0.6
0.9
5.2
1.2
47.0
0.0
76.7
4.2
142.6
400
7.5
11.6
0.8
1.2
6.7
1.6
60.2
0.0
82.4
4.6
166.1
450
8.2
12.9
1.0
1.5
8.3
2.1
74.9
0.0
88.3
4.9
191.6
500
9.0
14.3
1.2
1.9
10.1
2.5
91.0
0.0
94.3
5.3
219.2
550
9.9
15.7
1.4
2.3
12.1
3.1
108.6
0.0
100.5
5.7
248.7
600
10.8
17.2
1.7
2.7
14.2
3.6
127.5
0.0
107.0
6.1
280.3
650
11.7
18.8
2.0
3.2
16.4
4.3
147.9
0.0
113.6
6.5
313.7
700
12.6
20.4
2.3
3.7
18.8
5.0
169.6
0.0
120.3
6.9
349.2
750
13.6
22.1
2.6
4.3
21.4
5.7
192.7
0.0
127.3
7.3
386.5
800
14.6
23.9
2.9
4.9
24.1
6.5
217.1
0.0
134.4
7.8
425.7
psW I l Wastewater Treatment and Disposal for the City of Southport
WDICKSON Pane 68 20170253.00. WL

Section 3
Pump Station 6 - System Head Curve of Transfer PS
z
Narrative
This is a system head curve modeling the transfer pump station into a sludge hauling truck. For
these calculations, the truck was assumed to be approximately 10 feet away from the pump station,
and the pumps were designed to pump sludge at an elevation of approximately 15 feet above grade
(76.50 ft) inorder to discharge into the truck.
System Conditions
Pumps Off 61.00 ft Min Static Head to Inlet 2.50 ft
Pumps On 78.00 ft Suction Friction Head - C =140 8.3 ft
Lag Pump On - ft Suction Friction Head - C =110 6.4 ft
Alarm - ft Inlet Elevation 63.50 ft
High Point 76.50 ft Absolute Pressure 33.90 ft
Digester Invert 60.00 ft Vapor Pressure 0.60 ft
Full Dig. Static Head -1.50 ft Min NPSHA - C =140 22.5 ft
Empty Di-. Static Head 15.50 ft Min NPSHA - C =110 24.4 ft
Pump Info
Manufacturer Gorman Rupp
Model T6A-B-4
Empty Digester Duty Pt. 580 GPM @ 49.2 ft
Full Digester Duty Pt 740 gpm @ 44.1 TDH
Motor Size 20 HP
a
- 50
v 40
x
V
30
G 20
0
10
0
Drive
Fixed
Max Speed
1116 RPM
Efficiency
58 %
Impeller Diameter
12.38 in
NPSHR Max
5.95 ft
Transfer PS System Head
0 200 400 600 800 1000 1200
60
50
40 a
U
30 v
U
20 w
10
0
1 Pump Flow Rate (GPM) C=140 System Head Full Digester
C=110 System Head Empty Digester • Duty Pt 1
• Duty Pt 2 — — — 1 Pump Efficiency
rr I< Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 69 20170253.00.WL

Section 3
Pump Station 6 - System Head Curve of Transfer PS
New Pipe Full Digester System Head Characteristics
Suction
Discharge
6
4
Diameter (in)
Length (ft)
96
43
C
140
140
Sum K
4.3
4.65
New Pipe Full Digester Duty Point(s)
Suction I I Discharge
Q (gpm) I Hf Hm
740 3.6 4.7
Hf Hm I I TDH
11.5 25.8 44.1
New Pipe Full Digester System Head
Suction
Discharge
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
-1.5
100
0.1 0.1
0.3 0.5
-0.6
200
0.3 0.3
1.0 1.9
2.1
300
0.7 0.8
2.2 4.2
6.4
400
1.1 1.4
3.7 7.5
12.2
500
1.7 2.2
5.6 11.8
19.7
600
2.4 3.1
7.8 17.0
28.8
700
3.2 4.2
10.4 23.1
39.4
800
4.1 5.5
13.3 30.2
51.6
900
5.1 7.0
16.5 38.2
65.3
1000
6.2 8.6
20.1 47.1
80.5
1100
7.4 10.4
23.9 57.0
97.3
1200
8.7 12.4
28.1 67.9
115.6
1300
10.1 14.5
32.6 79.6
135.4
1400
11.6 16.9
37.4 92.4
156.7
1500
13.2 19.4
42.5 106.0
179.6
1600
14.9 22.0
47.9 120.6
203.9
1700
16.6 24.9
53.6 136.2
229.7
1800
18.5 27.9
59.5 152.7
257.1
1900
20.4 31.1
65.8 170.1
285.9
2000
22.5 34.4
72.3 188.5
316.2
WDICKSON �
Wastewater Treatment and Disposal for the City of Southport
Pane 70 20170253.00.WL

Section 3
Pump Station 6 - System Head Curve of Transfer PS
Old Pipe Empty Digester System Head Characteristics
Suction
Discharge
6
4
Diameter (in)
Length (ft)
96
43
C
"0
110
Sum K
4.3
4.65
Q (gpm)
580
Old Pipe Emp
Suction
Hf Hm
3.6 2.9
er Duty Point(s)
Hf Hm I I TDH
11.4 15.9 49.2
Old Pipe Empty Digester System Head
Suction
Discharge
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
15.5
100
0.1 0.1
0.4 0.5
16.6
200
0.5 0.3
1.6 1.9
19.8
300
1.0 0.8
3.4 4.2
24.9
400
1.8 1.4
5.8 7.5
32.0
500
2.7 2.2
8.7 11.8
40.8
651
4.4 3.6
14.2 20.0
57.7
700
5.0 4.2
16.2 23.1
64.0
800
6.4 5.5
20.7 30.2
78.4
900
8.0 7.0
25.8 38.2
94.4
1000
9.7 8.6
31.4 47.1
112.3
1100
11.6 10.4
37.4 57.0
131.9
1200
13.6 12.4
43.9 67.9
153.3
1300
15.8 14.5
50.9 79.6
176.4
1400
18.1 16.9
58.4 92.4
201.3
1500
20.6 19.4
66.4 106.0
227.9
1600
23.2 22.0
74.8 120.6
256.2
1700
26.0 24.9
83.7 136.2
286.2
1800
28.9 27.9
93.0 152.7
317.9
1900
31.9 31.1
102.8 170.1
351.4
2000
35.1 34.4
113.0 188.5
386.5
WDICKSON �
Wastewater Treatment and Disposal for the City of Southport
Pane 71 20170253.00.WL

Section 3
Pump Station 7 - System Head Curve of Drain PS
z
Narrative
This system head curve models the drain pump station, which recieves wastewater from various
unit processes around the WWTP site and conveys it back to the anaerobic selector. Two scenarios
were modeled to assess the full range of conditions this pump station would need to operate
under. Scenario 1 includes a full wet well with brand new piping and Scenario 2 models an empty
wet well with old piping. Flow rates vary from 400 GPM to 800 GPM.
System Conditions
Pumps Off 46.00 ft Static Head to Eye 15.70 ft
Pumps On 50.00 ft Min Suction Friction Head - C =140 0.6 ft
Lag Pump On 50.50 ft Max Suction Friction Head - C =110 2.8 ft
Alarm 51.00 ft Inlet Elevation 61.70 ft
High Point 75.00 ft Absolute Pressure 33.90 ft
Wet Well Invert 44.00 ft Vapor Pressure 0.60 ft
Static Head Empty 29.00 ft Low NPSHA - C =140 17.0 ft
Static Head Full 25.00 ft Peak Flow NPSHA - C =110 14.8 ft
Pump Info
Manufacturer Gorman Rupp Drive VFD
Model T6A-B-4 Speed 1169 RPM
Low Duty Pt. 400 GPM @ 29 ft Efficiency 58 %
Peak Duty Pt. 800 GPM @ 47.2 ft Impeller Diameter 12.38 in
Motor Size 30 HP NPSHR 6.74 ft
60
v
x
V
40
A 20
0
F-�
0
0 200
Drain Pump Station System Head
• Duty Pt 1
— Scenario 1 Peak Flow
400 600 800
Flow Rate (GPM)
• Duty Pt 2
1 Pump Peak Flow
all
60
a
40
w
0
[1]
1000 1200
Scenario 2 System Head
1 Pump Low Flow
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 72 20170253.00.WL

Section 3
Pump Station 7 - System Head Curve of Drain PS
CA
Scenario 1- New Pipe System Head Characteristics
Suction
Discharge
6
6
8
Diameter (in)
Length (ft)
20
16
350
C
140
140
140
Sum K
1.1
5.55
3.75
Scenario 1- New Pipe Duty Point(s)
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
400 0.2 0.4 0.2 1.8 1.0 0.4 29.0
Scenario 1- New Pipe System Head
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
25.0
50
0.0
0.0
0.0
0.0
0.0
0.0
25.1
100
0.0
0.0
0.0
0.1
0.1
0.0
25.3
150
0.0
0.0
0.0
0.2
0.2
0.1
25.6
200
0.1
0.1
0.1
0.4
0.3
0.1
26.0
250
0.1
0.1
0.1
0.7
0.4
0.1
26.6
300
0.1
0.2
0.1
1.0
0.6
0.2
27.3
350
0.2
0.3
0.1
1.4
0.8
0.3
28.1
400
0.2
0.4
0.2
1.8
1.0
0.4
29.0
450
0.3
0.4
0.2
2.2
1.3
0.5
30.0
500
0.4
0.6
0.3
2.8
1.6
0.6
31.1
550
0.4
0.7
0.3
3.4
1.9
0.7
32.4
600
0.5
0.8
0.4
4.0
2.2
0.9
33.7
650
0.6
0.9
0.5
4.7
2.5
1.0
35.2
700
0.7
1.1
0.5
5.4
2.9
1.2
36.8
750
0.8
1.2
0.6
6.2
3.3
1.3
38.5
800
0.9
1.4
0.7
7.1
3.7
1.5
40.3
850
1.0
1.6
0.8
8.0
4.1
1.7
42.2
900
1.1
1.8
0.9
9.0
4.6
1.9
44.2
950
1.2
2.0
0.9
10.0
5.1
2.1
46.4
1000
1.3
2.2
1.0
11.1
5.6
2.4
48.6
1050
1.4
2.4
1.1
12.2
6.1
2.6
51.0
1100
1.5
2.7
1.2
13.4
6.7
2.9
53.5
1150
1.7
2.9
1.3
14.7
7.3
3.1
56.0
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 73 20170253.00.WL

Section 3
Pump Station 7 - System Head Curve of Drain PS
CA
Scenario 2 - Old Pipe System Head Characteristics
Suction
Discharge
6
6
8
Diameter (in)
Length (ft)
20
16
350
C
110
110
110
Sum K
1.1
5.55
3.75
Scenario 2 - Old Pipe Duty Point(s)
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
800 1.3 1.4 1.1 7.1 5.8 1.5 47.2
Scenario 2 - Old Pipe System Head
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
29.0
50
0.0
0.0
0.0
0.0
0.0
0.0
29.1
100
0.0
0.0
0.0
0.1
0.1
0.0
29.3
150
0.1
0.0
0.0
0.2
0.3
0.1
29.7
200
0.1
0.1
0.1
0.4
0.4
0.1
30.3
250
0.2
0.1
0.1
0.7
0.7
0.1
30.9
300
0.2
0.2
0.2
1.0
0.9
0.2
31.7
350
0.3
0.3
0.2
1.4
1.3
0.3
32.7
400
0.4
0.4
0.3
1.8
1.6
0.4
33.8
450
0.5
0.4
0.4
2.2
2.0
0.5
35.0
500
0.6
0.6
0.5
2.8
2.4
0.6
36.4
550
0.7
0.7
0.5
3.4
2.9
0.7
37.8
600
0.8
0.8
0.6
4.0
3.4
0.9
39.5
650
0.9
0.9
0.7
4.7
3.9
1.0
41.2
700
1.0
1.1
0.8
5.4
4.5
1.2
43.1
750
1.2
1.2
1.0
6.2
5.1
1.3
45.1
800
1.3
1.4
1.1
7.1
5.8
1.5
47.2
850
1.5
1.6
1.2
8.0
6.5
1.7
49.5
900
1.7
1.8
1.3
9.0
7.2
1.9
51.9
950
1.8
2.0
1.5
10.0
8.0
2.1
54.4
1000
2.0
2.2
1.6
11.1
8.8
2.4
57.1
1050
2.2
2.4
1.8
12.2
9.6
2.6
59.9
1100
2.4
2.7
1.9
13.4
10.4
2.9
62.8
1150
2.6
2.9
2.1
14.7
11.3
3.1
65.8
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 74 20170253.00.WL

Section 3
Pump Station 7 - System Head Curve of Drain PS
z
Diversion PS
Narrative
This system head curve models the drain pump station, which recieves wastewater from various
unit processes around the WWTP site and conveys it back to the anaerobic selector. Two scenarios
were modeled to assess the full range of conditions this pump station would need to operate
under. Scenario 1 includes a full wet well with brand new piping and Scenario 2 models an empty
wet well with old piping. Flow rates vary from 400 GPM to 800 GPM.
System Conditions
Pumps Off 46.00 ft Static Head to Eye 15.70 ft
Pumps On 50.00 ft Min Suction Friction Head - C =140 0.6 ft
Lag Pump On 50.50 ft Max Suction Friction Head - C =110 2.8 ft
Alarm 51.00 ft Inlet Elevation 61.70 ft
High Point 75.00 ft Absolute Pressure 33.90 ft
Wet Well Invert 44.00 ft Vapor Pressure 0.60 ft
Static Head Empty 29.00 ft Low NPSHA - C =140 17.0 ft
Static Head Full 25.00 ft Peak Flow NPSHA - C =110 14.8 ft
Pump Info
Manufacturer Gorman Rupp Drive VFD
Model T6A-B-4 Speed 1169 RPM
Low Duty Pt. 400 GPM @ 29 ft Efficiency 58 %
Peak Duty Pt. 800 GPM @ 47.2 ft Impeller Diameter 12.38 in
Motor Size 30 HP NPSHR 6.74 ft
60
v
x
V
40
A 20
0
F-�
0
0 200
Drain Pump Station System Head
• Duty Pt 1
— Scenario 1 Peak Flow
400 600 800
Flow Rate (GPM)
• Duty Pt 2
1 Pump Peak Flow
all
60
a
40
w
0
[1]
1000 1200
Scenario 2 System Head
1 Pump Low Flow
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 75 20170253.00.WL

Section 3
Pump Station 7 - System Head Curve of Drain PS
Diversion PS
CA
Scenario 1- New Pipe System Head Characteristics
Suction
Discharge
6
6
8
Diameter (in)
Length (ft)
20
16
350
C
140
140
140
Sum K
1.1
5.55
3.75
Scenario 1- New Pipe Duty Point(s)
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
400 0.2 0.4 0.2 1.8 1.0 0.4 29.0
Scenario 1- New Pipe System Head
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
25.0
50
0.0
0.0
0.0
0.0
0.0
0.0
25.1
100
0.0
0.0
0.0
0.1
0.1
0.0
25.3
150
0.0
0.0
0.0
0.2
0.2
0.1
25.6
200
0.1
0.1
0.1
0.4
0.3
0.1
26.0
250
0.1
0.1
0.1
0.7
0.4
0.1
26.6
300
0.1
0.2
0.1
1.0
0.6
0.2
27.3
350
0.2
0.3
0.1
1.4
0.8
0.3
28.1
400
0.2
0.4
0.2
1.8
1.0
0.4
29.0
450
0.3
0.4
0.2
2.2
1.3
0.5
30.0
500
0.4
0.6
0.3
2.8
1.6
0.6
31.1
550
0.4
0.7
0.3
3.4
1.9
0.7
32.4
600
0.5
0.8
0.4
4.0
2.2
0.9
33.7
650
0.6
0.9
0.5
4.7
2.5
1.0
35.2
700
0.7
1.1
0.5
5.4
2.9
1.2
36.8
750
0.8
1.2
0.6
6.2
3.3
1.3
38.5
800
0.9
1.4
0.7
7.1
3.7
1.5
40.3
850
1.0
1.6
0.8
8.0
4.1
1.7
42.2
900
1.1
1.8
0.9
9.0
4.6
1.9
44.2
950
1.2
2.0
0.9
10.0
5.1
2.1
46.4
1000
1.3
2.2
1.0
11.1
5.6
2.4
48.6
1050
1.4
2.4
1.1
12.2
6.1
2.6
51.0
1100
1.5
2.7
1.2
13.4
6.7
2.9
53.5
1150
1.7
2.9
1.3
14.7
7.3
3.1
56.0
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 76 20170253.00.WL

