WQ0045799_Comments_20241011

1
EARTHWöRKS
planning anddesign di n consultants It'October 8, 2024
North Carolina Department of Environmental Quality
Division of Water Resources, Water Quality Section, Municipal Permitting Unit
512 North Salisbury St., Raleigh, NC, 27604
1617 Mail Service Center, Raleigh, NC, 27699-1617 RECEIVED
Attention: H. Dale Crisp, PE
919-707-3603 OCT 11 2024
RE: Admirals Cove — Comment Responses Round #1 NCDEQ/DWR/NPDES
Low Pressure Sewer Design
Brunswick County, NC
EW# 221138
Dear NCDEQ:
Enclosed are the revised plan sheets, calculations and comment responses below:
1. Proposed project is for the installation of 204 residential simplex grinder pump stations, 2
duplex grinder pump stations serving pool/amenity centers and the associated low pressure
sewer mains and force mains to serve the Admirals Cove LPSS and connect to the Brunswick
Country sewer system. The additional sewer flowrate requested for the subject permit
application is a total of 46,200 GPD. The submitted ASEA does not include approximate
pressure sewer main lengths or the size diameter of the pressure sewer mains but rather is a
note indicating these lengths can be found in tables in the supporting documents. Such a table
was found on sheet C2.3 of the engineering plans. Please provide this type of table as an
attachment to be added to the ASEA as required, including the size diameter and estimated
total lengths of each diameter of the pressure sewer mains.
This table has been copied below and is a separate sheet that can be attached to the
ASEA application.
11655 Highway 707•P.O. Box 201 •Murrells Inlet,South Carolina 29576
Phone: [phone]•Facsimile: [phone]•www.earthworksgroup.com
1

LOW PRESSURE SEWER COLLECTION &TRANSMISSION FORCEMAINS
BRANCH ROAD NAME PIPE FOOTAGE PIPE DIAMETER
2 3 4 6
NW ADMIRAL FORD LOOP 1,218 866 352 0 0
NE ADMIRAL FORD LOOP 996 770 226 0 0
BOARDWALK WAY;
SE VALIANT WAY 1,735 305 1,245 185 0
SE-2A MARBLE DRIVE 222 222 0 0 0
SE-5 BOARDWALK WAY 181 181 0 0 0
SYLVIA POINT;
SW SOUTHPORT SHOALS 1,915 850 880 185 0
SW-5 BOARDWALK WAY 205 205 0 0 0
DUPLEX-1 - 188 188 0 0 0
DUPLEX-2 - 80 80 0 0 0
6" FM ZION HILL ROAD 1,800 0 0 0 1,800
TOTALS 8,540 3,667 2,703 370 1,800
2. No anti-flotation calculations appear to be submitted for the typical detail of the simplex and
duplex grinder sewer pump stations in the supporting information for the permit application as
required. Please provide the signed and sealed calculations.
See attached signed/sealed calculations for simplex and duplex stations.
3. No pump station emergency storage calculations appear to be submitted as required in
support of the indication on the permit application of 360 gallons of storage is available during
a power outage for the simplex grinder sewer pump stations. Please provide the signed and
sealed calculations.
See attached signed/sealed calculations for simplex and duplex stations.
4. The project narrative letter indicates portable emergency generators will be provided for the
stations duringpower outages and the submitted construction
duplexgrinder sewer pump g
p
specifications provided general information for such generators that are acceptable to
Brunswick County, but no specific information such as proposed manufacturer, capacity, etc. is
provided for these generators. Please provide this information.
The County owns multiple towable Cummins _generators that are mounted on a chassis
with internal Tier 4 diesel fuel tank & 25 kW capacity to serve these stations in event of
power outage.
NCDEQ LOW PRESSURE SEWER COMMENT RESPONSE ROUND1 10.08.2024
Page 2 of 4

5. The engineering plans submitted with the supporting information to the ASEA permit
application include profile information sheets. However, the minimum cover from existing or
proposed ground elevation is not labeled on these sheets. The actual vertical separations of
the proposed pressure sewer mains and force mains for their crossing points of proposed
storm sewers and crossing points of proposed potable water mains appears to be provided in
feet but is not labeled as such. Please clarify.
All dimensions shown for pipe separations are in feet and have been labeled as such.
All pipes will maintain a minimum of three feet of cover over the top of the pipes. All
utilities will maintain their respective clearances between water, wastewater, and
stormwater conduits.
6. Sheet C2.10 provides profile information for the proposed 6-inch diameter C-900 PVC force
main along Zion Hill Road. The minimum pipe cover is not labeled, and from the prolife it does
not appear 3 feet of cover is provided from the existing ground elevation. Please clarify and
revise as appropriate to provide 3 feet of cover or utilize ductile iron pipe for the force main.
Also, the vertical separation for the crossing of the existing water main at approximately station
14+50 is not labeled at all. Please add this vertical separation information at this crossing
location.
All dimensions shown for pipe separations are in feet and have been labeled as such.
All pipes will maintain a minimum of three feet of cover over the top of the pipes. All
utilities will maintain their respective clearances between water, wastewater, and
stormwater conduits.
7. The submitted modeling summary information for the LPSS indicates a C factor of 130 was
utilized for the modeling of the system. The Division's Minimum Design Guidelines for Pump
Stations and Force mains requires a C factor of 120 be utilized when making such calculations
for end-of service conditions for the proposed system. Please revise and provide this
summary information utilizing a C factor of 120.
All pipes in the model have been changed to C = 120 and re-ran for average and peak
daily demands. The revised output files are provided in the report.
EARTH W . KS
- • =-- -. - NCDEQ LOW PRESSURE SEWER COMMENT RESPONSE ROUND1 10.08.2024
Page 3 of 4

A response to the above comments is considered required in order to proceed with the review
of the application and issuance of the permit. If a complete response is not received within 30
days, the application and supporting documents will be returned to you in accordance with 15A
NCAC 02T.0107(e)(2).
Please feel free to provide digital copies of these revised documents and supporting
information to me via email along with hardcopies via mail.
Acknowledged.
If you have any questions, please feel free to contact our office at 843-651-7900.
Sincerely,
Steve Strickland, PE
The EARTHWORKS Group
EARTHW INKS
NCDEQ LOW PRESSURE SEWER COMMENT RESPONSE ROUND1 10.08.2024
Page 4 of 4

