20071753 Ver 2_More Info Received_20101220

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DEC202010
December 16, 2010
Mr. Roberto Scheller
N. C. Division of Water Quality Phone [phone]
Washington Regional Office Fax [phone]
943 Washington Square Mall
Washington, North Carolina 27889
Re: Bat Gra Subdivision and Marina, Bertie County, North Carolina (10080)
Request for Additional Information, DWQ Project # 07-1753
Dear Mr. Scheller:
The letter is in response to your letter of October 22, 2010 to Fred Matrulli and Joe Lesch of
Forest City Land Group concerning the referenced project and associated 401 Water Quality
Certification. The information attached is based on the level of project design completed to date.
A Site Design Narrative and drawings are attached that address the project elements identified in
your letter.
Each issue in your letter is addresses as follows:
1. We have attached drawings printed at 24" x 36" format. We have included the project
Site Plan and several others that address other elements of the site design. A Site Design
Narrative is also attached describing to the detail available the site design elements
addressed in this submittal.
2. There are three bridged wetland crossings in the upland development portion of the
project. Plan profile drawings are attached that show preliminary designs of three
wetlands crossings on Sheet 05, 06 and 07. We have also attached a letter to Kevin Hart
of the N. C. Division of Marina Fisheries that include drawings showing wetland impacts
associated with the hotel, Canoe House and Creek Club piers and access walkways. The
widths and lengths (hotel pier) have been reduced as a result of concern raised by
NCDMF. If additional details are required, it is requested that DWQ make submittal,
review and approval of the crossing details a condition of the CAMA Permit.
3. The bridge crossing plan profile drawings, Sheets 05, 06 and 07 include pipe crossing
concepts. It is proposed that waterlines be attached to the bridges and other utilities such
as force mains, electrical and communications utilities be installed using trenchless
construction methods in wetland crossing locations.
Mr. Roberto Scheller
December 16, 2010
Page 2 of 2
4. Details of outfalls to wetlands have not been developed. There will be two outfalls from
main ponds A and B (see Sheet 01) to adjacent wetlands. The discharges to the heads of
the wetlands will not exceed pre-development discharges at those points. Those
discharges and any erosion effects are regulated by the Land Quality Section and by the
stormwater management permitting process. Securing of those permits will provide a
multi-agency review of the outfalls and placement and sizing of any velocity control
devices at the two outfall locations.
5. Sheet 01 provides property lines and delineated wetland lines.
6. The attached narrative provides a description of the Wastewater Reuse Facilities (WRF)
which includes the wastewater treatment plant, the infiltration ponds and the groundwater
reuse system. Locations of infiltration ponds are provided on the drawings. Details of
each infiltration pond are provided on Sheets 02 and 03 and include setbacks, grading,
pool elevations, groundwater withdrawal wells and setbacks. The infiltration ponds will
have no impact on wetlands.
7. The phases of the development are delineated on Sheet 01. Phased construction of the
WRF is described in the narrative.
I want to thank you for your cooperation in resolving these important issues
Please call me if you have questions or need additional information.
Sincerely,
BAY DESIGN GROUP, P.C.
J. W. Forman Jr., P. E.
Senior Engineer
Attachments
CC: Joe Lesch, Forest City Land Group
Doug Huggett, NCDCM, Morehead City

December 16, 2010 DE? '2 0 ; . u ]BiW
Mr. Roberto Scheller
N. C. Division of Water Quality Phone [phone]
Washington Regional Office Fax [phone]
943 Washington Square Mall
Washington, North Carolina 27889
Re: Bal Gra Subdivision and Marina, Bertie County, North Carolina (10080)
Request for Additional Information, DWQ Project # 07-1753
Dear Mr. Scheller:
The letter is in response to your letter of October 22, 2010 to Fred Matrulli and Joe Lesch of
Forest City Land Group concerning the referenced project and associated 401 Water Quality
Certification. The information attached is based on the level of project design completed to date.
A Site Design Narrative and drawings are attached that address the project elements identified in
your letter.
Each issue in your letter is addresses as follows:
1. We have attached drawings printed at 24" x 36" format. We have included the project
Site Plan and several others that address other elements of the site design. A Site Design
Narrative is also attached describing to the detail available the site design elements
addressed in this submittal.
2. There are three bridged wetland crossings in the upland development portion of the
project. Plan profile drawings are attached that show preliminary designs of three
wetlands crossings on Sheet 05, 06 and 07. We have also attached a letter to Kevin Hart
of the N. C. Division of Marina Fisheries that include drawings showing wetland impacts
associated with the hotel, Canoe House and Creek Club piers and access walkways. The
widths and lengths (hotel pier) have been reduced as a result of concern raised by
NCDMF. If additional details are required, it is requested that DWQ make submittal,
review and approval of the crossing details a condition of the CAMA Permit.
3. The bridge crossing plan profile drawings, Sheets 05, 06 and 07 include pipe crossing
concepts. It is proposed that waterlines be attached to the bridges and other utilities such
as force mains, electrical and communications utilities be installed using trenchless
construction methods in wetland crossing locations.
Mr. Roberto Scheller
December 16, 2010
Page 2 of 2
4. Details of outfalls to wetlands have not been developed. There will be two outfalls from
main ponds A and B (see Sheet 01) to adjacent wetlands. The discharges to the heads of
the wetlands will not exceed pre-development discharges at those points. Those
discharges and any erosion effects are regulated by the Land Quality Section and by the
stormwater management permitting process. Securing of those permits will provide a
multi-agency review of the outfalls and placement and sizing of any velocity control
devices at the two outfall locations.
5. Sheet 01 provides property lines and delineated wetland lines.
6. The attached narrative provides a description of the Wastewater Reuse Facilities (WRF)
which includes the wastewater treatment plant, the infiltration ponds and the groundwater
reuse system. Locations of infiltration ponds are provided on the drawings. Details of
each infiltration pond are provided on Sheets 02 and 03 and include setbacks, grading,
pool elevations, groundwater withdrawal wells and setbacks. The infiltration ponds will
have no impact on wetlands.
7. The phases of the development are delineated on Sheet 01. Phased construction of the
WRF is described in the narrative.
I want to thank you for your cooperation in resolving these important issues
Please call me if you have questions or need additional information.
Sincerely,
BAY DESIGN GROUP, P.C.
/ J. W. Forman Jr., P. E.
Senior Engineer
Attachments
CC: Joe Lesch, Forest City Land Group
Doug Huggett, NCDCM, Morehead City
J t
BAL GRA HARBOR
Bertie County, North Carolina
SITE DESIGN NARRATIVE
Introduction
This description of site design elements for BAL GRA Harbor is based in the level of design that has been completed
for the project to date. That design includes preparation and permitting of a Stormwater Master Plan, detailed design of
the wastewater treatment and effluent disposal systems, a conceptual layout of the site road and lot lines, and
preliminary design of the waterfront elements of the project including the marina and marina access walkways, boat
ramp improvements, and the hotel, canoe house and creek club piers. A description of the stormwater management
system is provided excerpted from the Stormwater Management Master Plan Narrative prepared by Hobbs Upchurch
Associates along with a copy of the Stormwater Master Plan Permit No. SW7100711, Issued October 11, 2010. Also
attached are 24" x 36" drawings showing details of infiltration ponds, wetland fill areas and crossings and a letter to
Kevin Hart of N. C. Division of Marine Fisheries which describes and includes revised permit drawings impacts to
wetlands associated with the hotel, Canoe House, and Creek Club Piers.
Wastewater Reclamation Facility
The facility proposed for treatment of wastewater and disposal of treated effluent will be classified as a reclaimed water
facility (WRF). The system will utilize high rate infiltration ponds to reclaim and utilize the treated effluent. A
description of the treatment and groundwater recovery systems is provided in "Process Description of Water
Reclamation Facilities (WRF) Proposed to serve Bal Gra Harbor Bertie County, North Carolina", prepared by JRB
Engineering Associates, PLLC and dated October 2009. The descriptions provided herein are excerpted from that
document.
Infiltration Ponds
A system of six high-rate infiltration ponds (per 15A NCAC 02T .0700 et. seq.) will be constructed at specified
locations on site. Their location and controlling elevations of high water and bottom were defined by Hydrogeologists
and Soil Scientists Ed Andrews and Associates, of Raleigh. Grading around the ponds will be done so that surface water
is excluded from the ponds. The ponds will have a berm height no lower than 2-feet above high water level. Sheet 01
(attached) shows the locations of the six ponds. Sheets 02 and 03 show details of each pond including the pool
elevations, grading details, location of groundwater reuse and recovery systems and routes of force main piping for
water from the groundwater recovery and reuse systems to the two main ponds (A and B).
Each pond will be equipped with a groundwater recovery system which consists of a series of small submersible pumps
in gravel packed wells encircling the pond that extend to a depth of 15-feet below the bottom of the adjacent pond. The
pumps are located approximately 115 feet from the high water line in each pond (see Sheet 02). The pumps selected
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 1 of 6
I 1, 1
have integral controls to prevent pump damage should the pumping rate exceed the inflow rate to the well within which
it is installed. The operation of the pumps will be determined by the pond control system which will maintain the water
levels in the ponds within preset limits. There will be an approximate one 1:1 ratio of the groundwater recovery
volume to the treated effluent discharged to the infiltration ponds. Flows to the ponds will be monitored by a SCADA
system of controls and reporting systems which will control and manage water levels in the ponds by controlling flows
to ponds from the wastewater treatment facility.
The infiltration ponds will be excavated into a site which has soils that typically consist of a layer of expansive clays
over clean sands. Clay contamination of the sands in the bottoms of the ponds will be prevented by lining the upper
clay soil slopes of the ponds with a PPE lagoon liner held in place by an articulated concrete erosion control mat
extending down the side slopes of each pond a distance 2 feet below the bottom of the clay layer (see typical infiltration
pond construction cross section, Sheet 02). The liner will seal the clay slopes preventing erosion of the clay and
subsequent clogging of the sand pores which would otherwise inhibit or prevent transmission of the pond water to the
ground water and recovery system.
Groundwater Reuse
The main ponds A and B (see Sheet 01), which are central to the Bal Gra Harbor, will be used for recreational activities
including canoeing, kayaking and other small boats. Water from the ponds will be used for irrigation of common areas
and for maintaining the level of the pond associated with the retail center. Both of these ponds will be used for
stormwater management as peak flow attenuation facilities. Each pond will be equipped with two stage discharge weir
structures, an emergency overflow to detain and control peak flow runoff to pre-development conditions for varying
storm events. Source water for the main pond will consist of groundwater pumped from the groundwater recovery
systems associated with the infiltration ponds and stormwater from the surrounding sub-watershed after it is been
treated for water quality within a BMP facility such as rain gardens or constructed wetlands. Level in the main ponds
will be controlled by an impervious liner and the first stage of the outlet weir with fluctuation to subsequent weirs
functioning as storage for peak flow attenuation.
WRF Construction Phasing
It is anticipated that the project will take 12 to 15 years to become fully developed. For that reason, a phased
implementation plan has been devised for the WRF including the infiltration ponds.
PHASE I - Flows of 0.0 MGD 4 0.34 MGD
Headworks, complete
Two aerated influent equalization basins, complete
Three influent to SBR pumps
SBR Basins 2 & 3, with three blowers and valves.
Post-EQ basin and discharge pumps
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 2 of 6

Stage-1 Filter
Stage-2 Filter, complete, and bypass pump. Load media in filter to accommodate 0.68 MGD (base load)
Bulk chemical storage/application building and equipment
Disinfection and water quality monitoring equipment
Non-Potable Water System
Two sludge holding tanks with three blowers.
Electrical to all above, with provisions for future equipment.
Site work, complete.
Ponds 5 & 6, and associated reclaimed water main, groundwater control system and recovered groundwater main.
PHASE 2 - Flows 0.34 MGD 4 0.68 MGD
Ponds 1 & 2, with associated facilities.
Sludge dewatering facility, complete
PHASE 3 - Flows 0.68 MGD 4 1.2 MGD
Ponds 3 & 4, with associated facilities
SBR Basin 1 and 4"' blower
Replace Stage-2 filter media with media sized for 1.2 MGD (based load)
Attachments
Process Description of Water Reclamation Facilities (WRF) Proposed to serve Bal Gra Harbor Bertie County, North
Carolina", prepared by JRB Engineering Associates, PLLC, October 2009.
U. S. Army Corps of Engineers, Wilmington District, Notification of Wetlands Determination, June 18, 2008.
Master Stormwater Permit No. SW100711, Issued October 11, 1022.
Bay Design Group letter to Kevin Hart, N. C. Division of Marine Fisheries with attachments.
Drawings
Sheet 01 -Site Plan
Sheet 02 - Infiltration Pond Details - Sheet 1 of 2
Sheet 03 - Infiltration Pond Details - Sheet 2 of 2
Sheet 04 - Site Plan - Wetland Impacts
Sheet 05 - Wetland Crossing "A"
Sheet 06 - Wetland Crossing "B"
Sheet 07 - Wetland Crossing "C"
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 3 of 6

