NC0065480_Permit Modification_20051026

NPDES DOCIMENT SCANNING: COVER :SHEET
Permit:
NC0065480
Beau Rivage WWTP
NPDES
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Staff Report
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Permit
History
Document Date:
October 26, 2005
This document is printed on reuse paper - ignore any
content on the resrerse side

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 26, 2005
Mr. Mike Myers
Aqua North Carolina, Inc.
PO Box 35047
Greensboro, NC 27425
Subject: NPDES Permit Modification
Permit NC0065480
Beau Rivage Plantation
New Hanover County
Dear Mr. Myers:
The Division has reviewed your Engineering Alternative Analysis and expansion request for the Beau Rivage
Plantation WWTP received October 5, 2005. The Division is forwarding the subject permit modification. The permit was
modified to include effluent limitations and monitoring requirements for an expanded flow of 0.200 MGD. As per Division's
guidelines, daily maximum limits for ammonia were included. A limit for enteroccoci bacteria was also included. In
December 2004 the EPA promulgated criteria for enterococci bacteria applicable to coastal waters in North Carolina.
These limits were also included in the effluent limitations for the future expansion to 0.5 MGD. All other terms and
conditions in the original permit remain unchanged and in full effect. This permit modification is issued under the
requirements of North Carolina General Statute 143-215.1 and the Memorandum of Agreement between North Carolina
and the U. S. Environmental Protection Agency dated December 6, 1983.
If any parts, measurement frequencies or sampling requirements contained in this permit modification are
unacceptable to you, you have the right to an adjudicatory hearing upon written request within thirty (30) days following
receipt of this letter. This request must be a written petition conforming to Chapter 150E of the North Carolina General
Statutes, filed with the Office of Administrative Hearings, Post Office Drawer 27447, Raleigh, North Carolina 27611-7447.
Unless such demand is made, this decision shall be final and binding.
This permit does not affect the legal requirement to obtain other permits which may be required by the Division
of Water Quality, the Division of Land Resources, Coastal Area Management Act, or any other Federal or Local
government permit that may be required. If you have any questions concerning this permit, please contact Teresa
Rodriguez at 919-733-5083, ext. 553.
Sincerely,
,(„tpr ; Alan W. Klimek,
cc: Central Files
Wilmington Regional Office, Water Quality Section
Construction Grants & Loans Section, Design Management Unit
NPDES Unit
NCDENR
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone] Customer Service
1 800 623-7748

Permit NC0065480
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provisiorof North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended,
Aqua North Carolina, Inc.
is hereby authorized to discharge wastewater from a facility located at the
Beau Rivage Plantation
US Highway 421 South
Wilmington
New Hanover County
to receiving waters designated as the Cape Fear River in the Cape Fear River Basin
in accordance with effluent limitations, monitoring requirements, and other
conditions set forth in Parts I, II, III and IV hereof.
This permit shall become effective December 1, 2005.
This permit and authorization to discharge shall expire at midnight on December 31, 2006.
Signed this day October 26, 2005.
Alan W. Klimek, P.E., Dire or
Division of Water Quality
By Authority of the Environmental Management Commission

Permit NC0065480
SUPPLEMENT TO PERMIT COVER SHEET of
Aqua North Carolina, Inc. is hereby authorized to:
1. Continue to operate an existing 0.100 MGD extended aeration wastewater
treatment system consisting of a bar screen, aerated sludge holding tank, tablet -
type chlorine contact tank, and flow meter.
2. After obtaining an Authorization to Construct from the Division of Water Quality,
construct and operate a 0.200 MGD wastewater treatment plant consisting of
flow equalization basin, two aeration basins, two secondary clarifiers, two filters,
sludge holding basin, and UV disinfection.
3. After receiving an Authorization to Construct from the Division of Water Quality,
upgrade the facility not to exceed 0.500 MGD.
The facility is located in Wilmington at Beau Rivage Plantation on US Highway
421 South in New Hanover County.
4. Discharge from said treatment works at the location specified on the attached
map into the Cape Fear River, classified SC waters in the Cape Fear River Basin.

Facility Information
Latitude:
Longitude:
Quad Name:
Stream Class:
Receiving Stream:
34°06'38"
77°55'34"
Carolina Beach
SC
Cape Fear River
Sub -Basin:
03-06-17
Aqua North Carolina, Inc. - Beau Rivage Plantation
NC0065480
New Hanover County
North

Permit NC0065480
A. (1.) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS — FINAL
During the period beginning on the effective date of this permit and lasting until
expansion above 0.100 MGD or expiration, the Permittee is authorized to discharge from
outfall 001. Such discharges shall be limited and monitored by the Permittee as specified
below:
EFFLUENT
CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Daily
Maximum
Measurement
Frequency
Sample Type
Sample Location
Flow
0.100 MGD
Continuous
Recording
Influent or Effluent
BOD, 5-day (20°C)
30.0 mg/L
45.0 mg/L
Weekly
Composite
Effluent
Total Suspended Residue
30.0 mg/L
45.0 mg/L
Weekly
Composite
Effluent
NH3 as N
20.0 mglL
35. Op,,�4JfL
'
Weekly
Composite
Effluent
Dissolved Oxygen
Weekly
Grab
Effluent
Fecal Coliform (geometric mean)
200/100 ml
400/100 ml
Weekly
Grab
Effluent
Total Residual Chlorine
2/Week
Grab
Effluent
Temperature (°C)
Weekly
Grab
Effluent
Total Nitrogen (NO2+NO3+TKN)
Quarterly
Composite
Effluent
Total Phosphorus
Quarterly
Composite
Effluent
pH1
Weekly
Grab
Effluent
Cl4-(ococCt 35-43v0«,1 5oi�io..,.,L
Footnotes: � C�.�rv✓1�( 04,at.,.
1. The pH shall not be less than standard units nor greater than10—standard --`
units.
There shall be no discharge of floating solids or visible foam in other than trace amounts

Permit NC0065480
A. (2.) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS — FINAL
During the period beginning upon expansion to 0.200 MGD and lasting until
expiration, the Permittee is authorized to discharge from outfall 001. Such discharges
shall be limited and monitored by the Permittee as specified below:
EFFLUENT
CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Daily
Maximum
Measurement
Frequency
Sample Type
Sample Location
Flow
0.200 MGD
Continuous
Recording
Influent or Effluent
BOD, 5-day (20°C)
(April 1— October 31)
5.0 mg/L
7.5 mg/L
Weekly
Composite
Effluent
BOD, 5-day (20°C)
(November 1 — March 31)
10.0 mg/L
15.0 mg/L
Weekly
Composite
Effluent
Total Suspended Residue
30.0 mg/L
45.0 mg/L
Weekly
Composite
Effluent
NH3 as N
(April 1— October 31)
2.0 mg/L
10.0 mg/L
Weekly
Composite
Effluent
NH3 as N
(November 1 — March 31)
4.0 mg/L
20 mg/L
Weekly
Composite
Effluent
Dissolved Oxygen1
Weekly
Grab
Effluent
)Fecal Coliform (geometric mean)
200/100 ml
400/100 ml
Weekly
Grab
Effluent
Total Residual Chlorine2
. µg1L
2/Week
Grab
Effluent
Enterococci (geometric mean)
35 / 100 ml
50 OOmi
Weekly
Grab
Effluent
Temperature (°C)
Weeky
Grab
Effluent
Total Nitrogen (NO2+NO3+TKN)
/
✓ Quarterly
Composite
Effluent
Total Phosphorus
/Quarterly
Composite
Effluent
pH3
Weekly
Grab
Effluent
Footnotes:
1. The daily average dissolved oxygen concentration shall not be less than 5.0 mg/L.
2. The total residual chlorine limit is only applicable if chlorine or a chlorine derivative
is added to the treatment system.
3. The pH shall not be less than standard units nor greater than..9 standard
units.
There shall be no discharge of floating solids or visible foam in other than trace amounts