EARTHW RKS
planning and design consultants
ADMIRALS COVE
LOW PRESSURE SEWER COLLECTION
ENGINEERING REPORT & DESIGN CALCS
BRUNSWICK COUNTY, NC
March 1 , 2024
REVISED 10-08-2024
PREPARED FOR
PALM LAND DEVELOPMENT LLC
MARK PERLE, EXECUTIVE MANAGER
4030 WAKE FOREST RD # 349
RALEIGH, NC 27609-0010
PREPARED BY
The EARTHWORKS Group
11655 HIGHWAY 707, P.O. BOX 201 MURRELLS
INLET, SC 29576
EW PROJECT #221138
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Phone: [phone] • Facsimile: [phone]•www.earthworksgroup.com

EARTHWRKS
planning and design consultant,
Admirals Cove
Brunswick County, North Carolina
ENGINEERING REPORT: REVISED 10-08-2024
LOW-PRESSURE SEWER COLLECTION SYSTEM
PROJECT DESCRIPTION
The subject development is Admirals Cove, located along Zion Hill Road in Brunswick County,
NC. The property is within the utility jurisdiction of Brunswick County Public Utilities, and is
located southeast of densely developed residential areas near the Town of Supply and
Varnamtown. The site is located on two parcels with a total acreage of 77.2 acres (3,362,832
sqft). Elevations on the future developed portions of the property range between 20-42 feet
MSL. The southern portions of the property lie within the floodplain of the Lockwoods Folly
River at near sea level. These parcels are summarized below:
Owner: Palm Land Development, LLC
4030 Wake Forest Rd, Suite 349, Raleigh, NC 27609
Parcel PIN: 203705290936 (39.4 acres)
Parcel PIN: 203817108301 (37.8 acres)
The proposed residential development will be 204 single family homes that are to be long-term
leased properties on 5,000 sqft lots. A community pool is proposed at the southern end of the
parcel and a separate amenity center is located just off Zion Hill Road. The community will
have paved roads, stormwater system with a wet detention ponds, mail kiosks with parking,
and extensive open space in the unimpacted wetlands adjoining the Lockwoods Folly River.
All of the new development will be served with public water from Brunswick County Public
Utilities via existing 12" potable main along Zion Hill Road. The development will be served
with public sewer via low-pressure collection mains and forcemain connection to the existing
low-pressure system at Winding River Plantation, located approximately one half mile to the
north. Ultimately, wastewater will be pumped via a series of central pumping stations to the
West Brunswick Wastewater Treatment Plant.
EXISTING SEWER SYSTEM WINDING RIVER PLANTATION
An existing low-pressure collection system is located approximately one half mile to the north
that serves portions of the Winding River Plantation community. This is a part of an expansive
golf course resort that has multiple phases and entrances off Zion Hill Road. In addition to the
low-pressure collection system that serves most of the single family homes, there is a mix of
condominiums and a large clubhouse that is served by gravity sewer and a central pump
station. All wastewater is tributary to this Winding River PS#2 and then pumped to the West
Brunswick Wastewater Treatment Plant located approximately six miles to the north.
11655 Highway 707•P.O.Box 201 •Murrells Inlet,South Carolina 29576
Phone:[phone]•Facsimile:[phone]•www.earthworksgroup.com

NCDEQ & BRUNSWICK COUNTY DESIGN GUIDELINES
The following design guidelines were used to design the low-pressure sewer system to serve
the Admirals Cove development:
• North Carolina Administrative Code (NCAC) Title 15A Subchapter 2T Section .0305:
Design Criteria for Construction of Sewers and Sewer Extensions
• Brunswick County Utilities Design Standards Part E: Low Pressure Sewer Systems and
Grinder Pumps
• Brunswick County Technical Specification TS-021: Low Pressure Sewer Systems &
Grinder Pumps
• Brunswick County Technical Specification TS-022: Waste Water Force Mains
• rn
USEPA Wastewater Technology Alternative Fact Sheet for to at Sewers, Pressure
PROPOSED LOW-PRESSURE SYSTEM INFRASTRUCTURE
The proposed low-pressure collection system is described as follows:
• Four (4) separate Zones or Branches in the collection system
• Zone Northwest (N.W.)
o Total of 43 single family connections
• Zone Northeast (N.W.)
o Total of 29 single family connections
• Zone Southeast (SE)
o Total of 67 single family connections
O 1 @ Duplex connection @ Community Amenity#1 Location
• Zone Southwest (SW)
o Total of 65 single family connections
O 1 @ Duplex connection @ Community Amenity#2 Location
• Total of 204 residential lots will use simplex grinder stations
o Approved pump model is Barnes Omni-Grind Plus OGP2022L
o Packaged station to be installed and maintained by Brunswick County
o Electrical: 240 Volt, 60 Hz, Single Phase, 3450 rpm
O 42" Basins with 360 gallons storage above PUMP-ON elevation
o Total Unit Depth = 6.5 feet (78") for virtually all locations
• 2 pool/amenities will use duplex grinder stations
o Approved pump model is Barnes Omni-Grind Plus OGP2022L
O 2 identical pumps in single 42" wet well
o Packaged station detail provided by Brunswick County
o Packaged station can be installed by private contractor or Brunswick County
o To be maintained by private contractor in most cases
• 2"-4" collection system piping is SDR-21 PVC
o Total of +/- 6,740 LF
• 6" transmission forcemain is DR-18 C900 PVC
o Connection to existing Winding River low-pressure collection
o Total of +/- 1,800 LF
• Service laterals will be SDR-9 Polyethylene (PE)
• Air release valves and flushing cleanout stations will be provided as required
2IPage

