NC0063860_Report_20190215 (2)

AL
wr.•�f"
February 15, 2019
NCDENR / DWQ/ Water Quality Permitting
NPDES Complex Permitting, Wastewater Branch
Attention: David Hill
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Aqua North Carolina, Inc.
Harbor Estates Wastewater Treatment Plant
NPDES No. NC 0063860
Mr. Hill,
RECENED1DENR/DWR
FEB 21 2019
Water Resources
Permitting Section
Enclosed is a hard copy of the Cormix model report for Harbor Estates Wastewater
Treatment Plant (WWTP).
Should you need any additional information or assistance, please feel free to contact
me at [e-mail] or at 919-653-6965.
Best regards,
Amanda Berger
Manager of Environmental Compliance
Eric:
Cormix Model Report
Harbor Estates WWTP Outfall Plans
202 MacKenan Court, Cary, NC, 27511 - 919.467.8712 - AquaAmerica.com

Dilution Modeling Report
for
Harbor Estates WWTP
Prepared by
Jerry K. Snyder, P.E., DEE, DWRE
for
Aqua North Carolina, Inc.
February 2019
02/06/2019 Jerry K. Snyder, P.E.
Date Typed Name
Pennsylvania P.E. License No. PE032686E

Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
TABLE OF CONTENTS
EXECUTIVESUMMARY.........................................................................................................I
1.0 INTRODUCTION..............................................................................................................1
1.1 BACKGROUND.........................................................................................................1
1.2 DESCRIPTION OF EXISTING OUTFALL...............................................................2
1.3 PURPOSE OF DILUTION MODELING STUDY.....................................................3
2.0 MODELING APPROACH.................................................................................................3
2.1 MODELING OBJECTIVES........................................................................................3
2.2 MODELED CONDITIONS.........................................................................................3
2.3 INPUT DATA..............................................................................................................7
3.0 MODEL RESULTS..........................................................................................................13
4.0 SENSITIVITY ANALYSIS.............................................................................................15
5.0 SUMMARY AND RECOMMENDATIONS...................................................................16
5.0 REFERENCES..................................................................................................................18
6.0 ATTACHMENTS.............................................................................................................20
LIST OF TABLES
1 Discharge Limits for Harbor Estates WWTP NPDES Permit # NCO063860.................2
2 Outfall Pipe Configuration..............................................................................................3
3 CORMIX Model Scenarios.............................................................................................4
4 Measured Data for Lake Wylie and Harbor Estates........................................................7
5 Water Density Calculations.............................................................................................8
6 Zone of Initial Dilution (ZID) Calculations..................................................................10
7A Harbor Estates CORMIX2 Input Data.......................................................................... I I
7B Harbor Estates CORMIX 1 Input Data..........................................................................12
8 Water Quality Criteria...................................................................................................13
9 Input Concentrations and Water Quality Criteria.........................................................13
10 Dilution and Distance Required to Meet Water Quality Criteria..................................17
11 Dilution Achieved at the Zone of Initial Dilution Distance..........................................17
12 Sensitivity Analysis Summary for Harbor Estates........................................................19
13 Proposed Effluent Limits for Harbor Estates................................................................19
LIST OF FIGURES
1 Facility Location Map.....................................................................................................5
2 Outfall Pipe Construction Drawing.................................................................................6
3 Plan View of Plume from Harbor Estates Outfall...............................................................10

Modeling Plan for Harbor Estates WWTP —NPDES #NC0063860 February 2019
Dilution vs. Distance from Outfall................................................................................14
In -Stream Waste Concentration along Plume Centerline — Harbor Estates ...........................15
LIST OF ATTACHMENTS
CORMIX Input and Output Files
ii

Dilution Modeling Report for Harbor Estates WWTP —NPDES #NC0063860 February 2019
EXECUTIVE SUMMARY
This is the first revision of a modeling report that was submitted in November 2018. In response
to comments from NCDEQ, the following changes were implemented and are reported in this
report:
1. The contraction ratio used in the model for the slotted openings in the pipe is now 0.6.
2. The Zone of Initial Dilution (ZID) is now calculated based on a single opening or port
rather than the sum of the port areas.
3. Sensitivity analyses were performed.
a. Restricted the number of openings to 9 (from 30) to simulate clogging of the
diffuser.
b. Restricted the number of openings to 21 (from 30) to simulate clogging of the
diffuser.
c. Simulated the effect of a double -ended break in the 3-inch diameter discharge
pipe.
The mixing behavior of the Harbor Estates WWTP discharge into Lake Wylie was simulated
using the CORMIX model. Three discharge constituents were modeled, chloride, copper, and
zinc. A generic simulation was also performed that could be applied to any constituent in the
discharge. The simulations indicated that the slotted diffuser at the end of the outfall pipe. is
highly effective at creating rapid mixing and dilution within a short distance of the outfall. A
zone of initial dilution (ZID) was calculated as 0.9 meters based on the outfall configuration.
The ZID is an initial mixing area within a short distance from the outfall. Based on a dilution
factor of 15.9 achieved at the ZID and accounting for background concentrations where
applicable, discharge limits for chloride (2,898 mg/L), copper (0.0285 mg/L), and zinc (0.3776
mg/L) are proposed. The proposed discharge limits will allow the most stringent water quality
criteria to be met within the ZID distance.
1.0 INTRODUCTION
1.1 BACKGROUND
This Dilution Modeling Report presents the results of a dilution modeling study performed in
accordance with a Modeling Plan submitted in September 2018 and approved on October 4, 2018.
Some information provided in the Modeling Plan is included in this Modeling Report for
completeness. Aqua North Carolina, Inc. operates the Harbor Estates Wastewater Treatment Plant
(WWTP) under NPDES Permit NCO063860. The WWTP treats 100% domestic wastewater from
the Harbor Estates. The WWTP is located on Pine Harbor Road (NCSR1113), Charlotte 28278,
Mecklenburg County, North Carolina. The WWTP is permitted to discharge up to 0.0416 million
gallons per day (MGD). The average discharge flow rate in 2017 was 0.0124 MGD. The current
discharge limits for Harbor Estates for chloride, copper, and zinc are listed in Table 1 below.

