WQ0045116_Pressure sewer design_20240202

SEPT 99, 2922
D/Ari 1 v C 7
PRESSURE SEWER
POWERED BY RPjOR
FAIRWAY ACRES DESIGN ANALYSIS
BRUNSWICK COUNTY, NC
PREPARED FOR: Ashley Kabat, Timmons Group
PREPARED BY: Brock Shepard, Crane Pumps and Systems
BARNES cRaNE
PUMPS &SYSTEMS

> CEIVED
;; 0 2 2024
NCDEGIDAMES
Summer
Crane Pumps & Systems is pleased to provide the following preliminary design analysis which
examines the use of a low-pressure sewer system utilizing the Barnes Razor Grinder Pump for
the Fairway Acres project in Brunswick County, NC. The process includes a mass flow calculation
and system performance evaluation based on using pressure sewer force mains. The low
pressure sewer approach provides not only a technical solution, but also an economic advantage
to be realized with low up front and 0&M Costs. The hydraulic analysis incorporates force main
and pumping system details (including tributary grinder pump station inputs), head loss
calculations based on respective force main size, length and system elevations, and pump
performance curves for each pump station.
Analysis Description
Using the maps and project data provided by Timmons Group, we ran the enclosed preliminary
pressure sewer piping analysis. This was analyzed by utilizing the Rational Method model as
recommended by the EPA Manual 625/1-91/024 in conjunction with the KY Pipe hydraulic
modeling software. In this way we are able to model using both theoretical data as well as actual
conditions. Computations are based on the Hazen -Williams formula for friction loss, using
calculations of cross -sectional area and flow rate to determine the capacity of the existing force
main while checking to ensure scouring velocity of approximately 2.0 FPS or higher. A C factor of
140, PVC SDR 21pipe and an average daily flow per unit of 480 GPD are also used.
The models were created using assumptions that only residential units would be connected to
the system, and that it would be terminating into a manhole on the southern portion of the
system.
This pressure sewer system accounts for 50 simplex stations, and pipe routing was laid according
to the sewer profile provided by Timmons Group.
Valve Recommendations
Good engineering practice suggests the installation of cleanouts / flushing connections with
associated shutoff valves in pressure sewer systems. The flushing locations are essential for
servicing sewer mains and can be used to isolate segments of a pressure sewer network for
servicing. The connections serve as locations for high pressure sewerjetting or flushing activities.
There are three primary applications for flushing connections in low pressure sewer systems;
located at the end of each main, at pipe intersections, and in -line locations. Equipment
capabilities for sewer jetting or cleaning equipment available to the municipality should also be
considered.

Cleanout locations are routinely installed in the same valve pit as automatic air release or vacuum
release valves. Representative drawings are available upon request.
Terminal Cleanout Locations:
Located at the terminal end of each pipe segment.
Inline Cleanout Locations:
Located in 800 to 1,200 foot intervals. Interval location also dependent upon type of
service equipment available to complete the flushing process.
Junction Cleanout Locations:
Located at intersections in pipe, at changes in direction in pipe and at changes in pipe
diameter.
We also recommend installation of a Crane Stainless Steel Curb Stop/Check Valve assembly in
the discharge line between the grinder pump station and the force main. It is normally acceptable
to have the Curb Stop/Check Valve assembly installed near other utility shut off valves for
convenience of access, though they may be installed closer to the station.
Rational Method Formula
There are various equations, charts and formulas that exist when trying to determine design flow
in a low pressure sewer system. In addition, local departments of environmental regulations may
offer site specific guidelines when determining design flow. Crane utilizes the Rational Method
Formula, which the EPA recognizes "has almost exclusively become the accepted method of
practice." (EPA Manual 52511-911024) This method attempts to predict average flow produced
by the system throughout the day, taking into account peak flow. This flow is directly related to
the number of homes connected to the system. The flow is not dependent on the output from
any pump being constant or the same as others, and it works with all makes and models of grinder
pumps. It also reflects a snapshot of the system at a given moment — not a best case scenario.
The baseline formula of the Rational Method is —
Q = AN+B
• Q = Predicted flow derived from input data
• A = A coefficient that adjusts based on average daily flow
o EPA National Average is 200 GPD/EDU
o Divide GPD by 400 to determine A value —will typically be .5
• N = Number of Equivalent Domestic Units (EDU) or lots
• B = Minimum flow one pump will produce at maximum static head with no friction loss