PROPOSED FLOW RATES PER ZONE
Brunswick County Public Utilities has standard specifications for the pump model and installed
dimensions of simplex and duplex grinder stations in the County's service area. The standard
pump is the Barnes Omni-Grind Plus OGP2022L in both simplex and duplex stations. This
analysis assumes that the simplex pump will deliver a flow rate if 10 gpm into the collection
system during average daily conditions and 14 gpm during peak daily conditions. Additionally,
the duplex pump stations will deliver a flow rate if 20 gpm into the collection system during
average daily conditions and 28 gpm during peak daily conditions. Hazen-Williams C-factor is
120 in this analysis.
Per the NCDEQ 2T Rules, hydraulic modeling of the low-pressure system shall be provided
using the statistical (projected) number of pumps running at one time. The number of
simultaneous pump operations was referenced from the widely used statistical analysis
provided by the E-One pump manufacturer for a historical study of low-pressure system
operations in Albany, NY and is in the report appendices. The number of simultaneous
operations and corresponding average/peak flows is summarized in the below table:
SIMPLEX PUMP STATIONS @ SINGLE-FAMILY RESIDENTIAL LOCATIONS
SIMULTANEOUS OPERATIONS FLOWS
# AVG. PEAK AVG. NODE PEAK NODE RATIO
ZONE OPS GPM GPM # NODES GPM GPM GPM GPM (PEAK/AVG.)
NW 7 10 14 6 70 11.67 98 16.33 1.4
NE 7 10 14 6 70 11.67 98 16.33 1.4
SE 7 10 14 7 70 10.00 98 14.00 1.4
SW 7 10 14 6 70 11.67 98 16.33 1.4
DUPLEX PUMP STATIONS @ NON-RESIDENTIAL LOCATIONS
SIMULTANEOUS OPERATIONS FLOWS
# AVG. PEAK AVG. NODE PEAK NODE RATIO
ZONE OPS GPM GPM #NODES GPM GPM GPM GPM (PEAK/AVG.)
AMENITY-1 1 20 28 1 20 20.00 28 28.00 1.4
AMENITY-2 1 20 28 1 20 20.00 28 28.00 1.4
TOTALS 250 73.33 350 102.67 1.4
PROPOSED OPERATING CONDITIONS (a. FULL BUILD-OUT
As previously discussed, the existing ground elevations at the site range between 20-42 feet
MSL. The proposed low-pressure system would typically operate in the +/- 30 psi range during
average daily flow conditions (250 gpm) at the higher elevations near Zion Hill Road where
ground elevations are 40-42 feet. This is also the location of the proposed 6" forcemain that
serves as the relief for the system and transmission to the interconnection with the Winding
River Plantation collection system. Lower elevations in the SE and SW zones would have
higher static heads of up to 20 feet, but would still operate between 30-50 psi. Pipe velocities
range from 2-3 feet per second (fps).
3IPage

Peak daily flow conditions (350 gpm) increase operating pressures by 5-10 psi depending
upon elevation and line size and range between 30-62 psi on the collection system. All pipe
velocities in the collection system and forcemain are between 2.2-4.5 feet per second (fps).
At the proposed interconnection point to Winding River low-pressure along Zion Hill Road, the
existing condition at Winding River (static) is estimated to operate @ +/- 30 psi for this analysis
(hydraulic grade of 105 feet MSL). The proposed 6" forcemain will be located within the
NCDOT ROW approximately 5 feet inside the ROW boundary. The new 6" PVC forcemain will
have to maintain 10 feet separations from the existing water mains in this area, which appear
to cross the road near this location according to Brunswick GIS data. The new 6" PVC
forcemain will connect to the existing 6" PVC forcemain via Tapping Sleeve & Valve with a
combination Air Release Valve (ARV) & pumper In-Line cleanout at a location to be approved
by the County.
CONCLUSIONS
A future forcemain stubout (per Detail S-18) may be required by Brunswick County at the
Admirals Cove end along Zion Hill Road to provide a connection to properties eastward. Due
to the large amount of vacant land with similar topography, these vacant properties may be
able to be served with sewer via the proposed forcemain as indicated in this report. As Zion
Hill Road approaches Sunset Harbor Road, existing communities are already served with
predominantly low-pressure collection systems with a mix of gravity collection as well.
4IPage

ADMIRALS COVE (EW 221138)
WATER & SEWER PIPE FOOTAGE SUMMARY TABLES
LOW PRESSURE SEWER COLLECTION &TRANSMISSION FORCEMAINS
PIPE
BRANCH ROAD NAME PIPE DIAMETER
FOOTAGE
2" 3" 4" 6"
NW ADMIRAL FORD LOOP 1,218 866 352 0 0
NE ADMIRAL FORD LOOP 996 770 226 0 0
SE BOARDWALK WAY; 1,735 305 1,245 185 0
VALIANT WAY
SE-2A MARBLE DRIVE 222 222 0 0 0
SE-5 BOARDWALK WAY 181 181 0 0 0
SYLVIA POINT;
SW 1,915 850 880 185 0
SOUTHPORT SHOALS
SW-5 BOARDWALK WAY 205 205 0 0 0
DUPLEX-1 AMENITY#1 188 188 0 0 0
DUPLEX-2 AMENITY#2 80 80 0 0 0
6" FM ZION HILL ROAD 1,800 0 0 0 1,800
TOTALS 8,540 3,667 2,703 370 1,800
POTABLE WATER DISTRIBUTION MAINS
BRANCH ROAD NAME PIPE PIPE DIAMETER
FOOTAGE
2 6 8
WATER-1 ADMIRAL FORD LOOP 1,356 0 1,356 0
WATER-2 ADMIRAL FORD LOOP 955 95 735 125
WATER-3 BOARDWALK WAY;VALIANT WAY 2,075 0 2,075 0
WATER-4 SYLVIA POINT,SOUTHPORT SHOALS 1,897 200 1,697 _ 0
WATER-5 BOARDWALK WAY 443 0 443 0
WATER-6 MARBLE DRIVE 344 0 344 0
TOTALS 7,070 295 6,650 125