viideAS
Permit NC0065480
A. (3.) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS — FINAL
During the period beginning upon expansion above 0.200 MGD and lasting until
expiration, the Permittee is authorized to discharge from outfall 001. Such discharges
shall be limited and monitored by the Permittee as specified below:
EFFLUENT
CHARACTERISTICS
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Daily
Maximum
Measurement
Frequency
Sample Type
Sample Location
Flow
0.500 MGD
Continuous
Recording
Influent or Effluent
BOD, 5-day (20°C)
(April 1— October 31)
5.0 mg/L
7.5 mg/L
Weekly
Composite
Effluent
BOD, 5-day (20°C)
(November 1 — March 31)
10.0 mg/L
15.0 mg/L
Weekly
Composite
Effluent
Total Suspended Residue
30.0 mg/L
45.0 mg/L
Weekly
Composite
Effluent
NH3 as N
(April 1— October 31)
2.0 mg/L
10.0 mg/L
Weekly
Composite
Effluent
NH3 as N
(November 1— March 31)
4.0 mg/L
20.0 mg/L
Weekly
Composite
Effluent
Dissolved Oxygen1
Weekly
Grab
Effluent
Fecal Coliform (geometric mean)
200/100 ml
400/100 ml
Weekly
Grab
Effluent
Total Residual Chlorine2
25.8-14/C.
2/Week
Grab
Effluent
Enterococci (geometric mean)
35 / 100 ml
5 girl
Weekly
Grab
Effluent
Temperature (°C)
Weekly
Grab
Effluent
Total Nitrogen (NO2+NO3+TKN)
✓ Quarterly
Composite
Effluent
Total Phosphorus
Quarterly
Composite
Effluent
pH3
Weekly
Grab
Effluent
Footnotes:
1. The daily average dissolved oxygen concentration shall not be less than 5.0 mg/L.
2. The total residual chlorine limit is only applicable if chlorine or a chlorine derivative
is added to the treatment system.
3. The pH shall not be less thanstandard units nor greater than standard
units. . r B.S�
There shall be no discharge of floating solids or visible foam in other than trace amounts
,t(. (`i) .€- v f tWele ; i DZ. 7,,,,P /

Re: Beau Rivage WWTP
•
Subject: Re: Beau Rivage WWTP
From: Ed Beck <[e-mail]>
Date: Thu, 20 Oct 2005 10:13:52 -0400
To: Teresa Rodriguez <[e-mail]>
CC: Linda Willis <[e-mail]>
Teresa
I don't recall why that condition was put in the permit either. Maybe it was hoped
that the alternatives would be different when it was time to expand the system.
Since the county/city system is not yet available and the limits will be much more
stringent under the expanded flow, we will support the expansion/replacement of the
plant. Thanks
Ed
Teresa Rodriguez wrote:
Ed, We received an EAA for an expansion to 0.2 MGD for this plant. I sent a copy
of the EAA to the regional office. After reviewing the EAA and our files I
couldn't figure out why we required an EAA when they already had a permit
expansion approved for 0.5 mgd and I didn't see any compliance issues. I will
handle this as a minor modification, inserting limits for 0.2 mgd. If there are
any issues with this expansion, please let me know.
Teresa
1 of 1 10/20/2005 12:00 PM

MEMORANDUM
To:
From:
October 5, 2005
Gil T. Vinzani, P.E.
Supervisor, NPDES East
Surface Water Protection Section ill/ j
Cecil G. Madden, Jr., P.E.
Supervisor, Design Management Unit
Construction Grants & Loans Section
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department or Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
ft
Subject: Aqua North Carolina, Inc.
Beau Rivage Plantation WWTP
Engineering Alternatives Analysis
Permit No. NC09$6480
2 8D
A request for Authorization to Construct has been submitted to our office for review and
permitting. The Permittee currently has an existing 0.10 MGD WWTP. The proposed design for
this phase is 0.20 MGD. The NPDES Permit has an additional limits page for 0.50 MGD. The
NPDES Permit contains a permit condition that requires submittal of an engineering alternatives
analysis. Three copies of the alternatives analysis were provided to us with the request for the
Authorization to Construct.
We are forwarding the EAA to your office for review and approval. Also attached is
their transmittal letter. We will be returning the remainder of the package to the Permittee as
incomplete, until you have reviewed and approved the EAA.
cc: Michael Myers, Aqua North Carolina, Inc., Cary Office
Jerry Hatton, P.E., Arcadis, Charlotte Office
A to C File
Construction Grants and Loans Section
1633 Mail Service Center Raleigh NC 27699-1633
Phone: [phone] / FAX: [phone] / Internet: www.nccgl.net
No"rthCarolina
7Vatura!!ij
An Equal Opportunity/Affirmative Action Employer —50% Recycled/10% Post Consumer Paper

North Carolina.
September 23, 2005
Mr. Daniel M. Blaisdell, P.E.
NC Division of Water Quality
Construction Grants & Loans Section
1633 Mail Service Center
Raleigh, N.0 27699-1633
Aqua North Carolina, Inc.
706 N. Regional Road
Greensboro, NC 27409
Re: Beau Rivage Plantation Wastewater Treatment Plant
New Hanover County
Dear Mr. Blaisdell,
T: 336.665.0817
F: 336.665.1578
www.aquanorthcarol!na.corzi
STRUCT1O 1 GRANTS &
LOAN SECT1ON
Aqua North Carolina requests Authorization to Construct for the expansion of the Beau Rivage
Plantation Wastewater Treatment Plant (NPDES NC0065480) in southern New Hanover County.
The project consists of the total replacement of the existing 0.10 MGD facility with a 0.20 MGD
wastewater plant at the same location with no change in the discharge point. This expansion is
permitted under the current NPDES permit which provides for discharges up to 0.50 MGD. The
Authorization to Construct request covers Phase 1 of the plant expansion which will ultimately
reach the 0.50 MGD permitted limit. The NPDES permit requires that an Engineering
Alternatives Analysis be conducted in support of an expansion of capacity and this report is
included in our submittal.
We are submitting three copies of the following materials in support of our ATC request.
o Authorization to Construct Application
o Project Description
o Engineering Alternatives Analysis
o Plans
o Project Manual
o NPDES Permit
o Design Calculations
o Hydraulic Profile and Flow Schematic
The sludge management plan for this facility is the removal of liquid sludge from an aerobic
digester, as needed, by Lewis Farms in Pender County.
This facility was originally permitted to ABC Utilities, Inc. ABC Utilities was subsequently
purchased by Aqua North Carolina, Inc.
An Aqua America Company

We respectfully request the timely review of these plans, so that we can proceed to construction
as quickly as possible. Should you have any questions, please feel free to contact either Jerry
Hatton of ARCADIS or myself.
Sincerely,
7i,,,e,,,;415f174ue
Michael Myers
Engineering and Compliance Manager
Aqua North Carolina, Inc.
cc: Jerry Hatton

WWI
ARCADIS
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
Prepared by:
Gerald E. Hatton, P.E.
Project Manager
ARCADIS G&M of North Carolina, Inc.
Approved for Submittal:
Michael J. Myers /
Director of Engineer ng & Compliance
AQUA North Carolina, Inc.
ARCADIS Project No. CN404012.WA17