Section 3
Pump Station 7 - System Head Curve of Drain PS
Diversion PS
CA
Scenario 2 - Old Pipe System Head Characteristics
Suction
Discharge
6
6
8
Diameter (in)
Length (ft)
20
16
350
C
110
110
110
Sum K
1.1
5.55
3.75
Scenario 2 - Old Pipe Duty Point(s)
Suction Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
800 1.3 1.4 1.1 7.1 5.8 1.5 47.2
Scenario 2 - Old Pipe System Head
Suction
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Q (gpm)
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
29.0
50
0.0
0.0
0.0
0.0
0.0
0.0
29.1
100
0.0
0.0
0.0
0.1
0.1
0.0
29.3
150
0.1
0.0
0.0
0.2
0.3
0.1
29.7
200
0.1
0.1
0.1
0.4
0.4
0.1
30.3
250
0.2
0.1
0.1
0.7
0.7
0.1
30.9
300
0.2
0.2
0.2
1.0
0.9
0.2
31.7
350
0.3
0.3
0.2
1.4
1.3
0.3
32.7
400
0.4
0.4
0.3
1.8
1.6
0.4
33.8
450
0.5
0.4
0.4
2.2
2.0
0.5
35.0
500
0.6
0.6
0.5
2.8
2.4
0.6
36.4
550
0.7
0.7
0.5
3.4
2.9
0.7
37.8
600
0.8
0.8
0.6
4.0
3.4
0.9
39.5
650
0.9
0.9
0.7
4.7
3.9
1.0
41.2
700
1.0
1.1
0.8
5.4
4.5
1.2
43.1
750
1.2
1.2
1.0
6.2
5.1
1.3
45.1
800
1.3
1.4
1.1
7.1
5.8
1.5
47.2
850
1.5
1.6
1.2
8.0
6.5
1.7
49.5
900
1.7
1.8
1.3
9.0
7.2
1.9
51.9
950
1.8
2.0
1.5
10.0
8.0
2.1
54.4
1000
2.0
2.2
1.6
11.1
8.8
2.4
57.1
1050
2.2
2.4
1.8
12.2
9.6
2.6
59.9
1100
2.4
2.7
1.9
13.4
10.4
2.9
62.8
1150
2.6
2.9
2.1
14.7
11.3
3.1
65.8
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 77 20170253.00.WL

Section 3
System Head Curve of Grit PS
Narrative
This system head curve models the grit pumps located within the grit chamber of the headworks.
The model presents two different scenarios for the pump. Scenario 1 models the grit pump pumping
from an in service grit chamber to a grit washer. Scenario 2 models the grit pump being used as a
sump pump for the grit chamber in the event that the grit system would even need to be emptied for
service.
System Conditions
Pumps Off 39.58 ft Wet Well Invert 37.58 ft
Pumps On 50.50 ft Static Head Min. 6.83 ft
High Point 1 57.33 ft Static Head Max 16.67 ft
High Point 2 54.25 ft
Pump Info
Manufacturer
Heyward Gordan
Drive
VFD
Model
XR4-7
Max Speed
1159 RPM
Flow
250 gpm
Efficiency
20.6 %
TDH
11.2 ft
Impeller Diameter
7.13 in
Motor Size
5 HP
NPSHR
- ft
30
25
I
�
20
0
0
Grit Pump Station System Head
0 50 100 150 200 250 300 350 400
Flow Rate (GPM)
Scenario 1 Scenario 2
40
35
30
25
u
20 r.
d
u
w
15 W
10
5
0
• Duty Pt 1 Scenario 1 Pump
Scenario 2 Pump • Duty Point 2 — — — Efficiency
PSWKWastewater Treatment and Disposal for the City of Southport
DICKSONPane 78 20170253.00.WL

�«
Section 3
System Head Curve of Grit PS
k CA
Scenario 1- New Level Pipe System Head Characteristics
Diameter (in) 4 6
Length (ft) 33 2
C 140 140
Sum K. 4.65 1.6
Scenario 1 - New Level Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm TDH
250 1.2 2.9 0.0 0.2 11.2
Scenario 1- New Level Pipe System Head
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
6.8
50
0.1 0.1
0.0 0.0
7.0
100
0.2 0.5
0.0 0.0
7.6
150
0.5 1.1
0.0 0.1
8.4
200
0.8 1.9
0.0 0.1
9.6
250
1.2 2.9
0.0 0.2
11.2
300
1.7 4.2
0.0 0.3
13.0
350
2.2 5.8
0.0 0.4
15.2
400
2.8 7.5
0.0 0.5
17.7
450
3.5 9.5
0.0 0.6
20.6
500
4.3 11.8
0.0 0.8
23.7
550
5.1 14.3
0.0 1.0
27.2
600
6.0 17.0
0.1 1.2
31.0
650
6.9 19.9
0.1 1.4
35.1
700
8.0 23.1
0.1 1.6
39.5
750
9.0 26.5
0.1 1.8
44.3
800
10.2 30.2
0.1 2.0
49.3
P.kWK Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 79 20170253.00.WL

�«
Section 3
System Head Curve of Grit PS
k CA
Scenario 2 - Old Pipe System Head Characteristics
Diameter (in) 4 6
Length (ft) 33 2
C 110 110
Sum K 4.65 1.6
Scenario 2 - Old Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm TDH
160 0.8 1.2 0.0 0.1 18.8
Scenario 2 - Old Pipe System Head
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
16.7
50
0.1 0.1
0.0 0.0
16.9
100
0.3 0.5
0.0 0.0
17.5
150
0.7 1.1
0.0 0.1
18.5
200
1.2 1.9
0.0 0.1
19.9
250
1.9 2.9
0.0 0.2
21.7
300
2.6 4.2
0.0 0.3
23.8
350
3.5 5.8
0.0 0.4
26.3
400
4.4 7.5
0.0 0.5
29.2
450
5.5 9.5
0.0 0.6
32.4
500
6.7 11.8
0.1 0.8
36.0
550
8.0 14.3
0.1 1.0
39.9
600
9.4 17.0
0.1 1.2
44.2
650
10.8 19.9
0.1 1.4
48.9
700
12.4 23.1
0.1 1.6
53.9
750
14.1 26.5
0.1 1.8
59.2
800
15.9 30.2
0.1 2.0
64.9
P.kWK Wastewater Treatment and Disposal for the City of Southport
DI C IKSO N Pane 80 20170253.00.WL

Section 3
System Head Curve of Scum PS
z
Narrative
This system head curve models the scum pump station, which pumps clarifier scum from a wet
well to the aerobic digesters. This scum pump station shares a force main with the WAS Pumps
so two scenarios were modeled. Scenario 1 models new piping with the WAS pumps off. Scenario
2 models old piping with the WAS pumps on.
System Conditions
Pumps Off
51.50 ft
High Point
81.00 ft
Pumps On
53.50 ft
Wet Well Invert
49.50 ft
Lag Pump On
- ft
Static Head Empty
29.50 ft
Alarm
- ft
Static Head Full
27.50 ft
Pump Info
Manufacturer
Vaughan
Drive
Fixed
Model
V4MR
Speed
1765 RPM
Max Duty Pt.
275 GPM @ 38.6 ft
Efficiency
37.5 %
Min Duty Pt.
220 GPM @ 43.9 ft
Impeller Diameter
9.00 in
mot -or Si zt-
7.5 HP
NPSTHR
- ft
140
120
d 100
x
80
nz
p 60
40
20
0
Scum Pump Station System Head
60
50
40 ,1
0
20 W
10
0
0 100 200 300 400 500 600 700 800
Flow Rate (GPM)
Scenario 1 System Head Scenario 2 System Head 1 Pump
• Duty Pt 1 • Duty Pt 2
■MkWI<
WDICKSON Pane 81
- - - Efficiency
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 3
System Head Curve of Scum PS
CA
Scenario 1- New Pipe System Head Characteristics WAS Pumps Off
Diameter (in)
3
4
6
Length (ft)
8
20
344
C
140
140
140
Sum K
0.2
7.65
2.75
Scenario 1 - New Pipe Duty Point(s) WAS Pumps Off
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
275 1.4 0.5 0.9 5.9 2.0 0.4 38.6
Scenario 1- New Pipe System Head WAS Pumps Off
Q (gpm)
Hf
Hm
Hf
Hm
Hf
Hm
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
27.5
50
0.1
0.0
0.0
0.2
0.1
0.0
27.9
100
0.2
0.1
0.1
0.8
0.3
0.1
29.1
150
0.5
0.1
0.3
1.7
0.7
0.1
30.9
200
0.8
0.3
0.5
3.1
1.1
0.2
33.5
250
1.2
0.4
0.7
4.8
1.7
0.3
36.7
300
1.6
0.6
1.0
7.0
2.4
0.5
40.6
350
2.2
0.8
1.3
9.5
3.2
0.7
45.2
400
2.8
1.0
1.7
12.4
4.1
0.9
50.4
450
3.5
1.3
2.1
15.7
5.1
1.1
56.3
500
4.2
1.6
2.6
19.4
6.2
1.4
62.8
550
5.0
1.9
3.1
23.4
7.4
1.7
70.0
600
5.9
2.3
3.6
27.9
8.7
2.0
77.9
650
6.8
2.7
4.2
32.8
10.1
2.3
86.4
700
7.8
3.1
4.8
38.0
11.5
2.7
95.5
750
8.9
3.6
5.5
43.6
13.1
3.1
105.3
800
10.0
4.1
6.2
49.6
14.8
3.5
115.7
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 82 20170253.00.WL

Section 3
System Head Curve of Scum PS
Scenario 2 - Old Pipe System Head Characteristics with one WAS Pump On
Diameter (in)
3
4
6
Length (ft)
8
20
344
C
110
110
110
Sum K
0.2
7.65
2.75
Scenario 1- Old Pipe Duty Point(s) with one WAS Pump On
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
220 1.4 0.3 0.9 3.8 7.0 1.0 43.9
Scenario 1- Old Pipe System Head with one WAS Pump On
Q (gpm)
Hf
Hm
Hf
Hm
Hf
Hm
TDH
0
0.0
0.0
0.0
0.0
1.8
0.2
31.5
50
0.1
0.0
0.1
0.2
2.7
0.3
32.9
100
0.3
0.1
0.2
0.8
3.8
0.5
35.1
150
0.7
0.1
0.4
1.7
5.0
0.7
38.2
200
1.2
0.3
0.7
3.1
6.4
0.9
42.1
250
1.8
0.4
1.1
4.8
8.0
1.1
46.8
300
2.5
0.6
1.6
7.0
9.7
1.4
52.2
350
3.4
0.8
2.1
9.5
11.5
1.7
58.5
400
4.3
1.0
2.7
12.4
13.6
2.0
65.5
450
5.4
1.3
3.3
15.7
15.7
2.3
73.3
500
6.6
1.6
4.0
19.4
18.0
2.7
81.8
550
7.8
1.9
4.8
23.4
20.5
3.1
91.1
600
9.2
2.3
5.7
27.9
23.1
3.5
101.2
650
10.7
2.7
6.6
32.8
25.8
4.0
112.0
700
12.2
3.1
7.5
38.0
28.7
4.5
123.5
750
13.9
3.6
8.6
43.6
31.7
5.0
135.9
800
15.6
4.1
9.7
49.6
34.9
5.5
148.9
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 83 20170253.00.WL

Section 3
System Head Curve of Scum PS
Diversion PS
Narrative
This system head curve models the scum pump station pumping to the diversion pump station.
Scenario 1 assumes new pipe with no other pumps on. Scenario 2 models the scum pumps pumping
with old pipe and WAS Pumps on. Because scum pumps are operated so infrequenly, the operator
should not waste during upset conditions when the waste, drain and effluent PS are on to avoid
overloading the pump.
System Conditions
Pumps Off
51.50 ft
High Point
62.00 ft
Pumps On
53.50 ft
Wet Well Invert
49.50 ft
Lag Pump On
- ft
Static Head Empty
10.50 ft
Alarm
- ft
Static Head Full
8.50 ft
Pump Info
Manufacturer Vaughan Drive Fixed
Model V4MR Speed 1765 RPM
Max Duty Pt. 370 GPM @ 29.1 ft Efficiency 37.5 %
Min Duty Pt. 220 GPM @ 37.1 ft Impeller Diameter 9.00 in
Motor Size 7.5 HP NPSHR - ft
160
140
w 120
100
V
•.r
80
A 60
0 40
H
20
I
Scum Pump Station System Head
0 100 200 300 400 500 600 700 800
Scenario 1 System Head
• Duty Pt 1
Flow Rate (GPM)
Scenario 2 System Head
• Duty Pt 2
1 Pump
— — — Efficiency
60
50
40
0
V
20 W
10
0
rr I< Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 84 20170253.00.WL

Section 3
System Head Curve of Scum PS
Diversion PS
CA
Scenario 1- New Pipe System Head Characteristics WAS Pumps Off
Diameter (in)
3
4
8
Length (ft)
8
20
1971
C
140
140
140
Sum K
0.2
7.65
2.75
Scenario 1 - New Pipe Duty Point(s) WAS Pumps Off
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
370 2.4 0.9 1.5 10.6 5.0 0.2 29.1
Scenario 1- New Pipe System Head WAS Pumps Off
Q (gpm)
Hf
Hm
Hf
Hm
Hf
Hm
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
8.5
50
0.1
0.0
0.0
0.2
0.1
0.0
8.9
100
0.2
0.1
0.1
0.8
0.4
0.0
10.1
150
0.5
0.1
0.3
1.7
0.9
0.0
12.1
200
0.8
0.3
0.5
3.1
1.6
0.1
14.8
250
1.2
0.4
0.7
4.8
2.4
0.1
18.2
300
1.6
0.6
1.0
7.0
3.4
0.2
22.3
350
2.2
0.8
1.3
9.5
4.5
0.2
27.0
400
2.8
1.0
1.7
12.4
5.8
0.3
32.5
450
3.5
1.3
2.1
15.7
7.2
0.4
38.6
500
4.2
1.6
2.6
19.4
8.8
0.4
45.5
550
5.0
1.9
3.1
23.4
10.4
0.5
53.0
600
5.9
2.3
3.6
27.9
12.3
0.6
61.1
650
6.8
2.7
4.2
32.8
14.2
0.7
69.9
700
7.8
3.1
4.8
38.0
16.3
0.9
79.4
750
8.9
3.6
5.5
43.6
18.5
1.0
89.6
800
10.0
4.1
6.2
49.6
20.9
1.1
100.4
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 85 20170253.00.WL