Admirals Cove - Wastewater Flow Calcs (TEG 221138)
Residential & Commercial Amenity Centers
Wastewater Unit Contributory Loadings
Treatment Facility = West Brunswick Regional WRF - WQ0023693
Low Pressure Sewer Pumped to Winding River Plantation LP Collection
REVISED: 6/18/2024
Single Family Homes All 3-Bedroom
# 3 Bedroom Units 204
GPD per Unit 210
Sub-Total Residential WW Design Flows 42,840
# Commercial Units (Amenity Centers) 2
GPD per Unit 1,680
Sub-Total Commercial WW Design Flows 3,360
TOTAL WW Design Flows 46,200
PEAKING FACTOR 2.5
PEAK WW Design Flows 115,500
PEAK Pumped WW Flow Rate 80.2
WW Calcs Page 1

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Scenario: Base
m
J-NW2
J-NE2
}i?
R-RIVER LANDING LPS
h J-NW3
P W3
> — w_
J-NE3
(7 11
cc
p V 00
Z z
P-ZION HI L FM-2 P-ZION HI L FM-1 a
d J-ZION HILL CONN-E
J-WINDING RIVER Ca N = J-ZION HIL .ONN-W 0
—A J-SW6 J-SE7 A
J-S W 5
J-AMENITY DUPLEX _':_~ Q d
-.,E> J-SE.
-o
.
Color Coding Legend 1`rn
Pipe:Diameter(m)
,I-5E5
<= 2.0 J-SW4
<= 3.0
<= 4.0 A.6
-o
in
<= 6.0
Color Coding Legend
Other
Junction:Pressure(psi)
J-SW3
<=
40.00 h
o-
<= 50.00
® <= 60.00
70.00
• <
80.00
Other
Sewer Low Pressure Model Admirals Cove_FINAL 10.08.2024.wtg Bentley Systems, Inc. Haestad Methods Solution Center
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT 06787 USA [phone]

JUNCTION - AVERAGE DAILY FLOWS (SORTED BY NAME)
FlexTable: Junction Table
Label Demand Elevation Hydraulic Grade Pressure Head Pressure
(gpm) (ft) (ft) (ft) (psi)
-
J AMENITY -20.0 40.00 117.12 77.12 33.37
DUPLEX
J-NE1 -20.0 42.00 135.16 93.16 40.30
J-NE2 -7.5 41.00 129.74 88.74 38.40
3-NE3 -7.5 40.00 119.98 79.98 34.60
J-NW1 -20.0 42.00 140.00 98.00 42.40
J-NW2 -7.5 42.00 133.74 91.74 39.69
J-NW3 -7.5 40.00 122.43 82.43 35.67
J-POOL DUPLEX -20.0 25.00 135.59 110.59 47.85
J-SE1 -20.0 25.00 138.72 113.72 49.20
J-SE2 -2.5 25.00 134.17 109.17 47.23
J-SE3 -2.5 30.00 130.01 100.01 43.27
J-SE4 -20.0 30.00 132.29 102.29 44.26
J-SE5 -2.5 35.00 123.70 88.70 38.38
J-SE6 -2.5 40.00 116.94 76.94 33.29
J-SE7 -20.0 40.00 119.93 79.93 34.58
J-SW1 -20.0 25.00 139.62 114.62 49.59
J-SW2 -7.5 25.00 133.21 108.21 46.82
J-SW3 -7.5 30.00 121.66 91.66 39.66
J-SW4 -7.5 35.00 119.21 84.21 36.43
J-SW5 -7.5 40.00 115.69 75.69 32.75
J-SW6 -20.0 40.00 118.68 78.68 34.04
J WINDING 0.0 35.00 105.07 70.07 30.32
RIVER CONN
] ZION HILL 0.0 40.00 115.36 75.36 32.60
CONN-E
J ZION HILL 0.0 40.00 114.12 74.12 32.07
CONN-W
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_F I NAL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

JUNCTION - AVERAGE DAILY FLOWS (SORTED BY PRESSURE)
FlexTable: Junction Table
Label Demand Elevation Hydraulic Grade Pressure Head Pressure
(gpm) (ft) (ft) (ft) (psi)
J-SW1 -20.0 25.00 139.62 114.62 49.59
J-SE1 -20.0 25.00 138.72 113.72 49.20
J-POOL DUPLEX -20.0 25.00 135.59 110.59 47.85
J-SE2 -2.5 25.00 134.17 109.17 47.23
J-SW2 -7.5 25.00 133.21 108.21 46.82
J-SE4 -20.0 30.00 132.29 102.29 44.26
J-SE3 -2.5 30.00 130.01 100.01 43.27
J-NW1 -20.0 42.00 140.00 98.00 42.40
J-NE1 -20.0 42.00 135.16 93.16 40.30
J-NW2 -7.5 42.00 133.74 91.74 39.69
3-SW3 -7.5 30.00 121.66 91.66 39.66
J-NE2 -7.5 41.00 129.74 88.74 38.40
J-SE5 -2.5 35.00 123.70 88.70 38.38
J-SW4 -7.5 35.00 119.21 84.21 36.43
J-NW3 -7.5 40.00 122.43 82.43 35.67
J-NE3 -7.5 40.00 119.98 79.98 34.60
J-SE7 -20.0 40.00 119.93 79.93 34.58
3-5W6 -20.0 40.00 118.68 78.68 34.04
J AMENITY -20.0 40.00 117.12 77.12 33.37
DUPLEX
J-SE6 -2.5 40.00 116.94 76.94 33.29
J-SW5 -7.5 40.00 115.69 75.69 32.75
] ZION HILL 0.0 40.00 115.36 75.36 32.60
CONN-E
J-ZION HILL 0.0 40.00 114.12 74.12 32.07
CONN-W
3-WINDING 0.0 35.00 105.07 70.07 30.32
RIVER CONN
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_F I NAL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