ma
wr,
1. GENERAL INFORMATION
1.1 BACKGROUND
The Beau Rivage Plantation Wastewater Treatment Plant (Beau Rivage WWTP) is
located south of the City of Wilmington in New Hanover County, North Carolina. It is
situated on the west side of River Road, south of Sanders Road. It serves an area in the
immediate vicinity of the plant which includes the Beau Rivage Plantation community
PEI and other residential developments. The plant location is illustrated on Figure 1—
Vicinity Map.
+"'4 The Beau Rivage WWTP was acquired by AQUA North Carolina, Inc. (AQUA) in
2003 and is operated under NPDES Discharge Permit NC0065480. The former owner,
operator, and permittee of the plant was ABC Utilities, Inc. of Wilmington, North
Carolina. Appendix A — NPDES Discharge Permit NC0065480 contains a copy of the
current permit which is set to expire on December 31, 2006. The plant discharges to
the Cape Fear River at approximately 4.2 miles north of the confluence of the river
with Snow's Cut. The point of discharge to the Cape Fear River is near the east bank of
the river.
The discharge permit allows for the expansion of the WWTP from its present 100,000
gallon per day (gpd) capacity up to 500,000 gpd. This is conditioned upon the
submittal of an Engineering Alternatives Analysis (EAA). The permit provides
owl
discharge limits for both the current WWTP configuration and for an expanded
treatment facility to the maximum permitted capacity.
we
This EAA is intended to meet the requirements of the North Carolina Department of
Environment and Natural Resources - Division of Water Quality (DWQ) and is
,.A submitted in support of an Authorization to Construct (ATC). Although the initial
expansion will be to 200,000 gpd, this EAA evaluates alternatives on the basis of the
maximum 500,000 gpd capacity covered by the current permit.
.•I
1.2 PROPOSED PROJECT
The existing WWTP is a packaged treatment facility of steel construction. It has not
been expanded from its original installed capacity of 100,000 gpd. Because of
increased flows from the developing service area plus the age and condition of the
�+ existing plant, a new 200,000 gpd facility is proposed to replace the existing facility. In
the future, this facility will be further expanded to a capacity of 500,000 gpd.
"" The existing treatment system is an extended aeration process with aeration tanks,
clarifiers, tablet chlorination, effluent metering, and a gravity discharge pipe to the
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
1

Cape Fear River. The plant is located on property owned by AQUA as shown on
Figure 2 — Existing WWTP Site Plan.
The proposed WWTP will also be an extended aeration process as described above, but
will include flow equalization basins, tertiary filters, ultraviolet disinfection, and sludge
digester tanks. Figure 3 — Proposed WWTP Site Plan — Phase 1 illustrates the location
of the proposed facilities for the initial expansion phase.
1.3 APPLICANT NAME & CONTACT INFORMATION
Mr. Michael J. Myers
Director of Engineering and Compliance
AQUA North Carolina, Inc.
P.O. Box 4889
Cary, NC 27519
919.467.8712, ext. 706
1.4 FACILITY NAME & CONTACT INFORMATION
Beau Rivage Wastewater Treatment Plant
6606 River Road
New Hanover County, NC
Ethel Bedgood
Operator in Responsible Charge
AQUA North Carolina, Inc.
1111 The Cape Blvd.
Wilmington, NC 28412
910.791.4404
1.5 EAA PREPARER NAME & CONTACT INFORMATION
Mr. Gerald E. Hatton, PE
ARCADIS G & M of North Carolina, Inc.
13777 Ballantyne Corporate Place, Suite 250
Charlotte, NC 28277
704.752.4258, ext. 17
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
2

2. DISCHARGE CONDITIONS
2.1 EXISTING DISCHARGE PERMIT LIMITS
Permit NC0065480 includes limits for both the existing 100,000 gpd plant and ultimate
—• 500,000 gpd build -out capacities. The permit is included in Appendix A and the limits
are as follows:
INIOR
Table 1 - Current Permit Limits
Effluent Characteristics
Flow
I Monthly Average
100,000 gpd
I Daily Maximum
BOD, 5-Day
30.0 mg/1
45.0 mg/1
Total Suspended Residue
_
30.0 mg/1
45.0 mg/l
NH3 as N
20.0 mg/1
Dissolved Oxygen
No Limit — Weekly Monitoring
Fecal Coliform
200 / 100 ml I
400 / 100 ml
Total Residual Chlorine
No Limit — 2 per Week Monitoring
Total Nitrogen
No Limit — Quarterly Monitoring
Total Phosphorus
No Limit — Quarterly Monitoring
pH
6.0 — 9.0
F 6.0 — 9.0
Table 2 - Permit Limits for Expanded
Effluent Characteristics
Flow
Facility
I Monthly Average
500,000 gpd
I Daily Maximum
BOD, 5-Day (Apr 1- Oct 31)
5.0 mg/1
7.5 mg/1
BOD, 5-Day (Nov 1 — Mar 31)
10.0 mg/1
15.0 mg/1
Total Suspended Residue
30.0 mg/1
45.0 mg/1
NH3 as N (Apr 1- Oct 31)
2.0 mg/1
NH3 as N (Nov 1 — Mar 31)
4.0 mg/1
Dissolved Oxygen
> 5.0 mg/1
Fecal Coliform
200 / 100 ml
400 / 100 ml
Total Residual Chlorine
28.0 pg/1
Total Nitrogen
No Limit — Quarterly Monitoring
Total Phosphorus
No Limit — Quarterly
Monitoring
I 6.0 — 9.0
pH
6.0 — 9.0
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
3

2.2 ZERO FLOW STREAM RESTRICTIONS
These restrictions are not applicable because the discharge is to the Cape Fear River.
The City of Wilmington operates a large wastewater treatment facility rated at 12.0
million gallons per day (MGD) that discharges to the Cape Fear River approximately
3.6 miles north (upstream) of the Beau Rivage WWTP discharge point. The 7Q10 at the
Wilmington Southside WWTP is 1,149 cubic feet per second.
2.3 RECEIVING STREAM CLASSIFICATION RESTRICTIONS
At the point of existing discharge, the river is classified SC waters in the Cape Fear
River Basin. SC waters are Tidal Salt Waters with a defined best usage for aquatic life
propagation & survival, fishing, wildlife, and secondary recreation. Under this
classification, discharges are normally permitted.
2.4 BASINWIDE WATER QUALITY PLANS
The most recent Cape Fear River water quality plan is in draft form and undergoing
public input and review. The latest edition of the draft is dated March 2005. As noted
in this draft and in earlier Cape Fear River basinwide water quality plans, Sub -basin
03-06-17 continues to be listed as Impaired on the 303(d) list because of violations of
the dissolved oxygen (DO) standard. For SC waters, this standard is 5.0 mg/1. The
specific section of the Cape Fear River to which Beau Rivage WWTP discharges, is
identified as Assessment Unit 18-(71)a in Sub -basin 03-06-17.
The plan mentions that an extensive field monitoring program is underway. Although
discharges of oxygen -consuming waste are identified as a source, the considerable
volume of blackwater is cited as a naturally occurring source of the oxygen -consuming
materials. The plan calls for the development of a Total Maximum Daily Load
(TMDL) standard for the Cape Fear River Estuary. The current Beau Rivage WWTP
discharge permit already calls for minimum effluent DO levels of 5.0 mg/1 when the
plant is expanded beyond the 100,000 gpd discharge limit (see Table 2 and Appendix
A).
These conditions are not expected to restrict the discharge of the Beau Rivage WWTP
beyond what is currently permitted.
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
4

Pa!
2.5 IMPAIRED WATERS AND TMDLS
The Cape Fear River, at the point of discharge, is listed as Impaired as discussed
above. A TDML for dissolved oxygen is under study, but has not been established.
foal 2.6 PRESENCE OF ENDANGERED SPECIES
The Cape Fear River water quality plan states:
1014
"Records of the shortnose sturgeon indicate that it occurs rarely, while manatees are
found more occasionally, especially in summer. Alligators are present mainly in
tributary streams. Freckled blenny and spinycheek sleeper are rare marine fishes in
this section of the river."
No specific reference is made to habitats located in the vicinity of the current Beau
Rivage WWTP discharge point.
2.7 LOCAL GOVERNMENT REVIEW
The existing plant and surrounding region are located in unincorporated New Hanover
County. The proposed improvements to the plant site are consistent with the current
zoning and subdivision ordinance of the County. Appendix B — Local Government
Review Form has been submitted and completed by the County Manager.
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
5

BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
3. FUTURE WASTEWATER FLOWS
dem 3.1 EXISTING SERVICE AREA INFORMATION
The service area for the WWTP is shown on Figure 4 — Current and Future Service
., Area. Included in the area are existing customers, developments permitted but not yet
constructed, and potential areas of future development. Areas not currently covered by
sewer permits (non -discharge) were designated as potential service customers based on
•• property owner interest. A modest flow projection is included for other vacant
properties.
3.2 CURRENT FLOWS
The average wastewater flow for the six month period of December 2003 through May
"" 2004 is 32,398 gpd. An inspection of issued sewer permits was conducted at the
Wilmington regional DWQ office. Based on these non -discharge permits, the existing
flow allocation for the plant is 241,295 gpd. Table 3 — Current Allocation of Flows
contains a listing of the permitted flows. As summarized in Table 3, the WWTP is
currently over allocated, although actual operating records indicate flows are
considerably less.
Table 3 — Current
Allocation of Flows
DWQ Permit
Subdivision / Development Name
Allocation per
DWQ Permit (gpd)
WQ0023175
Cane Bay
6,120
WQ0017636
Masonboro Landing & Marine Center
2,975
WQ0014992
South Amsbury at Beau Rivage
13,680
WQ0014820
Turtle Cay
57,600
Unknown
Beau Rivage Plantation - Phase 1 Section A
39,600
Unknown
Beau Rivage Plantation - Phase 1 Section B
28,800
Unknown
Beau Rivage Plantation - Phase 2 Section 1
3,240
Unknown
Beau Rivage Plantation - Phase 2 Section 2
3,240
Unknown
Carolina Green
11,520
Unknown
Clubhouse Condos
11,520
Unknown
Chattanooga Place
23,040
Unknown
Village of the Pines
11,880
Unknown
Grand Bay
28,080 _
Total Permitted Flow Allocation
241,295
)h,.- '1 3
J(
1
6

3.3 POTENTIAL FUTURE FLOWS
Properties known to have an immediate interest for development have been included in
,.� the projection of future flows. These properties are identified in Table 4 — Project
Wastewater Flows.
IMO
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
Table 4 — Projected Wastewater Flows
Subdivision / Development Name
Allocation (gpd)
Existing Flow Allocation from Table 3
241,295
Food Lion Shopping Center & Townhouses
30,000 •
Willows Glen (Remainder of Beau Rivage Plantation)
190,800
Cane Bay
7,200
8 Existing Single Family Lots on Sanders Road
2,880
Unidentified Future Developments
80,000. .
Total Permitted Flow Allocation
552,175\'
The projected flow of 552,175 gpd is based on a DWQ standard flow generation
OR
factors, including 120 gallons per day per bedroom. Based on a water production
versus wastewater effluent discharge analysis contained in Appendix C — Beau Rivage
Water and Wastewater Flows, the average wastewater flow per bedroom is
considerably less at 16 gpd.
If the potential future flows are realized, then an expansion to 500,000 gpd will be
needed at the WWTP.
IMO

f�l
4. ALTERNATIVE ANALYSIS
There are several alternative methods of disposal available including (1) the connection
to an existing wastewater system, (2) land application of effluent, (3) reuse of effluent,
(4) continued discharge to the Cape Fear River, and (5) combinations of these
1.1 alternatives.
4.1 CONNECTION TO EXISTING WASTEWATER COLLECTION SYSTEM AND WWTP
The City of Wilmington operates two wastewater treatment facilities discharging to the
Cape Fear River. Their Southside WWTP is located on River Road, approximately 3.6
miles north of the existing Beau Rivage WWTP. It has a capacity of 12.0 million
gallons per day (MGD). According to Mr. Hugh Caldwell, Director of Public Utilities,
this plant may have capacity to serve the Beau Rivage service area up to the 500,000
gpd volume. Long range plans are for the City to make process enhancements to the /
plant in three or four years. These do not include capacity increases.
The City would probably accept the flow from the Beau Rivage service area. Under
current City policy, impact fees are assessed to new customers (properties not former
served). These fees are intended to provide funding for expansion and improvements to
the City's treatment plants and collection system. The current fee for new customers
within City limits is $810 for a typical three bedroom residence. Outside City limits
such as the Beau Rivage service area, are charged double or $1,620 per residential unit.
The impact fees for 500,000 gpd capacity (equivalent to 1,400 three bedroom units) are
$2,268,000.
New Hanover County provides wastewater collection service to a portion of the region
south of the City. Their primary collection system consists of two lift stations and force
mains along River Road which discharge at the Southside WWTP. The northerly lift
station which pumps to the WWTP is known as Bamard's Creek Lift Station. Its
current capacity is 800 gallons per minute (gpm). The southerly station is known as
,..► Motts Creek Lift Station and it has a capacity of 1,200 gpm. Specific information
regarding the size of the force mains between these stations and between Barnard's LS
and the WWTP is unknown. To handle the 500,000 gpd flow from Beau Rivage,
capacity of approximately 900 gpm is required to be added at each lift station and the
force mains increased in size as well. This proposed capacity is based on DWQ criteria
of providing pumping capacity to handle 2.5 average daily flow.
The analysis of this alternative is conservatively based on providing new pumping and
piping facilities. It is assumed that the existing County lift stations are currently
operating at or near capacity. Without a detailed engineering hydraulics analysis, it is
not possible to determine if internal lift station modifications can be made such as
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
8

Font
PEI
replacement of pumps with higher capacities to roughly double the capacities of these
stations while still using the existing force mains, wetwells, electrical equipment, and
p., generators. Cost estimates are based on providing a parallel system of pump stations
and force mains. The proposed facilities are shown on Figure S — Connection to
Existing Wastewater Collection System and WWTP.
014
The estimate capital cost of this alternative with impact fees is $6,972,700 as presented
in Appendix D — Connection to Existing Collection System and WW7P - Present Value
�► Calculations.
4.2 LAND APPLICATION
psi
Applying treated wastewater to land at rates compatible with the natural physical,
chemical and biological processes that occur in soils is an alternative. Due to odor
problems and buffer requirements, land applying screened wastewater is generally
performed in very rural areas with access to abundant well -drained and cleared land.
The Beau Rivage WWTP is located in an area that has been intensely developed for
residential land uses with supporting commercial properties. The region is relatively
flat with large areas that lie within regulated flood plains and significant wetlands.
There are few large parcels of property near the Beau Rivage plant site. For the
purposes of this alternative analysis, several parcels of 100 acres or more were
identified from the New Hanover County GIS database. These properties are
illustrated on Figure 6 — Potential Land Application Sites and tabulated in Appendix
E - Potential Land Application Sites. The table contains ownership information, area,
tax value, current zoning classification and approximate area of the property covered
by wetlands and flood plains. A tax value per acre of useable property (total area less
wetlands/flood plain) has been estimated.
i•w
Most of these parcels are either in the development planning stage or held for
investment. It is not likely that the property owners would be willing to sell their
�., property for land application purposes. The analysis of this alternative has been
undertaken to determine financial feasibility. Only one parcel is large enough to be
used for land application, and it is used for cost estimating purposes. It is owned by
mp+ River Road Development, LLC. AQUA does not own any land in the area.
The land application alternative is not considered technically feasible because of the
min lack of suitable property and the residential character of the region.
Buffer zones for a spray irrigation system are required by DWQ requirements. These
are per NC Administrative Code (NCAC) T15A: 02H.0200 and are set at 400 feet
from any habitable residence, 150 feet from any property line, and 100 feet from a
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
9

stream, canal or marsh. Assuming a soil loading rate of 36 inches per year, the
needed land area would be 187 acres. A 60-day storage reservoir would require
approximately 13 acres to contain a 30 million gallon lined pond with a water depth
of seven feet. After adding space for an effluent storage reservoir and the required
buffers, a total of 300 acres of land will be required depending on the shape of the
,=11 property available.
An estimate of the capital cost of the land application system was made without the
wit benefit of a soil scientist, design, or field information. The estimated cost including
property acquisition is $14,386,345 and is detailed in the Appendix F— Land
Application - Present Value Calculations. This alternative requires a WWTP with
performance capabilities similar to that permitted under the current NPDES permit.
n■►
AEI
Imq
aim
As a result of the present worth analysis and the additional considerations listed above,
land application is not considered a viable alternative.
4.3 IMPLEMENTATION OF A REUSE PROGRAM
With modifications, a wastewater treatment facility meeting the requirements of an
expanded Beau Rivage WWTP can treat wastewater to the required effluent
standards that would allow its use as reuse water. Reuse quality effluent would
require the addition of 5-day storage pond with return pump station, and 30-60 day
storage pond for inclement weather conditions. Since the existing WWTP site is
limited, acquisition of property for the location of both reservoirs would be
necessary. Approximately 18 acres would be necessary for these reservoirs.
Ultimate disposal of the effluent from the WWTP is anticipated to be land
application on area golf courses. The level of treatment required for spray irrigation
on golf courses is tertiary treatment plus a very low coliform count.
Consistent with the requirements of NCAC T15A:02H.219k, the WWTP is required
to produce an effluent with characteristics as follows:
• BOD5 (monthly average) <10 mg/1
• BOD5 (daily maximum) <15 mg/1
• TSS (monthly average) <5 mg/1
• TSS (daily maximum) <10 mg/1
• Fecal Coliform (monthly average) <14/100 ml
• Fecal Coliform (daily maximum) <25/100 ml
• Turbidity (maximum) <10 NTU
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
10