Section 3
System Head Curve of Scum PS
Diversion PS
Scenario 2 - Old Pipe System Head Characteristics with one WAS Pump On
Diameter (in)
3
4
8
Length (ft)
8
20
1971
C
110
110
110
Sum K
0.2
7.65
2.75
Scenario 2 - Old Pipe Duty Point(s) with one WAS Pump On
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
285 2.3 0.5 1.4 6.3 15.5 0.5 37.1
Scenario 2 - Old Pipe System Head with one WAS Pump On
Q (gpm)
Hf
Hm
Hf
Hm
Hf
Hm
TDH
0
0.0
0.0
0.0
0.0
3.8
0.1
14.4
50
0.1
0.0
0.1
0.2
5.3
0.2
16.3
100
0.3
0.1
0.2
0.8
7.1
0.2
19.2
150
0.7
0.1
0.4
1.7
9.0
0.3
22.9
200
1.2
0.3
0.7
3.1
11.3
0.4
27.4
250
1.8
0.4
1.1
4.8
13.7
0.4
32.8
300
2.5
0.6
1.6
7.0
16.3
0.5
39.0
350
3.4
0.8
2.1
9.5
19.2
0.6
46.1
400
4.3
1.0
2.7
12.4
22.2
0.7
53.9
450
5.4
1.3
3.3
15.7
25.5
0.9
62.6
500
6.6
1.6
4.0
19.4
29.0
1.0
72.0
550
7.8
1.9
4.8
23.4
32.6
1.1
82.3
600
9.2
2.3
5.7
27.9
36.5
1.3
93.3
650
10.7
2.7
6.6
32.8
40.6
1.4
105.2
700
12.2
3.1
7.5
38.0
44.8
1.6
117.8
750
13.9
3.6
8.6
43.6
49.3
1.7
131.2
800
15.6
4.1
9.7
49.6
54.0
1.9
145.4
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 86 20170253.00.WL

Section 3
Spray Irrigation Operating Times
z
Site Characteristics
Daily Rate (From Agronomist Report) 42,748 gpd
Infiltration Rate (From Agronomist Repor 2 inches/hr
Loading Rate (From Agronomist Report) 1 inch/week
No. of Sprinklers 112 Sprinklers
Total Flow to Spray Irrigation 700 gpm
Sprinkler Characteristics
Make
Rain Bird
Model
4023-1
Flow rate
6.25 gpm
Allowable Flow Rate
3.82 to 10.6 gpm
Pressure at Sprinkler
45 psi
Wetted Diameter
92 to 125 ft
System Calculations
Min 50% of wetted diameter
Max 65% of `vetted diameter
Resultant Min. Spacing 60 ft
Resultant Max Spacing 80 ft
Precipitation Rate 0.13 in/hr
Application Depth 0.2 in/dose
Time in Operation 1.60 hr x 5 days a week
96 min. x 5 days a week
I< Wastewater Treatment and Disposal for the City of Southport
WDICKSON
Er ►w Pane 87 20170253.00.WL

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'IV

Section 3
System Head Curve of Jet Aeration - Equalization Basin
z
Narrative
This system head curve models the jet aeration system at the equalization basin. This analysis
assumes that two of three pumps are running at one time. A curve was developed for new piping
and old ninina.
Conditions
Basin Invert
52.00 ft
High Point
68.00 ft
Pumps On
72.00 ft
Head Required at Discharge Nozzle
16.00 ft
Pump Info
Manufacturer
Gorman Rupp
Drive
Fixed
Model
6500
Speed
590 RPM
Flow
2930 gpm
Efficiency
74.1 %
Head
19.8 ft
Impeller Diameter
15.50 in
Motor Size
20 HP
NPSHR
12 ft
50
45
40
35
30
u
� 25
A 20
F 15
10
5
0
0
Equalization Basin Jet Aeration Station System Head
500 1000 1500 2000
Flow Rate (GPM)
• Duty Pt 1 • Duty Pt 2 C=140
■MkWI<
WDICKSON Pane 91
86
'
84
82
80 c
78 9
u
76 W4
74
72
70
2500 3000 3500
C=110 Pump — — — Efficiency
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Section 3
System Head Curve of Jet Aeration - Equalization Basin
CA
New Pipe System Head Characteristics
Diameter (in)
16
16
Length (ft)
33
33
C
140
140
Sum K
3.75
6.6
New Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm TDH
2928 0.1 1.3 0.1 2.2 19.8
New Pipe System Head
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
16.0
250
0.0 0.0
0.0 0.0
16.0
500
0.0 0.0
0.0 0.1
16.1
750
0.0 0.1
0.0 0.1
16.3
1000
0.0 0.1
0.0 0.3
16.4
1250
0.0 0.2
0.0 0.4
16.7
1500
0.0 0.3
0.0 0.6
17.0
1750
0.1 0.5
0.1 0.8
17.4
2000
0.1 0.6
0.1 1.0
17.8
2250
0.1 0.8
0.1 1.3
18.2
2500
0.1 0.9
0.1 1.6
18.8
2750
0.1 1.1
0.1 2.0
19.3
3000
0.1 1.3
0.1 2.4
20.0
3250
0.2 1.6
0.2 2.8
20.6
3500
0.2 1.8
0.2 3.2
21.4
3750
0.2 2.1
0.2 3.7
22.2
4000
0.2 2.4
0.2 4.2
23.0
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 92 20170253.00.WL

Section 3
System Head Curve of Jet Aeration - Equalization Basin
CA
Old Pipe System Head Characteristics
Diameter (in)
16
16
Length (ft)
33
33
C
110
110
Sum K
3.75
6.6
Old Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm TDH
2800 0.2 1.2 0.2 2.4 19.9
Old Pipe System Head
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
16.0
250
0.0 0.0
0.0 0.1
16.1
500
0.0 0.0
0.0 0.1
16.2
750
0.0 0.1
0.0 0.2
16.4
1000
0.0 0.1
0.0 0.4
16.6
1250
0.0 0.2
0.1 0.5
16.9
1500
0.1 0.3
0.1 0.8
17.2
1750
0.1 0.5
0.1 1.0
17.6
2000
0.1 0.6
0.1 1.3
18.1
2250
0.1 0.8
0.1 1.6
18.6
2500
0.2 0.9
0.2 1.9
19.2
2750
0.2 1.1
0.2 2.3
19.8
3000
0.2 1.3
0.2 2.7
20.5
3250
0.3 1.6
0.3 3.1
21.2
3500
0.3 1.8
0.3 3.6
22.0
3750
0.3 2.1
0.4 4.1
22.8
4000
0.4 2.4
0.4 4.6
23.8
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 93 20170253.00.WL

Section 3
System Head Curve Jet Aeration - Oxidation Ditch
z
Narrative
This system head curve models the jet aeration system at the oxidation ditch. This analysis assumes
that two of three pumps are running at one time. A curve was developed for new piping and old
System Conditions
Pumps Off 75.00 ft High Point 75.00 ft
Pumps On 75.00 ft Head Req. at Discharge Manifold 19.00 ft
Pump Info
Manufacturer
Gorman Rupp
Drive
Fixed
Model
6500
Speed
999 RPM
Flow
1775 gpm
Efficiency
85.1 %
Head
25 ft
Impeller Diameter
12.85 in
Motor Size
20 HP
NPSHR
10.4 ft
Ox. Ditch Jet Aeration Station System Head
50
45
40
w 35
Z 30
v
25
A 20
0 15
E�
10
5
0
Flow Rate (GPM)
• Duty Pt 1 • Duty Pt 2 C=140 C=110 Pump
0 500 1000 1500 2000 2500
rr I< Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 94 20170253.00.WL

Section 3
System Head Curve Jet Aeration - Oxidation Ditch
CA
New Pipe System Head Characteristics
Diameter (in)
18
12
12
Length (ft)
20.5
8.75
24
C
140
140
140
Sum K
4.75
0.75
8.85
New Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
1775 0.1 1.5 0.1 0.3 0.2 3.5 24.5
New Pipe System Head
Q (gpm)
Hf
Hm
Hf
Hm
Hf
Hm
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
19.0
200
0.0
0.0
0.0
0.0
0.0
0.0
19.1
400
0.0
0.1
0.0
0.0
0.0
0.2
19.3
600
0.0
0.2
0.0
0.0
0.0
0.4
19.6
800
0.0
0.3
0.0
0.1
0.0
0.7
20.1
1000
0.0
0.5
0.0
0.1
0.1
1.1
20.8
1200
0.0
0.7
0.0
0.1
0.1
1.6
21.5
1400
0.0
0.9
0.0
0.2
0.1
2.2
22.5
1600
0.1
1.2
0.0
0.2
0.1
2.8
23.5
1800
0.1
1.5
0.1
0.3
0.2
3.6
24.7
2000
0.1
1.9
0.1
0.4
0.2
4.4
26.0
2200
0.1
2.3
0.1
0.5
0.2
5.4
27.5
2400
0.1
2.7
0.1
0.5
0.3
6.4
29.1
2600
0.1
3.2
0.1
0.6
0.3
7.5
30.9
2800
0.2
3.7
0.1
0.7
0.4
8.7
32.7
3000
0.2
4.2
0.1
0.8
0.4
10.0
34.8
3200
0.2
4.8
0.2
1.0
0.5
11.3
36.9
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 95 20170253.00.WL

Section 3
System Head Curve Jet Aeration - Oxidation Ditch
CA
Old Pipe System Head Characteristics
Diameter (in)
18
12
12
Length (ft)
20.5
8.75
24
C
110
110
110
Sum K
4.75
0.75
8.85
Old Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm Hf Hm TDH
1775 0.1 1.5 0.1 0.3 0.2 3.5 24.7
Old Pipe System Head
Q (gpm)
Hf
Hm
Hf
Hm
Hf
Hm
TDH
0
0.0
0.0
0.0
0.0
0.0
0.0
19.0
200
0.0
0.0
0.0
0.0
0.0
0.0
19.1
400
0.0
0.1
0.0
0.0
0.0
0.2
19.3
600
0.0
0.2
0.0
0.0
0.0
0.4
19.7
800
0.0
0.3
0.0
0.1
0.1
0.7
20.2
1000
0.0
0.5
0.0
0.1
0.1
1.1
20.8
1200
0.1
0.7
0.0
0.1
0.1
1.6
21.6
1400
0.1
0.9
0.1
0.2
0.2
2.2
22.6
1600
0.1
1.2
0.1
0.2
0.2
2.8
23.6
1800
0.1
1.5
0.1
0.3
0.2
3.6
24.9
2000
0.1
1.9
0.1
0.4
0.3
4.4
26.2
2200
0.2
2.3
0.1
0.5
0.4
5.4
27.7
2400
0.2
2.7
0.2
0.5
0.4
6.4
29.4
2600
0.2
3.2
0.2
0.6
0.5
7.5
31.2
2800
0.2
3.7
0.2
0.7
0.6
8.7
33.1
3000
0.3
4.2
0.2
0.8
0.6
10.0
35.2
3200
0.3
4.8
0.3
1.0
0.7
11.3
37.4
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 96 20170253.00.WL

Section 3
System Head Curve of Jet Aeration - Aerobic Digester
z
Narrative
This system head curve models the jet aeration system at the aerobic digesters. A curve was
developed for new piping and old piping.
System Conditions
Digester Invert 58.00 ft High Point 68.00 ft
Pumps On 78.00 ft Head Required at Discharge Nozzle 16.00 ft
Pump Info
Manufacturer
Flygt
Drive
Fixed
Model
NSY
Speed
445 RPM
Flow
5860 gpm
Efficiency
78 %
Head
21.9 ft
Impeller Diameter
22.13 in
Motor Size
50 HP
NPSHR
8.75 ft
Digester Jet Aeration Station System Head
50
45
40
35
.o
30
v
25
m
A 20
c 15
F�
10
M
n
rr I< Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 97 20170253.00.WL

Section 3
System Head Curve of Jet Aeration - Aerobic Digester
CA
New Pipe System Head Characteristics
Diameter (in)
18
18
Length (ft)
22
30
C
140
140
Sum K
2.25
4.2
New Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm TDH
5856 0.2 1.9 0.2 3.6 21.9
New Pipe System Head WAS Pumps
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
16.0
500
0.0 0.0
0.0 0.0
16.0
1000
0.0 0.1
0.0 0.1
16.2
1500
0.0 0.1
0.0 0.2
16.4
2000
0.0 0.2
0.0 0.4
16.7
2500
0.0 0.3
0.1 0.6
17.1
3000
0.1 0.5
0.1 0.9
17.6
3500
0.1 0.7
0.1 1.3
18.1
4000
0.1 0.9
0.1 1.7
18.8
4500
0.1 1.1
0.2 2.1
19.5
5000
0.1 1.4
0.2 2.6
20.3
5500
0.2 1.7
0.2 3.1
21.2
6000
0.2 2.0
0.3 3.7
22.2
6500
0.2 2.3
0.3 4.4
23.2
7000
0.2 2.7
0.3 5.1
24.4
7500
0.3 3.1
0.4 5.8
25.6
8000
0.3 3.6
0.4 6.6
27.0
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 98 20170253.00.WL

Section 3
System Head Curve of Jet Aeration - Aerobic Digester
CA
Old Pipe System Head Characteristics
Diameter (in)
18
18
Length (ft)
22
30
C
110
110
Sum K
2.25
4.2
Old Pipe Duty Point(s)
Q (gpm) Hf Hm Hf Hm TDH
5750 0.3 1.8 0.4 3.7 22.2
Old Pipe System Head
Q (gpm)
Hf Hm
Hf Hm
TDH
0
0.0 0.0
0.0 0.0
16.0
500
0.0 0.0
0.0 0.1
16.1
1000
0.0 0.1
0.0 0.1
16.2
1500
0.0 0.1
0.0 0.3
16.5
2000
0.0 0.2
0.1 0.5
16.8
2500
0.1 0.3
0.1 0.8
17.3
3000
0.1 0.5
0.1 1.1
17.8
3500
0.1 0.7
0.2 1.4
18.4
4000
0.1 0.9
0.2 1.8
19.1
4500
0.2 1.1
0.3 2.3
19.8
5000
0.2 1.4
0.3 2.8
20.7
5500
0.2 1.7
0.4 3.4
21.7
6000
0.3 2.0
0.4 4.0
22.7
6500
0.3 2.3
0.5 4.7
23.8
7000
0.4 2.7
0.6 5.4
25.1
7500
0.4 3.1
0.6 6.2
26.4
8000
0.5 3.6
0.7 7.0
27.7
rr K Wastewater Treatment and Disposal for the City of Southport
DICKSON Pane 99 20170253.00.WL

System Head Curve
�& Diversion PS
Narrative
A System Head Curve analysis was performed on the existing Diversion Pump Station of the
Shallote WWTP. This pump station will convey water from the Mulberry Branch WWTP, and
the Shallotte WWTP to the West Brunswick WWTP. This Pump Station was evaluated under
two Scenarios. Scenario 1 was to assess the pump capacity assuming the force main had a C
value of 140, and no other pumps were pumping through the force main. Scenario 2 assumed a
C value of 120, and that 4,124 GPM of flow from other pump stations was also in the FM.
Svstem Conditions
Pumps Off
56.00 ft
High Point
60.50 ft
Pumps On
52.00 ft
Wet Well Invert
48.00 ft
Lag Pump On
57.00 ft
Empty WW Static Head
4.50 ft
Alarm
58.00 ft
Full WW Static Head
8.50 ft
Pump Info
Manufacturer Fairbanks Morse Drive VFD
Model M5436MV Max Speed 1782 RPM
Low Flow Duty Point 1950 GPM c 196 ft Max Efficiency 80%
Peak Flow Duty Point 3050 GPM @ 104 ft Impeller Diameter 15.2 inches
450 Diversion Pump Station to WBWRF
400
350
300
x 250
200
A 150
0 100
H
50
0
0 1,000 2,000 3,000 4,000 5,000
Flow Rate (GPM)
• Duty Pt 1 • Duty Pt 2 C=120 Empty WW
Duty Pt 2 C=150 Full WW Pump
I< Brunswick Count_}, Shallotte WWTP
rDICKSON
r - D I C KSO N Pane 100 20170253.00.WL