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Table 1
Discharge Limits for Harbor Estates WWTP NPDES Permit # NCO063860
Parameter
Monthly Average
I Units
Daily Maximum
I Units
Flow
0.0416
MGD1
Total
Chloride
230
mg/L2
230
mg/L2
Total
Copper
7.88
ug/L3
10.47
ug/L3
Total
Zinc
125.7
ug/L3
125.7
ug/L3
Notes:
1. MGD is million gallons per day
2. mg/L is milligrams per liter
3. ug/L is micrograms per liter
1.2 DESCRIPTION OF EXISTING OUTFALL
The WWTP discharges treated domestic wastewater to Lake Wylie in the Catawba River Basin
through a permitted outfall pipe. Lake Wylie is classified as WS-III & B (Water Supply III and
Full Contact Recreation). A location map showing the locations of the facility and the outfall
pipe is included as Figure 1 below. The outfall is a 3-inch diameter slotted polyvinyl chloride
(PVC) pipe that ends in Lake Wylie 210 feet from the shore. A construction drawing showing
the profile of the outfall pipe is included as Figure 2 below. The pipe ends with two 20-foot
sections of PVC pipe. The end section is capped and filled with concrete, presumably to anchor
the pipe on the bottom. The adjacent section of pipe has slotted perforations covering the length
of the 20-foot section. These were described as being approximately 1/8-inch wide and 4 inches
long at 1-inch spacing on the crown (top) of the pipe. The end sections of pipe were inspected
and cleaned in July 2017. According to one of the divers, the pipe was located under 30-35 feet
of water. Based upon the construction drawing of the pipe profile and the United States
Geological Survey (U.S.G.S.) Lake Wylie, NC Quadrangle Map, the depth at the endo of the
pipe is 20 feet. This is the ambient depth that was used in the CORMIX model scenarios.
On occasion the concentrations of total chloride and total copper have exceeded the permit limit
of 230 mg/L and 7.88 ug/L respectively. The basic configuration of the outfall is described in
Table 2 below.
2

Dilution Modeling Report for Harbor Estates WWTP —NPDES #NC0063860 February 2019
Table 2 Outfall Pipe Configuration
Harbor Estates
Location
Lake Wylie
Orientation of pipe
Horizontal on bottom
Distance from Shore, feet
210
Diameter, inches
3
Diffuser
Perforated Pipe (slotted)
Material
PVC
Easement Width, feet
24
1.3 PURPOSE OF DILUTION MODELING STUDY
In 2017 the Facility exceeded its monthly average limit for the concentration of total chloride and
total copper in September and December. The measurements of copper in September and
December were 38 ug/L and 21 ug/L respectively while the Monthly Average limit for total
copper is 7.88 ug/L. The total chloride concentrations measured in September and December
2017 were 570 mg/L and 405 mg/L respectively while the Monthly Average limit for total
chloride is 230 mg/L.
This study will establish effluent dilution credits for total chloride, total copper, and total zinc.
The objective will be to determine the in -stream waste concentration (IWC) at various distances
from the end of the discharge pipe. The distance where the permitted concentrations are met will
be determined as an objective of this dilution study. This will be the basis for a recommended
dilution credit. The dilution credit will be an allowance of end -of -pipe concentrations greater than
the permit value as long as the permitted concentrations are achieved within a short distance from
the end of the pipe. Dilution credits may be developed and applied to other constituents as well.
2.0 MODELING APPROACH
2.1 MODELING OBJECTIVES
The objective of the modeling study is to simulate the behavior of the discharge plume from the
outfall. The simulation will allow evaluation of the IWC of total chloride, total copper, and total
zinc in the discharged water as the plume mixes with ambient water. Although total chloride,
total copper, and total zinc are the main constituent of interest in this study, the simulation
results will be general and could be applied to any constituent in the discharged water.
2.2 MODELED CONDITIONS
The simulations were accomplished using a well -established and accepted hydrodynamic
model, Cornell Mixing Zone Expert System (CORMIX). The CORMIX model was used to
simulate the plume behavior of the existing discharge under existing conditions. The model was
be used to develop a steady-state concentration profile along the discharge plume centerline.
3

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
The location and distance from the end of the outfall pipe where the permitted total chloride,
total copper, and total zinc concentrations are met was determined. A total of four simulations
were performed, to simulate the IWCs of total chloride, total copper, total zinc, and a
generalized non-specific (generic) parameter. Since the pumps cycle on an off with the treated
effluent level in the pump tank, a single instantaneous pumping rate was used in the model to
represent the discharge flow rate. This reflects the actual mixing behavior at the outfall pipe
while the discharge is active. The instantaneous pumping rate is independent of the flow rate
passing through the treatment plant. If the average daily flow to the plant changes, the pumps
cycle more or less frequently, but the instantaneous pumping rate while the pumps are on will
remain the same. Specific model runs were made for total chloride, total copper, and total zinc.
The parameter -specific simulations accounted for the background concentration of total
chloride, total copper, and total zinc in the ambient environment when present. A generalized
plume simulation assumed 100% as the discharge concentration and 0% in the background
concentration. The results of the generalized simulation can be used to calculate the IWC of any
constituent in the discharged water by multiplying the model -predicted percentage
concentration in the plume by the concentration of that constituent at the end of the pipe. The
four model scenarios are summarized in Table 3 below. In addition to the baseline simulations,
three sensitivity analysis simulations were performed. These included two simulations of partial
blockage of the slotted openings in the outfall pipe and one scenario simulating the behavior of
an open-ended rupture of the 3-inch outfall pipe.
Table 3 CORAUX Model Scenarios
Discharge
Modeled
Discharge
Flow 1
Constituent
Concentration
Units
(gpm)
Total
83
Chloride
230
ug/L
Total
83
Copper
10.47
ug/L
83
Total Zinc
125.7
ug/L
Generalized
83
Parameter
100
1. The instantaneous pumping rate will be used for all
scenarios.
4