Utilizing the Rational Method on this system provides the following flow -
Scenario
A = 1.2 (480 GPD/400)
N = 50 (50 EDUs)
B = 28 GPM (pump curve included below)
Q = 88 GPM System Flow
Pipe Charts
Utilizing the above Rational Method formula on the individual segments of the system, we were
able to size the pipe to reach desired scouring velocity of 2.0 FPS while not exceeding 5.0 FPS.
The below charts illustrate this by highlighting the number of EDUs required to reach the target
velocities given the defined system parameters.
EDU =
480
TABLE 1
PVC SDR 21
(IPS) (200 PSI)
A = 1.2
B=
28
NOMINAL
NOMINAL
PIPE
Effective
PIPE
Volume
SIZE
Diameter
GPM @
SIZE
EDU's @
per 100 Ft.
inches
(Inches)
2 FPS
inches
2 FPS
Gallons
1.00
�1.1814
7 1.00
1
5.69
1.25
1.4925
11 1.25
1
9.09
1.50
1.7092
14 1.50
1
11.92
2.00
2.1354
22 2.00
1
18.60
2.50
2.5846
33 2.50
4
27.25
3.00
3.1460
48 3.00
17
40.38
4.00
4.0463
80 4.00
43
66.80
5.00
5.0012
122 5.00
79
102.04
6.00
5.9551
174 6.00
121
144.68

TABLE 1
PVC SDR 21
(IPS) (200 PSI)
EDU =
480
A =
1.
B=
28
NOMINAL
NOMINAL
PIPE
Effective
PIPE
Volume
SIZE
Diameter
GPM @
SIZE
EDU's @
per 100 Ft.
inches
Inches
5 FPS
inches
5 FPS _
(Gallons)
1.00
1.1814
17
1.00
1
5.69
1.25
1.4925
27
1.25
1
9.09
1.50
1.7092
36
1.50
6
11.92
2.00
2.1354
56
2.00
23
18.60
2.50
2.5846
82
2.50
45
27.25
3.00
3.1460
121
3.00
78
40.38
4.00
4.0463
200
4.00
144
66.80
5.00
5.0012
306
5.00
232
102.04
6.00
5.9551
434
6.00
338
144.68
Conclusion
The design presented suggests that the system is optimally designed for the scenario detailed in
this report. This system will also benefit from several advantages of low pressure sewer systems,
including lower up -front costs, no inflow & infiltration, little environmental impacts and quicker
project implementation time.
Thank you for the opportunity to review this project. Please feel free to contact me if you have
any questions or require additional information.
Regards,
Brock Shepard
Pressure Sewer Specialist
Crane Pumps & Systems
2022

Series ZOGP
Performance Curve
2HP, 3450RPM, 60Hz, High -Flow
Submersible Grinder Pumps
BARNES"
www.cranepumps.com
nches
(MM)
Testing is performed with water, specific gravity 1.0 @ 68' F @ (20°C), other fluids may vary performance
SECTION
PAGE 22 LCRAN E
DATE 8f20
A Crane Co. Company
PUMPS & SYSTEMS
USA: [phone] • Canada: [phone] • International: [phone]

1-1/2" SDR 21 PVC Pipe for Service Laterals 51000
1-1/4" Stainless Steel Curb Stop/Check Valve 50
2" SDR 21 PVC Pipe 790
3" SDR 21 PVC Pipe
Simplex Grinder Pump Stations
1,777
W

FAIRWAY ACRES
BRUNSWICK COUNTY. NC
HYDRAULIC MODEL
[-'2

FAIRWAY ACRES - BRUNSWICK COUNTY, NC
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ump 4
mp-7
Pump-1
f-8
J-6 J-7
J
J-2
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ump-2
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J-8
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14 GPA•i6D GPO C FACTOR-UD : PIPE MATL•SDR 21