System Head Curve
Diversion PS
04 Pkf C�AR9L?Y s
G Scenario 1- Clean Pipe, Only Diversion Pumps in Service, Full Wet Well
Diameter (in)
10
10
12
24
Length (ft)
15
10
3200
42679
C
140
140
140
140
Sum K
2
4.04
3
100
Pumps On
1
1
1
1
Scenario 1- Clean Pipe, Only Diversion Pumps in Service, Full Wet Well
Q (gpm) I Hf Hm I Hf Hm I Hf Hm I Hf Hm I TDH
3050 0.1 0.5 0.1 1.1 56.1 3.5 25.7 7.3 103.5
Scenario 1- Clean Pipe, Only Diversion Pumps in Service, Full Wet Well
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
TDH
Q (gpm)
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14.0
250
0.0
0.0
0.0
0.0
0.5
0.0
0.3
0.0
14.9
500
0.0
0.0
0.0
0.0
2.0
0.1
0.9
0.2
17.1
750
0.0
0.0
0.0
0.1
4.2
0.2
1.9
0.4
20.6
1000
0.0
0.1
0.0
0.1
7.1
0.4
3.3
0.8
25.2
1250
0.0
0.1
0.0
0.2
10.8
0.6
4.9
1.2
31.0
1500
0.0
0.1
0.0
0.3
15.1
0.8
6.9
1.8
37.9
1750
0.0
0.2
0.0
0.4
20.1
1.1
9.2
2.4
45.8
2000
0.0
0.2
0.0
0.5
25.7
1.5
11.8
3.1
54.8
2250
0.0
0.3
0.0
0.6
31.9
1.9
14.6
4.0
64.8
2500
0.1
0.4
0.0
0.7
38.8
2.3
17.8
4.9
75.8
2750
0.1
0.4
0.0
0.9
46.3
2.8
21.2
5.9
87.8
3000
0.1
0.5
0.1
1.0
54.4
3.4
24.9
7.0
100.8
3250
0.1
0.6
0.1
1.2
63.1
4.0
28.8
8.3
114.8
3500
0.1
0.7
0.1
1.4
72.3
4.6
33.1
9.6
129.7
3750
0.1
0.8
0.1
1.6
82.2
5.3
37.6
11.0
145.6
4000
0.1
0.9
0.1
1.9
92.6
6.0
42.4
12.5
162.4
4250
0.2
1.0
0.1
2.1
103.6
6.8
47.4
14.1
180.1
4500
0.2
1.2
0.1
2.4
115.1
7.6
52.7
15.8
198.8
4750
0.2
1.3
0.1
2.6
127.2
8.5
58.2
17.6
218.4
5000
0.2
1.4
0.1
2.9
139.9
9.4
64.0
19.5
238.9
I< Brunswick Count_}, Shallotte WWTP
r Y Y DICKSON Pane 101 20170253.00.WL

System Head Curve
Diversion PS
'n4 Pkf��ARfl� $ 3
Scenario 2 - Old Pipe, Other Force Mains Online, Empty Wet Well
Diameter (in)
10
10
12
24
Length (ft)
15
10
3200
42679
C
120
120
120
120
Sum K
1
4.04
2
55
Pumps On
1
1
1
1
Scenario 2 - Old Pipe, Other Force Mains Online, Empty Wet Well
Discharge
Q (gpm) Hf Hm Hf Hm Hf Hm Hf Hm TDH
1950 0.0 0.1 0.0 0.4 32.6 1.0 1 122.0 15.9 196.1
Scenario 2 - Old Pipe, Other Force Mains Online, Empty Wet Well
Discharge
Hf
Hm
Hf
Hm
Hf
Hm
Hf
Hm
TDH
Q (gpm)
0
0.0
0.0
0.0
0.0
0.0
0.0
59.6
7.3
90.9
250
0.0
0.0
0.0
0.0
0.7
0.0
66.5
8.2
99.5
500
0.0
0.0
0.0
0.0
2.6
0.1
73.7
9.2
109.6
750
0.0
0.0
0.0
0.1
5.6
0.1
81.2
10.2
121.2
1000
0.0
0.0
0.0
0.1
9.5
0.3
89.1
11.3
134.3
1250
0.0
0.0
0.0
0.2
14.3
0.4
97.3
12.4
148.7
1500
0.0
0.1
0.0
0.3
20.1
0.6
105.8
13.6
164.4
1750
0.0
0.1
0.0
0.4
26.7
0.8
114.7
14.8
181.5
2000
0.1
0.1
0.0
0.5
34.2
1.0
123.9
16.1
199.8
2250
0.1
0.1
0.0
0.6
42.5
1.3
133.4
17.5
219.5
2500
0.1
0.2
0.1
0.7
51.6
1.6
143.2
18.9
240.3
2750
0.1
0.2
0.1
0.9
61.6
1.9
153.4
20.3
262.4
3000
0.1
0.3
0.1
1.0
72.3
2.3
163.9
21.8
285.8
3250
0.1
0.3
0.1
1.2
83.9
2.6
174.7
23.4
310.3
3500
0.1
0.4
0.1
1.4
96.2
3.1
185.8
25.0
336.1
3750
0.2
0.4
0.1
1.6
109.3
3.5
197.2
26.7
363.0
4000
0.2
0.5
0.1
1.9
123.1
4.0
209.0
28.4
391.1
4250
0.2
0.5
0.1
2.1
137.8
4.5
221.0
30.2
420.4
4500
0.2
0.6
0.2
2.4
153.1
5.1
233.4
32.0
450.9
4750
0.3
0.7
0.2
2.6
169.2
5.6
246.1
33.9
482.5
5000
0.3
0.7
0.2
2.9
186.1
6.3
259.0
35.8
515.3
Nr - K Brunswick Count_}, Shallotte WWTP
WDICKSON Pane 102 20170253.00.WL

Section 4
Blower Calculations at EO Basin
Narrative
Design Calculations to determine the minimum PSI required for the EQ Basin blowers. For these
calculations, it is assuming that one blower is providing 450 CFM of air to the EQ Basin at its
maximum water level.
Design Criteria
Air Flow Rate Per Blower 450 CFM
Jet Nozzles 11
Air Flow Rate Per Nozzle 41 CFM
Pressure Required at Manifold* 7.1 PSI
Calculations
Eq. Length
Total
Pressure Drop
Pressure
Segment
Length
Diameter
Airflow
of Fittings
Length
Per 100 Ft
Drop
A
108
634
742
6
450
1.50
11.1
Pressure Drop
Pressure Drop
Pressure Required at Manifold*
Min. Blower PSI, Required
Recommended Min. PSI
11.1 hlches H2O
0.4 PSI
7.1 PSI
7.5 PSI
8 PSI
*Pressure required at manifold is based on conservative design conditions dictated by manufacturer
Oft WK
/DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 103 20170253.00.WL

Section 4
Blower Calculations at Oxidation Ditch
Narrative
Design Calculations to determine the minimum PSI required for the Oxidation Ditch blowers. For
these calculations, it is assuming that two blowers are providing 960 CFM of air to the Oxidation Ditch
at its maximum water level.
Design Criteria
Air Flow Rate Per Blower 480 CFM
Jet Nozzles
Air Flow Rate Per Nozzle
Pressure Required at Manifold*
8
8.0 CFM
7.1 PSI
Calculations
Eq. Length
Total
Pressure Drop
Pressure
Segment
Length
Diameter
Airflow
of Fittings
Length
Per 100 Ft
Drop
A
12
216
228
8
480
0.31
0.7
B
77
143
220
8
960
1.30
2.9
C
38
67
105
6
480
1.5
1.6
D
4
10
14
6
360
0.80
0.1
E
16
10
26
6
240
0.35
0.1
F
4
55
59
6
120
0.09
0.1
Pressure Drop
Pressure Drop
Pressure Required at Manifold*
Min. Blower PSI, Required
Recommended Min. PSI
5.4 Inches H2O
0.2 PSI
7.1 PSI
7.3 PSI
8 PSI
5%WK
/DICKSON
Wastewater Treatment and Disposal for the City of Southport
Pane 104 20170253.00.WL

Section 4
Blower Calculations at Aerobic Digester
Narrative
Design Calculations to determine the minimum PSI required for the Digester blowers. For these
calculations, it is assuming that one blower is providing 734 CFM of air to a single digester at its
maximum water level.
Design Criteria
Air Flow Rate Per Blower 580 CFM
Jet Nozzles 18
Air Flow Rate Per Nozzle 32 CFM
Pressure Required at Manifold* 7.1 PSI
Calculations
Eq. Length
Total
Pressure Drop
Pressure
Segment
Length
Diameter
Airflow
of Fittings
Length
Per 100 Ft
Drop
A
112
477
589
6
580
3.5
20.6
Pressure Drop 20.6 hlches H2O
Pressure Drop 0.7 PSI
Pressure Required at Manifold* 7.1 PSI
Min. Blower PSI, Required 7.8 PSI
Recommended Min. PSI 8 PSI
PSWKWastewater Treatment and Disposal for the City of Southport
DI C KSO N Pane 105 20170253.00.WL

C
T
3
v
U
s
45
OA
C
d
J
L
CU
d
Q ,LO
_ GJ
GJ �
d L
J �
C
\ L
m
d O
CL
O a Ln N Is N ;
f6 0 0
+�+ 'n N O H
3
O N O N m m
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GENERATOR LOADING - WWTP
LOAD TYPE
ICONNECTED KVA
ICALCULATED KVA
LIGHTING
5.4
5.4
RECEPTACLES
9.0
9.0
LARGEST MOTOR
64.0
64.0
OTHER MOTORS
719.0
719.0
DIVERSE MOTORS
271.0
CONTINUOUS
61.9
61.9
NON -CONTINUOUS
11.0
11.0
HEATING / COOLING
50.71
27.0
TOTAL KVA = 897.3
KW @ 80% PF = 717.8
SPECIFIED GENERATOR KW = 1000.0
GENERATOR LOADING - HEADWORKS
LOAD TYPE
ICONNECTED KVA
ICALCULATED KVA
LIGHTING
1.0
1.0
RECEPTACLES
1.1
1.1
LARGEST MOTOR
43.2
43.2
OTHER MOTORS
200.0
200.0
DIVERSE MOTORS
98.9
CONTINUOUS
1.9
1.9
NON -CONTINUOUS
5.0
5.0
HEATING / COOLING
8.5
4.2
TOTAL KVA = 256.4
KW @ 80% PF = 205.1
SPECIFIED GENERATOR KW = 250.0
Page 107

Appendix 1
Constants and Equations
Equations
10.44 * L * Q1•85 V2 1.49
Friction Headloss = ci.8S D4.865S Minor Headloss = K 2 Q = n ,AR 2/3�
9
K Values - Minor Losses Coefficient for System Head and Hydraulic Profile Development
Source
Valve
Proposed
1
2
3
4
5
6
Butterfly Valve
0.5
1.2
0.4
45 Degree Bend
0.2
0.4
0.4
0.18
0.35
0.4
90 Degree Bend
0.3
0.3
0.9
0.3
0.3
0.75
0.9
Check Valve
2.5
2
2.3
2
2.2
2
2.5
Plug Valve
0.75
0.5 to 1.0
Butterfly Valve
1.2
1.2
0.4
0.4
Tee Straight Run
0.5
0.15
0.2
0.3
0.6
Tee Through Side
1.5
0.8
1
0.75
1
1.8
Cross Straight Run
0.5
0.5
Cross Through Side
0.75
0.75
Reducer d/D = 0.25
0.4
0.43
Reducer d/D = 0.50
0.3
0.33
Reducer d/D = 0.75
0.2
0.18
Entrance Sharp Edge
0.5
0.5
0.5
0.5
0.5
Entrance Protruded
0.8
0.78
0.8
0.8
Exit
1
1
1
1
1 Staff, AWWA. Sizing Water Service Lines and Meters, 2nd Ed. (M22). United States, American Water Works Association, 2011.
2 Larock, Bruce E., et al. Hydraulics of Pipeline Systems. United States, CRC Press, 1999.
3 Ohio Water Environment Association
4 Texas A & M University
5 Kinetic energy factors for specific components of piping systems. Provided by John Berg, Chemical Engineering, University of Washington.
6 Viessmau, Warren, et al. Water supply and pollution control. United Kingdom, Pearson Prentice Hall, 2005.
P Y Y K
WDICKSQN
Page 108
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

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Plant Flow Rainfall
Avg. Daily
2017 January
83,320,738
2.71
2,687,766
February
71,859,990
1.34
2,566,428
March
78,539,195
2.31
2,533,522
April
87,994,000
8.78
2,933,133
May
87,461,250
4.2
2,821,331
June
86,647,170
4.19
2,888,239
July
115,520,333
3.35
3,726,462
August
113,104,074
14.79
3,648,519
September
109,527,319
8.21
3,650,911
October
90,851,353
9.13
2,930,689
November
85,574,081
1.27
2,852,469
December
81,782,078
4.71
2,638,132
2018 January
86,899,457
5.15
2,803,208
February
77,648,134
1.37
2,773,148
March
70,451,802
2.96
2,272,639
April
91,803,908
5.13
3,060,130
May
106,968,285
9.65
3,450,590
June
104,785,046
5.74
3,492,835
July
148,197,000
16.57
4,780,548
Aug.
160,112,000
4.73
5,164,903
Sept.
139,523,000
42.19
4,650,767
Oct.
116,360,000
3.58
3,753,548
Nov.
115,103,618
5.9
3,836,787
Dec.
131,154,313
8.93
4,230,784
2019 Jan.
119,440,519
3.25
3,852,920
Feb.
89,719,453
1.31
3,204,266
March
99,859,560
3.01
3,221,276
April
105,136,602
5.72
3,504,553
May
101,181,902
0.7
3,263,932
June
116,332,798
7.68
3,877,760
July
144,792,418
8.31
4,670,723
Aug
134,530,932
8.9
4,339,707
Sept
113,496,229
2.82
3,783,208
Oct
98,435,082
4.69
3,175,325
Nov
95,115,935
4.14
3,170,531
Dec
95,161,907
4.76
3,069,739
2020 Jan
95,288,437
7.15
3,073,821
Feb
91,942,673
8.55
3,170,437
March
104,343,727
4.33
3,365,927
April
92,292,720
3.53
3,076,424
May
114,308,901
8.71
3,687,384
June
162,801,099
13.85
5,426,703
July
165,850,443
7.12
5,350,014
Aug
145,341,975
9.25
4,688,451

Sept
134,405,436
9.21
4,480,181
Oct
123,877,443
4.85
3,996,047
Nov
118,768,073
8.68
3,958,936
Dec
109,555,781
3.98
3,534,057
2021 Jan
111,064,182
5.54
3,582,716
Feb
12,746,842
7.83
4,552,444
March
124,256,559
2.52
4,008,276
April
117,117,231
1.54
3,903,908
May
113,630,501
0.64
3,665,500
June
136,838,479
9.22
4,561,283
July
162,447,091
6.67
5,240,229
Aug
168,451,130
13.1
5,433,907
Sept
140,151,031
11.44
4,671,701

ATTACHMENT 9
N EMPPAwd 'op, North Carolina Department of Public Safety
Emergency Management
Roy Cooper, Governor
Erik A. Hooks, Secretary
John M. Shirk, CFM, CZO
Floodplain Administrator, Brunswick County
75 Government Center Drive
Building "I"
Bolivia, NC 28422
Michael A. Sprayberry, Executive Director
June 22, 2021
Subject: No -Rise Certification for Mulberry Branch Proposed Culvert Project, Brunswick
County, North Carolina
Dear Mr. Shirk:
The North Carolina Department of Public Safety Division of Emergency Management Risk
Management National Flood Insurance Program (NCNFIP) staff has reviewed the Engineering
No -Rise Certification Study for the proposed culvert crossing Mulberry Branch as part of the
City of Southport Wastewater Treatment and Disposal Project in Brunswick County. The study
was prepared Marc T. Horstman, P.E., with W.K. Dickson & Co., Inc. The report is dated March
19, 2019 and was received in this office on June 1, 2021.
Based on the information provided, the NCNFIP review indicates the report meets the
requirements of the Federal Emergency Management Agency's (FEMA) guidance for a no -rise
certification. The NCNFIP finds no objection to the conclusion of no increase in base flood
elevation or floodway elevation as contained in the report.
The No -Rise Certification Study is used to measure impacts due to the proposed development. It
should not be used to establish base flood elevations.
A floodplain development permit will be required prior to starting work.
If you have any questions or concerns with the items herein, please feel free to contact Jintao
Wen at [phone], by email at jintao.wenkncdps.gov or at the address shown on the footer
of this document.
MAILING ADDRESS:
4218 Mail Service Center
Raleigh NC 27699-4218
www.ncdps.gov
www.ncfloodmaps.com
NORTH CAROLINA
RM OFFICE LOCATION:
4105 Reedy Creek Road
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
An Equal Opportunity Employer