Dilution Modeling Report for Harbor Estates W W TP — NPDES 4NCO063860 February2019
Figure 1 Facility Location Map
�--_. ` � r. �+� % � . Shuplon Rd N•
r
iti J ! uY
kp ovlmate b_ ,
Facility Boundary
ne
t
tr
outf001a11 �v ?
- _
r �S
f<
Uoe�
r/ f\ Catawba River (Lake W}Lc)
[flows south] -.
s
Aqua North Carolina, Inc.
Facility
Harbor Estates W WTP
Location jEdW
Nine Harbor Road 04CSR 113L Charlotte 28278
Scale I�:aooa
RRel.kn 4nyn; Cmvb Rigel ewl'livl u....,-aw; wsv:9
M. QW1011so!
NPDES Permit NC0063860
!s•oroo^ lcr : el^Rrss•
1VOith
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&RUEd
`''-'-�_A'=-la=: ONSErLate gyve
Mecklenburg County
5

Dilution Modeling Report for Harbor Estates WWTP —NPDES #NC0063860 February 2019
Figure 2 Outfall Pipe Construction Drawing

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
2.3 INPUT DATA
The CORMIX model is a hydrodynamic computer code that simulates the behavior of hydraulic
plume or "jets" in various ambient environments. It has been applied extensively to model or
simulate the behavior of water discharges into lakes and stream environments. The model
calculates utilizes data on the discharge configuration, ambient environment, and relative
densities between the ambient water and the discharged water. The CORMIX model has
separate modules to simulate submerged single -port discharges (CORMIXI), submerged multi -
port diffusers (CORMIX2), and buoyant surface discharges (CORMIX3). The CORMIX2
module will be used for this study.
CORMIX models the concentrations of constituents in water, no matter which units of measure are used,
as the concentrations above background. Therefore, if there is a non -zero background (ambient)
concentration of any modeled constituent, that background concentration is subtracted from the
discharge concentration and the water quality criterion as well.
For interpretation of the calculated model output concentrations, the background concentrations are
added to the predicted plume concentrations. Because both the discharge concentration and water quality
criteria are adjusted for background levels, the dilution factors (S) calculated by the model is the ratio of
the adjusted discharge concentration to the adjusted water quality criterion.
In addition to the model scenarios listed in Table 3 above, two additional scenarios were run. These
represented the maximum chloride and copper concentrations reported in September 2017. Additional
water samples were collected on October 11, 2018 and analyzed for use in this dilution modeling study.
These are listed in Table 4 below.
Table 4 Measured Data for Lake Wylie and Harbor Estates October 11, 2018
Measurement Location
Parameter
Value
Units
Effluent
Temperature
23
°C
Effluent
Total Dissolved Solids
834
mg/L
Effluent
Chloride
205
mg/L
Effluent
Copper
0.037
mg/L
Effluent
Zinc
0.079
mg/L
Upstream
Temperature
24
°C
Upstream
Total Dissolved Solids
34
mg/L
Upstream
Chloride
6.3
mg/L
Upstream
Copper
<0.005
mg/L
U pstream
Zinc
0.014
mg/L
Downstream
Temperature
25
°C
Downstream
Total Dissolved Solids
41
mg/L
Downstream
Chloride
8.3
mg/L
Downstream
Copper
<0.005
mg/L
Downstream
Zinc
<0.010
mg/L

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
In Table 4, the measurements reported as less than, indicated by the "<" symbol were treated as zero.
The downstream samples were not used as their location was not provided.
Water Density Calculations
The behavior of the discharge plume modeled in CORMIX is affected by the energy (velocity) of the
discharged jet and the relative density of the discharged water and the receiving water. These densities
were calculated from the measured total dissolved solids (TDS) concentration and temperatures
measured on October 11, 2018. These are summarized in Table 5 below.
Table 5 Harbor Estates Water Densities
Total Dissolved
Solids, TDS
Temperature
1
Density
mg/L
°C
kg/m3
Discharge
834
23
998.174
Lake Wylie
34
24
997.325
1. Density was calculated from Sea Water Equation of State
online calculator, http://fermi.jhuapl.edu/denscaic.htmi.
Discharse Rate
The discharge rate was calculated from the measured time required for the discharge pump to draw
down a holding tank between the upper and lower set points on the tank. The 46-inch diameter tank was
drawn down 23 inches in 2 minutes. This resulted from a pumping rate of 83 gallons per minute (gpm)
or 0.120 million gallons per day (mgd).
Downstream Velocity
The downstream velocity was calculated from the relative drainage areas between the discharge location
at Pine Run (2810 square miles, s.mi.) and the Catawba River near Rock Hill, SC (U.S.G.S., gage
02146000 drainage area 3050 s.mi.) and the average annual flow at the gage station (3,895 cubic feet per
second, cfs) based on five years of daily discharge data. The calculated average annual flow along the
Catawba River at Pine Run is 3,589 cfs. The cross -sectional area of the Catawba River was measured
from a U.S.G.S. Quadrangle map (Lake Wylie, SC, 7.5-minute quadrangle, 1993) as 44,500 square feet,
s.f. The calculated downstream velocity if 0.08 feet per second, fps.
Diffuser Configuration
The diffuser at the end of the discharge pipe consists of a 20-foot section of 3-inch diameter PVC pipe.
The diffuser was modeled as 10 groups of three openings on the top of the pipe. Each opening was 1/8-
inch wide and 4 inches long, which gave it an opening area of 0.5 square inches (in 2) and an equivalent
diameter of 0.798 inches (0.0665 feet for model input) for each opening. The total opening area for the
30 openings is 15 in and the equivalent diameter is 4.37 inches.