************************************************
S U M M A R Y O F O R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ............ = gallons/minute
HEAD (HGL) .......... = feet
PRESSURE ............ = psig
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE
P I P E
NODE
NAMES
N A M E
#1
#2
----------------------------------
P-1
J-2
R-1
2-2
J-3
J-4
P-3
J-1
J-9
P-4
J-4
J-5
P-5
0-Pump-1
J-4
P-6
J-5
J-8
P-7
0-Pump-2
J-5
P-8
J-9
J-6
P-9
0-Pump-6
J-9
P-10
J-7
J-10
P-11
J-8
J-7
P-12
J-6
J-2
P-13
0-Pump-3
J-8
P-14
J-10
J-2
P-15
0-Pump-4
J-10
P-16
0-Pump-5
J-6
N 0 D E D
A T A
NODE
NAME
J-1
J-2
J-3
J-4
J- 5
J-6
J-7
J-8
J- 9
J-10
NODE EXTERNAL
TITLE DEMAND
(gpm)
---------------------
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
CV -CHECK VALVE
LENGTH
DIAMETER
ROUGHNESS
MINOR
(ft)
(in)
COEFF.
LOSS COEFF_
-------------------------------------------
366.45
3.17
140.0000
0.00
109.76
2.15
140.0000
0.00
21.43
2.15
140.0000
0.00
360.01
2.15
140.0000
0.00
100.00
1.72
140.0000
0.00
129.22
2.15
140.0000
0.00
100.00
1.72
140.0000
0.00
47.89
2.15
140.0000
0.00
100.00
1.72
140.0000
0.00
400.44
3.17
140.0000
0.00
748.06
3.17
140.0000
0.00
121.54
2.15
140.0000
0.00
100.00
1.72
140.0000
0.00
261.87
3.17
140.0000
0.00
100.00
1.72
140.0000
0.00
100.00
1.72
140.0000
0.00
JUNCTION EXTERNAL
ELEVATION GRADE
(ft) (ft)
---------------------------
26.00
27.00
27.00
26.00
26.00
27.00
26.00
26.00
27.00
25.00

O-Pump-1
----
26.00
21.00
O-Pump-2
----
27.00
22.00
O-Pump-3
----
27.00
22.00
0-Pump-4
----
24.00
19.00
R-1
----
27.00
22.00
0-Pump-5
----
27.00
22.00
O-Pump-6
----
27.00
22.00
P I P E L I N E
R E S U L
T S
STATUS CODE:
XX -CLOSED
PIPE CV
-CHECK VALVE
P I P E
NODE NUMBERS
FLOWRATE
HEAD MINOR
LINE
HL+ML/
HL/
N A M E
#1
#2
LOSS LOSS
VELO.
1000
1000
-----------------------------------------------------------------------------------------
gpm
ft ft
ft/s
ft/f
ft/f
P-1
J-2
R-1
88.32
5.95 0.00
3.60
16.25
16.25
P-2
J-3
J-4
0.00
0.00 0.00
0.00
0.00
0.00
P-3
J-1
J-9
0.00
0.00 0.00
0.00
0.00
0.00
P-4
J-4
J-5
29.38
5.03 0.00
2.60
13.96
13.96
P-5
O-Pump-1
J-4
29.38
4.13 0.00
4.06
41.29
41.29
P-6
J-5
J-8
58.80
6.52 0.00
5.20
50.47
50.47
P-7
0-Pump-2
J-5
29.42
4.14 0.00
4.06
41.41
41.41
P-8
J-9
J-6
29.53
0.67 0.00
2.61
14.09
14.09
P-9
0-Pump-6
J-9
29.53
4.17 0.00
4.08
41.68
41.68
P-10
J-7
J-10
58.80
3.06 0.00
2.40
7.65
7.65
P-11
J-8
J-7
58.80
5.72 0.00
2.40
7.65
7.65
P-12
J-6
J-2
29.53
1.71 0.00
2.61
14.09
14.09
P-13
0-Pump-3
J-8
0.00
0.00 0.00
0.00
0.00
0.00
P-14
J-10
J-2
58.80
2.00 0.00
2.40
7.65
7.65
P-15
O-Pump-4
J-10
0.00
0.00 0.00
0.00
0.00
0.00
P-16
0-Pump-5
J-6
0.00
0.00 0.00
0.00
0.00
0.00
N 0 D E R E S
U L T S
NODE
NODE
EXTERNAL
HYDRAULIC
NODE PRESSURE
NODE
NAME
TITLE
DEMAND
GRADE
ELEVATION HEAD
PRESSURE
------------------------------------------------------------------------------
gpm
ft
ft
ft
psi
J-1
0.00
30.34
26.00
4.34
1.88
J-2
0.00
27.95
27.00
0.95
0.41
J-3
0.00
50.29
27.00
23.29
10.09
J-4
0.00
50.29
26.00
24.29
10.52
J-5
0.00
45.26
26.00
19.26
8.35
J-6
0.00
29.67
27.00
2.67
1.16
J-7
0.00
33.02
26.00
7.02
3.04
J-8
0.00
38.74
26.00
12.74
5.52
J-9
0.00
30.34
27.00
3.34
1.45
J-10
0.00
29.96
25.00
4.96
2.15
0-Pump-1
----
54.41
26.00
28.41
12.31
0-Pump-2
----
49.40
27.00
22.40
9.71
O-Pump-3
----
38.74
27.00
11.74
5.09