PIPES - AVERAGE DAILY FLOWS (SORTED BY NAME)
FlexTable: Pipe Table
Label Length Diameter Start Node Stop Node Material Hazen- Flow Velocity
(ft) (in) Williams C (gpm) (ft/s)
P-NE1 418 2.0 J-NE1 J-NE2 PVC 120.0 20.0 2.04
P-NE2 418 2.0 J-NE2 J-NE3 PVC 120.0 27.5 2.81
P-NORTH 253 3 0 3-ZION HILL J-NE3 PVC 120.0 -70.0 3.18
TIE CONN-E
P-NW1 484 2.0 J-NW2 J-NW1 PVC 120.0 -20.0 2.04
P-NW2 484 2.0 J-NW3 J-NW2 PVC 120.0 -27.5 2.81
P-NW3 484 3.0 J-NE3 J-NW3 PVC 120.0 -35.0 1.59
P-SE1 352 2.0 J-SE2 J-SE1 PVC 120.0 -20.0 2.04
P-SEIa 110 2.0 J-SE2 J POOL PVC 120.0 -20.0 2.04
DUPLEX
P-SE2 572 3.0 J-SE3 J-SE2 PVC 120.0 -42.5 1.93
P-SE2a 176 2.0 3-SE3 J-SE4 PVC 120.0 -20.0 2.04
P-SE3 396 3.0 J-SE5 3-SE3 PVC 120.0 -65.0 2.95
P-SE4 396 3.0 J-SE6 J-SE5 PVC 120.0 -67.5 3.06
P-SE5 231 2.0 J-SE6 J-SE7 PVC 120.0 -20.0 2.04
P-SOUTH 220 4.0 ] ZION HILL J-SE6 PVC 120.0 -90.0 2.30
TIE CONN-E
P-SW1 495 2.0 J-SW2 J-SW1 PVC 120.0 -20.0 2.04
P-SW2 495 2.0 J-SW2 J-SW3 PVC 120.0 27.5 2.81
P-SW3 484 3.0 J-SW3 J-SW4 PVC 120.0 35.0 1.59
P-SW4 484 3.0 J-SW4 3-SW5 PVC 120.0 42.5 1.93
P-SW5 231 2.0 J-SW5 J-SW6 PVC 120.0 -20.0 2.04
P-SW6 110 2.0 J AMENITY J-SW5 PVC 120.0 20.0 2.04
DUPLEX
P-WEST TIE 220 4.0 J-SW5 ] ZION HILL PVC 120.0 90.0 2.30
CONN-W
P-WINDING 11 6.0 R-RIVER J-WINDING PVC 120.0 -250.0 2.84
RIVER FM LANDING LPS RIVER CONN
P-ZION J-ZION HILL J-ZION HILL
HILL FM-1 430 6.0 CONN-W CONN-E PVC 120.0 -160.0 1.82
P-ZION 1,370 6.0 3-WINDING ] ZION HILL PVC 120.0 -250.0 2.84
HILL FM-2 RIVER CONN CONN-W
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_F I N AL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

PIPES - AVERAGE DAILY FLOWS (SORTED BY VELOCITY)
FlexTable: Pipe Table
Label Length Diameter Start Node Stop Node Material Hazen- Flow Velocity
(ft) (in) Williams C (gpm) (ft/s)
P-NORTH 253 3.0 ] ZION HILL J-NE3 PVC 120.0 -70.0 3.18
TIE CONN-E
P-SE4 396 3.0 J-SE6 J-SE5 PVC 120.0 -67.5 3.06
P-SE3 396 3.0 J-SE5 J-SE3 PVC 120.0 -65.0 2.95
P-WINDING 11 6.0 R-RIVER J-WINDING PVC 120.0 -250.0 2.84
RIVER FM LANDING LPS RIVER CONN
P-ZION 1 370 6.0 J WINDING J ZION HILL PVC 120.0 -250.0 2.84
HILL FM-2 RIVER CONN CONN-W
P-SW2 495 2.0 J-SW2 J-SW3 PVC 120.0 27.5 2.81
P-NW2 484 2.0 J-NW3 J-NW2 PVC 120.0 -27.5 2.81
P-NE2 418 2.0 J-NE2 J-NE3 PVC 120.0 27.5 2.81
P-WEST TIE 220 4.0 J-SW5 J ZION HILL PVC 120.0 90.0 2.30
CONN-W
P-SOUTH 220 4.0 J ZION HILL J-SE6 PVC 120.0 -90.0 2.30
TIE CONN-E
P-SW1 495 2.0 J-SW2 J-SW1 PVC 120.0 -20.0 2.04
P-NE1 418 2.0 J-NE1 J-NE2 PVC 120.0 20.0 2.04
P-SE1a 110 2.0 J-SE2 J POOL PVC 120.0 -20.0 2.04
DUPLEX
P-NW1 484 2.0 J-NW2 J-NW1 PVC 120.0 -20.0 2.04
P-SE1 352 2.0 J-SE2 J-SE1 PVC 120.0 -20.0 2.04
P-SE2a 176 2.0 J-SE3 J-SE4 PVC 120.0 -20.0 2.04
P-SW6 110 2.0 J AMENITY J-SW5 PVC 120.0 20.0 2.04
DUPLEX
P-SW5 231 2.0 J-SW5 J-SW6 PVC 120.0 -20.0 2.04
P-SE5 231 2.0 J-SE6 J-SE7 PVC 120.0 -20.0 2.04
P-SW4 484 3.0 J-SW4 J-SW5 PVC 120.0 42.5 1.93
P-SE2 572 3.0 J-SE3 J-SE2 PVC 120.0 -42.5 1.93
P-ZION J-ZION HILL J-ZION HILL
HILL FM-1 430 6.0 CONN-W CONN-E PVC 120.0 -160.0 1.82
P-SW3 484 3.0 J-SW3 J-SW4 PVC 120.0 35.0 1.59
P-NW3 484 3.0 J-NE3 J-NW3 PVC 120.0 -35.0 1.59
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_FINAL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