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Diffuser Orientation
The diffuser is perpendicular to the orientation of the Catawba River. The origin for the coordinate
system for model output is at the middle of the diffuser pipe on the bottom. The coordinates are oriented
as follows. The downstream direction of flow is the positive X direction. The opposite river bank is the
positive Y direction, and straight up from the bottom is the positive Z direction.
Figure 3 shows the dimensions of the plume originating from the diffuser pipe. The plume originates on
the left side and proceeds toward the right (southerly).
Zone of Initial Dilution WD)
The ZID is a limited area around a discharge pipe or outfall where the water quality criteria for toxic
constituents may be exceeded as long as the criteria are met at the edge of this limited zone and the
limited nature of the ZID allows for passage of aquatic life around the zone. The dimensions of the ZID
can be calculated as the minimum of 5*ambient depth or 50*discharge length scale (DLS). The DLS is
defined as the square root of the area of a single discharge port or opening. Based on a port area of 0.5
in' and an ambient depth of 35.25 feet, the ZID for the diffuser is 2.95 feet (0.90 meters). The limiting
factor is the port opening area, which is 0.5 square inches. Table 6 below shows the calculation of the
ZID distance for Harbor Estates. Note that the ZID used for the sensitivity analysis scenario simulating
an open-ended break of the 3-inch outfall pipe was 3.38 meters, which reflects the 3-inch opening in that
case.
Table 7 below lists the input values used in the generalized model scenario. Only the discharge
concentration and water quality criterion values, listed in Table 4, changed for the other scenarios.

Dilution Modeling Report for Harbor Estates WWTP —NPDES #NC0063860 February2019
Figure 3 Plan View of Plume from Harbor Estates Outfall
Horizontal Plume Trajectory and Width
4
v
3 Left Edge of Plume
a
2
CJ
E 1
m Plume Centerline
p -2
E -3 __ _ Right Edge of Plume
w -4 --- -
0
w 0 1 2 3 4 5 6 7
eu
,$ Downstream Distance from Outfall, Meters
Table 6 Zone of Initial Dilution IZIDI for Harbor Estates Diffuser
Discharge
Length Scale,
Avg. Depth at
Zone of Initial
Zone of Initial
Harbor Estates
Area
DIS
SO DLS
Discharge
5x Depth
Dilution, ZID
Dilution, ZID
(s.f.)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
(m)
One opening(0.5 in2)
0.0035
0.059
2.95
20.00
100.00
2.95
0.90
Open 3-inch diameter
discharge pipe
0.0491
0.222
11.08
20.00
100.00
11.08
3.38
Note: The ZID was adjusted forthe sensitivity run simulating an open 3-inch diameter pipe.
The model input values are listed in Table 7A below.
10

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
W....__.._.._ _... _ _...._W_...-...
Table 7A Harbor Estates CORMIX2 Input Data
Module: CORMIX2 Submerged Mulit-Port Diffuser
TAB
INPUT DATA
UNITS OF MEASURE
Project Tab
Name:
Harbor Estates - Lake Wylie
Scenario:
Generalized
Ambient Tab
Average Depth:
20
feet
Discharge Depth:
19.67
feet
Ambient Velocity:
0.08
feet per second, fps
Bounded/Unbounded
Bounded
Width:
600
feet
Manning's n:
0.025
Wind Speed:
0
meters/second, m/s
Ambient Density Data
Fresh/Uniform
Water Density:
997.325
kilograms per meter squared, kg/m2
Effluent Tab
.
Flow Rate:
0.120
million gallons per day, MGD
Concentration:
100
percent, %
Discharge Density
998.174
kilograms per meter squared, kg/m2
Pollutant Type:
Conservative
Discharge Tab
Nearest Bank:
Left
Diffuser Length:
20
feet
Distance to one endpoint:
200
feet
Distance to other endpoint:
220
feet
Port Height:
0.25
feet
Port Diameter:
0.0665
feet
Contraction Ratio:
0.6
Total No. of Openings:
30
Alignment Angle Gamma (y):
90
degrees, °
Tab - No. of Nozzles per Riser
Several
No. of Nozzles per Riser:
3
Tab - Net Horizontal Momentum Flux
Zero
Nozzles orientation:
Same Direction
Mixing Zone Tab
Toxic/NonToxic
NonToxic
WQStandard
NoWQStandard
(for generalized parameter scenario)
Specified Mixing Zone Tab
Mixing Zone Specified
Distance:
0.90
meters
Region of Interest
2000
meters
Grid Intervals for Display
200
No. of Display Steps
11

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Table 76 Harbor Estates CORMIXi Input Data
Module: CORMIXiSubmemed Sinele Port Discharge
TAB
INPUT DATA
UNITS OF MEASURE
Project Tab
Name:
Harbor Estates - Lake Wylie
Open -Ended Break of 3-inch
Outfall Pipe
Scenario:
Generalized
Ambient Tab
Average Depth:
20
feet
Discharge Depth:
19.67
feet
Ambient Velocity:
0.08
feet per second, fps
Bounded/Unbounded
Bounded
Width:
600
feet
Manning's n:
0.025
Wind Speed:
0
meters/second, m/s
Ambient Density Data
Fresh/Uniform
Water Density:
997.325
kilograms per meter squared, kg/ mZ
Effluent Tab
Flow Rate:
0.120
million gallons per day, MGD
Concentration:
100
percent,
Discharge Density
998.174
kilograms per meter squared, kg/m2
Pollutant Type:
Conservative
Discharge Tab
Nearest Bank:
Left
Distance to Nearest Bank:
200
feet
Port Height:
0.25
feet
Port Diameter:
0.25
feet
Vertical Angle Theta (0):
0
degrees, °
Horizontal Angle Sigma (s)
90
degrees, °
Mixing Zone Tab
Toxic/NonToxic
NonToxic
WQStandard
No WQStandard
(for generalized parameter scenario)
Specified Mixing Zone Tab
Mixing Zone Specified
Distance:
0.90
meters
Region of Interest
2000
meters
Grid Intervals for Display
200
No. of Display Steps
12