June 22, 2021
Page 2 of 2
Sincerely,
Jintao Wen, Ph.D., P.E.
NC State NFIP Engineer
Emergency Management
cc: Eryn Futral, CFM, CZO, NC NFIP Eastern Branch Planner
Steve Garrett, CFM, NC State NFIP Coordinator

ATTACHMENT 10
Dewberry®
DRAFT TECHNICAL MEMORANDUM
DATE: April 5, 2021
TO: Donald Dixon, Brunswick County
Tim Webb, Brunswick County
FROM: Ryan Ames, Larry Mitchell
SUBJECT: Phase II Biosolids Study (DRAFT)
Message
On Behalf of Brunswick County (County), Dewberry Engineers (Dewberry) developed a conceptual design
and budgetary opinion of cost for one alternative for expansion of county -wide biosolids management
system to provide capacity for a 20 year design period. The conceptual design alternative was selected
based on discussions with the County during project scope development and consists of the following:
• Convey waste activated sludge from the satellite pla West Brunswick Water Reclamation
Facility (West Brunswick) via the existing force main % or digestion and dewatering.
• Digest all biosolids except waste activated slu e (WAS) the Northeast Brunswick Water
Reclamation Facility (Northeast) in the auto th mal a�obic di esters (ATAD) at West Brunswick
for production of Class A biosolids.
• Construct a biosolids dewatering syste st Brunswick.
• Construct a covered biosolids store fact t y at the -County -owned land application site.
This technical memorandum describe ur approach, presents model results, describes the conceptual
design alternative, and summarizes th'€opinion of probable cost for the selected alternative.
BACKGROUND
The County owns and operates 6) wastewater treatment plants, each with different biosolids digestion
processes. The two (2) largest p ortheast and West Brunswick are equipped with ATAD digestors,
which produce Class A biosolids. four (4) smaller satellite facilities have aerated sludge holding or
aerobic digestion systems that produce Class B biosolids. According to the County, the digestion facilities
at the satellite plants are inadequate, which has resulted in sludge age and treatment capacity limitations.
The County's existing gravity sewer, pumping and force main system allows the County to divert wastewater
or WAS from the satellite plants to West Brunswick. During 2019, the county implemented an operational
strategy of sending WAS from the satellite plants to West Brunswick to optimize wastewater treatment
capacity of the satellite plants. Brunswick County desires to continue this as a long-term operational
strategy for managing county -wide wastewater and biosolids treatment capacity. However, the presence
of WAS in the influent to West Brunswick will contribute to the biochemical oxygen demand (BOD) and
nutrient loading to the plant, ultimately using existing wastewater treatment capacity. As part of this project,
the County desires to estimate when the combined wastewater and WAS load will exceed 80% of the West
Brunswick permitted capacity and require planning for plant expansion. Brunswick County is currently
conducting a re -rating study to evaluate the current capacity of West Brunswick.
Addition of a dewatering system and biosolids cake storage facility is critical to the County's ongoing
biosolids management because the County often has limited capacity to dispose of biosolids during the
winter. This leads to a cascading effect on operation of the ATAD system. As biosolids storage capacity
fills up, the County cannot move digested biosolids from the ATADs to the Storage Nitrification
Denitriftcation Reactor (SNDRTM) tank. This limits the amount of new WAS that can be added to the ATADs,

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
which makes it difficult to achieve temperatures required for production of Class A biosolids. Once the
dewatering system is installed, it will be critical to move biosolids out of the SNDRTM tank so that it can
effectively remove ammonia and exocellular polymeric substances that make the biosolids difficult to
dewater.
Average Annual Growth Rate Analysis
The first step in the Phase II Biosolids study was to review and update the growth model developed in the
Phase I study. The growth model in the Phase I study assumed wastewater flows and biosolids generation
rates would increase in proportion to the County population growth, and that growth is equally distributed
throughout the County. The growth rate used in the model was derived from the 2016 Local Water Supply
Plan (LWSP). The projected population data in the LWSP was used to calculate an average annual county
population growth rate over the period between 2017 and 2030 of 2.8%.
The same approach was taken at the beginning of the Phase II study. However, the data in the 2020 LWSP
showed a sharp increase in population around the year 2020 followed by a slower growth rate in subsequent
years. Based on the 2020 LWSP, the average annual growth rate tween 2020 and 2040 is estimated at
0.9%. As a point of comparison, the RFP for the wastewater m r plan scope of work that was issued in
January 2021 noted that the North Carolina Office of State B d Management (OSBM) projects that
the population of Brunswick County will increase by 44°/ wee 0 and 2040. This equates to an
average annual growth rate of 1.8%. Both of these gro rat wou sult in a lower weighted average
total population in 2040 than the Phase I model estim en the 0.9% growth rate from the LWSP is
applied to the model, the projected annual average wast er flow to West Brunswick would not exceed
80% of the rated plant capacity until 2040. Wh 1.8° �ual average growth rate from the OSBM
was applied to the model, the annual average w to West Brunswick would not exceed 80%
of the rated plant capacity until 2030. ^her es results seem to be consistent with current
observations, and other planning activiti
These preliminary results were review wick County personnel, and a decision was made to
base the Phase II Biosolids Stu�e o annual average growth rate that was used in Phase I. It
was noted that the wastewater ow ra t 45 existing WWTPs could increase at a rate greater than the
population growth due to connection of w areas to the collection system, or because areas that will be
served by the WWTPs will grow at a gr er rate than the county overall. Evaluation of growth at this level
of detail is beyond the scope of this study, but should be considered in the Wastewater Master Plan project.
West Brunswick Influent Loading and Biosolids Model Development
The current practice of conveying WAS from the satellite plants to West Brunswick via the existing pumping
and force main system takes advantage of existing capacity and infrastructure to get the WAS from the
satellite plants into the ATAD system at West Brunswick for production of Class A biosolids. However,
because the WAS arrives co -mingled with wastewater in the West Brunswick influent, the WAS effectively
takes up wastewater treatment capacity. A model was developed under this study to evaluate how WAS
and excess wastewater diverted from the satellite plants impacts the capacity of the West Brunswick plant
over time.
The Phase I model discussed above utilized typical values for wastewater biological oxygen demand
(BOD), observed WAS yield, and ATAD biosolids destruction to estimate the amount of raw WAS generated
at each plant and the amount of digested biosolids that must be disposed. Data from the biosolids annual
report was used to calibrate the model. Then the annual average growth rate was used to extrapolate the
wastewater flow rate in the model to estimate the amount of biosolids that will be generated at a 20 year
planning horizon.
A second model was developed to evaluate the mass and hydraulic loading to West Brunswick on a year
by year basis. This model was used to estimate the wastewater loading to West Brunswick from the area
DRAFT TECHNICAL MEMORANDUM 1 2 OF 9

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
served directly by the plant, as well as accounting separately for the excess wastewater and WAS from
satellite plants. The model also estimates the growth in each of these sources for each year of the 20-year
design period.
For each satellite plant, the effective hydraulic treatment capacity was compared to the estimated hydraulic
loading to estimate the amount of wastewater diverted to West Brunswick in each year modeled. The
effective hydraulic treatment capacity is defined as the practical maximum annual average daily flow that
the County would treat at the facility as described below. Table 1 summarizes the permitted capapcity and
the effective capacity for each satellite plant.
Table 1: Summary of Permitted and Effective Capacities
Satellite Plant Name
Permitted Capacity (MGD)
Effecive Capacity (MGD)
Ocean Isle Beach WWTP
1.05
0.34
Carolina Shores WWTP
0.53
0.38
Sea Trail WWTP
0.30
0.20
Shallotte
0.50
0.18
Southport WWTP at Shallotte
0.75
0.56
For Carolina Shores WWTP and Sea Trail WWTP, the
approximately 70% of the rated capacity of the plant. T
of wastewater treated at these facilities so that future a
of the plant's rated hydraulic capacity. The "80% Rule"
average daily flow to a WWTP exceeds 80% of itsehuniti
an engineering evaluation of their future waste
often a threshold for beginning planning a des
annual average influent flow was utilized a ctiv ap
�L'fal a e daily influent flow in 2020 was
o my do of intend to increase the amount
I age in uent flow rates do not exceed 80%
CCAC 02T.0118) dictates before the annual
raulic capacity, "the permittee must submit
e1Rt, utilization and disposal needs." This is
ansion of a WWTP. Therefore, the current
city for these plants.
The wastewater flow to the Ocean Isle is highly impacted by the seasonal population. The
plant is operated at near capacit t seasonal population is high, and operated well below capacity
when the seasonal population W. reYore, even though the annual average daily flow is less than
40% of the rated capacity of it nt, it s used as the effective capacity for modeling purposes
because the annual loading to th not expected to be increased. Similarly, the existing Shallotte
WWTP is a facultative lagoon whic ough it is rated for 0.5 million gallons per day (MGD), it
sometimes struggles to meet permit limits. Therefore, annual loading to the plant is not expected to be
increased and the current annual average daily flow was used as the effective capacity.
Brunswick County is currently constructing a new WWTP located on the site of the existing Shallotte
WWTP which will serve the Southport area. The plant will have a capacity of 0.75 MGD and is expected
to come online in 2022. The plant will receive wastewater from the force main system and is intended to
provide capacity for wastewater that is currently pumped from Southport to West Brunswick. However,
the County has indicated that the plant will be used to treat excess wastewater pumped form other
satellite plants as well and will be operated at approximately 75% of its capacity shortly after it is brought
on line. For the purposes of the West Brunswick loading model, beginning in 2022, the excess flow from
the satellite plants that is pumped to West Brunswick will be reduced by 0.56 MGD to account for
operation of the Southport WWTP at Shallotte.
The 2020 Wastewater Annual report provides data for the amount of wastewater treated at each satellite
plant, and the amount of wastewater diverted from each satellite plant to West Brunswick. For modeling
purposes, the treated flow and diverted flow were combined to represent the total wastewater flow
associated with the satellite plant. This was expressed as an annual average daily flow. If the total flow is
greater than the effective hydraulic treatment capacity of the satellite plant, then the capacity is subtracted
from the total flow to estimate the flow diverted to West Brunswick.
DRAFT TECHNICAL MEMORANDUM 1 3 OF 9

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
The amount of wastewater that West Brunswick receives from areas served directly by the plant was
estimated by subtracting the 2020 diverted flow and WAS flow from the satellite plants from the annual
average daily flow to West Brunswick based on the 2020 annual report. The remaining flow is referred to
as the "base flow" in the model. The growth rate was then applied to the 2020 base flow to estimate
increase in base flow over the model period.
The WAS flow and loading from each satellite plant was estimated based on WAS yield for each plant. The
wastewater strength was assumed to be the same for each plant and was based on operational data
provided by the County for West Brunswick. The operational data included a daily measurement of influent
chemical oxygen demand (COD). The average influent COD for 2020 was 366 mg/L. The amount of raw
WAS generated by each WWTP was estimated by multiplying the mass of influent COD treated by an
estimated observed yield. The observed yield (Yobs) was estimated based on an assumed solids retention
time (SRT) of 30 days for each plant and typical published values for yield, rate of decay and fraction of cell
debris. The estimated observed yield used in the model is 0.31 lb WAS / lb COD. The WAS volume from
each satellite plant was estimated based on a clarifier underdr in concentration of 8,000 mg/L total
suspended solids (TSS). 11
The impact of the WAS and the diverted satellite plant waffwater flovVn the capacity of West Brunswick
was evaluated by plotting the estimated loading vs. tirrie.
As discussed above, the "80% Rule" is Ao
wresultsThe
%based on the hydraulic loading, at which
action must be taken to evaluate capacitstewater treatment facility. The model was
used to estimate when the hydraulic Ioadmay exceed 80% of the permitted flow and
the impact of the WAS and diverted ser on the hydraulic loading. Figure 1 is a
graphical representation of the hydra figure shows:
IN 1111111111111PNOW
• If the West Brunswick V ruing only the wastewater from its base area, the model
estimates that it would mot excel 8 0 of its hydraulic capacity until approximately 2040.
• The excess wastewaterYflofroinm
ed from the satellite plants ranges from 14% to 28% for the
total influent flow to Westk over the 20-year period from 2020 to 2040 that was
modeled. That additionathe satellite plants will cause West Brunswick to exceed 80%
of its hydraulic capacity nine (9) years earlier, in 2031.
• The estimated WAS flow is expected to be less than 1 % of the total flow to West Brunswick over
the period modeled.
On a flow basis, utilization of the force main system to convey WAS to West Brunswick is not expected to
significantly impact the hydraulic loading to West Brunswick. However, the biological oxygen demand of
the WAS is much higher than typical domestic wastewater, therefore the impact on the mass loading was
also evaluated. It is assumed that the wastewater composition of diverted flow is the same as the West
Brunswick WWTP base flow. Therefore, the mass loading analysis for the base flow and the satellite flow
is proportional to the hydraulic analysis. For purposes of this analysis the mass loading capacity of West
Brunswick was estimated to be 18,300 Ibs of COD per day based on the 2020 average influent COD
concentration of 366 mg/L and the current permitted flow of 6.0 MGD. Although there is not a regulatory
requirement to take action when the mass loading reaches a particular level, the point at which the COD
mass loading may exceed 80% of the COD mass capacity was estimated for purposes of comparison.
Figure 2 is a graphical representation of the COD mass loading model results. The figure shows:
• If the West Brunswick WWTP were treating only base flow wastewater it would not exceed 80%
of its mass loading capacity until approximately 2040.
DRAFT TECHNICAL MEMORANDUM 1 4 OF 9