JUNCTION - PEAK DAILY FLOWS (SORTED BY NAME)
FlexTable: Junction Table
Label Demand Elevation Hydraulic Grade Pressure Head Pressure
(gpm) (ft) (ft) (ft) (psi)
J AMENITY -28.0 40.00 127.60 87.60 37.90
DUPLEX
J-NE1 -28.0 42.00 161.23 119.23 51.59
J-NE2 -10.5 41.00 151.14 110.14 47.65
J-NE3 -10.5 40.00 132.94 92.94 40.21
J-NW1 -28.0 42.00 170.27 128.27 55.50
J-NW2 -10.5 42.00 158.59 116.59 50.44
J-NW3 -10.5 40.00 137.51 97.51 42.19
J-POOL DUPLEX -28.0 25.00 162.04 137.04 59.29
J-SE1 -28.0 25.00 167.89 142.89 61.82
J-SE2 -3.5 25.00 159.39 134.39 58.14
J-SE3 -3.5 30.00 151.65 121.65 52.63
J-SE4 -28.0 30.00 155.90 125.90 54.47
J-SE5 -3.5 35.00 139.88 104.88 45.38
J-SE6 -3.5 40.00 127.26 87.26 37.75
J-SE7 -28.0 40.00 132.83 92.83 40.16
3-SW1 -28.0 25.00 169.57 144.57 62.55
J-SW2 -10.5 25.00 157.61 132.61 57.38
J-SW3 -10.5 30.00 136.06 106.06 45.89
J-SW4 -10.5 35.00 131.49 96.49 41.75
J-SW5 -10.5 40.00 124.94 84.94 36.75
J-SW6 -28.0 40.00 130.52 90.52 39.16
3-WINDING 0.0 35.00 105.14 70.14 30.34
RIVER CONN
J ZION HILL 0.0 40.00 124.31 84.31 36.48
CONN-E
] ZION HILL 0.0 40.00 122.00 82.00 35.48
CONN-W
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_FINAL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

JUNCTION - PEAK DAILY FLOWS (SORTED BY PRESSURE)
FlexTable: Junction Table
Label Demand Elevation Hydraulic Grade Pressure Head Pressure
(gpm) (ft) (ft) (ft) (psi)
3-SW1 -28.0 25.00 169.57 144.57 62.55
J-SE1 -28.0 25.00 167.89 142.89 61.82
J-POOL DUPLEX -28.0 25.00 162.04 137.04 59.29
J-SE2 -3.5 25.00 159.39 134.39 58.14
J-SW2 -10.5 25.00 157.61 132.61 57.38
J-NW1 -28.0 42.00 170.27 128.27 55.50
J-SE4 -28.0 30.00 155.90 125.90 54.47
J-SE3 -3.5 30.00 151.65 121.65 52.63
J-NE1 -28.0 42.00 161.23 119.23 51.59
J-NW2 -10.5 42.00 158.59 116.59 50.44
J-NE2 -10.5 41.00 151.14 110.14 47.65
J-SW3 -10.5 30.00 136.06 106.06 45.89
J-5E5 -3.5 35.00 139.88 104.88 45.38
J-NW3 -10.5 40.00 137.51 97.51 42.19
3-SW4 -10.5 35.00 131.49 96.49 41.75
J-NE3 -10.5 40.00 132.94 92.94 40.21
J-SE7 -28.0 40.00 132.83 92.83 40.16
J-SW6 -28.0 40.00 130.52 90.52 39.16
J AMENITY -28.0 40.00 127.60 87.60 37.90
DUPLEX
J-SE6 -3.5 40.00 127.26 87.26 37.75
J-SW5 -10.5 40.00 124.94 84.94 36.75
] ZION HILL 0.0 40.00 124.31 84.31 36.48
CONN-E
J ZION HILL 0.0 40.00 122.00 82.00 35.48
CONN-W
]-WINDING 0.0 35.00 105.14 70.14 30.34
RIVER CONN
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_F I N AL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

PIPES - PEAK DAILY FLOWS (SORTED BY NAME)
FlexTable: Pipe Table
Label Length Diameter Start Node Stop Node Material Hazen- Flow Velocity
(ft) (in) Williams C (gpm) (ft/s)
P-NE1 418 2.0 J-NE1 3-NE2 PVC 120.0 28.0 2.86
P-NE2 418 2.0 J-NE2 J-NE3 PVC 120.0 38.5 3.93
P-NORTH 253 3.0 J ZION HILL J-NE3 PVC 120.0 -98.0 4.45
TIE CONN-E
P-NW1 484 2.0 J-NW2 J-NW1 PVC 120.0 -28.0 2.86
P-NW2 484 2.0 J-NW3 J-NW2 PVC 120.0 -38.5 3.93
P-NW3 484 3.0 J-NE3 J-NW3 PVC 120.0 -49.0 2.22
P-SE1 352 2.0 J-SE2 J-SE1 PVC 120.0 -28.0 2.86
P-SE1a 110 2.0 J-SE2 J POOL PVC 120.0 -28.0 2.86
DUPLEX
P-SE2 572 3.0 J-SE3 J-SE2 PVC 120.0 -59.5 2.70
P-SE2a 176 2.0 J-SE3 J-SE4 PVC 120.0 -28.0 2.86
P-SE3 396 3.0 J-SE5 J-SE3 PVC 120.0 -91.0 4.13
P-SE4 396 3.0 J-SE6 J-SE5 PVC 120.0 -94.5 4.29
P-SE5 231 2.0 J-SE6 J-SE7 PVC 120.0 -28.0 2.86
P-SOUTH 220 4.0 ] ZION HILL J-SE6 PVC 120.0 -126.0 3.22
TIE CONN-E
P-SW1 495 2.0 J-SW2 J-SW1 PVC 120.0 -28.0 2.86
P-SW2 495 2.0 J-SW2 J-SW3 PVC 120.0 38.5 3.93
P-SW3 484 3.0 J-SW3 J-SW4 PVC 120.0 49.0 2.22
P-SW4 484 3.0 J-SW4 J-SW5 PVC 120.0 59.5 2.70
P-SW5 231 2.0 J-SW5 J-SW6 PVC 120.0 -28.0 2.86
P-SW6 110 2.0 J AMENITY J-SW5 PVC 120.0 28.0 2.86
DUPLEX
P-WEST TIE 220 4.0 J-SW5 J-ZION HILL PVC 120.0 126.0 3.22
CONN-W
P-WINDING 11 6.0 R-RIVER J-WINDING PVC 120.0 -350.0 3.97
RIVER FM LANDING LPS RIVER CONN
P-ZION J-ZION HILL J-ZION HILL
HILL FM-1 430 6.0 CONN-W CONN-E PVC 120.0 -224.0 2.54
P-ZION 1,370 6.0 J-WINDING J-ZION HILL PVC 120.0 -350.0 3.97
HILL FM-2 RIVER CONN CONN-W
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_F I NAL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