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Water Quality Criteria and Background Concentrations
Lake Wylie is classified as WS III/B water uses. Class WS III is a water supply classification and B is
for primary contact recreation. In addition, there are chronic and acute limits that apply to freshwater
aquatic life. Table 8 below lists the water quality criteria for chloride copper and .zinc for Lake Wylie.
Table 8 Water Quality Criteria
FW Aquatic
Parameter
Units
B
WS III
Chronic
Acute
Background
Chloride
mg/L
N/A
250
230
230
6.3
Copper'
ug/L
N/A
N/A
2.26
2.95
0
Zinc'
ug/L
N/A
N/A
30.21
29.97
14
1. A hardness value of 20 mg/L as CaCO3 was used to calculate the criterion
for copper.
2. A hardness value of 20 mg/L as CaCO3 was used to calculate the criterion
for zinc.
Adiustments for Background Concentrations
The input concentrations for chloride, copper, and zinc adjusted for background concentrations are listed
in Table 9 below.
Table 9 Input Concentrations and Water Quality Criteria Adjusted for Background Concentration
Parameter
Units
Discharge
Concentration above
Background
Water Quality
Criterion above
background
Scenario Name
Chloride
mg/L
223.7
223.7
Daily Max. Chloride
Copper
mg/L
0.01047
0.002
Daily Max. Copper
Zinc
mg/L
0.1117
0.016
Daily Max. Zinc
Max. Chloride
mg/L
563.7
223.7
Highest Measured Chloride
Max. Copper
mg/L
0.038
0.002
Highest Measured Copper
3.0 MODEL RESULTS
The slotted diffuser creates rapid mixing and significant dilution within short distances from the outfall
pipe. A dilution factor, S, is defined, for the purposes of CORMIX, to be the discharge concentration
divided by the in -stream concentration at a location along the plume centerline. For example, if the
dilution factor is 25, the concentration at the plume centerline is 4 % of the discharge concentration.
13

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Generic Simulation Results
A plot of the calculated dilution factor versus distance from the outfall pipe is shown in Figure 4. Note
that all output from CORMIX is in metric units even though it does allow input of English units for most
parameter values. The CORMIX model converts all input values to metric units for processing. Figure 5
is a corresponding plot of the Instream Waste Concentration (IWC) versus distance from the outfall pipe.
Figure 5 is based on the discharge concentration of 100% and can be applied to any constituent in the
discharged water.
14

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Figure 5 In -Stream Waste Concentration along Plume Centerline — Harbor Estates
100
_ 90
80
70
0
'P 60
L
s0
40
0
u 30
aj
20
10
E
a,
0
40
c
Instream Waste Concentration (IWC)
vs. Distance from Outfall
at Harbor Estates
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Downstream (X) Distance from Outfall, Meters
Note that the concentration is greatest at the centerline of the plume and drops of with increased lateral
distance from the centerline. Therefore, the IW_C illustrated in Figure 5 above is the maximum
concentration at the distance from the outfall. The results of the generic parameter simulation are listed
in Tables 10 and 11. Table 10 lists the distance from the diffuser required to meet the most stringent
water quality standard based upon the current discharge limits. Using the same discharge concentrations
as Table 10, Table 11 summarizes the concentrations of chloride, copper, and zinc at the ZD distance of
0.9 meters. The impact from the maximum measured discharge concentrations of chloride and copper
are also included in Tables 10 and 11.
Parameter -Specific Model Results
Three scenarios were run showing calculated in -stream concentrations of chloride, copper, and zinc.
Two additional scenarios were run using the maximum chloride and copper concentration measured in
the discharge. Since CORMIX evaluates excess concentration (i.e., concentrations above background
levels, if present) the discharge concentrations and water quality criteria were reduced by the measured
background levels of chloride and zinc. There was no copper measured in the background water sample.
The results of the parameter -specific scenarios are summarized on Tables 10 and 11.
In the case where the discharge concentration of total copper was .038 mg/L (38 ug/L), the in -stream
copper limit of 0.002 mg/1 was not met at 0.9 m from the diffuser. In other words, a discharge limit for
copper should be less than 0.038 mg/L. The recommended permit limits are discussed in Section 5
below.
4.0 SENSITIVITY ANALYSIS
Three sensitivity analyses were performed. Two of these were intended to evaluate the effect of loss of
clogging of some of the openings in the diffuser and of an open-ended break of the outfall pipe. Based
15