Stormwater Management Plan
The Bat Gra Property is located within Bettie County at the confluence of the Chowan River, the Albelmarle
Sound and Salmon Creek. The mouth of the Chowan River, Salmon Creek and the Albemarle Sound adjacent
to the site are classified as Class C Nutrient Sensitive Waters (NSW). Additionally, Bettie County is included
as one of the twenty Coastal Counties identified by the North Carolina Department of Environmental
Resources (NCDENR) as regulated under session law 2008-211 regarding management of stormwater. Since
the adjacent water bodies are classified NSW, the site is regulated by Section 2(b)(3) of the session law which
defines density criteria and the required stormwater management measures. Low density development is
considered a built upon area (BUA) of equal to or less than 24%.
The following discussion presents a Master Planning level Stormwater Management Plan for the proposed
site. The goal of this stormwater management plan is to set the design criteria for the density of the site and
provide general sizing and type of Best Management Practices (BMPs) that will be incorporated into the site
design and allow the site densities to be realized while achieving stormwater management goals. This section
summarizes the proposed densities with respect to the individual site phases while also listing anticipated
treatment methodologies and overall required volumes. The anticipated runoff volumes listed in Table 1 and
2 below were calculated using the simple method as required when permitting with NCDENR. The design
rainfall for water quality in this area is 1.5 inches as required by the Coastal County Stormwater Rule.
Bat Gra is proposed to be developed in three phases. The phases will consist of a combination of low density
residential and concentrated high density community center areas with an overall site goal of low density.
Phase I is anticipated to consist of residential lots, streets, and open space, and will be developed in
accordance with low density requirements, with the exception of a higher density community beach club area
along Albemarle Sound with smaller lot residential, townhomes, multi-family residential, hotel and some small
retail and office uses. Phase It will be developed as a high density development consisting of smaller lot
residential, townhomes, multi-family residential, mixed-use, and waterfront amenities, including a Retail Town
Center, marina, and hotel. Phase III will be developed as a low density development consisting of residential
lots, streets and open space.
Table 1 below summarizes the development density area for each phase as well as the overall site. The table
also indicates the total site acreage and the proposed overall site density design criteria as 23.9% for low
density status. While the overall density is considered low, the stormwater management plan proposes
installation of various BMPs throughout the site, particularly within the high density areas in order to protect
water quality of the adjacent surface waters. As a result, Table 1 presents the stormwater volume required for
the high density areas with a summary of the BMP volume proposed to ensure sufficient stormwater
management criteria are met. The acreage of roads presented in Table 1 include the entire right-of-way, with
the percentage impervious representing an average based on the different sidewalk and pavement cross
sections proposed.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 4 of 6

Table 1- Impervious Area and Stormwater Volume Summary
Area Location Total Area
(acres Avg. %
Impervious Impervious
Acreage Required Stormwater
Volume (cf) Proposed BMP
Volume (cf)
Phase l
Development Density 144.2 45.0 64.9 357,252 370,000
Roads - ROW 41.1 53.0 21.8 117,937 235,460
Open Space 117.7 5.0 5.9 0.0 152,720
Wetlands 17.5 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase I Subtotal 320.5 28.9 92.6 475,189 758,180
Phase II
Development Density 159.8 49.0 78.3 427,225 696,960
Roads - ROW 65.2 62.0 40.4 215,849 374,080
Open Space 78.4 5.0 3.9 0.0 696,960
Wetlands 136.2 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase II Subtotal 439.6 27.9 122.6 643,073 1,768,000
Phase 111
Development Density 209.8 36.0 75.5 427,243 522,720
Roads - ROW 43.0 53.0 22.8 123,389 136,500
Open Space 109.1 2.0 2.2 0.0 38,500
Wetlands 193.8 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase III Subtotal 555.7 18.1 100.5 550,632 697,720
Site Totals 1,315.8 23.9 315.7 1,668,894 3,223,900
The anticipated treatment methods and volumes listed in Table 2 below were developed by analyzing the
master plan for possible locations of Low Impact BMPs such as bioretention areas and infiltration areas. The
plan also considers storage from the two wetponds proposed to be constructed in Phase I and II (12 acres
and 16 acres respectively). In locating particular BMPs throughout the development, we have essentially
allocated median space for bioretention, park space for infiltration, and pond space for wet ponds. In
anticipating available storage volumes, a maximum depth of 12 inches was used in both bioretention and
infiltration areas, while a storage depth of 24 inches was estimated in the wet pond. Bioretention areas are
limited to 12 inches of storage by regulation. Infiltration areas have no regulatory storage limit, however they
are limited to 2.0 acres of drainage area and are required to have an offline bypass, therefore, the 12 inch
estimated depth limitation was applied as a "correction factor" to account for some of these additional design
details to be worked out in the later stages of design.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 5 of 6
¦ ° f
Table 2 - Proposed Stormwater BMP Summary

BMP Type Phase I
Volume (cf) Phase II
Volume (cf) Phase III
Volume (cf) Site Total
Volume (cf)
Bioretention (Medians) 235,460 187,040 0 422,500
Infiltration (Parks) 0 187,040 175,000 362,040
Wet Pond 522,720 1,393,920 522,720 2,439,360
TOTAL 758,180 1,768,000 697,720 3,223,900
Figure 1 presents a summary of the development phases and the associated drainage areas. The overall site
stormwater master plan seeks to provide early planning for stormwater management for the Bal Gra project.
The plan serves to set the criteria for site planning and design with consideration to stormwater volumes and
resulting water quality. Additionally, the goals of the plan include maximizing open space, centralized high
density areas and overall low density development. The BMPs presented promote infiltration and
bioretention of stormwater to reduce runoff volume and associated pollutant levels on a localized basis. Wet
ponds and more structural BMPs are used in conjunction with peak flow attenuation and overall site aesthetic
and recreation amenities. Final development of a stormwater management plan for permit level and final
design will consider Operations and Maintenance (O&M) of the proposed BMPs. The balance of BMPs may
be modified during final design, particularly in regard to the size of the wet ponds. However, stormwater
management on site will exceed the minimum volume required.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 6 of 6

Engineering
Associates, PLLC
06-Oct-2009
Process Description
Of
post office box 2369
swansboro, nc 28584
ph: 252.393.8562
fx: 252.393.1287
Water Reclamation Facilities (WRF)
Proposed to serve
Bal Gra Harbor
Bertie County, North Carolina
Bal Gra Harbor is a proposed mixed-use Planned Unit Development to be
located in eastern Bertie County, just south of US 17 and bordered by the Chowan River
and Salmon Creek. The development, when built out, will consist of approximately 2,900
residential units, both single and multi-occupancy, and some light office/retail space. A
wastewater treatment and disposal system is required to address the domestic sanitary
needs of the community. This document describes the character of that facility as it is
designed and proposed for permitting by the North Carolina Department of Environment
and Natural Resources, Division of Water Quality (DWQ), Aquifer Protection Section
(APS), Land Application Unit (LAU).
The facility will be classified as a reclaimed water facility and utilize high rate
infiltration ponds to assimilate the reclaimed water.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE I OF 14
Y ?
PROCESS DESIGN PARAMETERS
Flow: 1.2 MGD (average daily flow)
1.8 MGD (peak dai ly flow)
Influent:
BOD5 < 270 mg/L
TSS < 250 mg/L
TKN < 50 mg/L
Total P < 8 mg/L
Temperature < 50OF - 770F
Finished reclaimed water:
BOD5 < 10 mg/L
TSS < 5 mg/L
Turbidity < 5 NTU
Total N < 7 mg/L
Total P < 2 mg/L
Fecal Coliforms < 14 cfu/100 mL
All are stated as monthly averages.
On 3-Mar-2008, "flow reduction" was granted to Cedar Creek Utilities, Inc. for the
treatment facilities by NCDENR Division of Water Quality to 82.78 gpd/br. No flow
reduction was granted for the collection system. Cedar Creek Utilities has ceded its
contractual rights to serve the project and thereby conveyed its flow reduction to
Albemarle Water and Sewer Association.
D:\BGH-090203\WRFTERM ITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE 2 OF 11.
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FACILITY DESCRIPTION
1. Off-Site Collection System
Although not included in the permitting package for the Water Reclamation
Facility (WRF), it is necessary to include a brief discussion of the sewage
collection system that will convey wastewater from the user properties to the
plant site.
As the Bal Gra site lacks significant vertical relief, it will be necessary to utilize a
number of pumping stations strategically located throughout the community. Flow
will be conducted from the various properties to the pump stations by gravity
collection mains.
Each pump station will be equipped with multiple submersible pumps selected to
provide pumping capacity consistent with DWQ peak to average ratios with one
pump not running, thereby providing equipment redundancy, should a pump fail.
Provisions will also be provided for connection of a portable pump, should major
electrical problems occur. Chemical feed facilities will be provided at each pump
station to elevate the pH of the wastewater to reduce potentials of grease buildup
and odor development. Flow from the pumps will be measured and conducted to
the WRF site by a sewer collection forcemain shared by all pump stations. In that
way, a problem at one pump station will not affect the performance of another as
would be the case if the stations were "daisy chained". Each pump station will be
equipped with a stationary standby generator with automatic transfer switch, and
radio based SCADA monitored at the WRF site, and providing off-site notification
of duty personnel of pump station problems, should they develop.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 3 OF 14

2. Headworks
The flow from the sewer collection forcemain will be conducted first to the
headworks. The headworks consist of an influent flow measurement device, two
screening units and a grit separator/classifier.
Influent screening will be performed by two semi-circular mechanically cleaned
perforated screens each having a maximum hydraulic capacity of 5.75 MGD. The
screen perforations are sized to limit particulate passage to 3 mm. Screenings
removed from the flow are rinsed, using water from the on-site non-potable water
system, and then compacted to dewater the material and discharged into
collection receptacles for disposal in a landfill.
The influent will then be conducted to a mechanically enhanced cyclonic grit
removal system where any sands are removed, dewatered and discharged into a
collection receptacle for disposal in a landfill.
3. Influent Sampling
A refrigerated flow-proportionate composite sample will be provided at the
headworks, the analysis of the samples will provide baseline data for process
loading control.
4. Influent Flow Equalization
The pre-treated influent will then be conducted to two influent flow equalization
tanks. Tank construction will be Panelized Post-Stressed Pre-Cast Concrete with
poured-in-place base slab, to withstand wind loads anticipated in coastal areas
and aggressive atmospheres resulting both from application and coastal
environment. The tanks will each be 50-feet in diameter, with a maximum
sidewater depth of 20-feet and an usable water depth of 17.5 feet; providing a
usable storage volume of 256,890 gallons per tank for a total of 513,780 gallons
of equalization storage. Each tank will be equipped with floating mechanical
D:\BGH-090203\WRFTERM ITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 4 OF 14

aerator to maintain an aerobic complete-mixed environment. Each tank will be
equipped with an overflow weir that will prevent tank overflow by relieving any
excess quantity to the upset pond.
Influent will be pumped from the equalization tanks to the biological reactors by
three electrically driven pumps mounted on a concrete slab above ground. Each
pump is rated at 625 gallons per minute (gpm) or 0.9 MGD, allowing two pumps
to achieve the Peak Daily Flow rate.
5. Biological Reactors
Three (3) identical Sequencing Biological Reactors are provided. Each is rated at
1/3 of the design flows of 1.2 MGD (average day) and 1.8 MGD (peak day). Tank
construction will be the same as the Influent Flow Equalization Tanks. Each tank
will be 64-feet in diameter, with a side wall depth of 23-feet and a maximum
water depth of 21-feet. Each tank will equipped with an overflow weir that will
prevent tank overflow by relieving any excess quantity to the upset pond.
Each reactor will be equipped with a floating mixer to maintain biomass
suspension during all phases of operation and removable fine bubble diffusers.
The diffusers are provided air by four positive displacement blowers (one for
each reactor and one standby will be equipped with motor operated valves to
conduct its air flow to any of the reactor tanks). Each tank will equipped with an
overflow weir to relieve any excess quantity of liquid to the upset pond. A floating
decanter will be provided for removal of supernatant following the "settle" period.
Flow to the reactors from the headworks and decant from the reactor will be
controlled by motor operated valves.
Average hydraulic retention time in each reactor will be 13.8 hours at average
flow. Process cycle structure of the reactors will be:
Mixed-Fill - True Anoxic mixing, independent of aeration, with influent.
React-Fill - Aeration/Anoxic mixing with presence of influent
React - Aeration/Anoxic mixing under true Batch conditions
Settle - Quiescent solids/liquid separation
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Decant/Idle - Effluent withdrawal via solids excluding decanter
Sludge Waste - Removal of excess biosolids
Cycle times are:
Number of Cycles per basin per day 4
Total Cycle Time 6 hours
Filling Time/Cycle 2 hours
Aeration Time/Cycle 2.67 hours
Mixing Time/Cycle 4.5 hours
Settling Time/Cycle 0.75 hours
Decanting Time/Cycle 0.75 hours
Sludge Waste Time/Cycle 11.77 minutes
Biological processes are aerobic reduction of carbon based oxygen demand,
aerobic conversion of ammonia based oxygen demand to nitrates, anoxic
reduction of nitrates to elemental nitrogen (N2T), and biological phosphorus
retention in biomass cell bodies.
Chemical storage and application facilities are provided to augment organic
carbon source and caustic to augment alkalinity to support anoxic process and
alum to supplement biological phosphorus removal.
Real-Time process control instrumentation primary devices are provided in each
reactor to monitor: Dissolved Oxygen (DO), pH and Oxidation Reduction
Potential (ORP).
Post-SBR Flow Equalization
6.
The SBR decant liquid will be conveyed by gravity to the Post-SBR Equalization
tank. As is the purpose with the Influent Flow Equalization, this tank will receive
liquid at a high rate of flow and discharge it to succeeding treatment processes at
a uniform rate of flow which allows downstream process facilities to be designed
more economically at the uniform rate.
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The single Post-SBR Equalization tank will be 43-feet in diameter, has a sidewall
height of 13-feet, and a maximum water depth of 10.6-feet. The functional
volume will be 93,730 gallons. The tank will be equipped with a floating
mechanical aerator. Tank construction will be pre-cast post-stressed concrete.
The tank will be equipped with an overflow weir that will prevent tank overflow by
relieving any excess quantity to the upset pond.
Decant will be pumped from the equalization tank to the Stage-1 filter system by
three electrically driven pumps. Each pump is rated at 625 gallons per minute
(gpm) or 0.9 MGD, allowing two pumps to achieve the Peak Daily Flow rate. The
pumps are controlled by Variable Frequency Drives (VFDs) which allow the
pumping rate to be varied as needed.
7. Filtration
Filtration will be accomplished by a two stage process. Both are mechanical in
nature, but vary in the size of particulate material that will be passed by the filter
media. The Stage-1 filter will remove all particles that exceed 10 microns (pm) in
size. The Stage-2 filter removes all particles that exceed 0.5 microns. (Most
bacteria and many viruses will be removed at this process point.) Equipment will
be provided to automatically clean the filter media upon the presence of certain
quantifiable conditions, such as head loss. All particulate material removed by
the filters will be returned to the head of the plant for re-processing.
8. Disinfection
The filtrate proceeds to a multi-chambered pre-cast concrete holding tank. The
filtrate will be quantified, irradiated with UV light to deactivate remaining micro-
biological and pathogen constituents, chlorinated as a redundant process to
assure a complete deactivation/kill of virus or other pathogen.
UV irradiation modifies the DNA and RNA in micro-organisms to the point that
they can't "replicate" (reproduce, which is the act or infection). Whereas, chlorine
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burns the cell wall of micro-organisms to the point that the cell wall ruptures,
killing them.
The UV system's light intensity and the feed rate of hypochlorite (chlorine) vary
based upon the rate of flow of water in the system.
9. Quality Monitoring
The disinfected water will be continuously monitored for turbidity (clarity), chlorine
concentration, ammonium and nitrate. If the water exceeds pre-set limits for
turbidity, or the sum of ammonium and nitrate, the water will be automatically
routed to the upset pond.
Water that is within the preset parameters is sampled and ready for pumping to
the infiltration ponds. This water is defined as "Reclaimed Water". Under current
and proposed regulations, Reclaimed Water can be used for many purposes
including irrigation of crops for human consumption (proposed), industrial
process water, irrigation of lawns, irrigation of non-direct food chain crops, and a
multitude of other uses.
10. Sludge Handling and Disposal
The sludge removed from the SBR tanks will be pumped to one of two sludge
holding/digester tanks. Each tank will be 44-feet in diameter, have a sidewall
height of 23-feet and a maximum water depth of 20 feet. The tanks are again
post-stressed pre-cast concrete. Each tank will be equipped with a floating
mechanical aerator and fixed coarse bubble diffusers. Two blowers provide air to
the diffusers, an additional blower will be provided to serve as a backup air
source. Each tank will be equipped with a decant pump to provide for solids
concentration. Solids retention time in the digester tanks is calculated as 34
days.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 8 OF 14