PM
MN
pi
Regulations require ammonia -nitrogen less than 4 mg/1 (monthly average) and 6 mg/1
(daily maximum). However, to avoid nutrient induced algal growth in irrigation
PM ponds and to prevent groundwater contamination, it is desirable to minimize the
release of nitrogen and phosphorus. Accordingly, it is desirable to limit the effluent
nitrate concentration to 15 mg/1 and phosphorus concentration to 5 mg/l.
MI
The second part of a reuse program is finding users. Potential consumers of reuse
water are landscape irrigation sites and industrial sites. Reclaimed water contains
11.1+ nutrients such as nitrogen and phosphorus, which can be detrimental to surface
waters yet beneficial to terrestrial vegetation. Treated effluent can also be used by
some industrial users for their non -potable water needs. There are no water -using
pal industries in the region.
Golf courses generally have the best reuse potential among landscape irrigation users
'nli' due to their high application rates, large irrigated areas, and single supply point. Peak
reuse flows occur at night when most landscape irrigation is performed. Future golf
courses have an advantage in that the water storage facility, usually an isolated pond,
"M can be added to the course design to allow for off-peak pumping. There are two
existing golf courses in the vicinity — Beau Rivage Golf Course (GC) and The Cape
GC. See Figure 7 — Potential Reuse Sites for the location of these courses.
mil
currently are adequately served by the irrigation ponds around the course and the
irrigation system they have in place. At this point, they have no need or incentive to
consider reuse water. The same situation exists at The Cape GC.
pm
pm
For the capital costs estimates, the Beau Rivage GC was considered. The golf course
management has not been contacted regarding using reuse water for irrigation. They
The estimate of the capital costs for the reuse system is $11,336,950 as detailed in
ow Appendix G — Reuse - Present Value Calculations. This estimate was made without
the benefit of a soil scientist, design or field information, or verification if the golf
course would cooperate. This alternative requires a WWTP with performance
l.a capabilities exceeding that permitted under the current NPDES permit.
4.4 DIRECT DISCHARGE TO SURFACE WATERS
Iml
This alternative involves the total replacement of the existing 100,000 gpd wastewater
treatment plant with a 500,000 gpd plant to be constructed in three phases. The plant
a+ will be designed to meet the requirements of the current discharge permit expansion
limits. The proposed plant will include the following components:
PM
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
11

1114
■ Dual Train Reliability
• Flow Equalization Basins with Acration.
■ Extended Aeration Basins.
• Gravity Clarifiers.
• Tertiary Filters with Backwash Facilities.
■ Ultraviolet Disinfection with Post Aeration.
• Sludge Digestion and Storage with Aeration.
■ Emergency Power Generator.
The proposed improvements are illustrated in Figure 8 — Proposed WWTP Schematic.
Also refer to Figures 2 and 3 for the existing and Phase 1 site plans.
The plant will be constructed in three phases totally 500,000 gpd capacity. The basis of
design for the first phase of 200,000 gpd is contained in Appendix H —Design Basis for
Phase 1 WWTP Improvements. Future Phases 2 & 3 will expand the plant by 200,000
and 100,000 gpd respectively. The design basis will be the same for these future
expansion phases.
The estimate of the capital costs for the WWTP is $6,327,750 as detailed in Appendix
I — Direct Discharge - Present Value Calculations.
4.5 COMBINATION OF OPTIONS
- Any combination of the alternatives listed above is not feasible. The capital costs of the
land application and reuse alternatives are much higher than continuing discharging to
the Cape Fear River as shown below.
INN
Mit
Table 5 — Summary of Alternative Costs
I Capital Cost & Fees
$6,972,700
Alternative
Connection to Existin: Collection S stem
Land A..lication S stem
$14,386,345
Reuse S stem
$11,336,950
WWTP with Direct Discharge
$6,327,750
Since the capital costs are significantly higher for the alternatives other than a surface
water discharge, combinations of alternatives will likewise be more expensive. Phased
construction of the direct discharge WWTP allows AQUA to match expenditures to the
project flow growth. The connection to County and City of Wilmington facilities
would require the installation of facilities oversized for near term needs and
consequently require significant expenditures of money which would not be supported
by user rates.
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
12

5. ECONOMIC FEASIBILITY OF ALTERNATIVES
. ,,r 5.1 PRESENT VALUE CALCULATION ASSUMPTIONS
The determination of present values for the alternatives include capital costs, land
.. acquisition, impact fees, and operation & maintenance costs. Fixed costs include all of
the above except the O&M costs which are accumulated and adjusted to reflect the
total expenses in reference to present dollars. The analysis period is 20 years with an
•• inflation factor of 5.875% as established by the US Environmental Protection Agency
and as published annually by the Construction Grants & Loans section of the DWQ.
w The present value calculations are contained in Appendices D, F, G, and I and
summarized in the following table.
MO
MED
Oft
Table 6 — Summary of Alternative Present Values
Alternative
I Capital Cost & Fees
Connection to Existin: Collection S stem
$13,871,734
Land A..lication S stem
$18,916,950
Reuse S stem
$15,867,555
WWTP with Direct Discharge
$10,221,058
i.n 5.2 CONCLUSIONS AND RECOMMENDATIONS
Based on the capital and present value analysis, the direct discharge to surface water
,w, alternative is the recommended plan. Besides costs, the construction of the Beau
Rivage WWTP will:
• Allow for the decommissioning of the existing facility that is reaching the end
.e of its useful life.
■ Provide a higher level of treatment for the discharge to the Cape Fear River
including post aeration.
we ■ Provide improved treatment reliability with dual train facilities. Future phases
will add further redundancy of equipment and basins.
• Allow for the phased construction of the plant to meet current and short term
ow needs only.
BEAU RIVAGE WWTP
EXPANSION
ENGINEERING
ALTERNATIVES
ANALYSIS
13

BEAU RIVAGE PLANTATION WWTP
DISCHARGE 0.100 MGD/0.500 MGD
Legend
* Beau ivage WWTP
Discharge Point
0
Roads
ARCADIS G&M
of North Carolina
13777 Ballantyne Corporate Place
Suite 250
Charlotte, North Carolina 28277
Tel [phone] Fax [phone]
AQUA
North CarolinaTM
Figure 1
Vicinity Map
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS

•
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AQUA
North CarolinaTM
Discharge Pipe
to Cape Fear River
L
Vicinity Map
Legend
Beau Rivage WWTP
Topography
Parcels
0 150 300 600
Feet
Figure 2
Existing WWTP Site Plan
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
ARCAD1S G&M
of North Carolina
13777 Ballantyne Corporate Place
Suite 250
Charlotte. North Carolina 28277
Tel [phone] Fax [phone]

AQUA
North Carolina.
Vicinity Map
Figure 3
Existing WWTP Site Plan -Phase 1
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
ARCADIS G&M
of North Carolina
13777 BaIlant}ne Corpordo Place
Suite 250
Charlolte,North Carolina 28277
Tel [phone] Fax [phone]