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
on the description of the diffuser from a diver who inspected the pipe, the existing diffuser pipe is
simulated as having 30 slotted openings on the top of the pipe in 10 groups of 3 openings. The
sensitivity analysis scenarios simulating clogging used 9 open ports and 21 open ports. The
configuration of three slots was maintained. The third sensitivity analysis scenario simulated an open-
ended rupture of the outfall pipe. The simulation involving 9 openings resulted in the highest exit
velocities since all the flow was being passed through only 9 of the 30 openings. Since the slots are
located across the top of the pipe, the center slot is directed upward and the other two slots direct flow
vertically upward but angled slightly upstream and downstream. In the 9-opening scenario the jets
angles slightly in the upstream direction created a plume in the upstream (negative X) direction. That is
why there are two entries under the 9-opening scenario. In the open-ended rupture scenario, the plume is
directed in a direction perpendicular to the River bank (the positive Y direction). Note that the ZID
applies in any direction from the discharge opening.
The sensitivity analyses were run for the generic case as well as the parameter -specific cases. The
generic cases are summarized in Table 12 below. The input and output files for all sensitivity analysis
simulations, including the parameter -specific cases, are included in Attachment 1. For comparison, the
IWC at the ZID in the baseline generic case is 7.96%, while the IWCs for the 9-opening case is 5.28%.
For the 21-opening case the IWC is 11.6%. For the open-ended break case the IWC is 11.9%.
5.0 SUMMARY AND RECOMMENDATIONS
The results of the dilution modeling indicate that the slotted diffuse is highly effective and it promotes
rapid mixing within a short distance from the outfall. A ZID distance of 0.90 meters was calculated in
Table 6 based on the minimum criterion of 50*DLS. This method for calculating a ZID is generally
recognized by the USEPA, Environmental Regulators, and is referenced in the CORMIX user's manual.
Table I I below summarizes the predicted centerline plume concentration for the five scenarios noted in
Table 10 plus the generic or generalized parameter case, where the discharge concentration was set at
l 00%. Note that the centerline concentrations at 0.90 meters is significantly below the most stringent
water criterion, which is the chronic fresh water aquatic life criterion.
Table 1 I demonstrates that a dilution factor of 12.6 is achieved at a ZID distance of 0.90 meters
downstream from the outfall and is quite protective of all measured chloride, copper, and zinc
concentration measured at the outfall. The maximum daily discharge Iimits could be raised significantly
and still be protective of the most sensitive water quality criteria. The maximum discharge
concentrations of chloride copper and zinc were calculated as:
Cnew = S * WQ' + BG
Where:
CXW = the daily maximum discharge concentration that will allow the most sensitive water quality
criterion to me met at the ZID distance from the outfall.
S = 12.6, the calculated centerline dilution ratio calculated at the ZID distance from the outfall.
WQ' = the water quality criterion adjusted for background concentration, WQ - BG.
WQ = the water quality criterion.
BG = the background concentration of the parameter of interest.
16

Dilution Modeling Report for Harbor Estates WWTP - NPDES #NC0063860 February 2019
Table 10 Dilution Required to Meet Water Quality Criteria and Distance from Diffuser
Minimum
Distance
Distance
Distance
Dilution
Discharge
Water Quality
X
Y
Z
Factor
Centerline
Parameter
Units
Conc.
Criterion
Meters
Meters
Meters
S
Concentration
Chloride
mg/L
223.7
223.7
0.00
0.00
0.00
1.0
224
Copper
mg/L
0.010
0.002
0.07
0.00
0.63
5.5
0.002
Zinc
mg/L
0.112
0.011
0.14
0.00
0.76
7.3
0.015
Max. Chloride
mg/L
563.7
223.7
0.010
0.00
0.37
2.7
208
Max. Copper
mg/L 1
0.038
0.002
0.92T
0.00
1.03
15.9
0.002
Table 11 Dilution Achieved at the Zone of Initial Dilution Distance of 0.90 meters - Harbor Estates
Maximum
Minimum
Distance
Distance
Distance
Dilution
Predicted
Discharge
Water Quality
X
Y
Z
Factor
Centerline
Parameter
Units
Conc.
Criterion
Meters
Meters
Meters
S
Concentration
Chloride
mg/L
223.7
223.7
0.20
0.00
0.91
12.6
15.8
Copper
mg/L
0.010
0.002
0.20
0.00
0.91
12.6
0.0008
Zinc
mg/L
0.112
0.016
0.20
0.00
0.91
12.6
0.009
Max. Chloride
mg/L
563.7
223.7
0.20
0.00
0.91
12.6
44.9
Max. Copper
mg/L
0.038
0.002
0.20
0.00
0.91
12.6
0.003
Generic
%
100
N/A
0.20
0.00
0.91
12.6
7.96
17

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
Table 12 lists the maximum discharge concentrations of chloride, copper, and zinc that will allow the
most sensitive water quality criterion to me achieved within the ZID distance from the outfall.
Our recommendation is that the discharge limits for Harbor Estates be raised to reflect the limits
in Table 12. Note that these are based upon achievement of the water quality criteria at the ZID
of 0.90 meters.
5.0 REFERENCES
1. Mixing Zones in North Carolina July 23, 1999.
2. Technical Support Document for Water -quality Based Toxics Control, pp. 71-72 (EPA/505/2-90-
001 March 1991).
3. User's Manual for CORMIX: A Hydrodynamic Mixing Zone Model and Decision Support
System for Pollutant Discharges into Surface Waters. G.H. Jirka, R.L. Doneker, and S. W. Hinton
September 1996.
18

Dilution Modeling Report for Harbor Estates WWTP - NPDES #NC0063860 February 2019
Table 12 Sensitivity Analysis Summary for Harbor Estates
Distance
Distance
Distance
Dilution
Discharge
ZID
X
Y
Z
Factor
Centerline
Scenario
Units
Conc.
Meters
Meters
Meters
Meters
S
Concentration
Generalized Baseline
Scenario
%
100
0.90
0.20
0.00
0.91
12.6
7.96
9-Openings
%
100
0.90
-0.90
0.00
0.00
18.9
5.28
9-Openings
%
100
0.90
0.91
0.00
0.00
25.3
3.95
21Openings
%
100
0.90
0.12
0.00
0.93
8.6
11.6
Open -Ended Break
%
100
3.38
0.610
3.86
0.00
8.4
11.9
Table 13 Proposed Effluent Limits for Harbor Estates
Proposed
Minimum
Distance
Distance
Distance
Discharge
Water Quality
Background
X
Y
Z
Dilution
Parameter
I Units
Conc.
(CneW)
Criterion (WQ')
Concentration (BG)
Meters
Meters
I Meters
Factor (S)
Chloride
mg/L
2,898
223.7
6.3
0.20
0.00
0.91
12.6
Copper
mg/L
0.0285
0.002
0.000
0.20
0.00
0.91
12.6
Zinc
mg/L
0.3776
0.016
0.014
0.20
0.00
0.91
12.6
Cnew = S * (WQ' + BG)
Z