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
• Additional flow from the satellite plants will cause the West Brunswick WWTP to exceed 80% of
its mass loading capacity in 2031
• The estimated COD load due to the WAS from the satellite plants ranges between 9% and 16%
of the total load to West Brunswick over the 20-year model period. Due to this loading
contribution, the model estimates that 80% of the COD mass loading capacity will be exceeded
by approximately 2028, three years earlier than without the WAS loading.
While exceeding 80% of the plants COD treatment capacity does not trigger a regulatory requirement for
expansion like hydraulic loading, it could be an indicator of a point when the plant could experience difficulty
meeting permit limits. It should be noted that this evaluation is based on COD loading only, and the nutrients
(nitrogen and phosphorus) associated with the WAS may have a significant impact on the WWTP capacity
to meet permitted nutrient limits. A more detailed evaluation of the impact of WAS on the West Brunswick
WWTP should be considered in the re -rating study.
The model was also used to estimate the amount of Class A biosolids produced by the system. The total
WAS produced by West Brunswick was estimated by the same me od used to estimate the satellite plant
WAS, described above, based on the total COD loading to Brunswick. The amount of Class A
biosolids was estimated from the WAS, assuming the total reduced by 45%, which is a typical
destruction value for an ATAD process. The mass of wke./.BE;
s cake produced was estimated by
assuming that the Class A biosolids can be dewatered70
oli se studies provided by Thermal
Process, the manufacturer of the ATADs in service runsw ck, claim that 25% solids can be
achieved. The volume of cake solids produced was a by assuming a bulk density of the cake
solids of 50 pounds per cubic foot (pcf). Figure raepresentation of the biosolids generation
model results. The figure shows:
• Approximately 1.4 million pound �� Wlls produced currently, and approximately 2.5 million
pounds will be produced in 20 JL
• The County may realize a . i I InitllaTffrop in the mass of biosolids to be disposed. The mass
of biosolids in the mod I sed on the actual mass of biosolids disposed per the 2020
annual reports for CI an s biosolids. The estimated total solids destruction rate the
ATAD is currently achi is ut 20%.
• Once optimized, the ATAD produce approximately 0.8 million pounds (dry weight) of Class A
biosolids per year under current loading, and approximately 1.4 million pounds (dry weight) in 2040.
• If the resulting Class A biosolids are dewatered to 25% solids, the system will produce 64,000 cubic
feet of biosolids per year under current loading and approximately 110,000 cubic feet in 2040.
Existing ATAD Capacity Evaluation
The existing ATAD system at West Brunswick WWTP consists of 4 ATAD tanks and one SNDRTM tank.
The ATAD reactors are 40 feet in diameter and typically operate at a sidewater depth of 14 feet, for a total
operating volume of approximately 263,000 gallons. The SNDRTM tank is 70 feet in diameter and operates
at a sidewater depth of 14 feet, for a total volume of approximately 415,000 gallons.
Thermal Process, the manufacturer of the ATADs in service at West Brunswick, was contacted to discuss
typical design loading criteria for purposes of evaluating the capacity of the existing ATAD system. Thermal
Process recommended that the capacity of the ATADs should be evaluated based on a 12 day hydraulic
retention time (HRT), assuming the influent solids are pre -thickened to 5% solids.
Based on these criteria two of the existing ATADs would have capacity to digest a raw WAS load of
approximately 9,150 Ibs/day (dry weight). This is approximately 30% more capacity than the estimated
WAS generation for the 20 year projection of 6,830 Ibs/day dry solids . Therefore, the preliminary model
results indicate that two of the four existing ATAD units provides adequate digestion capacity to meet the
DRAFT TECHNICAL MEMORANDUM 1 6 OF 9

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
projected 20 year loading. The remaining two ATAD units could be used for liquid sludge storage and
process redundancy.
The SNDRTM tank serves several functions in the ATAD process. One function is to reduce the temperature
of the digested biosolids following treatment in the ATAD. Another function is to provide capacity for
mesophilic bacteria to reduce the ammonia concentration and the exocellular polymeric substances that
are released during digestion. Both of these help to improve the dewaterability of ATAD sludge. Therefore,
it is critical for the SNDRTM tank to function properly so that the proposed dewatering process can operate
as efficiently as possible.
Thermal Process recommended an SNDRTM capacity of 10 days HRT if adequate heat exchange capacity
is available. At the 20-year estimated biosolids production, the existing SNDRTM tank would have an
estimated HRT of 22 days, therefore the SNDRTM should have adequate capacity to process the ATAD
biosolids during the proposed 20-year design period. Based on discussions with Thermal Process an
allowance for additional heat exchange capacity is included in the conceptual design and budgetary cost
opinion. It should also be noted that aeration, mixing and pumping capacities of the ATAD system were not
reviewed in detail during this study and are assumed to be ade These should be reviewed in detail
during subsequent phases or the biosolids program.
Brunswick County is in the process of conducting a re-ra study on, e, West Brunswick WWTP with the
intent of justifying that the actual capacity of the WWTP. a reatter than Me current rated capacity of 6 MGD.
One potential strategy for increasing the mass treatment capacity of the WWTP would be to operate it at a
lower SRT, which would result in a higher obstved yield and also reduce the oxygen demand on the
aeration equipment. The existing ATADs woulcapacity to digest the additional sludge, thereby
effectively using the excess ATAD capacity to hereat additional wastewater. This should be reviewed
and modeled in more detail in the re-rating6tudy.
The raw WAS is currently thickened by 4�iec
�elt thickeners (GBT) prior to being pumped to the
existing ATADs. The existing G Ts are1 meter wide. If the WAS from the clarifier underdrain is
directed to the GBT at a conc ratile
0 mg/L, and the GBTs are operated 8 hours per day, the
loading rate to the GBTs at the 20-yed load would be approximately 125 gpm per meter. Typical
published loading rates for GB een 100 and 250 gpm/meter. Therefore, it appears that the
existing GBTs have adequate cahicken the 20-year projected sludge load. No additional pre-
ATAD thickeners are included in the onceptual design.
Basis of Design and Conceptual Design for Biosolids Process Improvements
The biosolids dewatering system is to consist of the following:
• Pumps to convey digested biosolids from the SNDRTM tank to the dewatering process
• A pre-dewatering thickener
• Transfer pumps to convey thickened sludge to the dewatering equipment
• A centrifuge
• Centrate recycle pumps
• Ferrous sulfate storage and dosing system.
• Polymer feed system
• Covered cake storage facility with concrete floor and push walls
DRAFT TECHNICAL MEMORANDUM 1 6 OF 9

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
For the purposes of the conceptual design and budgetary estimate, the equipment has been sized based
on operation of the dewatering system 8 hours per day, 4 days per week. The conceptual design is based
on phased construction of the system. The system is intended to have one thickener and one centrifuge
initially with room to add a second thickener and centrifuge in the future. The cake storage facility would
also be constructed in two phases.
During the first phase, the system will not have redundant capacity installed. If the system is offline for
maintenance, the County will have options to dispose of biosolids as Class A liquid, or temporarily hold
liquid biosolids in the extra ATAD tanks. The design operating schedule includes flexibility that additional
days or shifts can be added to process stored biosolids and accommodate initial phases of growth. When
the second thickener and centrifuge are added in the second phase of construction, if a piece of equipment
is offline for maintenance the remaining train can be operated additional days and/or shifts to maintain
dewatering capacity. Storage or disposal of liquid biosolids will also be options for flexibility in managing
the biosolids.
The digested solids transfer pumps will consist of one pump to feed each dewatering train and an installed
spare that can feed either train. The pumps will be progressive c type with a capacity of 50 gpm. The
pumps will be driven by motors equipped with a variable freq drive to allow flow rate adjustments to
the dewatering system.
The dewatering system will include a ferrous sulf t�dos g syst for biosolids conditioning and
phosphorus removal prior to dewatering. During diges fhe ATAD, a large amount of phosphorus is
released from the biosolids. The phosphorus c nterfe ith dewatering of the biosolids, and would
contribute to the phosphorus loading at the head nt in ecycle streams. Therefore, ferrous sulfate
will be dosed into the SNDRTM tank effluent prio ckening to precipitate phosphorous. The ferrous
sulfate system has been designed base sin o molar equivalents for the amount of phosphorus
associated with the digested biomass hi 90 hosphorus removal.
Based on this, the ferrous sulfate em will use approximately 220 gallons of 42% ferrous sulfate
solution per operating day and ns, and approximately 460 gallons per operating day under
20 year design conditions. T rous ate system will consist of two, 5,000-gallon double walled HDPE
chemical storage tanks, and two hr metering pumps. For construction phasing, one ferrous sulfate
tank would be installed initially an ould be installed in the future.
The conceptual design includes a rotary drum thickener to thicken digested biosolids prior to dewatering.
Case studies by Thermal Process recommend pre -thickening ATAD digested biosolids to approximately
5% prior to dewatering in a centrifuge improves dewatering performance. A rotary drum thickener (RDT)
was selected for this process based on Brunswick County operator experience with RDTs and other
thickening equipment. The conceptual design is based on one RDT installed initially and one in the future.
The RDT will have a capacity to thicken 50 gpm of 2.75% solids to 5% prior to dewatering in the centrifuge.
Polymer will be added to the sludge prior to the centrifuge. The polymer feed system is designed to dose
up to 20 Ibs of active polymer per dry ton of solids. It is assumed neat, 40% emulsion polymer will be dosed
from totes into an automated polymer dilution and dosing system. The estimated polymer usage rate will
be approximately 45 Ibs per operating day under existing conditions and approximately 90 Ibs per operating
day under 20 year design conditions. This equates to 13 gallons per day of 40% polymer emulsion under
current conditions and 27 gallons per day under 20-year design conditions. At this rate a 30-day supply of
polymer under future conditions would be less than 500 gallons. Therefore, it is assumed that polymer will
be stored and fed from totes.
The conceptual design is based on utilizing a centrifuge for biosolids dewatering. Based on conversations
with Thermal Process, a centrifuge is commonly used for dewatering ATAD digested biosolids. As
described above, the conceptual design is based on installing one centrifuge for current conditions and a
DRAFT TECHNICAL MEMORANDUM 1 7 OF 9

0'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
Dewberry
BRUNSWICK COUNTY
second one in the future for the 20-year design condition. Thickened biosolids will enter the centrifuge at
5% solids and be combined with polymer. The design loading rate for the centrifuge will be approximately
25 gallons per minute, or 600 Ibs of biosolids per hour. The centrifuge is expected to produce a cake with
a solids concentration of approximately 25%. Assuming that the bulk density of the cake is 50 Ibs/cf,
approximately 15 cubic yards of cake solids will be generated per operating day under initial conditions and
30 cubic yards per operating day under 20-year design conditions.
The conceptual design is based on installation of the dewatering equipment in a new 2,500 square foot
concrete masonry building. The size of the building is intended to account for housing both the first and
second phase of dewatering equipment. The polymer and ferrous sulfate equipment would be housed in
the building and the ferrous sulfate storage tanks would be located outside. The layout of a centrifuge
process must account for adequate space for removal of the centrifuge rotating assembly. The size of the
building accounts for this space. The centrifuges can be configured to discharge cake solids to conveying
equipment or installed on a mezzanine to discharge directly to trucks or roll off containers. An allowance
has been included in the conceptual opinion of probable project cost to account for either alternative. The
final arrangement and associated equipment can be selected durin detailed design.
The cake solids storage facility would be constructed at the 25 land application area that is currently
being developed on County -owned land. The cake storage lit uId be an open structure with a pre-
engineered steel frame and roof. The facility would h�ye a concr perating floor suitable for heavy
equipment traffic. The facility would be partially enclosA Cast in p ce, reinforced concrete knee wall
on three sides. It is assumed that the knee wall would be 5tall to facilitate piling biosolids to a depth
of 4 feet. Assuming the facility is to provide one year of storapacity, approximately 18,000 square feet
would be constructed for current conditions and an additiona000 square feet would be constructed for
the 20-year design condition.
An opinion of probable project cost ha UUVIRM ed for the conceptual design described above.
Conceptual cost data is summaja . The cost was developed based on budgetary vendor
quotes for major equipment, she cost data, and historical cost data from similar projects.
Costs are broken into two groups. 'Went costs and auxiliary items. The equipment costs obtained
from vendors do not include installs , therefore these costs are totaled separately and factors are
applied for freight, installation, piping, electrical and controls costs. The costs for auxiliary items include
installation in the unit cost and would not be subject to the other multipliers that are applied to the
equipment costs.
Multipliers for contractor overhead and profit and general conditions are applied to a subtotal of the
factored equipment costs (referred to as "Total Installed Process Equipment Cost" [TIPEC]) and the
auxiliary costs. General conditions are based an assumed construction duration of 16 months.
A contingency of 40% is then applied to the subsequent subtotal. A contingency of 40% is consistent the
Association for the Advancement of Cost Engineering (AACE) guidance for a Class 4 study or feasibility
level design development. Engineering and permitting costs associated with the project are estimated as
10% of the cost following contingency.
The total opinion of probable project cost is $5.4 million
DRAFT TECHNICAL MEMORANDUM 1 8 OF 9

'6 PHASE II PRELIMINARY BIOSOLIDS STUDY
I' Dewberry
BRUNSWICK COUNTY
Attachments:
1. Figure 1: Projected Hydraulic Loading at the West Brunswick WRF
2. Figure 2: Projected COD Mass Loading at the West Brunswick WRF
3. Figure 3: Projected Biosolids Generation at the West Brunswick WRF
4. Table 2: Opinion of Probable Project Cost
DRAFT TECHNICAL MEMORANDUM 1 9 OF 9

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PROCESS FLOW LEGEND:
EXISTING
EXISTING
THICKENER
PROPOSED
- - - PROCESS RETURN
��DO- FLOW DIRECTION
BLOWER
��®
EXISTING
PUMP
ATAD TANKS
1 3 !1: j 3
® MIXER
EXISTING
SNDR TANK
FERRIC
CHLORIDE
TANK
ATAD = AUiO THERMAL AEROBIC DIGESTERS
SNDR = STORAGE NITRIFICATION
DENITRIFICATION REACTORS
THICKENER ------
RECYCLE —� TO HEAD
SURGE TANK ; OF WWTP
r-
I
I
I
I
POLYMER ® CENTRIFUGE --�
TOTE POLYMER MAKE
DOWN SYSTEM
NOTES:
1. COULD ALSO BE CONFIGURED WITH CENTRIFUGE
LOCATED ON A MEZZANINE SO THAT SOLIDS FALL
DIRECTLY INTO A TRUCK OR ROLL OFF BOX.
SCREW CONVEYOR (1)
CAKE SOLIDS TO
COVERED
TRUCK OR ROLL OFF BOX STORAGE SITE
DRAB
Iffe
®
DATE
TITLE
SHEET NO.
620M,
Dewberry
PROCESS FLOW
�'8''
04/05/2021
DIAGRAM
Dewberry Engineers Inc.
2610 WYCLIFF ROAD
PROJ. NO.
PROJECTSUITE
I G 4
ALEIG
RALEIGH, NC 27607
PHASE II BIOSOLIDS STUDY
PHONE: 919.89,2.3 9
FAX: [phone]
50132283
BRUNSWICK COUNTY

TABLE 2
OPINION OF PROBABLE PROJECT COST
BRUNSWICK COUNTY BIOSOLIDS PHASE II STUDY
Item
Description
Unit
-city
Unit Cost
Total
1.0 Equipment
1.01
ATAD Heat Exchanger and misc improvements
EA
1
$
150,000
$ 150,000
1.02
Post ATAD biosolids transfer pumps (50 gpm progressive
cavity)
EA
3
$
12,000
$ 36,000
1.03
Post ATAD Thickener
EA
1
$
125,000
$ 125,000
1.04
Post ATAD Ferric Chloride (?) dosing for P removal
EA
1
$
18,900
$ 18,900
1.05
Ferric Sulfate Tank (5,000 gallon double walled HDPE)
EA
2
$
20,000
$ 40,000
1.06
Post ATAD Polymer System
EA
1
$
56,000
$ 56,000
1.07
Post thickener biosolids transfer pumps(20 gpm progressive
cavity)
EA
3
$
10,000
$ 30,000
1.08
Centrifuge
EA
1
$
252,000
$ 252,000
1.09
Conveyors or elevated support
EA
1
$
105,000
$ 105,000
1.10
Recycle Surge Tank- 1,000 gallons, HDPE
EA
1
$
2,000
$ 2,000
1.11
Recycle Pumps- 75 gpm, end suction
EA
2
$
3,000
$ 6,000
TOTAL PROCESS EQUIPMENT COST
$ 820,900
2.0 Auxiliary
Items (installed)
2.01
Cake Sludge Storage Concrete Floor
Cy
695
$
500
$ 348,000
2.02
Cake Biosolids Storage Knee Wall
Cy
76
$
750
$ 57,000
2.03
Cake Biosolids Storage Roof
SF
18,750
$
9
$ 169,000
2.04
Centrifuge Building - concrete masonry
SF
2,500
$
275
$ 688,000
2.05
Site work allowance for centrifuge building site
EA
1
$
50,000
$ 50,000
2.06
Site work allowance for dewatered biosolids storage facility
EA
1
$
50,000
$ 50,000
TOTAL AUXILIARY ITEMS INSTALLED COST
$ 1,362,000
3.0 Project Capital Casts
3.01
TOTAL PROCESS EQUIPMENT COST (TPEC) $
820,900
3.02
Sales Tax
0.0%
of TPEC
$ -
3.03
Freight
1.0%
of TPEC
$ 8,000
3.04
Equipment Installation Allowance
40%
of TPEC
$ 328,000
3.05
Piping Allowance
25%
of TPEC
$ 205,000
3.06
Electrical,
Instrumentation and Contrgt
25%
of TPEC
$ 205,000
3.07
TOTAL INSTALLED PROCESS EQUIPMENT COST (TIPEC)
$ 1,567,000
3.08
Installed Auxiliary Items Cost IS n 2.0)
$ 1,362,000
3.09
$ 2,929,000
3.10
<bI
Contractor O erhead at
10%
$290,000
3.11
Contractor�eneral s
Month
16
$
22,500
$ 360,000
3.12
Val
$ 3,579,000
3.13
Contingency
40%
$ 1,432,000
3.14
FIXED CAPITAL COST ESTIMATE:
$ 5,011,000
3.15
meerm and Permitting
10.0%
$ 501,000
TOTAL OPINION OF CAPITAL COST: $
5,500,000
NOTES AND ASSUMPTIONS
1. Assumes adequate primary electrical service exisyeeneroator.
feet of the site, or that utility will provide if new service is required.
2. Does not include costs for auxilliary power sourc
3. Assumes the project is tax exempt.
4. Assumes minimum soil bearing capacity of 2000 psf; estimate does not include piles or other special foundations.
5 Electrical & controls allowance is intended to cover MCCs, wiring & conduit and basic controls; assumes major electrical equipment such as transformers,
generator, SCADA, etc. are covered in building costs.
6. Significant dewatering will not be required for construction of building foundations.
PRELIMINARY 4/5/2021 Dewberry`
Pg. 1 of 1 ...