O-Pump-4
---- 29.96
24.00
5.96
2.58
R-1
---- 22.00
27.00
-5.00
-2.17
0-Pump-5
---- 29.67
27.00
2.67
1.16
O-Pump-6
---- 34.51
27.00
7.51
3.25
M A X I M U M A N D M I N I M U M V A L U E S
P R E S S U R E S
JUNCTION
MAXIMUM
JUNCTION
MINIMUM
NUMBER
PRESSURES
NUMBER
PRESSURES
---------------------
psi
---------------------
psi
0-Pump-1
12.31
R-1
-2.17
J-4
10.52
J-2
0.41
J-3
10.09
J-6
1.16
0-Pump-2
9.71 0-Pump-5
1.16
J-5
8.35
J-9
1.45
V E L O C I T
I E S
PIPE
MAXIMUM
PIPE
MINIMUM
NUMBER
VELOCITY
NUMBER
VELOCITY
---------------------
(ft/s)
---------------------
(ft/s)
P-6
5.20
P-10
2.40
P-9
4.08
P-11
2.40
P-7
4.06
P-14
2.40
P-5
4.06
P-4
2.60
P-1
3.60
P-8
2.61
S U
M M A R Y O
F I N F L O W S A
N D O U T
F L O W S
(+)
INFLOWS INTO THE SYSTEM FROM SUPPLY
NODES
(-)
OUTFLOWS FROM
THE SYSTEM INTO SUPPLY
NODES
NODE
FLOWRATE NODE
NAME
--------------------------------------------
gpm TITLE
Pump-1
29.38
Pump-2
29.42
Pump-6
29.53
R-1
-88.32
NET
SYSTEM INFLOW
= 88.32
NET
SYSTEM OUTFLOW = -88.32
NET
--------------------------------------------------------------
SYSTEM DEMAND
= 0.00
***** HYDRAULIC ANALYSIS COMPLETED
*****

FAIRWAY ACRES
PROBABILITY METHOD
HYDRAULIC MODEL
**this sample is to satisfy the Probability method
approach of X number of pumps operating in the
system, per DEQ requirements.
**Crane does not prescribe to this method, but
rather uses the Rational Method for hydraulic
modeling of centrifugal pumps, as recommended
by EPA.
** The Probability Method is not designed to be
used with centrifugal pumps, and only accounts
for a consistent 11 GPM per pump, not accounting
for a pump curve.

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FAIRWAY ACRES - BRUNSWICK COUNTY, NC
ump-4
P
Fump-3
Pump-1
J-5 J-8 J-7
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************************************************
S U M M A R Y O F O R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ............ = gallons/minute
HEAD (HGL) .......... = feet
PRESSURE ............ = psig
P I
P E L I N E
D A T A
STATUS CODE:
XX -CLOSED
PIPE CV
-CHECK VALVE
P
I P E
NODE
NAMES
LENGTH DIAMETER
ROUGHNESS
MINOR
N
A M E
#1
#2
(ft)
(in)
COEFF.
LOSS COEFF.
-------------------------------------------------------------------------------
P-1
J-2
R-1
366.45
3.17
140.0000
0.00
P-2
J-3
J-4
109.76
2.15
140.0000
0.00
P-3
J-1
J-9
21.43
2.15
140.0000
0.00
P-4
J-4
J-5
360.01
2.15
140.0000
0.00
P-5
O-Pump-1
J-4
100.00
1.72
140.0000
0.00
P-6
J-5
J-8
129.22
2.15
140.0000
0.00
P-7
0-Pump-2
J-5
100.00
1.72
140.0000
0.00
P-8
J-9
J-6
47.89
2.15
140.0000
0.00
P-9
0-Pump-6
J-9
100.00
1.72
140.0000
0.00
P-10
J-7
J-10
400.44
3.17
140.0000
0.00
P-11
J-8
J-7
748.06
3.17
140.0000
0.00
P-12
J-6
J-2
121.54
2.15
140.0000
0.00
P-13
0-Pump-3
J-8
100.00
1.72
140.0000
0.00
P-14
J-10
J-2
261.87
3.17
140.0000
0.00
P-15
0-Pump-4
J-10
100.00
1.72
140.0000
0.00
P-16
0-Pump-5
J-6
100.00
1.72
140.0000
0.00
N 0
D E D A T
A
NODE
NODE
EXTERNAL
JUNCTION
EXTERNAL
NAME
TITLE
DEMAND
ELEVATION
GRADE
(gpm)
(ft)
(ft)
--------------------------------------------------------------
J-1
0.00
26.00
J-2
0.00
27.00
J-3
0.00
27.00
J-4
0.00
26.00
J-5
0.00
26.00
J-6
0.00
27.00
J-7
0.00
26.00
J-8
0.00
26.00
J-9
0.00
27.00
J-10
0.00
25.00
0-Pump-1
----
26.00
21.00