Thereafter, the sludge will be dewatered by two solid-bowl centrifuges to a cake
of approximately 15-18% dry solids. The cake will be loaded onto a 30-cubic yard
dump trailer for delivery to either a compositing facility or landfill. Either must be
permitted by DWQ for receipt of the plant's sludge. An alternate disposal method
will be provided for use during the earlier portion of the facility's life, when loading
is less. In that process, the gravity thickened sludge is hauled as a liquid and
applied to properly permitted sludge application sites on agricultural fields. Land
application becomes infeasible as the plant load grows, due to necessities of
coordination of application with cropping systems on the application sites. We
have obtained a commitment from a licensed sludge disposal contractor, who
also serves a number of the municipal plants in the area of Bal Gra, for the
ultimate disposal of the residuals.
The decant (supernatant) withdrawn from the tanks and the centrate from the
centrifuges will be conveyed back to the head of the plant. As the flows will be
high in phosphorus, consideration is made to assure that the flows don't
constitute a slug load on the biological process. This will be accomplished by
measurement and flow-pacing both alum and caustic to the flow. The alum
causes a physio-chemical phosphorus floc precipitate that will not re-dissolve
and the caustic provides a favorable pH range for floc formation.
11. Process Control
Given the complexity and necessity of accurate real-time process control to help
assure uniform quality adequate to comply with permit requirements, an intuitive
computerized process control system is to be installed. The system, once loaded
with operational parameters (which the plant operator must change over time as
plant loading grows) utilizes real-time data obtained from flow transmitters, pH,
DO, and ORP sensors in each SBR tank, level sensors located in all tanks. Time
of each process step, blower operation, pump operation, chemical feed to bio-
reactors, are all controlled by the system. Also, general equipment monitoring for
performance and problems will be accomplished through the system. An on-site
Supervisory Control And Data Acquisition (SCADA) system will be provided to
communicate data and control requirements between the various process
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elements. Any equipment or process out-of-limit condition will be automatically
communicated to the operating personnel via cell phone 24-hours per day; and,
in the future, over a future 2-way radio system. With proper security clearance,
the system can be accessed over the internet for better definition of the problem
issue.
12. Upset Pond
An upset pond with storage capacity of 6,000,000 gallons (5-day) is to be
constructed adjacent to the process area, and contained within the same security
fence. The structure will be formed by an earthen berm, with side slopes of 4:1
and a "full" elevation of 36.0 msl and a berm top elevation of 38.0 msl, providing
a 2-foot "freeboard" above the "full" elevation. The lowest elevation of any of the
tank overflow weirs is set at 45.5 msl, providing 7.5 feet of available headloss to
overcome dynamic losses in the piping from any of the overflow weirs to the
upset pond, even at the pond's highest water level.
13. Chemical Storage
Chemicals are stored in bulk facilities on site. All chemical storage/application
areas are contained within spill containment structures. Should a spill occur, the
material will be held in a concrete containment structure for uploading or
neutralization.
14. Plant Water Source
Potable water for drinking, sanitation needs, and safety devices such as
emergency eye wash and showers will be obtained from the Bertie County Water
System.
In-plant water uses, such as screenings washing, tank cleaning, polymer dilution,
and chemical mixing will be provided by a non-potable water system. The system
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will take reclaimed water from the last tank in the disinfection process and pump
it to a 10,000 gallon hydropneumatic tank. It will be then be piped to the points of
use within the plant site. All valved outlets will be padlocked and available only to
authorized plant personnel. All above ground features will be painted the
prescribed Pantone 522 color for reclaimed water.
15. Reclaimed Water Pumping
Three electrically driven reclaimed water pumps are provided. Two have the
combined pumping capacity of 1.8 MGD, the third serves as a backup. The
pumps draw water from the last tank in the disinfection system and operate only
when the preset parameters of reclaimed water quality are met satisfactorily.
16. Reclaimed Water Piping
The reclaimed water will be conveyed through a system of High Density
Polyethylene (HPDE) mains to the infiltration ponds. HDPE was selected for its
high level of pipeline integrity, as it has no mechanical joints, and its resistance to
cyclic pressure changes resulting from cycling of the pumps supplying it. Also, as
it is a fusion welded flexible material it is less subject to mechanical failure due to
the movement of the expansive soils characteristic of the northeastern counties
of North Carolina. The pipe will be traced with a wire to allow for precise location
to help prevent cuts by contractors in the future, and will also be marked with
above ground indicator posts to advise contractors of the presence of the line in
the vicinity.
17. Infiltration Ponds
A system of six high-rate infiltration ponds (per 15A NCAC 02T .0700 et. seq.)
will be constructed at specified locations on site. Their location and controlling
elevations of high water and bottom were defined by Hydrogeologists and Soil
Scientists Ed Andrews and Associates, of Raleigh. Grading around the ponds will
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 11 OF 14
be done so that surface water is excluded from the ponds. The ponds will have a
berm height no lower than 2-feet above high water level.
Each pond will be equipped with a groundwater recovery system which consists
of a series of small submersible pumps in gravel packed wells encircling the
pond that extend to a depth of 15-feet below the bottom of the adjacent pond.
The pumps selected have integral controls to prevent pump damage should the
pumping rate exceed the inflow rate to the well within which it is installed. The
operation of the pumps will be determined by the pond control system, to
maintain the water level in the pond within preset limits.
18. Pond Control System
The process of directing reclaimed water to the infiltration ponds proportionate to
their hydraulic conduction capacity, per Ed Andrews, will be controlled by a
separate radio-based SCADA system. The system also controls the disinfection
and reclaimed water pumping systems at the WRF site. The system:
¦ Monitors water flow rate from the Stage-2 filters to the UV reactors.
¦ Adjusts the power of the lamps in the UV reactors consistent with flow to
them.
¦ Adjusts the flow rate of hypochlorite solution to the flow.
¦ Monitors water level in the last tank of the disinfection facility.
¦ Monitors the output from the Residual Chlorine, Turbidity, Ammonium and
Nitrate analyzers.
¦ Controls the reclaimed water discharge pumps.
¦ Monitors flow rate from the reclaimed water discharge pumps.
¦ Controls motor operated reclaimed water inflow valves at each infiltration
pond.
¦ Monitors water level in each infiltration pond.
¦ Controls operation of groundwater recovery pumps.
¦ Monitors other conditions located at the control centers for the ponds.
¦ Monitors WRF on-site sewer pump station an future sewer pump stations
within the sanitary sewer collection system.
As with the on-site (WRF) SCADA system, equipment or system malfunctions
are relayed to plant operating personnel 24/7.
19. Electrical Power Redundancy
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A 1,250 kW diesel generator set with automatic transfer switching will be located
at the WRF site, to provide power during commercial power outages, such as
storms. A 10,000 above ground diesel fuel storage tank, located inside a spill
containment structure, will be provided. All WRF power will be routed through the
automatic transfer switch, thereby providing 100% redundancy to all process
functions.
A 45 kW propane vapor generator set with automatic transfer switching will be
located at each pond control center to help assure that the infiltration and
groundwater recovery systems continue to operate reliably during commercial
power outages. A 500-gallon buried propane tank will be provided for each
generator set. Propane was selected to avoid potential fuel spill issues, given the
relatively close proximity of the infiltration ponds to surface waters.
20. Groundwater Reuse
The main pond, which is central to the Bal Gra community, will be used for
recreational activities including canoeing, kayaking and other small boats. Water
from the pond will be used for irrigation of common areas and for maintaining the
level of the pond associated with the retail center. Both of these ponds will be
used for stormwater management as peak flow attenuation facilities. Each pond
will be equipped with two stage discharge weir structures, with an emergency
overflow to detain and control peak flow runoff to pre-development conditions for
varying storm events. Source water for the main pond will consist of groundwater
pumped from the groundwater control systems associated with the infiltration
ponds and stormwater from the surrounding sub-watershed, after it is been
treated for water quality within a BMP facility such as rain gardens or constructed
wetlands. Level in the main pond will be controlled by an impervious liner and the
first stage of the outlet weir with fluctuation to subsequent weirs functioning as
storage for peak flow attenuation.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 13 OF 14
r r r ?
21. Construction Phasing
As it is anticipated that the project will take 12 to 15 years to become fully
occupied, a phased implementation plan has been devised for the WRF.
PHASE 1 Flows of 0.0 MGD 4 0.34 MGD
Headworks, complete
Two aerated influent equalization basins, complete
Three influent to SBR pumps
SBR Basins 2 & 3, with three blowers and valves.
Post-EQ basin and discharge pumps
Stage-1 Filter
Stage-2 Filter, complete, and bypass pump. Load media in filter to
accommodate 0.68 MGD (base load)
Bulk chemical storage/application building and equipment
Disinfection and water quality monitoring equipment
Non-Potable Water System
Two sludge holding tanks with three blowers.
Electrical to all above, with provisions for future equipment.
Site work, complete.
Ponds 5 & 6, and associated reclaimed water main, groundwater control
system and recovered groundwater main.
PHASE 2 - Flows 0.34 MGD 4 0.68 MGD
Ponds 1 & 2, with associated facilities.
Sludge dewatering facility, complete
PHASE 3 - Flows 0.68 MGD 4 1.2 MGD
Ponds 3 & 4, with associated facilities
SBR Basin 1 and 4th blower
Replace Stage-2 filter media with media sized for 1.2 MGD (based load)
Site piping and electrical conduit (no conductors) will be installed to within 20-feet
of future structures to minimize potential damage in future phases.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 14 OF 14

U.S,. ARMY CORPS OF EN GMERS
W DEMICT
Actu'rms td. SAW 14411 Cow: Baerhe U} S.G. S. Qwad-. ?4Z x" HE
NOTIFICAI IONf OF . URMICTIOIN AL DEMUMITll ATION
Rrgperty Cwc?erA : Forrest City I.And Grump
Adduns: Aft e: Joe I rmh
19n Soath Blvd ;Sate 306
CharbWbe.MC 28M
Te1go1wne No..: 7014JYTI
propety des ptaaaan:
size (acMs) 1300 Nearest To" Merry HW
Nearest Wate m-ay Salinas Creek Rim Basin Cbvwm
U,SGS HUC G3li1ttM Coordinates N 36-OR dW-76.44740
Location description Property is located at the end of Bat Gra Rea& off 1HWY 17, adiac=t to the Chowaa River ad
Saloom sC`reeeL in Mer" Ham. Berfle County. Nor & C=v&m
Indicate Which of the Following Apply.
A. Preliminary Determination
Based on prelirrairra y information, there may be wedands on the above described property- We strcly suggest you have
tinis property inspected to determine t Te extent of Department of the Army (3A) jurisdic6om To be considered fowl, a
j w isdictio nal determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Admirnistrative Appeal Process ( Reference 33 CTR part 331).
B. Approved Determination
There are Nav table H'''aters of the United States within The above subject to the permit requirernents of
Section 10 of t3xe Rivers and Harbors Act and Section 404 of the Clem Water Acct. Unless thane is a change in the lase or
our purb]idaed regulations, this deterraination may be relied upon for a period not to exceed ]"rave years from the date of this
notification-
X Them ;are wetlands on the above described proaertr subiect to the permit reo is of Section 4404 of the Cleaa
Water Act tCW'All33 USC S 13M Unless there is a ciaaree in the lacy or our published rwitlations, this
determination aaay be relined upon for a period not to exceed five rears from the date of this notifreation.
_ We strough suggest you have the wetlands on your property delineated. Due to the she of your property and/or our
present Toad, the Corps my not be able to accomplish this wetland delineation in a timely . For a more timely
delineation, you rraay wish to obtain a consukwyL To be considered find. any delineatian must be verified by the Corps-
- The sa ettand an your property have been delineated acrd The delineation bas been verified by the Corps. We stronegly
suggest you have this delineate m surveyed. Darr conipleton, this survey should be reviewed and verified by the Corrp&
Orxe verified, this survey vn l provide an accuraft depiction of all areas subject to CWA jurisdictim an 1 property
whicl, pwmidad them is no age in the law or our published doers, may be mliad upon far a period not to exceed
five ;years.
X 'The "vd ads have been delineated and surveyed and arc accurately depicted om the plat signed by the Corps
;Regrakatceary 441"anval skaftliied below ow .Truce It U mess there ins a dk mm la the lace or our pabttisbed -VM ,a lit oas, this determination my be nMW spas for a perloai want to exceed Em* tears from tie date of this
wae+tirfseatiou..
Tlneer?e fwe nrca Waters of the 1.V_;S., to include an ttae above descnW property x&xh we . to The
par7rtiit requ ; of S*clion 404 of the Clean Water Act ('3 USC 1341). tlbless tbere is a chaige in the law or our
publi d regulations. this determination may be mlied upon for ;a period rail to nod favna the deft of this
rurtificatim.
Page 1 of
X The REMM"T its bneakd iia + Of the 26 Cwt CwwwCM Vahied to rreMbAiiew wader the Cewstcal JI?m
Mmmmg@t Ad (CAM" V" *ae d anAwd the Diversion of Coastal Whosement iin
Waskhmeta. NC. at MD 946 -GM to delereeee dweir reawinawedhs.
Acd m Id. 2M 41411
The wetlawds on this sole mad all three criteria as described is the IMA wednawl delineative a u;al acid are a brward
coutinwure of wddwds axsoerated wi(b Samoa Creek and the Cbnnn Rirveir. both wawieable waterways of
the [shed Stages.
D. Remarks
E. Appeals Information (This i sfor oration applies only to approved jurisdictional dekminations as indicated in
IL above)
This corresponalersce constittrtes an approved jurisdactional deterrumabon for the above described site. Ifyou object to this
determination, you may request an administrative appeal under Coalas mg0atiom at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact shed and request for appeal (RFA) form If )ou request to appeal this
determination you trust submit a completed RFA form to the following address.:
Distract Engineer, Wilmington Reguwory Division
Attn:Josh Pelletier, Project Manager,
Washington R!egelatoay Field Office
Post Office Boa; 1000
Washington, North Carolina 27889
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331..3, and that it has been received by the Dastawt Office within 60 days of the date of the LIAR
Should. you decide to submit an ItFA foram. it :must be received at the above address by Awago 18, 2008.
**It is not necessary to submit an RFA foam to the District Office if you do zwot obit to the determination in this
correspondence."
Corps Regulatory Official: .rGI?
Date June 18, 2008 Expiation Date June 1& 2013
Tire Wihrahrgton Dist is committed to providing the him level of support to the public. To help us ensure we continue to
do so, please complete the Cusumner Satiixfactkm Survey located at our websile art :.;fteetsla
Uort'_usacesurvey.con/ to
cognplew tine survey online..
Copy fugmashed:
Kristin Shacoctis-.lawn
Kerr E wiironmenW Services Codas
Page 2 of 2