BEAU RIVAGE WWTP
EXISTING DISCHARGE IS 0.100 MGD
EXPANDABLE TO 0.500 MGD
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AQUA
North Carolina.
Vicinity Map
Legend
Discharge Point
WWTP
I BEAU RIVAGE POTENTIAL
I BEAU RIVAGE EXISTING
500 250 0
500 1,000 Feet
Figure 4
Current and Future Service Areas
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
ARCAD1S G&M
of North Carolina
13777 Ballantyne Corporate Place
Suite 250
Charlotte, North Carolina 28277
Tel [phone] Fax [phone]

N
SOUTHSIDE WWTP
/ (City of Wilmington)
r
VICINITY MAP
990 495 0
990
ARCAD1S G&M
of North Carolina
1,980 Feet
Legend
BARNARD'S CREEK LIFT STATION
(New Hanover County)
Add 900 gpm Capacity
15.000 LF of 12-inch Force Main
Southside WWTP
BEAU RIVAGE
900 gpm Pump Station
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North Carolina -
Figure 5
Connection to Existing Wastewater
Collection System and WWTP
13777 Ballantyne Corporate Place
Suite 250
Charlotte, North Carolina 28277
Tel [phone] Fax [phone]
IPs1
Pump Stations
Proposed Force Main
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS

}
300 acre
Land Application Site
(Including Reservoir)
30 million gallon Reservoir
with 360 gpm Pump Station
8,000 LF of
12-inch Force Main
k
BEAU RIVAGE WWTP
900 gpm Pump Station
10 River Road Development LLC
20. Aftew Properties LLC
03 Nathan & Judia Sanders
0 J.W. Hegler, etal
0 Judia Sanders
Ruth Phillips Trustee
N
VICINITY MAP
IQ
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of North Carolina
Legend
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Figure 6
Potential Land Application Sites
13777 Ballantyne Corporate Place
Suite 250
Charlotte, North Carolina 28277
Tel [phone] Fax [phone]
BR-NPMP
Force Man
Flocdplain
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS

BEAU RIVAGE WWTP
900 gpm Pump Station
VICINITY MAP
990 495 0 990 1,980 Feet
ARCADIS G&M
of North Carolina
Legend
BR-WWTP
Beau Rivage GC
The Cape GC
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North CarolinaTM
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Figure 7
Potential Reuse Sites
13777 Ballantyne Corporate Place
Suite 250
Charlotte, North Carolina 28277
Tel [phone] Fax [phone]
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS

DISHCARGE TO
CAPE FEAR RIVER
PHASE 2 PHASE 3
200,000 gpd 100,000 gpd
i
s
TF
C
A
s
A
EQ
ARCAD1S G&M
of North Carolina
13777Ballantyne Corporal PIxe
Suite 250
Chaddb, North Carolina 28277
Tel [phone] Fax [phone]
s
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A
EQ
s
C
C
A
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& POST AERATION (PIP) TERTIARY FLTER (fYP)
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EQ
AQUA
North Carolina;.:
MUD WELL m?)
CURE1ERS (TYP)
SLUDGE DIGESTER (TO
AERATION BASH (TIP)
EQ BASH (IYP)
HFLUEM FROM
OFFSITE PUMP
STATIONS
Figure 8
Proposed WWTP Schematic
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS

1.4 BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
Appendix D - Connection to Existing Collection System and WWTP
Owl
INII
Poi
w
nRl
P■1
fool
MEI
Preliminary Opinion of Cost and Present Value Calculations
This Alternative includes the following improvements:
1) 900 gpm pump station at existing Beau Rivage WWTP site
2) Force main to Motts Creek Lift Station (New Hanover County)
3) Improvements at Motts Creek Lift Station (New Hanover County)
4) Force main to Barnard's Creek Lift Station (New Hanover County)
5) Improvements at Barnard's Creek Lift Station (New Hanover County)
6) Force main to Southside WWTP (City of Wilmington)
AQUA North Carolina, Inc.
August 2005
ITEM NO. I ITEM DESCRIPTION I QUANTITY I UNITS I UNIT PRICE I TOTAL
CAPITAL COSTS
1
900 gpm Pump Station at Ex. Beau Rivage WWTP Site w/ Generator
1
Lump Sum
$ 400,000
I $ 400,000
2
12-Inch Force Main - Beau Rivage to Motts Creek Lift Station
8,000
L.F.
75
600,000
3
Abandonment of Beau Rivage WWTP
1
Lump Sum
50,000
50,000_
4
900 gpm Additional Lift Station Capacity at Motts Creek LS
1
Lump Sum
400,000
400,000
5
12-Inch Force Main - Motts Creek LS to Barnard's LS
15,000
L.F.
75
1,125,000
6
900 gpm Additional Lift Station Capacity at Barnard's Creek LS
1
Lump Sum
400,000
400,000
7
12-Inch Force Main - Barnard's Creek LS to Southside WWTP
4,200
L.F.
75
315,000
8
Engineering @ 10%
1
Lump Sum
329,000
329,000
r /- �1� j�
Sub -Total
Contingencies
Total
$ 3,619,000
1,085,700
$ 4,704,700
k
CONNECTION FEES
City of Wilmington Impact Fees per 3-Bedroom Residential Unit (Out of City Rate)
1,400) I Each I $ 1,620 I $ 2,268,000
OPERATION AND MAINTENANCE COSTS (Present Value, 20 Yr Life, 5.875% Interest)
Beau Rivage Pump Station Electric Costs
1
Year
$ 44,400
$ 44,400
Motts Creek Lift Station Additional Electric Costs
1
Year
44,400
44,400
Barnard's Creek Lift Station Additional Electric Costs
1
Year
44,400
44,400
Pump Replacement and Pump Station Repairs
1
Year
10,000
10,000
Annual Wilmington Sewer Use Fees © $26.90/Month (In City Rate)-,.
1,400
Each
323
452,200
.,,
r ; '' ,
Sub -Total
$ 595,400
Present Worth Factor
11.59
PV for O&M and Sewer Use Fees
$ 6,899,034
TOTAL NET PRESENT VALUE (Present Value, 20 Yr Life, 5.875% Interest)
Capital Costs
$ 4,704,700
Connection Fees
2,268,000
Operation and Maintenance Costs (Present Value)
6,899,034
I
Total Net Present Value
$ 13,871,734
CN404012.WA17
ARCADIS G&M of North Carolina, Inc.
Consulting Engineers
Appendix D-1

1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 1 1, 1
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
Appendix E - Potential Land Application Sites
Land Ownership and Usable Area
AQUA North Carolina, Inc.
August 2005
Tax Records Data
Zoning
Current
Percent
Net Useable
Tax Value
Property Index
Land Area in
Tax Value
Current Land
Zoning
Wetlands or
Area in
per Useable
Ownership of Record
Number
Acres
Tax Value
per Acre
Usage
Classification
Flood Plain
Acres
Acre
Comments
River Road Development, LLC
R07000-006-009-000
1,330.63
$355,281
$267
Vacant
PD
50%
665.32
$534
Known Development Pending
Aftew Propoerties, LLC
R07600-006-012-000
201.77
$59,926
$297
Vacant
R-15
50%
100.89
$594
Known Development Pending
Nathan S & Judia B Sanders
R07800-006-100-000
115.67
$112,851
$976
Vacant
R-15
90%
11.57
$9,756
Parcel Unsuitable for Land
Application
J W Heglar etal
R07600-004-052-000
101.08
$226,176
$2,238
Vacant
R-15
70%
30.32
$7,459
Development Status Unknown
Judia B Sanders
R08100-006-001-000
153.03
$776,775
$5,076
Vacant
R-15
60%
61.21
$12,690
Development Status Unknown
Ruth B Phillips Trustee
R08100-006-002-000
103.79
$20,450
$197
Vacant
R-15
90%
10.38
$1,970
Appears to be Under Contract for
Development
Average
2,005.97
$1,551,459
$773
879.68
$1,764
Notes:
1. Tax value may not adequately reflect the true value of the property and does not include the lost opportunity value associated with the highest and best use of the property.
2. The tax value of the Sandrs and the Heglar properties more accurately reflect true value for developable property. For financial analysis, use $5,000 per acre.
C N404012. WA 17
ARCADIS G&M of North Carolina, Inc.
Consulting Engineers
Appendix E-1