Dilution Modeling Report for Harbor Estates WWTP — NPDES #NC0063860 February 2019
6.0 ATTACHMENTS
(electronic files provided separately)
20

i
JUC 00 6 3wn0
MODELING PLAN FOR
HARBOR ESTATES WWTP
Prepared by
Jerry K. Snyder, P.E., DEE, DWRE
for
Aqua North Carolina, Inc.
SEPTEMBER 2018
•
Jcay K. Snyder. P.E
.,.• 1. ►`++;r.I✓ /��
Typed Name
t Na PE032686E

Modeling Plan for Harbor Estates WWTP — NPDES #NC0063860 September 2018
TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................I
1.1 BACKGROUND.........................................................................................................1
1.2 DESCRIPTION OF EXISTING OUTFALL...............................................................1
1.3 PURPOSE OF DILUTION MODELING STUDY.....................................................4
2.0 MODELING APPROACH.................................................................................................5
2.1 MODELING OBJECTIVES........................................................................................5
2.2 MODELING APPROACH..........................................................................................5
2.3 INPUT DATA REQUIREMENTS AND SOURCES.................................................6
LIST OF TABLES
1 Discharge Limits for Harbor Estates WWTP NPDES Permit # NCO063860.................1
2 Outfall Pipe Configuration..............................................................................................4
3 CORMIX Model Scenario..............................................................................................6
4 CORMIX Date Requirements and Sources.....................................................................7
LIST OF FIGURES
1 Facility Location Map.....................................................................................................2
2 Outfall Pipe Construction Drawing.................................................................................3
i

Modeling Plan for Harbor Estates WWTP — NPDES #NC0063860 September 2018
1.0 INTRODUCTION
1.1 BACKGROUND
Aqua North Carolina, Inc. operates the Harbor Estates Wastewater Treatment Plant (WWTP)
under NPDES Permit NC0063860. The WWTP treats 100% domestic wastewater from the
Harbor Estates. The WWTP is located on Pine Harbor Road (NCSR1113), Charlotte 28278,
Mecklenburg County, North Carolina. The WWTP is permitted to discharge up to 0.0416 million
gallons per day (MGD). The average discharge flow rate in 2017 was 0.0124 MGD. The future
discharge limits for chloride, copper, and zinc are listed in Table 1 below.
Table 1
Discharge Limits for Harbor Estates WWTP NPDES Permit # NCO063860
Parameter
Monthly Average
Units
Daily Maximum
I Units
Flow
0.0416
MGD2
Total
Chloride'
230
mg/0
230
mg/L3
Total
Copper'
7.88
ug/O
10.47
ug/O
Total
Zinc'
125.7
ug/O
125.7
ug/L4
Notes:
1. The discharge limits will become effective June 20, 2020.
2. MGD is million gallons per day
3. mg/L is milligrams per liter
4. ug/L is micrograms per liter
1.2 DESCRIPTION OF EXISTING OUTFALL
The WWTP discharges treated domestic wastewater to Lake Wylie in the Catawba River Basin
through a permitted outfall pipe. Lake Wylie is classified as WS-III & B (Water Supply III and
Full Contact Recreation). A location map showing the locations of the facility and the outfall
pipe is included as Figure 1 below. The outfall is a 3-inch diameter slotted polyvinyl chloride
(PVC) pipe that ends in Lake Wylie 210 feet from the shore. A construction drawing showing
the profile of the outfall pipe is included as Figure 2 below. The pipe ends with two 20-foot
sections of PVC pipe. The end section is capped and filled with concrete, presumably to anchor
the pipe on the bottom. The adjacent section of pipe has slotted perforations covering the length
of the 20-foot section. These were described as being approximately 1/8-inch wide and 4 inches
long at 1-inch spacing on the crown (top) of the pipe. The end sections of pipe were located
under 30-35 feet of water when they were inspected and cleaned out several years ago.
On occasion the concentrations of total chloride and total copper have exceeded the anticipated
permit limit of 230 mg/L and 7.88 ug/L respectively. The basic configuration of the outfall is
described in Table 2 below.

Modeling Plan for Harbor Estates W WTP —NPDES #NC0063860
Figure 1 Facility Location Map
September 2018
616)
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Shopton Rd W
Pine 11arbor Rd
Approximate
Facility 13ound7n
t v
Outfall 001
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F

Modeling Plan for Harbor Estates W WTP — NPDES #NC0063860 September 2018
Figure 2 Outfall Pipe Construction Drawing

Modeling Plan for Harbor Estates WWTP — NPDES #NC0063860 September 2018
Table 2 Outfall Pipe Configuration
Harbor Estates
Location
lake Wylie
Orientation of pipe
Horizontal on bottom
Distance from Shore, feet
210
Diameter, inches
3
Diffuser
Perforated Pipe (slotted)
Material
PVC
Easement Width, feet
24
1.3 PURPOSE OF DILUTION MODELING STUDY
In 2017 the Facility exceeded its monthly average limit for the concentration of total chloride and
total copper in September and December. The measurements of copper in September and
December were 38 ug/L and 21 ug/L respectively while the Monthly Average limit for total
copper is 7.88 ug/L. The total chloride concentrations measured in September and December
2017 were 570 mg/L and 405 mg/L respectively while the Monthly Average limit for total
chloride is 230 mg/L.
The study will establish effluent dilution credits for total chloride, total copper, and total zinc.
The objective will be to determine the in -stream waste concentration (IWC) at various distances
from the end of the discharge pipe. The distance where the permitted concentrations are met will
be determined as an objective of this dilution study. This will be the basis for a recommended
dilution credit. The dilution credit will be an allowance of end -of -pipe concentrations greater than
the permit value as long as the permitted concentrations are achieved within a short distance from
the end of the pipe. Dilution credits may be developed and applied to other constituents as well.
4