0-Pump-2 ---- 27.00 22.00
0-Pump-3 ---- 27.00 22.00
0-Pump-4 ---- 24.00 19.00
R-1 ---- 27.00 22.00
0-Pump-5 ---- 27.00 22.00
0-Pump-6 ---- 27.00 22.00
P I P E L I N E R E S U L T S
STATUS CODE
P I P E
N A M E
------------
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-14
P-15
P-16
XX -CLOSED PIPE CV -CHECK VALVE
NODE
NUMBERS
FLOWRATE
HEAD
MINOR
LINE
HL+ML/
HL/
#1
#2
LOSS
LOSS
VELD.
1000
1000
---------------------------------------------------------------------------
gpm
ft
ft
ft/S
ft/f
ft/f
J-2
R-1
175.66
21.27
0.00
7.16
58.05
58.05
J-3
J-4
0.00
0.00
0.00
0.00
0.00
0.00
J-1
J-9
0.00
0.00
0.00
0.00
0.00
0.00
J-4
J-5
29.12
4.94
0.00
2.58
13.73
13.73
0-Pump-1
J-4
29.12
4.06
0.00
4.02
40.62
40.62
J-5
J-8
58.29
6.42
0.00
5.16
49.67
49.67
0-Pump-2
J-5
29.17
4.08
0.00
4.03
40.77
40.77
J-9
J-6
29.39
0.67
0.00
2.60
13.97
13.97
0-Pump-6
J-9
29.39
4.13
0.00
4.06
41.31
41.31
J-7
J-10
87.53
6.40
0.00
3.57
15.98
15.98
J-8
J-7
87.53
11.95
0.00
3.57
15.98
15.98
J-6
J-2
58.77
6.13
0.00
5.20
50.43
50.43
0-Pump-3
J-8
29.23
4.09
0.00
4.04
40.92
40.92
J-10
J-2
116.89
7.15
0.00
4.76
27.30
27.30
0-Pump-4
J-10
29.36
4.12
0.00
4.05
41.25
41.25
0-Pump-5
J-6
29.39
4.13
0.00
4.06
41.33
41.33
N 0 D E R E S U L T S
NODE NODE
EXTERNAL
HYDRAULIC
NAME TITLE
DEMAND
GRADE
--------------------------------------------------
gpm
ft
J-1
0.00
50.07
J-2
0.00
43.27
J-3
0.00
80.13
J-4
0.00
80.13
J-5
0.00
75.19
J-6
0.00
49.40
J-7
0.00
56.82
J-8
0.00
68.77
J-9
0.00
50.07
J-10
0.00
50.42
0-Pump-1
----
84.19
0-Pump-2
----
79.26
0-Pump-3
----
72.86
0-Pump-4
----
54.55
NODE
PRESSURE
NODE
ELEVATION
HEAD
PRESSURE
ft
---------------------------
ft
psi
26.00
24.07
10.43
27.00
16.27
7.05
27.00
53.13
23.02
26.00
54.13
23.46
26.00
49.19
21.31
27.00
22.40
9.71
26.00
30.82
13.35
26.00
42.77
18.53
27.00
23.07
10.00
25.00
25.42
11.02
26.00
58.19
25.22
27.00
52.26
22.65
27.00
45.86
19.87
24.00
30.55
13.24