Ing
Pit
PIA
Img
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
Appendix F - Land Application
Preliminary Opinion of Cost and Present Value Calculations
This Alternative includes the following improvements:
1) 0.500 MGD wastewater treatment plant
2) 900 gpm pump station at existing Beau Rivage WWTP site
3) 12-Inch force main from WWTP to disposal site
4) 300 acre disposal area @ 187 acresfor irrigation, 13 acres for storage basin, plus 50% for buffers
5) 30.0 million gallon reservoir for 60 days of storage
6) 360 gpm pump station at reservoir
7) Irrigation system
AQUA North Carolina, Inc.
August 2005
ITEM NO. I ITEM DESCRIPTION I QUANTITY I UNITS I UNIT PRICE I TOTAL
CAPITAL COSTS
1
0.500 MGD Wastewater Treatment Plant
1
Lump Sum
$ 4,350,000
$ 4,350,000
2
900 gpm Pump Station at Ex. Beau Rivage WWTP Site w/ Generator
1
Lump Sum
400,000
400,000
3
12-Inch Force Main - Beau Rivage to Motts Creek Lift Station
8,000
L.F.
75
600,000
4
30.0 Million Gallon Reservoir
1
Lump Sum
1,100,000
1,100,000
5
360 gpm Pump Station at Reservoir
1
Lump Sum
250,000
250,000
6
Irrigation System @ $0.25 per S.F.
187
Acres
10,890
2,036,430
7
Access Road
500
L.F.
10
5,000
8
Fencing
14,000
L.F.
10
140,000
9
Monitoring Wells
10
Each
13,000
130,000
10
Engineering @ 10%
1
Lump Sum
901,143
901,143
Sub -Total
Contingencies
Total
$ 9,912,573
2,973,772
$ 12,886,345
LAND ACQUISITION
Application Area, Reservoir Site, Buffers
300 I Acres I $ 5,000
$ 1,500,000
OPERATION AND MAINTENANCE COSTS (Present Value, 20 Yr Life, 5.875% Interest)
Beau Rivage Pump Station Electric Costs
1
Year
$ 44,400
$ 44,400
Pump Station at Reservoir Electric Costs
1
Year
5,600
5,600
Pump Replacement and Pump Station Repairs
1
Year
5,000
5,000
Annual Aqua Sewer Use Fees @ $20.00/Month (Flat Rate)
1,400
Each
240
336,000
Sub -Total
$ 391,000
Present Worth Factor
11.59
PV for O&M and Sewer Use Fees
$ 4,530,605
TOTAL NET PRESENT VALUE (Present Value, 20 Yr Life, 5.875% Interest)
Capital Costs
$ 12,886,345
Application Site Property Acquisition
1,500,000
Operation and Maintenance Costs (Present Value)
4,530,605
I
Total Net Present Value
$ 18,916,950
CN404012.WA17
ARCADIS G&M of North Carolina, Inc.
Consulting Engineers
Appendix F-1

PEI BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
Appendix G - Reuse
PAR
POI
foR
AIR
till
MIR
PIM
Preliminary Opinion of Cost and Present Value Calculations
This Alternative includes the following improvements:
1) 0.500 MGD wastewater treatment plant
2) 900 gpm pump station at existing Beau Rivage WWTP site
3) 12-Inch force main from WWTP to reservoir
4) 18 acre storage reservoir land acquisition
5) 30.0 million gallon reservoir for 60 days of storage
6) 360 gpm pump station at reservoir
7) Existing irrigation system modifications
AQUA North Carolina, Inc.
August 2005
ITEM NO. I ITEM DESCRIPTION I QUANTITY I UNITS I UNIT PRICE I TOTAL
CAPITAL COSTS
1
0.500 MGD Wastewater Treatment Plant
1
Lump Sum
$ 5,800,000
$ 5,800,000
2
900 gpm Pump Station at Ex. Beau Rivage WWTP Site w/ Generator
1
Lump Sum
400,000
400,000
3
12-1nch Force Main - Beau Rivage to Reservoir
2,000
L.F.
75
150,000
4
30.0 Million Gallon Reservoir
1
Lump Sum
1,100,000
1,100,000
5
360 gpm Pump Station at Reservoir
1
Lump Sum
250,000
250,000
6
Irrigation System Modifications
1
Lump Sum
100,000
100,000
7
Monitoring Wells
5
Each
13,000
65,000
8
Engineering © 10%
1
Lump Sum
786,500
786,500
Sub -Total
Contingencies
Total
$ 8,651,500
2,595,450
$ 11,246,950
LAND ACQUISITION
Reservoir Site
18 I Acres
$ 5,000 I $ 90,000
OPERATION AND MAINTENANCE COSTS (Present Value, 20 Yr Life, 5.875% Interest)
Beau Rivage Pump Station Electric Costs
1
Year
$ 44,400
$ 44,400
Pump Station at Reservoir Electric Costs
1
Year
5,600
5,600
Pump Replacement and Pump Station Repairs
1
Year
_ 5,000
5,000
Annual Aqua Sewer Use Fees @ $20.00/Month (Flat Rate)
1,400
Each
240
336,000
Sub -Total
$ 391,000
Present Worth Factor
11.59
PV for O&M and Sewer Use Fees
$ 4,530,605
TOTAL NET PRESENT VALUE (Present Value, 20 Yr Life, 5.875% Interest)
Capital Costs
$ 11,246,950
Application Site Property Acquisition
90,000
Operation and Maintenance Costs (Present Value)
4,530,605
I
Total Net Present Value
$ 15,867,555
CN404012.WA17
ARCADIS G&M of North Carolina, Inc.
Consulting Engineers
Appendix G-1

IP4
PR
PEI
PR
PP
ARCAD1 S
Infrastructure, environment, buildings
Aqua Beau Rivage WWTP
Basis of Design
Wastewater Characteristics
DMB
September 22, 2005
Development Description
Service Area Beau Rivage Plantation
Location New Hanover County, North Carolina
Type of Usage Single family residential
Type of Waste 100% Domestic
Status Existing Development
Influent flow
Influent Characteristics
Effluent Limits
BOD
TSS
NH3-N
Fecal Coliform
pH
D.O.
Receiving Steam
River Basin
Stream Classification
NPDES No.
Permit Experation
0.200
2.5
0.500
1.5
0.300
0.033
0.055
MGD Design Daily Flow
Peak Factor
MGD Peak Daily Flow
Equalized Flow Peak Factor
Peak Equalized Flow
Current Average Daily Flow
Current Peak Daily Flow
100% Domestic Wastewater
240 mg/L BOD
200 mg/L TSS
25 mg/L NH3-N
500 mg/L COD
40 mg/L TKN
April 1 to October 31
November 1 to March 31
Monthly
Average
Daily
Maximum
Monthly I Daily
Average I Maximum
5.0
7.5
10.0
15.0
30.0
45.0
30.0
45.0
2.0
NA
4.0
NA
200
400
200
400
6to9
6to9
5.0
5.0
Cape Fear River
Cape Fear
SC
NC0065480
31-Dec-06
mg/L
mg/L
mg/L
per 100 mL
mg/L (minimum)
EAA Appendix H - Final Design Basis - 09-22-05.xls
2 of 7

ARCAD1 S
Infrastructure, environment, buildings
Aqua Beau Rivage WWTP
Basis of Design Calculations
Design Criteria
DMB
September 22, 2005
NCDENR OSWW System Design Aids - Tertiary Treatment Systems
FLOW EQUALIZATION
EQ Basin Volume = 25% of the design daily flow (minimum liquid volume)
EQ Pump Capacity = 1.5 times average daily flow
AERATION BASINS
Hydraulic Retention Time = 24 hour detention time atdesign daily flow (minimum)
Quantity = 2 Aeration Basins
CLARIFIERS
Detention Time = 4 hours, at design daily flow (minimum)
Surface overflow rate = 300 gpd per sf at design average flow
Quantity = 2 Clarifiers
Weir loading = 10,000 gpd per linear foot at peak daily flow
FILTERS
Filter Rate = 1.0 gpm per sf at design daily flow
Quantity = 2 filters
Wash water rate = 15 gpm per sf
Wash water duration = 10 minute backwash duration
Back Wash Pump Capacity = Wash water rate time filter area
Clearwell volume = Back wash pump capaity times duration
Mudwell volume = Clearwell volume plus one half peak flow for 10 minutes
Mudwell pump capacity = 1.5 times average daily flow
EAA Appendix H - Final Design Basis - 09-22-05.xls
3 of 7