NCff1F -ATWN OF ADI??Hg9 AUVX APPVA,L OPTIONSAN$ EROCE?S D
REQUE9Y FOR AM"FAL - ,
ApphQw3r 3 Forma C' Lae Fde N ber 1411 1 e:.dune 18, 2008
Anw,bed a0aatisd° iota See Section below
U-HTI ,L PROFFERED PERNffT ((Studwd Pcmfit or Letter of A
11" PROFFUUM PITT (Staktard Permit or Letter of v scion) ? B 1
A: 11148 LL PROFFERED PERIM: You augr accetet or abject to the persit.
ACCEPT: If you received a Standard P xnit you 'stern the permit document and return it to the district engineer for final
zudionzaratm . If you received a Letter of Permission (LOPI you may accept On LOP and your work is a+thtwi'ed Your signature
on (he Standard Permit or acceptance of the LOP means that you accept the permit in its entire y, and waive all rights to appeal the
permit, mcluafhtg its terms and coanditicetas, and approved jurLvhcbonal determinations ;associated with the perrart
• OBJECT- if.yo you dbgea to the permit (standard or LOP) because of certain trams and conditions therein, you may request that the
mmtnt Ire ac Jingly You must com;ilete section 11 of this forms and retuaTn the form to the -district eanlu neer. Your
ob*fiom must be received by the dish engineer within 60 days of the elate of this or you will forfeit your right to appeal
the in the fide. Upon receipt of you letter, the dot eagmeeF will evaluate your dons and aruay; (a) modify the
perm at to address sH of your cmcmz. (b) modify the permit to address some of yours objections, or (c) z modify the permit
having determined drat the gaunt should be issue as previously written- After evaluating your objections, tlee district engineer
well .s 9 youa pose parfait for yoan• mmnsideratkin, as indicated in Section B beluw.
B:: PROFFERED PERMIT. You may mcept or appeW the permit
CC EVE ff);ou received a Standard Pa rat, your m3Y sign the permit docummit and return it to the district etag r = for final
a. If you recemeda Doer of Permission C" I you may accept the LOP :and yoaar work is author . Your signature
on the Standwd Permit or acceptance of the LOP measts that you ;accept the petu nt in its entariely, and waive all rights to appeal the
permit, micluding d s tderas and conditions, and approvedjuradictimal. - iow assocused with the permit.
APPEAL: if aim dwose to dechne the prod wit (Sbadwd or LOP) beacau c ,mf is r taen twms and canditem therein, you
may :appeal Ax dwAmed ' permit under 'the C"ipsaf Engineers Administrative pcal Prates by Ietiuug Section II of dais form,
and s pmt to the dives m ern. 'This form mum be received by the division engit r wal in 6 days ofthe date of
oleic Vie.
C : PERMIT DEN AL:: You may appeal the denial of a pmak evader the Cons :of E Admianis ve appeal Process by
C mWiding Swim if oft to form and :Wading the fcvram to flee &Vmm eaneraeer. This ftm mug be aaecaeiv ed by the divis on a ngm=
'"^etlrisn 60 es fofor der of this a>xowe.
D:: APPROVED JURESDICTIONAL DE TERMINATION: You nny accept or appeal the approved,1D or
prowiide n inftKma tion.. J
ACnCIEP`?'.: Yom do imoxt imead itw zaMify &c Cm7s ea aa=g aim a ppr ovddl .D13- Fa dam W ime , *e Caqn wwiww 60 s of tine dMe of
dm saftq, jm=m t Vow ?aaa;* &e appmed ID a iii , wd w a im -A m*lft *m &Mad gore a .1D.
APPEAL: If V= 6sapw *I& Am mewed.1fD, yam my 4%=d rc ippmer6 ID iwdar rte Camps of Engae>oors AdmbiswAm
AppeiA P m b) awWkWC Sazbm H of 6a fam and smAmg dz rhonm tem d hrrkt g . This farm mm k mcaiiw2ed by
dmisim rea Amer vitl>Qium 60 idtays of of dm wafim
.
E:: PRELIMINARY JIJR SI<DICUONAL DETERMINATION.- You do not need to respond to the Corps
?,aading the prelkniaaary JD.. '11ae Prehminary JD is not appealable.. If you wish, you may rat an approved
JD (winch may he appeale4 by comactigg the Congas district for fin then ins it uction. Also you may provide new
fimma am fix fw her' consideration by the Corps to reevahaate the JD..
SECTION U -
APPEAL ar
AN
REASONS FOR APPEAL OR OBJECTIONS: (Describe your mans for appealing the decision or your
objectio ns to an utial proffered permit in clear concise statements. You may attach additional information to
this form to cla ri4 where your reasons or objections are addressed in the :administrative recaord.)
ADDI'1710NAL, LNFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum fbr the record of the . appeaconference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the admmishative record.. Neither the appellant nor the Corps
may add new information or analyses to the record- However, you may provide additional information to clarify
the location of information did is ,almady in the eve record
CONTACT FOR
If you ha%v questions regarding this decision
andlor the appeal pnua ss 3 ou may contact
Nosh Pell
U.S.. Army Corps of Engineers
Post Offmc Box 1000
ash angtoan. with Carotin 27889
(2-52) 975-:1616 ex 34
If you only have questions regarding the appeal press you
may also contact:
W. Mike tilt, a'#d minnstm rAppind Review Oflker
CESAD-ET-C()-R
U.S.. Army Corps of Engines, South Atlantic Division
60 Forsyth Strom Room 9M 15
Atlanta, Georgia '0303--8801
RIGHT OF ENTRY:: Your signature below grants the right of entry to Corgis of personnel, Engineers and any
_eovmm=w consralttarnts., to caxlect investigations of the project site during the eomw of the appeal process;_ You
will be p ed ,a 15 day notice of any site investigation, and will have the opportunhy to participate in all site
Da4e: 11'elephone number.
of.%=J is nt or
For appeak an Initial Preffae" P its and approt ed JarudKu0nal Deeftr»mmabow ,smd the
fen n to:

District Eugmeer, WOmingtou Regulatory DwWon, Aft-Josh Pte, Project Managw,
Washington Regulatory Field Office, Post Office Boa 1000, Wasbiagbm, North Cara 27889
For Permit denials and Proffered Permits send this form toe
Division Engineer, Commander, U.S. Army Engineer Win, South Atlantic, Attn: Mr. Mike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Fob Stream Room 9MI5, Adanita.,
Georgia 303OS-Ml
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Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
Fred Matrulli, Regional Manager October 11, 2010
Forest City Land Group
1900 South Boulevard, Suite 300
Charlotte, NC 28203
Subject: Master Plan Stormwater Permit No. SW7100711
BAL-GRA
Overall Low Density Residential Subdivision with
Pockets of High Density
Dear Mr. Matrulli: Berne County
The Washington Regional Office received a complete Master Plan Stormwater Management
Permit Application for BAL-GRA on July 16, 2010 and additional information on September 27
2010. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and
Title 15A NCAC 2H.1000. We are forwarding Permit No. SW7100711, dated October 11,
2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until rescinded, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
OCT 14 2010
Asa
North Carolina Department of Environment and Natural Resources
Division of Water Quality
If you have any questions, or need additional information joncerning this matter, please
contact Samir Dumpor, or me at [phone]. 1
AH/sd
cc:
Regional Supervisor
Surface Water Protection Section
ermits-Hybrid-HD&LD\BAL-GRA
Wagner, PE, Hobbs, Upchurch & Associates,
eric-9
, NC 28388)
Bertie County Inspections
Division of Coastal Management
Washington Regional Office
Central Files
PA (PO Box 1737, Southern
North Carolina Division of Water Quality Internet. www.ncwaterouAlily ar
943 Washington Square Mall Phone: [phone]
Washington, NC 27889 FAX [phone]
An Equal Opportunity/Afmnative Action Emplover- 50%Recvcled/10% Post Consumer Paw
NorthCarohna
)VI711.1rd V

State Stormwater Management Systems
Permit No. SW7100711
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
MASTER PLAN STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY SUBDIVISION DEVELOPMENT
WITH POCKETS OF HIGH DENSITY
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Forest City Land Group
BAL-GRA
Bertie County
FOR THE
Clearing and grading activities associated with this residential and commercial
development in compliance with the provisions of Session Law 2008-211 and 15A
NCAC 2H .1000 (hereafter referred to as the "stormwaterrulesl and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The overall tract built-upon area percentage for the project must be maintained at
24% per the requirements of Session Law 2008-211 and Section .1005 of the
stormwater rules.
3. During the period beginning on the effective date of the Master Plan Stormwater
management Permit SW7100711, the Permitee is authorized to clear and grade
the proposed site ' Stormwater runoff from the site shall be in accordance with
the following conditions:
• Only clearing and grading activities are permitted. The Permitee must
submit a modification request and receive approval prior to the
construction of any built-upon surfaces.
• The clearing and grading activities approved for this site is subject to the
Sedimentation Erosion Control (SEC) requirements of North Carolina,
therefore, a stormwater'management permit is required for any future
development on any part of the project area.
Ponta Iofr%

State Stormwater Management Systems
Permit No. SW7100711
• A vegetated buffer/setback is required to be maintained between all
impervious surfaces and surface waters. Minimum required
buffer/setback width of 50' shall be provided.
4. Within the low density portions of the permitted project, the only runoff
conveyance systems allowed will be vegetated conveyances such as swales with
minimum side slopes of 3:1 (H:V) as defined in the stormwater rules and as
shown on the approved plan.
Il. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of, the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of `revised` plans and certification in writing to the Director
that the changes have been made.
3. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
4. The runoff from all built-upon area within the drainage area of the pocket of high
density permitted stormwater system must be directed into the permitted
stormwater control system..
5. Within the low density portions of the permitted project, all roof drains shall
terminate at least 30 feet from 'the mean high water mark of surface waters.
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision; acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
must be recorded showing all such required easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Pane 3 of 5
,J WV J .
State Stormwater Management Systems
Permit No. SW7100711
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropri ate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion' Control device, it must'be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.'
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
13. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
14. The permittee shall at all times provide. the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re-vegetation of side slopes:'
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications'.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
15. Records of maintenance activities must be kept, by the permittee. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
16. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced" to design condition prior to
the transfer. Records of maintenance activities per to date will be
required.
17. The site may not be subdivided, sold, or developed with impervious surfaces until
a modification to this permit is submitted and approved.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a completed
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality, signed by the parties involved, along with the applicable documents as
listed on page 2 of the form. The project must be in good standing with DWQ.
The approval of this request will be considered on its merits and may or may not
be approved.