R-1 ---- 22.00 27.00
O-Pu7p-5 ---- 53.53 27.00
0-Pump-6 ---- 54.20 27.00
M A X I M U M A N D M I N I M U M V A L U E S
P R E S S U R E S
-5.00 -2.17
26.53 11.50
27.20 11.79
JUNCTION
MAXIMUM
JUNCTION
MINIMUM
NUMBER
PRESSURES
NUMBER
PRESSURES
---------------------
psi
---------------------
psi
C-Pump-1
25.22
R-1
-2.17
J-4
23.46
J-2
7.05
J-3
23.02
J-6
9.71
0-Pump-2
22.65
J-9
10.00
J-5
21.31
J-1
10.43
V E L O C I T
I E S
PIPE
MAXIMUM
PIPE
MINIMUM
NUMBER
VELOCITY
NUMBER
VELOCITY
(ft/s)
(ft/s)
P-1
1.16
P-4
2.58
P-12
5.20
P-8
2.60
P-6
5.16
P-10
3.57
P-14
4.76
P-11
3.57
P-16
4.06
P-5
4.02
S U
M M A R Y O
F I N F L O W S A
N D O U T
F L O W S
(+)
INFLOWS INTO THE SYSTEM FROM SUPPLY
NODES
(-)
OUTFLOWS FROM
THE SYSTEM INTO SUPPLY
NODES
NODE
FLOWRATE NODE
NAME
--------------------------------------------
gpm TITLE
Pump-1
29.12
Pump-2
29.17
Pump-3
29.23
Pump-4
29.36
Pump-5
29.39
Pump-6
29.39
R-1
-115.66
NET
SYSTEM INFLOW =
175.66
NET
SYSTEM OUTFLOW =
-175.66
NET
--------------------------------------------------------------------------------
SYSTEM DEMAND =
0.00
***** HYDRAULIC ANALYSIS COMPLETED
*****

541.0 Trinity Road
T(N, MO S GROUP Suite102
YOUR VISION ACHIEVED THROUGH OURS. Raleigh, NC 27607
MEMORANDUM
TO: John Wall, PE — Timmons Group
FROM: Ashley Kabat, PE — Timmons Group
DATE: July 7, 2023
RE: Fairway Acres Downstream Sewer Capacity
Mr. Wall,
P 919.866.4951
F 919.859.5663
www.timmons.com
Timmons Group communicated with Amy Aycock from Brunswick County about the sanitary sewer
capacity available for the Fairway Acres development. After taking into consideration existing and
anticipated flows, Timmons Group and Brunswick County agree that there is adequate capacity
downstream if the proposed development connects to the existing sewer on Oakbrook Drive. The email
correspondence is attached. Please advise if a more extensive sewer study is required for this project.
Sincerely,
f, 7
Ashley Kaki t
SURVEYING

John Wall
From: Amy Aycock <[e-mail]>
Sent: Tuesday, September 20, 2022 10:27 AM
To: John Wall
Cc: Ashley Kabat; William Pinnix
Subject: RE: Brick Landing Sewer
Attachments: Oakbrook GIS.pdf
Hi John,
I have reviewed this proposal and it looks like the design will work to tie into the Oakbrook Dr. (I have attached a GIS
snapshot, it looks like.this address is 1770 Oakbrook Dr which will have the easement.) The only issue with this design, is
the low pressure forcemain will also go through the Bricklanding golf course property before the Oakbrook Dr lot, so you
will also need to get an easement from them.
There is still flow available in this system....
Please let me know if you have any other questions.
Thank you,
Amy A�cocL
Engineering Project Manager
Brunswick County
Office: 910-253-2407
Cell: 910-471-4049
Email: am .a cock brunswickcount nc. ov
From: John Wall <[e-mail]>
Sent: Monday, September 19, 2022 4:47 PM
To: Amy Aycock <[e-mail]>
Cc: Ashley Kabat <[e-mail]>
Subject: RE: Brick Landing Sewer
CAUTION: This email originated from outside of Brunswick County Government. Do not click links or open attachments unless you
recognize the sender and know the content is safe.
Hi Amy,
We are working through the Fairway Acres plans (fka Hewitt Tract) and we have a small plan change with the low-
pressure sewer tie-in. Previously we proposed to tie into the manhole on Deerfield Drive, but the owner had issues with
obtaining an easement on the vacant Saccoccio property that would get us to the existing manhole. We had a second
option of tying into the manhole on Oakbrook Drive SW, which we have pursued. The owner has purchased the vacant
Hendrix lot and we will be utilizing that to reach the Oakbrook Drive SW manhole.
Do you foresee any issues with our revised low-pressure route and tie-in, or have any preliminary comments? Previously
you had let Ashley know that the downstream sanitary sewer had available capacity. The Deerfield Dr sanitary and
Oakbrook Drive SW sanitary sewer both gravity to the same Lift Station.