JUNCTION - PEAK DAILY FLOWS (SORTED BY VELOCITY)
FlexTable: Junction Table
Label Length Diameter Start Node Stop Node Material Hazen- Flow Velocity
(ft) (in) Williams C (gpm) (ft/s)
P-NORTH 253 3.0 J ZION HILL J-NE3 PVC 120.0 -98.0 4.45
TIE CONN-E
P-SE4 396 3.0 J-SE6 J-SE5 PVC 120.0 -94.5 4.29
P-SE3 396 3.0 J-SE5 J-SE3 PVC 120.0 -91.0 4.13
P-WINDING 11 6.0 R-RIVER J-WINDING PVC 120.0 -350.0 3.97
RIVER FM LANDING LPS RIVER CONN
P-ZION 1 370 6.0 J-WINDING J-ZION HILL PVC 120.0 -350.0 3.97
HILL FM-2 RIVER CONN CONN-W
P-SW2 495 2.0 J-SW2 J-SW3 PVC 120.0 38.5 3.93
P-NW2 484 2.0 J-NW3 J-NW2 PVC 120.0 -38.5 3.93
P-NE2 418 2.0 J-NE2 J-NE3 PVC 120.0 38.5 3.93
1 P-WEST TIE 220 4.0 J-SW5 J-ZION HILL PVC 120.0 126.0 3.22
CONN-W
P-SOUTH 220 4.0 J ZION HILL J-SE6 PVC 120.0 -126.0 3.22
TIE CONN-E
P-SW1 495 2.0 J-SW2 3-SW1 PVC 120.0 -28.0 2.86
P-NE1 418 2.0 J-NE1 J-NE2 PVC 120.0 28.0 2.86
P-SE1a 110 2.0 J-SE2 J POOL PVC 120.0 -28.0 2.86
DUPLEX
P-NW1 484 2.0 J-NW2 J-NW1 PVC 120.0 -28.0 2.86
P-SE1 352 2.0 J-SE2 J-SE1 PVC 120.0 -28.0 2.86
P-SE2a 176 2.0 J-SE3 J-SE4 PVC 120.0 -28.0 2.86
P-SW6 110 2 0 J AMENITY J-SW5 PVC 120.0 28.0 2.86
DUPLEX
P-SW5 231 2.0 J-SW5 J-SW6 PVC 120.0 -28.0 2.86
P-SE5 231 2.0 J-SE6 J-SE7 PVC 120.0 -28.0 2.86
P-SW4 484 3.0 J-SW4 J-SW5 PVC 120.0 59.5 2.70
P-SE2 572 3.0 J-SE3 J-SE2 PVC 120.0 -59.5 2.70
P-ZION J-ZION HILL J-ZION HILL
HILL FM-1 430 6.0 CONN-W CONN-E PVC 120.0 -224.0 2.54
P-SW3 484 3.0 J-SW3 J-SW4 PVC 120.0 49.0 2.22
P-NW3 484 3.0 J-NE3 J-NW3 PVC 120.0 -49.0 2.22
Sewer Low Pressure Model Admirals Bentley Systems,Inc. Haestad Methods Solution WaterCAD
Cove_F I NAL.wtg Center [24.00.00.26]
10/8/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

zones 3, 4, 6, 8, 9, 11, 12, 13 and 14.
Table 3
MAXIMUM NUMBER OF GRINDER
PUMP CORES OPERATING DAILY
Completion of Pipe Schedule Maximum Daily
of Grinder
and Zone Analysis Pump Cores Connected Number of Grinder
Pump Cores Operating
Simultaneously
The data recorded on the System Flow Diagram
(Figure 3) is then transferred to Table 4. 1 1
2-3 2
Table 4 Column No. Designation 4-9 3
10-18 4
1 Zone Number 19-30 5
2 Connects to Zone
3 Number of Pumps in 31-50 6
Zone 51-80 7
4 Accumulated 81-113 8
Pumps in Zone 114-146 9
11 Length of Main this 147-179 10
Zone in Feet
180-212 11
Column 4 is completed by referring to Table 3, 213-245 12
where the maximum number of pumps in simul- 246-278 13
taneous operation is given as a function of the 279-311 14
number of pumps upstream from the end of the 312-344 15
particular zone. The output of each zone will vary
slightly with head requirements, but under typical 345-377 16
conditions, the flow is approximately 11 gpm. 378-410 17
Calculate the maximum anticipated flow for each 411-443 18
zone by multiplying the number of simultaneous 444-476 19
operations in Column 7 by 11 gpm and record 477-509 20
the results in Column 8.
510-542 21
To complete columns 9, 10, 12 and 13, refer to 543-575 22
Flow Velocity and Friction Head Loss table for the 576-608 23
type of pipe selected —in this case, Table 5 for 609-641 24
SDR-21. It will be seen that the engineer will 642-674 25
frequently be presented with more than one
option when selecting pipe size. Sometimes a 675-707 26
compromise in pipe size will be required to meet 708-740 27
present needs as well as planned future develop- 741-773 28
ment.As a general rule, pipe sizes should be 774-806 29
selected to minimize friction losses while keep- 807-839 30
ing velocity near or above 2 feet per second.
840-872 31
For example, Zone 1 has a maximum of two 873-905 32
pumps running (Column 7). Table 5 offers a 906-938 33
choice of 1.25-inch, 1.5-inch or 2-inch pipe. 1.5- 939-971 34
inch pipe is selected since flow velocity equals 972-1,004 35
14