* 0,0 ..41 State Stormwater Management Systems
Permit No. SW7100711
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer'request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6c.
4. The issuance of this permit does not preclude the Permittee from complying with
any .and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have jurisdiction.
5. In the event that the facilities fail .to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shah take immediate corrective action,
including those as maybe required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the `Division in writing of any name, ownership or
mailing address changes within 30 days.
10. A copy of the approved plans and. specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 11 th day of October, 2010.
NO TH CA. INA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Qua
By Authority. I of the Er
ire or
y
ronmental Management Commission

Pans 5 of 5

December 16, 2010
Mr. Kevin Hart
N. C. Division of Marine Fisheries
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
]BA,Y
Phone [phone]
Fax [phone]
Email: kevin.hartkncdenr.gov
Re: CAMA Major Modification Bal Gra Harbor LLC (10080)
Bertie County, North Carolina
Dear Mr. Hart:
The letter is in response to your memorandum of September 16, 2010 to Doug Huggett
concerning the referenced project and CAMA Permit application. The applicant has agreed to
resolution of the issues raised in your letter as discussed in our phone conversation of October 14,
2010.
It is proposed to resolve each issue in your letter as follows:
1. NCDMF requests that pile driving and debris removal be done outside the AFSA
moratorium period February 15 to October 31. The applicant agrees to complete pile
driving and debris removal during the period from November 1 to February 14. It is
requested that this be a condition of the CAMA Permit.
2. Bridges crossing wetlands. Applicant agrees that any bridges associated with roadway
bridges constructed over wetlands in such a manner as to minimize damage to wetlands.
Also, the applicant agrees to design underground utilities to minimize installation in
wetlands. We have evaluated each of six crossings or incidental encroachments on 404
wetlands that will result from construction of roads and bridges in the upland areas.
These were prepared for the Washington office of the Division of Water Quality (Roberto
Scheller) in response to their comments concerning the 401 Water Quality Certification.
Drawings are provided showing each of three road crossings and three minor wetlands
fills. Work in the wetlands will include driving piles for bridge supports and trenching
for utility installation. The roads have been aligned in the overall sight plan to minimize
impacts to wetlands in the upland areas of the project. Copies of those drawings are
attached to this letter.
3. Hydrilla information postings: Applicant agrees to place informational signs at the water
access points including Canoe House, Creek Club, Boat Ramp and Hotel pier locations.
r t ?
Mr. Kevin Hart December 16, 2010
Page 2 of 3
4. Stumps and debris removal - The applicant agrees to make a pre-construction
identification of debris and stump removal locations with DMF and WRC biologists a
condition of the permit. This would mean that, prior to removal of debris in and near the
marina footprint, the contractor and owner will coordinate with the two agencies to
identify the location of debris to be removed. It is requested that preconstruction debris
location be included as a condition of the CAMA permit.
5. Minimization of impacts to Public trust waters.
a. Hotel pier - after the pier is constructed with a railing, the walking width will be
just over 9 feet. The applicant prefers to maintain the 10 foot total width. The
length is indeed about 60 feet longer than piers extending into the Chowan River
from the existing residential development. The applicant agrees to adjust the
length to approximate the lengths of the other piers nearby. The over water
portion of the pier is adjusted to 180 feet from 240 feet in the original permit
drawing. Figures 13 and 14 of the permit drawings are revised to show the
reduced pier length and are attached.
b. Creek club piers. We agree to reduce the width of the access pier and floating
dock at the Creek club from 10 feet to 8 feet. 8 feet of width of these piers is
adequate. Figures 15 and 17 of the permit drawings are revised to show the
reduced pier widths and are attached.
c. Canoe House Pier - We agree to reduce width of access pier form 10 feet to 8
feet. Remainder of piers to stay as proposed. Figures 16 and 17 of the permit
drawings are revised to show the reduced pier widths and are attached.
Revised drawings showing these modifications to the pier dimensions are attached
and incorporated into the permit application.
6. Pumpout station: As stated in the Environmental Assessment, the marina will be
operated in accordance with criteria required for designation as a "clean marina' by
DCM. A sewer pumpout device with be installed at the end of dock A that will pump
wastewater from boat heads through force main piping attached the piers into the site
wastewater treatment system by way of a manhole located near the marina club located
adjacent to the existing boat launching ramp. Check valves will be located at strategic
points in the force main to prevent emptying of the force main piping contents in the
event of a break in the pipe. The pumpout device is made for the sole purpose of
pumping sewage from boat heads. The devices are typically either peristaltic or
diaphragm pumps with motors of 1 to 5 horsepower (see attached catalog cuts for Pump-
a-Head system). The pumps are sized for the pumping distances and the change in
elevation between the dock and a sewer manhole onshore. The pumpout device is
typically located on the floating device at a location where boats are temporarily moored
for the sole purpose of accessing the pumpout device.
/ Mr. Kevin Hart December 16, 2010
Page 3 of 3
The operational aspects of the pumpout system have not been determined at this point in
the project development. But, it is suggested that the CAMA permit include conditions
that require the following:
• The pumpout devise should be operated by personnel trained in it operations and
maintenance.
• That clear water should pumped through the force main periodically to clean raw
sewage from the force main.
• That a spill response plan should be prepared and kept at the site and marina
personnel trained in accordance with the plan for prevention and cleanup of spills of
any potential pollutants including sewage from the pumpout device
The items discussed above address each of the concerns in your memorandum of September 16,
2010. If you are in agreement with the proposals presented above, please send me an email or
letter confirming your agreement.
I want to thank you for your cooperation in resolving these important issues. These measures will
enhance the project and work to further minimize the impacts on critical resources by the project.
Please call me if you have questions or need additional information.
Sincerely,
BAY DESIGN GROUP, P.C.
/ ter,
J. W. Forman Jr., P. E. f
Senior Engineer
Attachments
CC: Joe Lesch, Forest City Land Group
Doug Huggett, NCDCM, Morehead City
Roberto Scheller, NCDWQ, Washington Regional Office
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PROJECTM
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BAL GRA HARBOR
Bertie County, North Carolina
SITE DESIGN NARRATIVE

Introduction
This description of site design elements for BAL GRA Harbor is based in the level of design that has been completed
for the project to date. That design includes preparation and permitting of a Stormwater Master Plan, detailed design of
the wastewater treatment and effluent disposal systems, a conceptual layout of the site road and lot lines, and
preliminary design of the waterfront elements of the project including the marina and marina access walkways, boat
ramp improvements, and the hotel, canoe house and creek club piers. A description of the stormwater management
system is provided excerpted from the Stormwater Management Master Plan Narrative prepared by Hobbs Upchurch
Associates along with a copy of the Stormwater Master Plan Permit No. SW7100711, Issued October 11, 2010. Also
attached are 24" x 36" drawings showing details of infiltration ponds, wetland fill areas and crossings and a letter to
Kevin Hart of N. C. Division of Marine Fisheries which describes and includes revised permit drawings impacts to
wetlands associated with the hotel, Canoe House, and Creek Club Piers.
Wastewater Reclamation Facility
The facility proposed for treatment of wastewater and disposal of treated effluent will be classified as a reclaimed water
facility (WRF). The system will utilize high rate infiltration ponds to reclaim and utilize the treated effluent. A
description of the treatment and groundwater recovery systems is provided in "Process Description of Water
Reclamation Facilities (WRF) Proposed to serve Bal Gra Harbor Bertie County, North Carolina", prepared by JRB
Engineering Associates, PLLC and dated October 2009. The descriptions provided herein are excerpted from that
document.
Infiltration Ponds
A system of six high-rate infiltration ponds (per 15A NCAC 02T .0700 et. seq.) will be constructed at specified
locations on site. Their location and controlling elevations of high water and bottom were defined by Hydrogeologists
and Soil Scientists Ed Andrews and Associates, of Raleigh. Grading around the ponds will be done so that surface water
is excluded from the ponds. The ponds will have a berm height no lower than 2-feet above high water level. Sheet 01
(attached) shows the locations of the six ponds. Sheets 02 and 03 show details of each pond including the pool
elevations, grading details, location of groundwater reuse and recovery systems and routes of force main piping for
water from the groundwater recovery and reuse systems to the two main ponds (A and B).
Each pond will be equipped with a groundwater recovery system which consists of a series of small submersible pumps
in gravel packed wells encircling the pond that extend to a depth of 15-feet below the bottom of the adjacent pond. The
pumps are located approximately 115 feet from the high water line in each pond (see Sheet 02). The pumps selected
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 1 of 6
, t ,t
have integral controls to prevent pump damage should the pumping rate exceed the inflow rate to the well within which
it is installed. The operation of the pumps will be determined by the pond control system which will maintain the water
levels in the ponds within preset limits. There will be an approximate one l:1 ratio of the groundwater recovery
volume to the treated effluent discharged to the infiltration ponds. Flows to the ponds will be monitored by a SCADA
system of controls and reporting systems which will control and manage water levels in the ponds by controlling flows
to ponds from the wastewater treatment facility.
The infiltration ponds will be excavated into a site which has soils that typically consist of a layer of expansive clays
over clean sands. Clay contamination of the sands in the bottoms of the ponds will be prevented by lining the upper
clay soil slopes of the ponds with a PPE lagoon liner held in place by an articulated concrete erosion control mat
extending down the side slopes of each pond a distance 2 feet below the bottom of the clay layer (see typical infiltration
pond construction cross section, Sheet 02). The liner will seal the clay slopes preventing erosion of the clay and
subsequent clogging of the sand pores which would otherwise inhibit or prevent transmission of the pond water to the
ground water and recovery system.
Groundwater Reuse
The main ponds A and B (see Sheet 01), which are central to the Bal Gra Harbor, will be used for recreational activities
including canoeing, kayaking and other small boats. Water from the ponds will be used for irrigation of common areas
and for maintaining the level of the pond associated with the retail center. Both of these ponds will be used for
stormwater management as peak flow attenuation facilities. Each pond will be equipped with two stage discharge weir
structures, an emergency overflow to detain and control peak flow runoff to pre-development conditions for varying
storm events. Source water for the main pond will consist of groundwater pumped from the groundwater recovery
systems associated with the infiltration ponds and stormwater from the surrounding sub-watershed after it is been
treated for water quality within a BMP facility such as rain gardens or constructed wetlands. Level in the main ponds
will be controlled by an impervious liner and the first stage of the outlet weir with fluctuation to subsequent weirs
functioning as storage for peak flow attenuation.
WRF Construction Phasing
It is anticipated that the project will take 12 to 15 years to become fully developed. For that reason, a phased
implementation plan has been devised for the WRF including the infiltration ponds.
PHASE 1 - Flows of 0.0 MGD 4 0.34 MGD
Headworks, complete
Two aerated influent equalization basins, complete
Three influent to SBR pumps
SBR Basins 2 & 3, with three blowers and valves.
Post-EQ basin and discharge pumps
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 2 of 6

Stage-1 Filter
Stage-2 Filter, complete, and bypass pump. Load media in filter to accommodate 0.68 MGD (base load)
Bulk chemical storage/application building and equipment
Disinfection and water quality monitoring equipment
Non-Potable Water System
Two sludge holding tanks with three blowers.
Electrical to all above, with provisions for future equipment.
Site work, complete.
Ponds 5 & 6, and associated reclaimed water main, groundwater control system and recovered groundwater main.
PHASE 2 - Flows 0.34 MGD 4 0.68 MGD
Ponds 1 & 2, with associated facilities.
Sludge dewatering facility, complete
PHASE 3 - Flows 0.68 MGD 4 1.2 MGD
Ponds 3 & 4, with associated facilities
SBR Basin 1 and 4`h blower
Replace Stage-2 filter media with media sized for 1.2 MGD (based load)
Attachments
Process Description of Water Reclamation Facilities (WRF) Proposed to serve Bal Gra Harbor Bertie County, North
Carolina", prepared by JRB Engineering Associates, PLLC, October 2009.
U. S. Army Corps of Engineers, Wilmington District, Notification of Wetlands Determination, June 18, 2008.
Master Stormwater Permit No. SW 100711, Issued October 11, 1022.
Bay Design Group letter to Kevin Hart, N. C. Division of Marine Fisheries with attachments.
Drawings
Sheet 01 - Site Plan
Sheet 02 - Infiltration Pond Details - Sheet 1 of 2
Sheet 03 - Infiltration Pond Details - Sheet 2 of 2
Sheet 04 - Site Plan - Wetland Impacts
Sheet 05 - Wetland Crossing "A"
Sheet 06 - Wetland Crossing "B"
Sheet 07 - Wetland Crossing "C"
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 3 of 6

Stormwater Management Plan
The Bal Gra Property is located within Bettie County at the confluence of the Chowan River, the Albelmarle
Sound and Salmon Creek. The mouth of the Chowan River, Salmon Creek and the Albemarle Sound adjacent
to the site are classified as Class C Nutrient Sensitive Waters (NSW). Additionally, Bettie County is included
as one of the twenty Coastal Counties identified by the North Carolina Department of Environmental
Resources (NCDENR) as regulated under session law 2008-211 regarding management of stormwater. Since
the adjacent water bodies are classified NSW, the site is regulated by Section 2(b)(3) of the session law which
defines density criteria and the required stormwater management measures. Low density development is
considered a built upon area (BUA) of equal to or less than 24%.
The following discussion presents a Master Planning level Stormwater Management Plan for the proposed
site. The goal of this stormwater management plan is to set the design criteria for the density of the site and
provide general sizing and type of Best Management Practices (BMPs) that will be incorporated into the site
design and allow the site densities to be realized while achieving stormwater management goals. This section
summarizes the proposed densities with respect to the individual site phases while also listing anticipated
treatment methodologies and overall required volumes. The anticipated runoff volumes listed in Table 1 and
2 below were calculated using the simple method as required when permitting with NCDENR. The design
rainfall for water quality in this area is 1.5 inches as required by the Coastal County Stormwater Rule.
Bal Gra is proposed to be developed in three phases. The phases will consist of a combination of low density
residential and concentrated high density community center areas with an overall site goal of low density.
Phase I is anticipated to consist of residential lots, streets, and open space, and will be developed in
accordance with low density requirements, with the exception of a higher density community beach club area
along Albemarle Sound with smaller lot residential, townhomes, multi-family residential, hotel and some small
retail and office uses. Phase II will be developed as a high density development consisting of smaller lot
residential, townhomes, multi-family residential, mixed-use, and waterfront amenities, including a Retail Town
Center, marina, and hotel. Phase III will be developed as a low density development consisting of residential
lots, streets and open space.
Table 1 below summarizes the development density area for each phase as well as the overall site. The table
also indicates the total site acreage and the proposed overall site density design criteria as 23.9% for low
density status. While the overall density is considered low, the stormwater management plan proposes
installation of various BMPs throughout the site, particularly within the high density areas in order to protect
water quality of the adjacent surface waters. As a result, Table 1 presents the stormwater volume required for
the high density areas with a summary of the BMP volume proposed to ensure sufficient stormwater
management criteria are met. The acreage of roads presented in Table 1 include the entire right-of-way, with
the percentage impervious representing an average based on the different sidewalk and pavement cross
sections proposed.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 4 of 6
"'
Table 1- Impervious Area and Stormwater Volume Summary
Area Location Total Area
(acres Avg. %
Impervious Impervious
Acreage Required Stormwater
Volume (cf) Proposed BMP
Volume (cf)
Phase l
Development Density 144.2 45.0 64.9 357,252 370,000
Roads - ROW 41.1 53.0 21.8 117,937 235,460
Open Space 117.7 5.0 5.9 0.0 152,720
Wetlands 17.5 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase I Subtotal 320.5 28.9 92.6 475,189 758,180
Phase II
Development Density 159.8 49.0 78.3 427,225 696,960
Roads - ROW 65.2 62.0 40.4 215,849 374,080
Open Space 78.4 5.0 3.9 0.0 696,960
Wetlands 136.2 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase II Subtotal 439.6 27.9 122.6 643,073 1,768,000
Phase III
Development Density 209.8 36.0 75.5 427,243 522,720
Roads - ROW 43.0 53.0 22.8 123,389 136,500
Open Space 109.1 2.0 2.2 0.0 38,500
Wetlands 193.8 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase III Subtotal 555.7 18.1 100.5 550,632 697,720
Site Totals 1,315.8 23.9 315.7 1,668,894 3,223,900
The anticipated treatment methods and volumes listed in Table 2 below were developed by analyzing the
master plan for possible locations of Low Impact BMPs such as bioretention areas and infiltration areas. The
plan also considers storage from the two wetponds proposed to be constructed in Phase I and 11 (12 acres
and 16 acres respectively). In locating particular BMPs throughout the development, we have essentially
allocated median space for bioretention, park space for infiltration, and pond space for wet ponds. In
anticipating available storage volumes, a maximum depth of 12 inches was used in both bioretention and
infiltration areas, while a storage depth of 24 inches was estimated in the wet pond. Bioretention areas are
limited to 12 inches of storage by regulation. Infiltration areas have no regulatory storage limit, however they
are limited to 2.0 acres of drainage area and are required to have an offline bypass, therefore, the 12 inch
estimated depth limitation was applied as a "correction factor" to account for some of these additional design
details to be worked out in the later stages of design.
BAL GRA COMMUNITY
Site Design Narrative
December 2010
Page 5 of 6
.! r
Table 2 - Proposed Stormwater BMP Summary