ATTACHMENT 11
North Carolina Department of Environmental Quality
Division of Water Infrastructure
BID AND DESIGN DOCUMENT SUBMITTAL CHECKLIST
(Form PS-SUBMITTAL-07/18)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Infrastructure will accept a submittal package for review only if all of the items are provided and the
submittal is complete. Failure to submit all of the required items may result in an inability to meet funding deadlines and
subsequent loss of funding assurance.
B. The submittal shall include a completed copy of this submittal checklist, one copy of plans and specifications, and all supporting
documentation and attachments. All supporting information should be submitted bound or placed in a 3-ring binder.
C. Check the boxes below to indicate the information is provided and the requirements are met.
D. Plans and specifications must be prepared in accordance with North Carolina General Statute 133-1 through 3 and North
Carolina General Statute 143-215.1.
E. This submittal checklist must be signed by a North Carolina Licensed Professional Engineer.
F. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
SECTION 2: CONTACT INFORMATION
A. Owner Information
Owner
Brunswick County
Name of Owner's Authorized Representative
John Nichols, PE, CPESC
Title
Public Utility Director
Complete mailing address
PO Box 249, Bolivia, NC 28422
Telephone number
910-253-2657
Email address
[e-mail]
B. Professional Engineer Information
Professional Engineer's name
T. Carter Hubard, PE
North Carolina Professional Engineer's License No.
24984
Firm name
WK Dickson & Co., Inc.
Firm License number
F-0374
Complete mailing address
300 N. Third Street, Suite 301, Wilmington, NC 28401
Telephone number
910-762-4200
Email address
[e-mail]
Form PS-SUBMITTAL-07/18 Page 1

SECTION 3: PROJECT INFORMATION
A. Project Number: CS370714-03
Project Title: Mulberry Branch Water Reclamation Facility
B. Project Description
Please provide a full description of the project. This description should be similar or identical to what is imbedded in the
Summary of Work section of the specifications. Include all changes to the existing system (demolition, rehabilitation, additions,
etc.):
Construction of a 0.7S MGD water reclamation facility in Shallotte, North Carolina including the following: influent headworks
with two flow monitors for each of two influent force mains (12-inch and 16-inch): Influent DumD station: one 55-foot diameter
flow equalization tank; oxidation ditch treatment system; two 3S-foot diameter secondary clarifiers; RAS and WAS pump
station; two disc filters; UV disinfection; effluent pump station; one 75-foot aerobic digester; site buildings (RAS/WAS pump
building, chemical feed and storage, electrical, and control buildings); septage receiving station; modification and installation of
piping and channels to existing Shallotte WWTP lagoons; approx. 3,100 LF of 16-inch influent force main; approx. 2,900 LF of 10-
inch headworks force main; approx. 2,600 LF of 8-inch diversion force main; approx. 7,800 LF of 12-inch spray field force main;
approx. 7,100 LF 12-inch effluent force main to infiltration basins; three high -rate infiltration basins; approximately 11-acres of
effluent spray irrigation system.
® Does the Project design match the Engineering Report/Environmental Information Document (ER/EID) Approval Letter,
Categorical Exclusion (CE), Finding of No Significant Impact (FONSI), or issued Record of Decision (ROD)? ® Yes ❑ No.
If no, clearly describe any portions of the design that vary from the approved documents and the reasons for the
differences.
Note: based upon the scope of differences, an Amendment to the ER/EID or CE, FONSI, or ROD may be required.
SECTION 4: INFORMATION REQUIRED FOR ALL PROJECT TYPES
A. For Wastewater Treatment Plant projects:
® Complete Attachment A, filling out specific information regarding this project
B. For Sewer Infrastructure projects:
❑ Complete Attachment B, filling out specific information regarding this project
C. For Drinking Water projects:
❑ Complete Attachment C, filling out specific information regarding this project
D. Permits
® Provide copies of all permits and/or certifications that are required for this project as identified below.
aDoes
this Permit match the
£
'o
If Not Issued Provide
Design Documents for this
c a
a
m 3
ai
M a
Status and Expected
Project as Submitted for
Permit/Certification
Z a
G `n
C ¢
Issuance Date
Review?
In Review:
® ❑
Yes No12/15/21
Authorization to Construct*
9/19/21
CAMA
X
N/A
❑ Yes ❑ No
Form PS-SUBMITTAL-07/18 Page 2

v
Does this Permit match the
`E
o
If Not Issued Provide
Design Documents for this
a
0 a
" �
cc
M a
Status and Expected
Project as Submitted for
Permit/Certification
Z a
o `^
o a
Issuance Date
Review?
Dam Safety
X
N/A
LJ Yes LJ No
NCDOT Encroachment
9/9/2021
In Review:
® Yes ❑ No
Agreement
12/15/21
NPDES
X
N/A
❑ Yes ❑ No
Railroad Encroachment
❑ Yes ❑ No
X
N/A
Agreement
Sewer Extension*
X
N/A
❑ Yes ❑ No
Soil Erosion and Sediment
8/10/21
9/24/21
® Yes ❑ No
Control
Stormwater Management
8/10/21
In Review:
® Yes ❑ No
Plan
12/15/21
USCOE/Section 10
X
N/A
❑ Yes ❑ No
USCOE/Section 404 Permit
7/12/21
9/24/21
® Yes ❑ No
Water Quality Certification
7/16/21
9/28/21
® Yes ❑ No
401
Other:
X
N/A
❑ Yes ❑ No
*Provide application if not issued as of date of submittal of this package.
❑ If no, clearly describe any portions of the design that vary from the Permit and the reasons for the differences.
Note: Based upon the scope of differences, a permit revision may be required.
E. Easements
❑ All necessary easements have been acquired. ❑ Easements are not necessary.
® All necessary easements are anticipated to be acquired by 1 15 22
F. Cost Estimate
® For all project components provide a project line -item cost estimate that has been prepared or updated not more than 60
days prior to submittal of this package. This estimate should be at least as detailed as the bid form in the specifications.
❑ Does the project design include any bid alternates? ❑ Yes ® No.
❑ If yes, provide a separate project line -item cost estimate for each bid alternate.
G. Compliance with North Carolina General Statutes Chapter 133: Public Works
® Project complies with NC § 133-1 through 4: Public Works, Article 1 - General Provisions.
H. Engineering Plans
® Submit one set of detailed plans that have been signed, sealed and dated by a North Carolina Licensed Professional Engineer
on each sheet of the engineering drawings.
® Per 21 NCAC 56.1103(a)(6), the name, address and License number of the Licensee's firm shall be included on each sheet of
the engineering drawings.
® Plans must be labeled as follows: FINAL DRAWING — FOR REVIEW PURPOSES ONLY— NOT RELEASED FOR CONSTRUCTION.
® The cover sheet of the plans must contain the Division provided Project Number.
Form PS-SUBMITTAL-07/18 Page 3

® Plans shall include all applicable disciplines needed for bidding and construction of the proposed project.
I. ® Engineering Specifications
Submit one set of specifications that have been signed, sealed and dated by a North Carolina Licensed Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION.
® The cover sheet of the specifications must contain the SRF, SRL, SEL, and/or State Grant Project Number.
® A reasonable subsurface investigation must be made available to the contractor. If it is not included in the specifications,
the specifications must advise where a copy of the report can be observed.
® Specifications shall include all applicable disciplines needed for bidding and construction of the proposed project.
® Contract duration
❑ Applicable encroachment agreements (NCDOT, railroad, utilities, etc.)
® Advertisement for Bids
® Information for Bidders
® Bid Form
➢ Are portions of the project ineligible for CDBG, SRF, SRL, SEL, and/or State Grant funds? ❑ Yes or ® No. If yes, the bid
form must clearly identify and break out separately the eligible and ineligible items.
® Bid Bond
® Agreement
® Payment Bond
® Performance Bond
® Notice of Award with lines for signatures of the Owner and the Contractor (cannot substitute signature by Engineer)
® Notice to Proceed with lines for signature of the Owner and the Contractor (cannot substitute signature by Engineer)
® Change Order Form
® General Conditions
® Special Conditions
For SRF and State funded projects only:
® MBE/WBE (DBE) Compliance Supplement
Additional for SRF funded projects only:
® Davis -Bacon Specifications
® Wage Determination Schedule
® American Iron and Steel Provisions
For CDBG funded projects only:
❑ MBE/WBE Compliance Instruction and Forms
❑ Contractor Table CDBG-I MBE/WBE
❑ Advertisement for Bids
❑ Statement encouraging Historically Underutilized Businesses (HUB) to submit bids/proposals
❑ Statement encouraging Minority/Women Owner Businesses to submit bids/proposals
❑ Section 3 Clause
❑ Contractor's Section 3 Plan Template
❑ Labor Standard provisions
❑ Davis -Bacon Wage Determination
❑ Contract Provisions
❑ Certificate of Eligibility
❑ Employment and Contracting Opportunities Commitment
® Copy of all applicable State and Federal permits included in the specifications
Form PS-SUBMITTAL-07/18 Page 4

SECTION 6: SUBMITTAL SIGNATURE
I, T. Carter Hubard. PE, as a duly registered Professional Engineer,
(Print Name)
attest that this submittal package for CS370714-03
(Project Number)
Mulberry Branch Water Reclamation Facility
(Project Name)
is to the best of my knowledge accurate, complete and consistent with the information supplied in the engineering plans,
specifications, calculations, and all other supporting documentation for this project including the Engineering Report/Environmental
Information Document (ER/EID) Approval Letter, Categorical Exclusion (CE), Finding of No Significant Impact (FONSI), or issued
Record of Decision (ROD).
Signature: ;•0 yess/o C�2�'�.,
far_ 7
Date
Registration No.:
NC 024984
SECTION 7: SUBMITTAL MAILING ADDRESSES
-A v----- 4
y �NGINE��
O�qS C.
�A��Q
Nov 29 2021 1:42 PM
THE COMPLETED SUBMITTAL CHECKLIST, PLANS AND SPECIFICATIONS, AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
DIVISION OF WATER INFRASTRUCTURE
By U.S. Postal Service By Courier/Special Delivery:
1633 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 8TH FLOOR
RALEIGH, NORTH CAROLINA 27699-1633 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Form PS-SUBMITTAL-07/18 Page 5

ATTACHMENT A
INFORMATION REQUIRED FOR WASTEWATER TREATMENT PLANT INFRASTRUCTURE PROJECTS
(New, Expanding, Replacement, and Rehabilitation)
Submit a copy of either the Authorization -to -Construct or the application, if required for the project.
A. Engineering Plans
® Plan and profile views and associated details of all modified treatment units including piping, valves, and equipment
(pumps, blowers, mixers, diffusers, electrical, etc.)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility? ❑ Yes ® No. If yes, provide a
hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include
the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted
treatment unit for two flow conditions: (1) the NPDES permitted flow with all trains in service and (2) the peak hourly flow
with one treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility?
® Yes ❑ No. If yes, provide the process flow diagram or process flow schematic showing all modified flow paths including
aeration, recycle/return, wasting, and chemical feed, with the location of all monitoring and control instruments noted.
B. Engineering Specifications
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers, electrical, etc.), and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines, and performance testing requirements for equipment.
C. Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to
waters of the State. The Plan must not imply that the Contractor is responsible for operation of treatment
facilities. List the location of the Construction Sequence Plan as in the Engineering Plans or in the
Engineering Specifications or in both:
1. Site Work
a. Establish and maintain erosion control
b. Construct construction entrances as applicable to work area necessary
c. Construct vehicle access roads with adequate drainage for construction
d. Clearing and grading
2. High Rate Infiltration Basins and Spray Application
a. Construct Lyroundwater lowerine outfall level spreader
b. Construct Drain outfall
c. Stockpile and reuse clean sand for trench backfill
d. Construct eroundwater lowering drain
e. Bench infiltration basins excavation to allow removal of clav soils to excavation depth
without contaminating infiltration basin final grades by traffic across basin.
f. Excavate remaining basin dimensions to basin excavation limits and backfill with clean sand.
g. Establish vegetation on specified slopes of basin excavation.
h. Construct spray application system. Coordinate planting vegetation with startup to provide
lagoon effluent for irrigation.
3. Headworks and Eaualization Basin
a. Headworks and Eaualization Basin may proceed concurrentiv based upon the Contractor's
schedule. As the new headworks and connections into Shallotte WWTF and piping are
Form PS-SUBMITTAL-07/18 Page 6

completed, tested and approved by the ENGINER for use, these facilities may be activated
for Shallotte wastewater.
4. Lagoon Modifications
a. Construct piping modifications for lagoon system.
S. Force Mains
a. Construct proposed new force mains, spray irrigation, influent and effluent force mains.
Complete testing and activate in coordination with completion of other facilities and
authorization from ENGINEER.
6. Mulberry Branch Wastewater Treatment FacilitiesWater Reclamation Facility
a. Prior to the construction of Mulberry Branch Water Reclamation Facility, the removal of
irrigation piping and spray heads related to irrigation spray fields 1a and 1b are to be
removed as part of site clearing. Irrigation piping should be capped with concrete blocking.
b. Construct the new wastewater treatment site and facilitv may proceed concurrentiv based
the Contractor's schedule.
7. Influent Force Main Connection
a. New 16-inch force main may be constructed concurrent with other activities but connection
to the headworks must be coordinated with the completion of the headworks.
b. Connection to the force main on US 17 must be coordinated with the startup of the
wastewater treatment and disposal components.
8. Roads
a. Pave asphalt roads
b. Finish grading and patching of gravel roads.
D. Engineering Calculations
® Submit one set of engineering calculations that have been signed, sealed and dated by a North Carolina Licensed
Professional Engineer.
The calculations shall include at a minimum:
® Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
® Influent pollutant loading demonstrating how the design influent characteristics were determined.
® Pollutant loading for each treatment unit demonstrating how the design effluent concentrations were determined.
® Hydraulic loading for each treatment unit.
® Sizing criteria for each treatment unit and associated equipment (blowers, mixers, pumps, etc.)
® Total dynamic head (TDH) calculations and system curve analysis for each pump specified.
® Buoyancy calculations for all below grade structures.
® Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
Form PS-SUBMITTAL-07/18 Page 7