ADMIRALS COVE (EW 221138)
WET WELL STORAGE CALCULATIONS
A. Wet Well Storage Calculation -SIMPLEX GRINDER STATION
1. Wet Well Volume (from Barnes packaged lift station catalog)
SIMPLEX UNIT DIMENSIONS
3.50 Wet Well diameter(feet)
42 Wet Well diameter(inches)
7.00 Wet Well depth (feet)
84 Wet Well depth(feet)
2. Bottom Elevation 0.00 INCHES
3. Pump ON Elevation 18.00 INCHES
4. ALARM Elevation 24.00 INCHES
5. RIM Elevation 84.00 INCHES
6. Wet Well Storage Calculations
52.9 Total Wet Well Storage Volume
7.48 gallons per CF
396 Storage Volume ABOVE PUMP ON
360 Storage Volume ABOVE ALARM
B. Wet Well Storage Calculation -DUPLEX GRINDER STATION
1. Wet Well Volume (from Barnes packaged lift station catalog)
DUPLEX UNIT DIMENSIONS
4.00 Wet Well diameter(feet)
48 Wet Well diameter(inches)
7.00 Wet Well depth (feet)
84 Wet Well depth (feet)
2. Bottom Elevation 0.00 INCHES
3. Pump ON Elevation 18.00 INCHES
4. ALARM Elevation 24.00 INCHES
5. RIM Elevation 84.00 INCHES
6. Wet Well Storage Calculations
69.1 Total Wet Well Storage Volume
7.48 gallons per CF
517 Storage Volume ABOVE PUMP ON
470 Storage Volume ABOVE ALARM
`m EARTHWORKS p'
GROUP INC �` ' p=
14-50 O:C-2249�W 14°3410/8

ADMIRALS COVE (EW 221138)
ANTI-BUOYANCY CALCULATIONS
A. Wet Well Buoyancy Calculation -SIMPLEX GRINDER STATION
1. Wet Well Volume (from Barnes packaged lift station catalog)
SIMPLEX UNIT DIMENSIONS
3.50 Wet Well diameter(feet)
42 Wet Well diameter(inches)
7.00 Wet Well depth (feet)
84 Wet Well depth (feet)
0.25 Wet Well thickness (feet)
2. Ground Water Elevation
0 feet below grade
3. Total Wet Well Weight
150 Total Weight of Unit(EMPTY)
4. Buoyancy Calculation Wet Well Empty
88.0 Total Wet Well Volume
62.4 unit weight of water(pcf)
5,489 Total Buoyancy Force (lbs, acting upward)
5,339 Net Buoyancy Force (lbs, acting upward)
3.0 Poured Concrete Footer as Anchor
3,000 LBS per CY
9,000 LBS ANCHORING CONCRETE
1.69 Safety Factor Against Wet Well Flotation
1 of 2

ADMIRALS COVE (EW 221138)
ANTI-BUOYANCY CALCULATIONS
B. Wet Well Buoyancy Calculation -DUPLEX GRINDER STATION
1. Wet Well Volume (from Barnes packaged lift station catalog)
DUPLEX UNIT DIMENSIONS
4.00 Wet Well diameter(feet)
48 Wet Well diameter(inches)
7.00 Wet Well depth (feet)
84 Wet Well depth (feet)
0.25 Wet Well thickness(feet)
2. Ground Water Elevation
0 feet below grade
3. Total Wet Well Weight
200 Total Weight of Unit(EMPTY)
4. Buoyancy Calculation Wet Well Empty
111.3 Total Wet Well Volume
62.4 unit weight of water(pcf)
6,947 Total Buoyancy Force (Ibs, acting upward)
6,747 Net Buoyancy Force (Ibs, acting upward)
3.0 Poured Concrete Footer as Anchor
3,000 LBS per CY
9,000 LBS ANCHORING CONCRETE
1.33 Safety Factor Against Wet Well Flotation
tNIlCll)IiI0O� \\`\\\\O,,AtA ICIIAll1/ 4�////////
THE g ! !r
1,?, EARTHWORKS\o' = 15-1
GROUP INC. _ iy •• 6604f
VAo
o c-22as �� VA10/8/ `
% F� . per
//1/lO OF
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111\\\\����
2 of 2

I
ADMIRALS COVE (EW 221138)
WATER & SEWER PIPE FOOTAGE SUMMARY TABLES
LOW PRESSURE SEWER COLLECTION &TRANSMISSION FORCEMAINS
PIPE
BRANCH ROAD NAME PIPE DIAMETER
FOOTAGE
2" 3" 4" 6"
NW ADMIRAL FORD LOOP 1,218 866 352 0 0
NE ADMIRAL FORD LOOP 996 770 226 0 0
BOARDWALK WAY;
SE 1,735 305 1,245 185 0
VALIANT WAY
SE-2A MARBLE DRIVE 222 222 0 0 0
SE-5 BOARDWALK WAY 181 181 0 0 0
SYLVIA POINT;
SW 1,915 850 880 185 0
SOUTHPORT SHOALS
SW-5 BOARDWALK WAY 205 205 0 0 0
DUPLEX-1 AMENITY#1 188 188 0 0 0
DUPLEX-2 AMENITY#2 80 80 0 0 0
6" FM ZION HILL ROAD 1,800 0 0 0 1,800
TOTALS 8,540 3,667 2,703 370 1,800
POTABLE WATER DISTRIBUTION MAINS
1 PIPE
BRANCH ROAD NAME
PIPE DIAMETER
FOOTAGE
2 6 8
WATER-1 ADMIRAL FORD LOOP 1,356 0 1,356 0
WATER-2 ADMIRAL FORD LOOP 955 95 735 125
WATER-3 BOARDWALK WAY;VALIANT WAY 2,075 0 2,075 0
WATER-4 SYLVIA POINT,SOUTHPORT SHOALS 1,897 200 1,697 0
WATER-5 BOARDWALK WAY 443 0 443 0
I WATER-6 MARBLE DRIVE 344 0 344 0
TOTALS 7,070 295 6,650 125