BMP Type Phase I
Volume (cf) Phase II
Volume (cf) Phase III
Volume (cf) Site Total
Volume (cf)
Bioretention (Medians) 235,460 187,040 0 422,500
Infiltration (Parks) 0 187,040 175,000 362,040
Wet Pond 522,720 1,393,920 522,720 2,439,360
TOTAL 758,180 1,768,000 697,720 3,223,900
Figure 1 presents a summary of the development phases and the associated drainage areas. The overall site
stormwater master plan seeks to provide early planning for stormwater management for the Bal Gra project.
The plan serves to set the criteria for site planning and design with consideration to stormwater volumes and
resulting water quality. Additionally, the goals of the plan include maximizing open space, centralized high
density areas and overall low density development. The BMPs presented promote infiltration and
bioretention of stormwater to reduce runoff volume and associated pollutant levels on a localized basis. Wet
ponds and more structural BMPs are used in conjunction with peak flow attenuation and overall site aesthetic
and recreation amenities. Final development of a stormwater management plan for permit level and final
design will consider Operations and Maintenance (O&M) of the proposed BMPs. The balance of BMPs may
be modified during final design, particularly in regard to the size of the wet ponds. However, stormwater
management on site will exceed the minimum volume required.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 6 of 6

9
i ?
Engineering
Associates, PLLC
06-Oct-2009
Process Description
Of
post office box 2369
swansboro, nc 28584
ph: 252.393.8562
fx: 252.393.1287
Water Reclamation Facilities (WRF)
Proposed to serve
Bal Gra Harbor
Bertie County, North Carolina
Bal Gra Harbor is a proposed mixed-use Planned Unit Development to be
located in eastern Bertie County, just south of US 17 and bordered by the Chowan River
and Salmon Creek. The development, when built out, will consist of approximately 2,900
residential units, both single and multi-occupancy, and some light office/retail space. A
wastewater treatment and disposal system is required to address the domestic sanitary
needs of the community. This document describes the character of that facility as it is
designed and proposed for permitting by the North Carolina Department of Environment
and Natural Resources, Division of Water Quality (DWQ), Aquifer Protection Section
(APS), Land Application Unit (LAU).
The facility will be classified as a reclaimed water facility and utilize high rate
infiltration ponds to assimilate the reclaimed water.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE I OF 14
1
PROCESS DESIGN PARAMETERS
Flow: 1.2 MGD (average daily flow)
1.8 MGD (peak dai ly flow)
Influent:
BOD5 < 270 mg/L
TSS < 250 mg/L
TKN < 50 mg/L
Total P < 8 mg/L
Temperature < 50°F - 770F
Finished reclaimed water:
BOD5 < 10 mg/L
TSS < 5 mg/L
Turbidity < 5 NTU
Total N < 7 mg/L
Total P < 2 mg/L
Fecal Coliforms < 14 cfu/100 mL
All are stated as monthly averages.
On 3-Mar-2008, "flow reduction" was granted to Cedar Creek Utilities, Inc. for the
treatment facilities by NCDENR Division of Water Quality to 82.78 gpd/br. No flow
reduction was granted for the collection system. Cedar Creek Utilities has ceded its
contractual rights to serve the project and thereby conveyed its flow reduction to
Albemarle Water and Sewer Association.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE 2 OF 14
? R
FACILITY DESCRIPTION
1. Off-Site Collection System
Although not included in the permitting package for the Water Reclamation
Facility (WRF), it is necessary to include a brief discussion of the sewage
collection system that will convey wastewater from the user properties to the
plant site.
As the Bal Gra site lacks significant vertical relief, it will be necessary to utilize a
number of pumping stations strategically located throughout the community. Flow
will be conducted from the various properties to the pump stations by gravity
collection mains.
Each pump station will be equipped with multiple submersible pumps selected to
provide pumping capacity consistent with DWQ peak to average ratios with one
pump not running, thereby providing equipment redundancy, should a pump fail.
Provisions will also be provided for connection of a portable pump, should major
electrical problems occur. Chemical feed facilities will be provided at each pump
station to elevate the pH of the wastewater to reduce potentials of grease buildup
and odor development. Flow from the pumps will be measured and conducted to
the WRF site by a sewer collection forcemain shared by all pump stations. In that
way, a problem at one pump station will not affect the performance of another as
would be the case if the stations were "daisy chained". Each pump station will be
equipped with a stationary standby generator with automatic transfer switch, and
radio based SCADA monitored at the WRF site, and providing off-site notification
of duty personnel of pump station problems, should they develop.
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2. Headworks
The flow from the sewer collection forcemain will be conducted first to the
headworks. The headworks consist of an influent flow measurement device, two
screening units and a grit separator/classifier.
Influent screening will be performed by two semi-circular mechanically cleaned
perforated screens each having a maximum hydraulic capacity of 5.75 MGD. The
screen perforations are sized to limit particulate passage to 3 mm. Screenings
removed from the flow are rinsed, using water from the on-site non-potable water
system, and then compacted to dewater the material and discharged into
collection receptacles for disposal in a landfill.
The influent will then be conducted to a mechanically enhanced cyclonic grit
removal system where any sands are removed, dewatered and discharged into a
collection receptacle for disposal in a landfill.
3. Influent Sampling
A refrigerated flow-proportionate composite sample will be provided at the
headworks, the analysis of the samples will provide baseline data for process
loading control.
4. Influent Flow Equalization
The pre-treated influent will then be conducted to two influent flow equalization
tanks. Tank construction will be Panelized Post-Stressed Pre-Cast Concrete with
poured-in-place base slab, to withstand wind loads anticipated in coastal areas
and aggressive atmospheres resulting both from application and coastal
environment. The tanks will each be 50-feet in diameter, with a maximum
sidewater depth of 20-feet and an usable water depth of 17.5 feet; providing a
usable storage volume of 256,890 gallons per tank for a total of 513,780 gallons
of equalization storage. Each tank will be equipped with floating mechanical
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 4 OF 14

aerator to maintain an aerobic complete-mixed environment. Each tank will be
equipped with an overflow weir that will prevent tank overflow by relieving any
excess quantity to the upset pond.
Influent will be pumped from the equalization tanks to the biological reactors by
three electrically driven pumps mounted on a concrete slab above ground. Each
pump is rated at 625 gallons per minute (gpm) or 0.9 MGD, allowing two pumps
to achieve the Peak Daily Flow rate.
5. Biological Reactors
Three (3) identical Sequencing Biological Reactors are provided. Each is rated at
1/3 of the design flows of 1.2 MGD (average day) and 1.8 MGD (peak day). Tank
construction will be the same as the Influent Flow Equalization Tanks. Each tank
will be 64-feet in diameter, with a side wall depth of 23-feet and a maximum
water depth of 21-feet. Each tank will equipped with an overflow weir that will
prevent tank overflow by relieving any excess quantity to the upset pond.
Each reactor will be equipped with a floating mixer to maintain biomass
suspension during all phases of operation and removable fine bubble diffusers.
The diffusers are provided air by four positive displacement blowers (one for
each reactor and one standby will be equipped with motor operated valves to
conduct its air flow to any of the reactor tanks). Each tank will equipped with an
overflow weir to relieve any excess quantity of liquid to the upset pond. A floating
decanter will be provided for removal of supernatant following the "settle" period.
Flow to the reactors from the headworks and decant from the reactor will be
controlled by motor operated valves.
Average hydraulic retention time in each reactor will be 13.8 hours at average
flow. Process cycle structure of the reactors will be:
Mixed-Fill - True Anoxic mixing, independent of aeration, with influent.
React-Fill - Aeration/Anoxic mixing with presence of influent
React - Aeration/Anoxic mixing under true Batch conditions
Settle - Quiescent solids/liquid separation
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Decant/idle - Effluent withdrawal via solids excluding decanter
Sludge Waste - Removal of excess biosolids
Cycle times are:
Number of Cycles per basin per day 4
Total Cycle Time 6 hours
Filling Time/Cycle 2 hours
Aeration Time/Cycle 2.67 hours
Mixing Time/Cycle 4.5 hours
Settling Time/Cycle 0.75 hours
Decanting Time/Cycle 0.75 hours
Sludge Waste Time/Cycle 11.77 minutes
Biological processes are aerobic reduction of carbon based oxygen demand,
aerobic conversion of ammonia based oxygen demand to nitrates, anoxic
reduction of nitrates to elemental nitrogen (N2T), and biological phosphorus
retention in biomass cell bodies.
Chemical storage and application facilities are provided to augment organic
carbon source and caustic to augment alkalinity to support anoxic process and
alum to supplement biological phosphorus removal.
Real-Time process control instrumentation primary devices are provided in each
reactor to monitor: Dissolved Oxygen (DO), pH and Oxidation Reduction
Potential (ORP)
6.
Post-SBR Flow Equalization
The SBR decant liquid will be conveyed by gravity to the Post-SBR Equalization
tank. As is the purpose with the Influent Flow Equalization, this tank will receive
liquid at a high rate of flow and discharge it to succeeding treatment processes at
a uniform rate of flow which allows downstream process facilities to be designed
more economically at the uniform rate.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE 6 OF 14
f ?
The single Post-SBR Equalization tank will be 43-feet in diameter, has a sidewall
height of 13-feet, and a maximum water depth of 10.6-feet. The functional
volume will be 93,730 gallons. The tank will be equipped with a floating
mechanical aerator. Tank construction will be pre-cast post-stressed concrete.
The tank will be equipped with an overflow weir that will prevent tank overflow by
relieving any excess quantity to the upset pond.
Decant will be pumped from the equalization tank to the Stage-1 filter system by
three electrically driven pumps. Each pump is rated at 625 gallons per minute
(gpm) or 0.9 MGD, allowing two pumps to achieve the Peak Daily Flow rate. The
pumps are controlled by Variable Frequency Drives (VFDs) which allow the
pumping rate to be varied as needed.
7. Filtration
Filtration will be accomplished by a two stage process. Both are mechanical in
nature, but vary in the size of particulate material that will be passed by the filter
media. The Stage-1 filter will remove all particles that exceed 10 microns (pm) in
size. The Stage-2 filter removes all particles that exceed 0.5 microns. (Most
bacteria and many viruses will be removed at this process point.) Equipment will
be provided to automatically clean the filter media upon the presence of certain
quantifiable conditions, such as head loss. All particulate material removed by
the filters will be returned to the head of the plant for re-processing.
8. Disinfection
The filtrate proceeds to a multi-chambered pre-cast concrete holding tank. The
filtrate will be quantified, irradiated with UV light to deactivate remaining micro-
biological and pathogen constituents, chlorinated as a redundant process to
assure a complete deactivation/kill of virus or other pathogen.
UV irradiation modifies the DNA and RNA in micro-organisms to the point that
they can't "replicate" (reproduce, which is the act or infection). Whereas, chlorine
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 7 OF 14

burns the cell wall of micro-organisms to the point that the cell wall ruptures,
killing them.
The UV system's light intensity and the feed rate of hypochlorite (chlorine) vary
based upon the rate of flow of water in the system.
9. Quality Monitoring
The disinfected water will be continuously monitored for turbidity (clarity), chlorine
concentration, ammonium and nitrate. If the water exceeds pre-set limits for
turbidity, or the sum of ammonium and nitrate, the water will be automatically
routed to the upset pond.
Water that is within the preset parameters is sampled and ready for pumping to
the infiltration ponds. This water is defined as "Reclaimed Water'. Under current
and proposed regulations, Reclaimed Water can be used for many purposes
including irrigation of crops for human consumption (proposed), industrial
process water, irrigation of lawns, irrigation of non-direct food chain crops, and a
multitude of other uses.
10. Sludge Handling and Disposal
The sludge removed from the SBR tanks will be pumped to one of two sludge
holding/digester tanks. Each tank will be 44-feet in diameter, have a sidewall
height of 23-feet and a maximum water depth of 20 feet. The tanks are again
post-stressed pre-cast concrete. Each tank will be equipped with a floating
mechanical aerator and fixed coarse bubble diffusers. Two blowers provide air to
the diffusers, an additional blower will be provided to serve as a backup air
source. Each tank will be equipped with a decant pump to provide for solids
concentration. Solids retention time in the digester tanks is calculated as 34
days.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 8 OF 14