Psi
,
ARCAD1 S
Infrastructure, environment, buildings
Aqua Beau Rivage WWTP
Basis of Design Calculations
Design Criteria
DMB
September 22, 2005
POST AERATION
Detention time = 15 minutes at peak flow
Effluent DO = 5 mg/L
SLUDGE HOLDING
Volume = 10% of the design daily flow
AERATION SYSTEM
Flow Equalization = 20 cfm per 1,000 CF (dedicated blower with interconnect to plant air)
Aeration = the greater of:
3,150 cfm per pound BOD, or
or
30 cfm per 1,000 CF
Sludge Holding Tank = 30 cfm per 1,000 CF
Sludge air lift pump = 4 cfm per pump
Skimmer air lift pump = 2 cfm per pump
Post Aeration = 10 cfm per 1,000 CF
Filter air acour blower = 1 cfm per filter sf (dedicated blower with interconnect to plant air)
UV DISINFECTION 28,000 pWs/sq.cm
EAA Appendix H - Final Design Basis - 09-22-05.xls
4 of 7

ARCAD1S
Infrastructure, environment, buildings
Aqua Beau Rivage WWTP
Basis of Design Calculations
Proposed WWTP Design
DMB
September 22, 2005
FLOW EQUALIZATION
Minimum liquid volume = 50,000 gallons
Proposed Design = 14.00 feet wide, by
feet long, by
13.33 feet deep
50,016 gallons
35.83
EQ Pumps = 208 gpm
AERATION BASINS
Minimum liquid volume = 200,000 gallons
Proposed Design =
17.60
59.00
feet wide, by
feet long, by
14.11 feet deep
109,596 gallons each
219,191 gallons total
CLARIFIERS
Minimum liquid volume = 33,333 gallons
Proposed Design = 11.17 feet wide, by
feet long, by
14.11 feet deep
35,367 gallons each
70,735 gallons total
30.00
Minimum Surface Area = 667 sq feet
Proposed Design =
11.17
30.00
feet wide, by
feet long, by
335 sq feet each
670 sq feet total
Minimum Weir Length = 30 feet
Proposed Design =
44.68
feet
25% of 0.200 mgd
18.58
hi water
5.25
pump stop
1.5 times 0.200 mgd
24 hrs times 8333 gph
18.36
r
hi water
4.25
bottom slab
4 hrs times 8333 gph
18.36
hi water
4.25
bottom slab
300
gpd / sf 0.200 m9d
10,000 gpd / If 0.300 m9d
EAA Appendix H - Final Design Basis - 09-22-05.xls
5 of 7

ARCAD1S
Infrastructure, environment, buildings
Aqua Beau Rivage WWTP
Basis of Design Calculations
Proposed WWTP Design
DMB
September 22, 2005
FILTERS
Minimum filter area = 139 sq feet
Proposed Design =
7.50
9.33
feet wide, by
feet long, by
70 sq feet each
140 sq feet total
Minimum Clearwell Volume = 10,500 gallons
Proposed Design =
7.67
19.33
10.45
feet wide, by
feet long, by
feet deep
11,589 gallons
Minimum Mudwell volume = 11,542 gallons
Proposed Design =
8.17
19.33
feet wide, by
feet long, by
10.00 feet deep
11,813 gallons
Back Wash Pump Capacity = 1,050 gpm
Mudwell pump capacity = 208 gpm
POST AERATION
Post Aeration Volume = 3,125 gallons
Proposed Design =
10.00
10.00
feet wide, by
feet long, by
7.00 feet deep
5,236 gallons
1.0 gpm / sf 0.200 mgd j
15 gpm / sf 10 min. duration
14.70
16.25
hi water L 4.25
bottom slab
hi water 6.25 pump stop
1.5 times average daily flow
0.3 mgd 15 minutes
I. 1
11.25
eff weir
4.25
bottom slab
EAA Appendix H - Final Design Basis - 09-22-05.xls
6 of 7

ARCAD1S
Infrastructure, environment, buildings
Aqua Beau Rivage WWTP
Basis of Design Calculations
Proposed WWTP Design
DMB
September 22, 2005
SLUDGE HOLDING
Minimum liquid volume =
Proposed Design =
AERATION SYSTEM
Flow Equalization Blower:
Treatment Plant blower:
20,000 gallons
5.50
30.00
14.00
17,279
34,558
feet wide, by
feet long, by
feet deep
gallons each
gallons total
134 cfm
10% of 0.200 m9d
18.25
hi water
4.25
20 cfm/K CF 6,684 CF
Aeration: the greater of
3,150 cfm / Ib. BOD, or
30 cfm per 1,000 CF
Sludge Holding Tank:
Sludge air lift pump:
Skimmer air lift pump:
Post Aeration:
Filter air acour blower:
FLOW METERING
DISINFECTION
STANDBY POWER
30 cfm per 1,000 CF
4 cfm per pump
2 cfm per pump
10 cfm per 1,000 CF
70 cfm
400 Ib. BOD
29,304 CF
4,620 CF
6 pumps
4 pumps
700 CF
1 cfm / sf
V-notch weir, see hydraulics
UV disinfection modules
Engine driven generator
a
bottom slab
1,261 cfm
879 cfm
1,261 cfm
139 cfm
24 cfm
8 cfm
7 cfm
3,579 cfm
70 square feet, each
EAA Appendix H - Final Design Basis - 09-22-05.xls
7 of 7

Alp
4
nil
Ian
IMP
PEI
Plo
tool
•
BEAU RIVAGE WWTP EXPANSION
ENGINEERING ALTERNATIVES ANALYSIS
Appendix I - Direct Discharge
Preliminary Opinion of Cost and Present Value Calculations
This Alternative includes the following improvements:
1) 0.500 MGD wastewater treatment plant
2) Demolition of existing WWTP
3) 10-Inch discharge sewer to Cape Fear River
AQUA North Carolina, Inc.
August 2005
ITEM NO. I ITEM DESCRIPTION I QUANTITY I UNITS I UNIT PRICE I TOTAL
CAPITAL COSTS
1
0.500 MGD Wastewater Treatment Plant
1
Lump Sum
$ 4,000,000
4 4,000,000
2
Demolition of Existing WWTP
1
Lump Sum
50,000
50,000
3
10-Inch Gravity Sewer Outfall
1,000
L.F.
200
200,000
4
Outlet Structure at Cape Fear River
1
Lump Sum
50,000
50,000
5
Site Improvements
1
Lump Sum
100,000
100,000
6
Wetlands Mitigation
1.0
Acre
25,000
25,000
7
Engineering @ 10% _
1
Lump Sum
442,500
442,500
Sub -Total
Contingencies
Total
$ 4,867,500
1,460,250
$ 6,327,750
OPERATION AND MAINTENANCE COSTS (Present Value, 20 Yr Life, 5.875% Interest)
�1 1
Annual Aqua Sewer Use Fees @ $20.00/Month (Flat Rate)
1,400 ;
Each I f 200
C336,000,
Sub -total'
$ 336,000
Present Worth Factor
11.59
PV for O&M and Sewer Use Fees
$ 3,893,308
TOTAL NET PRESENT VALUE (Present Value, 20 Yr Life, 5.875% Interest)
Capital Costs
$ 6,327,750
Operation apd Maintenance Costs (Present Value)
3,893,308
Total Net Present Value
$ 10,221,058
"" ARCADIS G&M of North Carolina, Inc.
CN404012.WA17 Consulting Engineers
Appendix 1-1