ATTACHMENT 12
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Cost
Cost
NCDOT TIP R-5021 Upsize and Capacity Charge
1
LS
$7,421,119
$
7,421,119
Influent FM
Force Main
16" PVC Pipe
1,230
LF
$
75
$
92,250
16" RJDIP Pipe
1,870
LF
$
100
$
187,000
Connection to Existing FM
1
LS
$
15,000
$
15,000
16" Air Release Valve Assembly
4
EA
$
5,500
$
22,000
16" Directional Sore
340
LF
$
275
$
93,500
16" FM Connection and Check Valve
1
LS
$
100,000
$
100,000
Headworks
Vertical Concrete
150
CY
$
1,200
$
180,000
Base/Slab Concrete
250
CY
$
600
$
150,000
Force Main Connection and Connectivity
Flowmeters
2
EA
$
10,000
$
20,000
12" DIP Piping
110
LF
$
120
$
13,200
Valving
1
LS
$
10,000
$
10,000
Fittings
1
LS
$
10,000
$
10,000
V-Port Motor Actuated Valve
1
LS
$
25,000
$
25,000
Ancillary
Sampler
1
LS
$
10,000
$
10,000
Handrails
310
LF
$
50
$
15,500
Ladders
2
LS
$
1,000
$
2,000
Stairs
2
LS
$
25,000
$
50,000
Davit Crane
1
LS
$
10,000
$
10,000
Hoist
1
LS
$
2,500
$
2,500
Grating
700
SF
$
40
$
28,000
Slide Gates
6
EA
$
10,000
$
60,000
Odor Control
1
LS
$
70,000
$
70,000
Screening
1
LS
$
200,000
$
200,000
Screen, Cover, and Conveyor
Grit Removal System
1
LS
$
400,000
$
400,000
Grit Pumps, 3-inch piping, 4-inch pipining,
valves, fittings,
Head Cell
Y ►► ^K Wastewater Treatment and Disposal for the City of Southport
WV IC KSON 20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Site
8" Drain
Earthwork
Gravel Road
Electrical
Generator
Influent PS
Concrete
ITP Pumps
Air Release Valves
Pumps
Flow Meter
6" Piping
8" Piping
10" PVC FM
10" RJDIP FM
Valving
Fittings
EQTP Pumps
Air Release Valves
Pumps
Flow Meter
6" Piping
8" Piping
Valving
Ancillary
Hatches
Handrails
Stairs
Electrical Building
Quantity Unit Unit Cost
150 LF $
80 $
1 LS $
50,000 $
420 CY $
50 $
1 LS $
150,000 $
(Part of headworks)
3
LS
$
1,000 $
3
EA
$
65,000 $
1
LS
$
8,000 $
50
LF
$
80 $
65
LF
$
90 $
2507
LF
$
50 $
388
LF
$
75 $
1
LS
$
25,000 $
1
LS
$
25,000 $
3
LS
$
1,000 $
3
EA
$
60,000 $
1
LS
$
8,000 $
50
LF
$
80 $
400
LF
$
90 $
1
LS
$
25,000 $
2
LS
$
5,000 $
150
LF
$
50 $
1
LS
$
10,000 $
120
SF
$
120 $
Cost
12,000
50,000
21,000
150,000
3,000
195,000
8,000
4,000
5,850
125,350
29,100
25,000
25,000
3,000
180,000
8,000
4,000
36,000
25,000
10,000
7,500
10,000
14,400
Y ►► ^K Wastewater Treatment and Disposal for the City of Southport
WV IC KSON 20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Equalization Basin
Vertical Concrete
Base/Slab Concrete
Jet Aeration System
Blowers
6" Air Piping
Platform
Manways
12" DIP
8" DIP
Oxidation Ditch
Vertical Concrete
Base/Slab Concrete
Mechanical Equipment
Slide Gates
Platform
Aeration
Jet Aeration
4" Air Piping
6" Air Piping
Blowers
Ancillary
Handrails
Stairs
Manways
Grating
Quantity Unit Unit Cost
Cost
200
CY
$
1,200
$
240,000
130
CY
$
600
$
78,000
1
LS
$
237,240
$
237,240
1
LS
$
276,780
$
276,780
140
LF
$
80
$
11,200
1
LS
$
50,000
$
50,000
1
LS
$
7,500
$
7,500
50
LF
$
130
$
6,500
35
LF
$
90
$
3,150
750
CY
$
1,200
$
900,000
980
CY
$
600
$
588,000
1
LS
$
355,860
$
355,860
5
EA
$
10,000
$
50,000
300
SF
$
250
$
75,000
1
LS
$
296,550
$
296,550
320
LF
$
50
$
16,000
230
LF
$
80
$
18,400
1
LS
$
395,400
$
395,400
1,560
LF
$
50
$
78,000
2
EA
$
30,000
$
60,000
2
EA
$
7,500
$
15,000
1,100
SF
$
40
$
44,000
WaCKSOv
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Clarifiers
Vertical Concrete
Base/Slab Concrete
Mechanical Equipment
Aluminum Platform
Piping
16" DIP Process Piping
6" Sludge Piping
4" Scum Piping
Fittings
Man Ways
RAS WAS PS
Concrete
Prefab Building
Roll Up Door
WAS Pumps
RAS Pumps
Suction Piping
4-inch DIP
6-inch DIP
Fittings
RAS Discharge Piping
4-inch DIP
6-inch DIP
Fittings
Flowmeter
WAS Discharge Piping
4-inch DIP
6-inch DIP
Fittings
Flowmeter
Trench Drain
6" Building Drain
Quantity Unit Unit Cost
155
CY
$
1,200 $
215
CY
$
600 $
1
LS
$
474,480 $
1
LS
$
118,620 $
370
LF
$
170 $
120
LF
$
70 $
70
LF
$
50 $
1
LS
$
40,000 $
2
LS
$
7,500 $
75
CY
$
600 $
1
LS
$
120,000 $
2
LS
$
6,500 $
1
LS
$
118,620 $
1
LS
$
197,700 $
35
LF
$
50 $
60
LF
$
80 $
1
LS
$
50,000 $
120
LF
$
50 $
211
LF
$
80 $
1
LS
$
20,000 $
1
EA
$
8,000 $
480
LF
$
50 $
380
LF
$
80 $
1
LS
$
20,000 $
1
EA
$
8,000 $
60
LF
$
50 $
70
LF
$
80 $
Cost
185,822
129,000
474,480
118,620
62,900
8,400
3,500
40,000
15,000
45,000
120,000
13,000
118,620
197,700
3,000
4,800
50,000
6,000
16,880
20,000
8,000
24,000
30,400
20,000
8,000
3,000
5,600
Y ►► ^K Wastewater Treatment and Disposal for the City of Southport
WV IC KSON 20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Filtration
Concrete
Filter Units
Aluminum Platform
Piping
6-inch Drain Piping
12-Inch Effluent Piping
16-inch Effluent Piping
24-inch Effluent Piping
Disinfection
Vertical Concrete
Base/Slab Concrete
UV Units
Awning
Slide Gates
24" Effluent Piping
Item
Effluent PS
Vertical Concrete
Base/Slab Concrete
Sampler
Hatch
Effluent Pumps
Air Release Valves
Pumps
Flow Meter
Fittings
NPW Pumps
Air Release Valves
Pumps
Valving
Pressure Transmitter
Piping
2" Piping
6-inch DIP
8-inch DIP
Quantity
Unit
Unit Cost
15
CY
$ 600 $
1
LS
$ 790,800 $
36
SF
$ 250 $
Cost
9,000
790,800
9,000
12
LF
$
80
$
960
16
LF
$
120
$
1,920
20
LF
$
180
$
3,600
75
LF
$
260
$
19,500
35
CY
$
1,200
$
42,000
75
CY
$
600
$
45,000
1
LS
$
600,000
$
600,000
1
LS
$
30,000
$
30,000
2
EA
$
10,000
$
20,000
190
LF
$
270
$
51,300
Quantity
Unit
Unit Cost
Cost
30
CY
$
1,200
$
36,000
50
CY
$
600
$
30,000
1
LS
$
10,000
$
10,000
1
EA
$
5,000
$
5,000
3
LS
$
1,000
$
3,000
3
EA
$
65,000
$
195,000
1
LS
$
8,000
$
8,000
1
LS
$
25,000
$
25,000
3
LS
$
1,000
$
3,000
1
LS
$
66,000
$
66,000
1
LS
$
5,000
$
5,000
1
LS
$
7,500
$
7,500
900
LF
$
15
$
13,500
50
LF
$
80
$
4,000
270
LF
$
90
$
24,300
^a CKSO v
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Effluent FM
12" PVC FM
12" RJDIP FM
Flowmeters
Manhole Meter Vaults
Flow Meter Communication System
12" Motor Actuated Gate Valve
12" Air Release Valve Assembly
Digesters
Vertical Wall Concrete
Base/ Slab Concrete
Skimmer
Aluminum Platform and Stairs
Aeration
Jet Aeration
6" Air Piping
Blowers
Transfer PS
Pumps
4-inch
6-inch Piping
Drain PS and System
Concrete
Hatches
Pumps
Air Release Valves
Pumps
Flow Meter
Pump Piping and FM
6-Inch
8 -Inch
Valving/Fittings
Quantity Unit Unit Cost
6,150
LF
$
50 $
900
LF
$
75 $
3
LS
$
12,000 $
3
EA
$
4,000 $
1
LS
$
40,000 $
3
EA
$
7,500 $
4
EA
$
5,500 $
240
CY
$
1,200 $
400
CY
$
600 $
1
LS
$
79,080 $
60
SF
$
250 $
1
LS
$
336,090 $
130
LF
$
80 $
1
LS
$
276,780 $
2
LS
$
60,000 $
50
LF
$
50 $
100
LF
$
80 $
10
CY
$
1,200 $
1
LS
$
5,000 $
2
EA
$
1,000 $
2
EA
$
80,000 $
1
LS
$
8,000 $
72
LF
$
80 $
150
LF
$
90 $
1
LS
$
15,000 $
Cost
307,500
67,500
36,000
12,000
40,000
22,500
22,000
288,000
240,000
79,080
15,000
336,090
10,400
276,780
120,000
2,500
8,000
12,000
5,000
2,000
160,000
8,000
5,760
13,500
15,000
Y ►► ^K Wastewater Treatment and Disposal for the City of Southport
WV IC KSON 20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Diversion FM
8" PVC FM
8" RJDIP FM
Site Drainage
8-Inch Piping
Manholes
Scum PS
Concrete
Grating
Pumps
3-inch Piping
4-inch Piping
Fittings
Control Building
Concrete
Structure
Doors
Roll Up Door
HVAC, Plumbing, Windows Finishing
Lab Bench
Generator
Item
WWTP Site
Sidewalk
Gravel Drive
Yard Hydrants
6-inch Water Main
1.5-inch Water Service
Fire Hydrant Assembly
Tap of Water Main
Back Flow Preventer
Clearing and Grubbing
Quantity Unit Unit Cost
Cost
2,252
LF
$
45
$
101,340
281
LF
$
65
$
18,265
1,000
LF
$
60
$
60,000
10
EA
$
4,000
$
40,000
5
CY
$
900
$
4,500
16
SF
$
40
$
640
1
LS
$
72,000
$
72,000
16
LF
$
40
$
640
40
LF
$
50
$
2,000
1
LS
$
10,000
$
10,000
63
CY
$
600
$
37,800
1
LS
$
180,000
$
180,000
5
EA
$
5,000
$
25,000
1
LS
$
6,500
$
6,500
1
LS
$
75,000
$
75,000
30
LF
$
700
$
21,000
1
LS
$
150,000
$
150,000
Quantity
Unit
Unit Cost
Cost
2760
SF
$
15
$
41,400
1580
SF
$
50
$
79,000
9
EA
$
400
$
3,600
1035
LF
$
25
$
25,875
345
LF
$
12
$
4,140
2
EA
$
6,500
$
13,000
1
LS
$
5,000
$
5,000
2
LS
$
5,000
$
10,000
5
AC
$
2,500
$
12,500
^a CKSO v
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Lagoon WWTP
Basin Modifications
Concrete
Grating
Piping
Bypass Pumping
Truck Unloading Station
Screen
Concrete
6" Piping
8" Piping
Fittings
Gravel
Fencing
Lagoon Outlet Structure
Gate
Grating
Adapter Coupling
Misc Metals
Spray Irrigation
12" PVC FM
12" RJDIP FM
6" Piping
10" Piping
Spinkler Assemblies
Clearing and Grubbing
Earthwork
12" Motor Actuated Gate Valve
12" Air Release Valve Assembly
Quantity Unit Unit Cost
Cost
4
CY
$
1,200
$
4,800
36
SF
$
40
$
1,440
540
LF
$
190
$
102,600
2
WKS
$
20,000
$
40,000
1
LS
$
50,000
$
50,000
2
CY
$
600
$
1,200
20
LF
$
80
$
1,600
25
LF
$
90
$
2,250
1
LS
$
1,000
$
1,000
140
CY
$
50
$
7,000
100
LF
$
20
$
2,000
1
LS
$
15,000
$
15,000
35
SF
$
40
$
1,387
1
LS
$
7,500
$
7,500
1
LS
$
15,000
$
15,000
6916
LF
$
60
$
414,960
863
LF
$
90
$
77,670
7350
LF
$
40
$
294,000
350
LF
$
60
$
21,000
112
EA
$
300
$
33,600
12
AC
$
2,500
$
30,000
1
LS
$
20,000
$
20,000
1
EA
$
7,500
$
7,500
4
EA
$
5,500
$
22,000
^a CKSO v
Wastewater Treatment and Disposal for the City of Southport
20170253.00.WL

Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Cost
Cost
High Rate Infiltration Basins
Survey Layout
1
LS
$
20,000
$
20,000
Earthwork
Rough Grading
50,000
CY
$
10
$
500,000
Clearing and Grubbing, Light
30
AC
$
2,500
$
75,000
Dewatering Elements
10" PVC Ground Lowering Underdrain
8,224
LF
$
60
$
493,440
1/4" x 1/8" Quartzite Gravel*
5,500
TN
$
80
$
440,000
Clean Sand Trench Backfill Onsite
10,000
CY
$
12
$
120,000
Clean Sand Trench Backfill Onsite Borrow
5,000
CY
$
12
$
60,000
Manholes
13
EA
$
4,000
$
52,000
Cleanouts
39
EA
$
2,500
$
97,500
16" PVC Outfall Pipe
425
LF
$
60
$
25,500
12" PVC Outfall Pipe
425
LF
$
45
$
19,125
12" Plug Valve
1
EA
$
7,200
$
7,200
Level Spreader/Outlet Device
2
EA
$
20,000
$
40,000
Monitoring Wells
14
EA
$
1,000
$
14,000
Site Work & Piping
Prefab Bridge Crossing
1
EA
$
90,000
$
90,000
Gravel Access Road
4,590
CY
$
55
$
252,450
Geotextile Fabric under Road
8,840
SY
$
5
$
44,200
Geogrid under Road in Wetlands
630
SY
$
5
$
3,150
Electric Linework to HRI Basins
7,000
LF
$
5
$
35,000
Erosion Control
Standard Silt Fence
11,000
LF
$
5
$
55,000
Diversion Ditch
3,300
LF
$
5
$
16,500
Sediment Basin
2
EA
$
20,000
$
40,000
Temporary & Permanent Seeding
30
AC
$
2,000
$
60,000
Electrical and Instrumentation
1
LS
$1,300,000
$
1,300,000
Site
Entrance Gate
2
EA
$
17,000
$
34,000
Seeding
1
LS
$
8,500
$
8,500
Erosion and Sediment Control
1
LS
$
30,000
$
30,000
Misc Sitework
1
LS
$
50,000
$
50,000
Mobilization (3%)
1
LS
$
557,091
$
557,091
Estimated Construction Cost
$
26,547,925
Contingency (5%)
$
1,327,396
Total Cost
$
27,875,321
Y ►► ^K Wastewater Treatment and Disposal for the City of Southport
WV IC KSON 20170253.00.WL