Thereafter, the sludge will be dewatered by two solid-bowl centrifuges to a cake
of approximately 15-18% dry solids. The cake will be loaded onto a 30-cubic yard
dump trailer for delivery to either a compositing facility or landfill. Either must be
permitted by DWQ for receipt of the plant's sludge. An alternate disposal method
will be provided for use during the earlier portion of the facility's life, when loading
is less. In that process, the gravity thickened sludge is hauled as a liquid and
applied to properly permitted sludge application sites on agricultural fields. Land
application becomes infeasible as the plant load grows, due to necessities of
coordination of application with cropping systems on the application sites. We
have obtained a commitment from a licensed sludge disposal contractor, who
also serves a number of the municipal plants in the area of Bal Gra, for the
ultimate disposal of the residuals.
The decant (supernatant) withdrawn from the tanks and the centrate from the
centrifuges will be conveyed back to the head of the plant. As the flows will be
high in phosphorus, consideration is made to assure that the flows don't
constitute a slug load on the biological process. This will be accomplished by
measurement and flow-pacing both alum and caustic to the flow. The alum
causes a physio-chemical phosphorus floc precipitate that will not re-dissolve
and the caustic provides a favorable pH range for floc formation.
11. Process Control
Given the complexity and necessity of accurate real-time process control to help
assure uniform quality adequate to comply with permit requirements, an intuitive
computerized process control system is to be installed. The system, once loaded
with operational parameters (which the plant operator must change over time as
plant loading grows) utilizes real-time data obtained from flow transmitters, pH,
DO, and ORP sensors in each SBR tank, level sensors located in all tanks. Time
of each process step, blower operation, pump operation, chemical feed to bio-
reactors, are all controlled by the system. Also, general equipment monitoring for
performance and problems will be accomplished through the system. An on-site
Supervisory Control And Data Acquisition (SCADA) system will be provided to
communicate data and control requirements between the various process
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 9 OF 14

elements. Any equipment or process out-of-limit condition will be automatically
communicated to the operating personnel via cell phone 24-hours per day; and,
in the future, over a future 2-way radio system. With proper security clearance,
the system can be accessed over the internet for better definition of the problem
issue.
12. Upset Pond
An upset pond with storage capacity of 6,000,000 gallons (5-day) is to be
constructed adjacent to the process area, and contained within the same security
fence. The structure will be formed by an earthen berm, with side slopes of 4:1
and a "full" elevation of 36.0 msl and a berm top elevation of 38.0 msl, providing
a 2-foot "freeboard" above the "full" elevation. The lowest elevation of any of the
tank overflow weirs is set at 45.5 msl, providing 7.5 feet of available headloss to
overcome dynamic losses in the piping from any of the overflow weirs to the
upset pond, even at the pond's highest water level.
13. Chemical Storage
Chemicals are stored in bulk facilities on site. All chemical storage/application
areas are contained within spill containment structures. Should a spill occur, the
material will be held in a concrete containment structure for uploading or
neutralization.
14. Plant Water Source
Potable water for drinking, sanitation needs, and safety devices such as
emergency eye wash and showers will be obtained from the Bertie County Water
System.
In-plant water uses, such as screenings washing, tank cleaning, polymer dilution,
and chemical mixing will be provided by a non-potable water system. The system
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 10 OF 14

will take reclaimed water from the last tank in the disinfection process and pump
it to a 10,000 gallon hydropneumatic tank. It will be then be piped to the points of
use within the plant site. All valved outlets will be padlocked and available only to
authorized plant personnel. All above ground features will be painted the
prescribed Pantone 522 color for reclaimed water.
15. Reclaimed Water Pumping
Three electrically driven reclaimed water pumps are provided. Two have the
combined pumping capacity of 1.8 MGD, the third serves as a backup. The
pumps draw water from the last tank in the disinfection system and operate only
when the preset parameters of reclaimed water quality are met satisfactorily.
16. Reclaimed Water Piping
The reclaimed water will be conveyed through a system of High Density
Polyethylene (HPDE) mains to the infiltration ponds. HDPE was selected for its
high level of pipeline integrity, as it has no mechanical joints, and its resistance to
cyclic pressure changes resulting from cycling of the pumps supplying it. Also, as
it is a fusion welded flexible material it is less subject to mechanical failure due to
the movement of the expansive soils characteristic of the northeastern counties
of North Carolina. The pipe will be traced with a wire to allow for precise location
to help prevent cuts by contractors in the future, and will also be marked with
above ground indicator posts to advise contractors of the presence of the line in
the vicinity.
17. Infiltration Ponds
A system of six high-rate infiltration ponds (per 15A NCAC 02T .0700 et. seq.)
will be constructed at specified locations on site. Their location and controlling
elevations of high water and bottom were defined by Hydrogeologists and Soil
Scientists Ed Andrews and Associates, of Raleigh. Grading around the ponds will
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE II OF 14

be done so that surface water is excluded from the ponds. The ponds will have a
berm height no lower than 2-feet above high water level.
Each pond will be equipped with a groundwater recovery system which consists
of a series of small submersible pumps in gravel packed wells encircling the
pond that extend to a depth of 15-feet below the bottom of the adjacent pond.
The pumps selected have integral controls to prevent pump damage should the
pumping rate exceed the inflow rate to the well within which it is installed. The
operation of the pumps will be determined by the pond control system, to
maintain the water level in the pond within preset limits.
18. Pond Control System
The process of directing reclaimed water to the infiltration ponds proportionate to
their hydraulic conduction capacity, per Ed Andrews, will be controlled by a
separate radio-based SCADA system. The system also controls the disinfection
and reclaimed water pumping systems at the WRF site. The system:
¦ Monitors water flow rate from the Stage-2 filters to the UV reactors.
¦ Adjusts the power of the lamps in the UV reactors consistent with flow to
them.
¦ Adjusts the flow rate of hypochlorite solution to the flow.
¦ Monitors water level in the last tank of the disinfection facility.
¦ Monitors the output from the Residual Chlorine, Turbidity, Ammonium and
Nitrate analyzers.
¦ Controls the reclaimed water discharge pumps.
¦ Monitors flow rate from the reclaimed water discharge pumps.
¦ Controls motor operated reclaimed water inflow valves at each infiltration
pond.
¦ Monitors water level in each infiltration pond.
¦ Controls operation of groundwater recovery pumps.
¦ Monitors other conditions located at the control centers for the ponds.
¦ Monitors WRF on-site sewer pump station an future sewer pump stations
within the sanitary sewer collection system.
As with the on-site (WRF) SCADA system, equipment or system malfunctions
are relayed to plant operating personnel 24/7.
19. Electrical Power Redundancy
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 12 OF 14

A 1,250 kW diesel generator set with automatic transfer switching will be located
at the WRF site, to provide power during commercial power outages, such as
storms. A 10,000 above ground diesel fuel storage tank, located inside a spill
containment structure, will be provided. All WRF power will be routed through the
automatic transfer switch, thereby providing 100% redundancy to all process
functions.
A 45 kW propane vapor generator set with automatic transfer switching will be
located at each pond control center to help assure that the infiltration and
groundwater recovery systems continue to operate reliably during commercial
power outages. A 500-gallon buried propane tank will be provided for each
generator set. Propane was selected to avoid potential fuel spill issues, given the
relatively close proximity of the infiltration ponds to surface waters.
20. Groundwater Reuse
The main pond, which is central to the Bal Gra community, will be used for
recreational activities including canoeing, kayaking and other small boats. Water
from the pond will be used for irrigation of common areas and for maintaining the
level of the pond associated with the retail center. Both of these ponds will be
used for stormwater management as peak flow attenuation facilities. Each pond
will be equipped with two stage discharge weir structures, with an emergency
overflow to detain and control peak flow runoff to pre-development conditions for
varying storm events. Source water for the main pond will consist of groundwater
pumped from the groundwater control systems associated with the infiltration
ponds and stormwater from the surrounding sub-watershed, after it is been
treated for water quality within a BMP facility such as rain gardens or constructed
wetlands. Level in the main pond will be controlled by an impervious liner and the
first stage of the outlet weir with fluctuation to subsequent weirs functioning as
storage for peak flow attenuation.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 13 OF 14

21. Construction Phasing
As it is anticipated that the project will take 12 to 15 years to become fully
occupied, a phased implementation plan has been devised for the WRF.
PHASE 1 - Flows of 0.0 MGD 4 0.34 MGD
Headworks, complete
Two aerated influent equalization basins, complete
Three influent to SBR pumps
SBR Basins 2 & 3, with three blowers and valves.
Post-EQ basin and discharge pumps
Stage-1 Filter
Stage-2 Filter, complete, and bypass pump. Load media in filter to
accommodate 0.68 MGD (base load)
Bulk chemical storage/application building and equipment
Disinfection and water quality monitoring equipment
Non-Potable Water System
Two sludge holding tanks with three blowers.
Electrical to all above, with provisions for future equipment.
Site work, complete.
Ponds 5 & 6, and associated reclaimed water main, groundwater control
system and recovered groundwater main.
PHASE 2 - Flows 0.34 MGD 4 0.68 MGD
Ponds 1 & 2, with associated facilities.
Sludge dewatering facility, complete
PHASE 3 - Flows 0.68 MGD 4 1.2 MGD
Ponds 3 & 4, with associated facilities
SBR Basin 1 and 4th blower
Replace Stage-2 filter media with media sized for 1.2 MGD (based load)
Site piping and electrical conduit (no conductors) will be installed to within 20-feet
of future structures to minimize potential damage in future phases.
D:\BGH-090203\WRFTERM ITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 14 OF 14
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2008-01411 County. Bertie U.S.G.S. Quad: Merry Hill
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner/Agent: Forest City Land Group
Address: Attn: Joe L.esch
1928 South Blvd Suite 300
Charlotte, NC 28203
Telephone No.: 704-971-0067
Property description:
Size (acres) 1300 Nearest Town Merry Hill
Nearest Waterway Salmon Creek River Basin Chowan
USGS HUC 03010203 Coordinates N 36.052 W-76.4240
Location description Property is located at the end of Bal Gra Road. ofHWY 17, adiacent to the Chowan River and
Salmon Creek, in Merry Hill, Bertie County, North Carolina.
Indicate Which of the Following Apply:
A. Preliminary Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean
Water Act (CWA)(33 USC 4 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
_ The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five years.
X The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Reeulatory Official identified below on June 18, 2008. Unless there is a chance in the law or our published
regulations. this determination may be relied upon for a period not to exceed five years from the date of this
notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Page I of 2
X The property is located in one of the 20 Coastal Counties subiect to regulation under the Coastal Area
Management Act (CANA). You should contact the Division of Coastal Management in
Washington. NC, at [phone] to determine their requirements. '
Action Id. 2008-01411
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Josh Pelletier at 252-975-1616 ext. 34.
C. Basis For Determination
The wetlands on this site meet all three criteria as described in the 1987 wetland delineation manual and are a broad
continuum of wetlands associated with Salmon Creek and the Chowan River, both traditionally navigable waterways o!
the United States.
D. Remarks
E. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division
Attn:Josh Pelletier, Project Manager,
Washington Regulatory Field Office
Post Office Box 1000
Washington, North Carolina 27889
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by August 18, 2008.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date June 18.2008 Expiration Date June 18, 2013
The Wihnington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the Customer Satisfaction Survey located at our website at hqp://reaulatory.usacesmvev.comJ to
complete the survey online.
Copy furnished:
Kristin Shacochis-Brown
Kerr Environmental Services Corps
Page 2 of 2
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Applicant: Forest City Land Group File Number: 2008-01411 Date: June 18, 2008
At tached is:Jurisdictional Determination See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of A
permission)
PROFFERED PERMIT (Standard Permit or Letter of permission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I - The follo win g i.dernifie"s your ri and oPtt ' _ons regarding an admtnlstrative' appeal of the above
s
decision. Additional information may be found at http://www.usacc.army.mil/inet/fLmctions/cw/cecwo/reg or
.Corps regulations-at 33 CFR Part 331.
A: INMAL PROFFERED PERMIT: You may acceptor object to the permit.
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terns and conditions, and approved jurisdictional determinations associated with the permit.
OBJECT: If you object to the permit (Standard or LOP) because of certain terns and conditions therein, you may request that the
permit be modified accordingly. You must complete Section 11 of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section 11 of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved .ID.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT FOR UESTIONS OR INF ORMATION:
If you have questions regarding this decision If you only have questions regarding the appeal process you
and/or the appeal process you may contact: may also contact:
Josh Pelletier Mr. Mike Bell, Administrative Appeal Review Officer
U.S. Army Corps of Engineers CESAD-ET-CO-R
Post Office Box 1000 U.S. Army Corps of Engineers, South Atlantic Division
Washington, North Carolina 27889 60 Forsyth Street, Room 9M15
[phone] ex 34 Atlanta, Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
investigations.
Date: Telephone number.
Signature of appellant or agent.
For appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this
form to:
District Engineer, Wilmington Regulatory Division, Attn:Josh Pelletier, Project Manager,
Washington Regulatory Field Office, Post Office Boa 1000, Washington, North Carolina 27889
For Permit denials and Proffered Permits send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Mike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Forsyth Street, Room 9M15, Atlanta,
Georgia 30303-8801
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?D?ETIR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Coleen H. Sullins
Dee Freeman
C T 2010
Governor Director Secretary
Fred Matrulli, Regional Manager October 1, 2010
Forest City Land Group
1900 South Boulevard, Suite 300
Charlotte, NC 28203
Subject: Master Plan Stormwater Permit No. SW7100711
SAL-GRA
Overall Low Density Residential Subdivision with
Pockets of High Density
Dear Mr. Matrulli: Bertie County
The Washington Regional Office received a complete Master Plan Stormwater Management
Permit Application for BAL-GRA on July 16, 2010 and additional information on September 27
2010. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and
Title 15A NCAC 2H.1000. We are forwarding Permit No. SW7100711, dated October 11,
2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until rescinded, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information ncerning this matter, please
contact Samir Dumpor, or me at [phone].
Si erel?.
AH/sd:
cc:
Regional Supervisor
Surface Water Protection Section
S D\Pe rm its-Hyb rid-H D& L D\BAL-G RA
nc Wagner, PE, Hobbs, Upchurch & Associates,
Pines, NC 28388)
Bertie County Inspections
Division of Coastal Management
Washington Regional Office
Central Files
PA (PO Box 1737, Southern
North Carolina Division of Water Quality Intemet: Www ncwpterquality ore
943 Washington Square Mail Phone: [phone] One
Washington, NC 27889 FAX [phone] NorthCarohna
An Equal Opportunity/Affirmative Action Em*yer- 50% Recvctedlt0`A Post Consumer Paner ,?at?,,?;i' ill,-,/
M ?
State Stormwater Management Systems
Permit No. SW7100711
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
MASTER PLAN STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY SUBDIVISION DEVELOPMENT
WITH POCKETS OF HIGH DENSITY
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Forest City Land Group
BAL-GRA
Bertie County
FOR THE
Clearing and grading activities associated with this residential and commercial
development in compliance with the provisions of Session Law 2008-211 and 15A
NCAC 2H A 000 (hereafter referred to as the "stormwater rules' and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
1. This permit is effectiveonly with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The overall tract built-upon area percentage for the project must be maintained at
24% per the requirements of Session Law 2008-211 and Section .1005 of the
stormwater rules.
3. During the period beginning on the effective date of the Master Plan Stormwater
management Permit SW7100711, the Permitee is authorized to clear and grade
the proposed site. Stormwater runoff from the site shall be in accordance with
the following conditions:
Only clearing and grading activities are permitted. The Permitee must
submit a modification request and receive approval prior to the
construction of any built-upon surfaces.
The clearing and grading activities approved for this site is subject to the
Sedimentation Erosion Control (SEC) requirements of North Carolina,
therefore, a stormwater'management permit is required' for any future
development on any part of the project area.
Perna 7 of S