Modeling Plan for Harbor Estates WWTP — NPDES #NC0063860 September 2018
2.0 MODELING APPROACH
2.1 MODELING OBJECTIVES
The objective of the modeling study is to simulate the behavior of the discharge plume from the
outfall. The simulation will allow evaluation of the IWC of total chloride, total copper, and total
zinc in the discharged water as the plume mixes with ambient water. Although total chloride,
total copper, and total zinc are the main constituent of interest in this study, the simulation
results will be general and could be applied to any constituent in the discharged water.
2.2 MODELING APPROACH
The simulations will be accomplished using a well -established and accepted hydrodynamic
model. The modeling approach consists of the following tasks:
Task 1 Compile and Evaluate Data.
The data required for modeling will be obtained from existing sources as much as possible. This
includes Discharge Monitoring Reports (DMRs), previous dilution and wasteload allocation
calculations, outfall construction plans, and Duke Energy, who operates Lake Wylie.
Task 2 Per Parameter -Specific and Generalized Simulations.
The CORMIX model will be used to simulate the plume behavior of the existing discharge
under existing conditions. The model will be used to develop a steady-state concentration
profile along the discharge plume centerline. The location and distance from the end of the
outfall pipe where the permitted total chloride, total copper, and total zinc concentrations are
met will be determined. A total of four simulations will be performed. Since the pumps cycle on
an off with the treated effluent level in the pump tank, the instantaneous pumping rate will be
used in the model. This will reflect the actual mixing behavior at the outfall pipe. The
instantaneous pumping rate is independent of the flow rate passing through the treatment plant.
If the average daily flow to the plant changes, the pumps cycle more or less frequently, but the
instantaneous pumping rate while the pumps are on will remain the same. Specific model runs
will be made for total chloride, total copper, and total zinc. The parameter -specific simulations
will account for the background concentration of total chloride, total copper, and total zinc in
the ambient environment. The generalized plume simulation will assume 100% as the discharge
concentration and 0% in the background concentration. The results of the generalized
simulation can be used to calculate the IWC of any constituent in the discharged water by
multiplying the -model -predicted percentage concentration in the plume by the concentration of
that constituent at the end of the pipe. The four model scenarios are summarized in Table 3
below.

Modeling Plan for Harbor Estates WWTP — NPDES #NC0063860 September 2018
Table 3 CORMIX Model Scenarios
Discharge
Modeled
Discharge
Flow 1
Constituent
Concentration
Units
(gPm)
Total
83
Chloride
230
ug/L
Total
83
Copper
10.47
ug/L
83
Total Zinc
125.7
ug/L
Generalized
83
Parameter
100
1. The instantaneous pumping rate will be used for all
scenarios.
Task 3 Prepare a Written Report of Findings.
The results of the CORMIX simulations will be summarized and presented in a written report.
The report will present the model input data and results of the simulations. The results from all
simulations will include a presentation of the IWCs at various distances from the end of the
discharge pipe.
2.3 INPUT DATA REQUIREMENTS AND SOURCES
The CORMIX model is a hydrodynamic computer code that simulates the behavior of hydraulic
plume or "jets" in various ambient environments. It has been applied extensively to model or
simulate the behavior of water discharges into lakes and stream environments. The model
calculates utilizes data on the discharge configuration, ambient environment, and relative
densities between the ambient water and the discharged water. The CORMIX model has
separate modules to simulate submerged single -port discharges (CORMIX 1), submerged multi -
port diffusers (C0RMIX2), and buoyant surface discharges (CORMIX3). The CORMIX2
module will be used for this study. The data requirements for the CORMIX model and the
sources of those data are listed in Table 4 below.

Modeling Plan for Harbor Estates WWTP — NPDES #NC0063860 September 2018
Table 4 CORNUX Data Requirements and Sources
Category
Parameter
Source of Data
Discharge Data
Flow Rate
Measured Flow Rate While Pumps Are On
Discharge Data
Temperature
Discharge Monitoring Reports (DMRs)
Discharge Data
Total Dissolved Solids
Discharge Monitoring Reports (DMRs)
Discharge Data
Density
Calculated from Temperature and Total Dissolved
Solids
Discharge Data
Velocity
Calculated from Flow Rate and Pipe Diameter
Discharge
Configuration
Pipe Diameter
Construction Drawings
Discharge
Configuration
Slotted Pipe
Construction Drawings
Discharge
Configuration
Location, Distance from
Shore
Construction Drawings
Discharge
Configuration
Direction/Orientation of
Pipe
Construction Drawings
Discharge
Configuration
Copper Concentration
Discharge Monitoring Reports (DMRs)
Ambient Data
Depth
Construction Drawings
Ambient Data
Temperature
Sample Collection
Ambient Data
Total Dissolved Solids
Sample Collection
Ambient Data
Density
Calculated from Temperature and Total Dissolved
Solids
Ambient Data
Total Chloride
Concentration
Sample Collection
Ambient Data
Total Copper
Concentration
Sample Collection
Ambient Data
Total Zinc Concentration
Sample Collection

Rodriguez, Teresa
From: Rodriguez, Teresa
Sent: Thursday, October 4, 2018 3:44 PM
To: Berger, Amanda A
Subject: Re: [External] Diamondhead & Harbor Estates Cormix Modeling Plans
Amanda, the Division agrees with the proposed modeling plans for Harbor Estates and Diamond Head. When
you submit the final report please submit all the model runs input and output files. The PDF documents
include the figures for the outfall configurations, but these are not legible, could you submit a paper copy of
the figures with your final report.
Thanks,
Teresa
From: Berger, Amanda A <[e-mail]>
Sent: Friday, September 28, 2018 4:13:00 PM
To: Rodriguez, Teresa
Subject: [External] Diamondhead & Harbor Estates Cormix Modeling Plans
Hi Teresa,
I hope all is well.
Attached for your review and approval are the Cormix modeling plans for Diamondhead (NC0074772) and
Harbor Estates (NC0063860).
If you have any questions or concerns, please do not hesitate to contact me.
Best regards,
A • A, ®'
Amanda Berger
Manager, Environmental Compliance
Aqua North Carolina
202 MacKeuan Court, Cary NC 27511
0:919-653-6965 M:910-773-0406
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