State Stormwater Management Systems
Permit No. SW7100711
• A vegetated buffer/setback is required to be maintained between all
impervious surfaces and surface waters. Minimum required
buffer/setback width of 50' shall be provided.
4. Within the low density portions of the permitted project, the only runoff
conveyance systems allowed will be vegetated conveyances such as swales with
minimum side slopes of 3:1 (H:V) as defined in the stormwater rules and as
shown on the approved plan.
11. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
3. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
4. The runoff from all built-upon area within the drainage area of the pocket of high
density permitted stormwater system must be directed into the permitted
stormwater control system.,
5. Within the low density portions of the permitted project, all roof drains shall
terminate at least 30 feet from the mean high water mark of surface waters.
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
whic Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
must be recorded showing all such required `easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Paoe 3 of 5

State Stormwater Management Systems
Permit No. SW7100711
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11 If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina' Erosion and Sediment Control
Planning and Design Manual.
13. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans' and specifications, and
other supporting data.
14. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency.' The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals' including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re-vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
15. Records of maintenance activities must be kept by the permittee. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
16. Prior to transfer of the permit, the stormwater facilities will be-inspected _% DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
17. The site may not be subdivided, sold, or developed with impervious surfaces until
a modification to this permit is submitted and approved.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a completed
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality, signed by the parties involved, along with the applicable documents as
listed on page 2 of the form. The project must be in good standing with DWQ.
The approval of this request will be considered on its merits and may or may not
be approved.
rf--- A s 9

State Stormwater Management Systems
Permit No. SW7100711
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with _North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes within 30 days.
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 11th day of October, 2010.
OF?TH CA70?INA'ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Pane .Fi of .8i
December 16, 2010
Mr. Roberto Scheller
N. C. Division of Water Quality Phone [phone]
Washington Regional Office Fax [phone]
943 Washington Square Mall
Washington, North Carolina 27889
Re: Bal Gra Subdivision and Marina, Bertie County, North Carolina (10080)
Request for Additional Information, DWQ Project # 07-1753
Dear Mr. Scheller:
The letter is in response to your letter of October 22, 2010 to Fred Matrulli and Joe Lesch of
Forest City Land Group concerning the referenced project and associated 401 Water Quality
Certification. The information attached is based on the level of project design completed to date.
A Site Design Narrative and drawings are attached that address the project elements identified in
your letter.
Each issue in your letter is addresses as follows:
1. We have attached drawings printed at 24" x 36" format. We have included the project
Site Plan and several others that address other elements of the site design. A Site Design
Narrative is also attached describing to the detail available the site design elements
addressed in this submittal.
2. There are three bridged wetland crossings in the upland development portion of the
project. Plan profile drawings are attached that show preliminary designs of three
wetlands crossings on Sheet 05, 06 and 07. We have also attached a letter to Kevin Hart
of the N. C. Division of Marina Fisheries that include drawings showing wetland impacts
associated with the hotel, Canoe House and Creek Club piers and access walkways. The
widths and lengths (hotel pier) have been reduced as a result of concern raised by
NCDMF. If additional details are required, it is requested that DWQ make submittal,
review and approval of the crossing details a condition of the CAMA Permit.
3. The bridge crossing plan profile drawings, Sheets 05, 06 and 07 include pipe crossing
concepts. It is proposed that waterlines be attached to the bridges and other utilities such
as force mains, electrical and communications utilities be installed using trenchless
construction methods in wetland crossing locations.
r r
Mr. Roberto Scheller December 16, 2010
Page 2 of 2
4. Details of outfalls to wetlands have not been developed. There will be two outfalls from
main ponds A and B (see Sheet 01) to adjacent wetlands. The discharges to the heads of
the wetlands will not exceed pre-development discharges at those points. Those
discharges and any erosion effects are regulated by the Land Quality Section and by the
stormwater management permitting process. Securing of those permits will provide a
multi-agency review of the outfalls and placement and sizing of any velocity control
devices at the two outfall locations.
5. Sheet 01 provides property lines and delineated wetland lines.
6. The attached narrative provides a description of the Wastewater Reuse Facilities (WRF)
which includes the wastewater treatment plant, the infiltration ponds and the groundwater
reuse system. Locations of infiltration ponds are provided on the drawings. Details of
each infiltration pond are provided on Sheets 02 and 03 and include setbacks, grading,
pool elevations, groundwater withdrawal wells and setbacks. The infiltration ponds will
have no impact on wetlands.
7. The phases of the development are delineated on Sheet 0l . Phased construction of the
WRF is described in the narrative.
I want to thank you for your cooperation in resolving these important issues
Please call me if you have questions or need additional information.
Sincerely,
BAY DESIGN GROUP, P.C.
J. W. Forman Jr., P. E.
Senior Engineer
Attachments
CC: Joe Lesch, Forest City Land Group
Doug Huggett, NCDCM, Morehead City

BAL GRA HARBOR
Bertie County, North Carolina
SITE DESIGN NARRATIVE
Introduction
This description of site design elements for BAL GRA Harbor is based in the level of design that has been completed
for the project to date. That design includes preparation and permitting of a Stormwater Master Plan, detailed design of
the wastewater treatment and effluent disposal systems, a conceptual layout of the site road and lot lines, and
preliminary design of the waterfront elements of the project including the marina and marina access walkways, boat
ramp improvements, and the hotel, canoe house and creek club piers. A description of the stormwater management
system is provided excerpted from the Stormwater Management Master Plan Narrative prepared by Hobbs Upchurch
Associates along with a copy of the Stormwater Master Plan Permit No. SW7100711, Issued October 11, 2010. Also
attached are 24" x 36" drawings showing details of infiltration ponds, wetland fill areas and crossings and a letter to
Kevin Hart of N. C. Division of Marine Fisheries which describes and includes revised permit drawings impacts to
wetlands associated with the hotel, Canoe House, and Creek Club Piers.
Wastewater Reclamation Facility
The facility proposed for treatment of wastewater and disposal of treated effluent will be classified as a reclaimed water
facility (WRF). The system will utilize high rate infiltration ponds to reclaim and utilize the treated effluent. A
description of the treatment and groundwater recovery systems is provided in "Process Description of Water
Reclamation Facilities (WRF) Proposed to serve Bal Gra Harbor Bertie County, North Carolina", prepared by JRB
Engineering Associates, PLLC and dated October 2009. The descriptions provided herein are excerpted from that
document.
Infiltration Ponds
A system of six high-rate infiltration ponds (per 15A NCAC 02T .0700 et. seq.) will be constructed at specified
locations on site. Their location and controlling elevations of high water and bottom were defined by Hydrogeologists
and Soil Scientists Ed Andrews and Associates, of Raleigh. Grading around the ponds will be done so that surface water
is excluded from the ponds. The ponds will have a berm height no lower than 2-feet above high water level. Sheet 01
(attached) shows the locations of the six ponds. Sheets 02 and 03 show details of each pond including the pool
elevations, grading details, location of groundwater reuse and recovery systems and routes of force main piping for
water from the groundwater recovery and reuse systems to the two main ponds (A and B).
Each pond will be equipped with a groundwater recovery system which consists of a series of small submersible pumps
in gravel packed wells encircling the pond that extend to a depth of 15-feet below the bottom of the adjacent pond. The
pumps are located approximately 115 feet from the high water line in each pond (see Sheet 02). The pumps selected
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 1 of 6
i S
have integral controls to prevent pump damage should the pumping rate exceed the inflow rate to the well within which
it is installed. The operation of the pumps will be determined by the pond control system which will maintain the water
levels in the ponds within preset limits. There will be an approximate one 1:1 ratio of the groundwater recovery
volume to the treated effluent discharged to the infiltration ponds. Flows to the ponds will be monitored by a SCADA
system of controls and reporting systems which will control and manage water levels in the ponds by controlling flows
to ponds from the wastewater treatment facility.
The infiltration ponds will be excavated into a site which has soils that typically consist of a layer of expansive clays
over clean sands. Clay contamination of the sands in the bottoms of the ponds will be prevented by lining the upper
clay soil slopes of the ponds with a PPE lagoon liner held in place by an articulated concrete erosion control mat
extending down the side slopes of each pond a distance 2 feet below the bottom of the clay layer (see typical infiltration
pond construction cross section, Sheet 02). The liner will seal the clay slopes preventing erosion of the clay and
subsequent clogging of the sand pores which would otherwise inhibit or prevent transmission of the pond water to the
ground water and recovery system.
Groundwater Reuse
The main ponds A and B (see Sheet 01), which are central to the Bal Gra Harbor, will be used for recreational activities
including canoeing, kayaking and other small boats. Water from the ponds will be used for irrigation of common areas
and for maintaining the level of the pond associated with the retail center. Both of these ponds will be used for
stormwater management as peak flow attenuation facilities. Each pond will be equipped with two stage discharge weir
structures, an emergency overflow to detain and control peak flow runoff to pre-development conditions for varying
storm events. Source water for the main pond will consist of groundwater pumped from the groundwater recovery
systems associated with the infiltration ponds and stormwater from the surrounding sub-watershed after it is been
treated for water quality within a BMP facility such as rain gardens or constructed wetlands. Level in the main ponds
will be controlled by an impervious liner and the first stage of the outlet weir with fluctuation to subsequent weirs
functioning as storage for peak flow attenuation.
WRF Construction Phasing
It is anticipated that the project will take 12 to 15 years to become fully developed. For that reason, a phased
implementation plan has been devised for the WRF including the infiltration ponds.
PHASE 1 - Flows of 0.0 MGD 4 0.34 MGD
Headworks, complete
Two aerated influent equalization basins, complete
Three influent to SBR pumps
SBR Basins 2 & 3, with three blowers and valves.
Post-EQ basin and discharge pumps
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 2 of 6
i j
Stage-1 Filter
Stage-2 Filter, complete, and bypass pump. Load media in filter to accommodate 0.68 MGD (base load)
Bulk chemical storage/application building and equipment
Disinfection and water quality monitoring equipment
Non-Potable Water System
Two sludge holding tanks with three blowers.
Electrical to all above, with provisions for future equipment.
Site work, complete.
Ponds 5 & 6, and associated reclaimed water main, groundwater control system and recovered groundwater main.
PHASE 2 - Flows 0.34 MGD 4 0.68 MGD
Ponds 1 & 2, with associated facilities.
Sludge dewatering facility, complete
PHASE 3 - Flows 0.68 MGD 4 1.2 MGD
Ponds 3 & 4, with associated facilities
SBR Basin 1 and 4t' blower
Replace Stage-2 filter media with media sized for 1.2 MGD (based load)
Attachments
Process Description of Water Reclamation Facilities (WRF) Proposed to serve Bal Gra Harbor Bertie County, North
Carolina", prepared by JRB Engineering Associates, PLLC, October 2009.
U. S. Army Corps of Engineers, Wilmington District, Notification of Wetlands Determination, June 18, 2008.
Master Stormwater Permit No. SW 100711, Issued October 11, 1022.
Bay Design Group letter to Kevin Hart, N. C. Division of Marine Fisheries with attachments.
Drawings
Sheet 01 - Site Plan
Sheet 02 - Infiltration Pond Details - Sheet 1 of 2
Sheet 03 - Infiltration Pond Details - Sheet 2 of 2
Sheet 04 - Site Plan - Wetland Impacts
Sheet 05 - Wetland Crossing "A"
Sheet 06 - Wetland Crossing "B"
Sheet 07 - Wetland Crossing "C"
BAL GRA HARBOR December 16, 2010
Site Design Narrative Page 3 of 6

Stormwater Management Plan
The Bal Gra Property is located within Bettie County at the confluence of the Chowan River, the Albelmarle
Sound and Salmon Creek. The mouth of the Chowan River, Salmon Creek and the Albemarle Sound adjacent
to the site are classified as Class C Nutrient Sensitive Waters (NSW). Additionally, Bettie County is included
as one of the twenty Coastal Counties identified by the North Carolina Department of Environmental
Resources (NCDENR) as regulated under session law 2008-211 regarding management of stormwater. Since
the adjacent water bodies are classified NSW, the site is regulated by Section 2(b)(3) of the session law which
defines density criteria and the required stormwater management measures. Low density development is
considered a built upon area (BUA) of equal to or less than 24%.
The following discussion presents a Master Planning level Stormwater Management Plan for the proposed
site. The goal of this stormwater management plan is to set the design criteria for the density of the site and
provide general sizing and type of Best Management Practices (BMPs) that will be incorporated into the site
design and allow the site densities to be realized while achieving stormwater management goals. This section
summarizes the proposed densities with respect to the individual site phases while also listing anticipated
treatment methodologies and overall required volumes. The anticipated runoff volumes listed in Table 1 and
2 below were calculated using the simple method as required when permitting with NCDENR. The design
rainfall for water quality in this area is 1.5 inches as required by the Coastal County Stormwater Rule.
Bal Gra is proposed to be developed in three phases. The phases will consist of a combination of low density
residential and concentrated high density community center areas with an overall site goal of low density.
Phase I is anticipated to consist of residential lots, streets, and open space, and will be developed in
accordance with low density requirements, with the exception of a higher density community beach club area
along Albemarle Sound with smaller lot residential, townhomes, multi-family residential, hotel and some small
retail and office uses. Phase II will be developed as a high density development consisting of smaller lot
residential, townhomes, multi-family residential, mixed-use, and waterfront amenities, including a Retail Town
Center, marina, and hotel. Phase III will be developed as a low density development consisting of residential
lots, streets and open space.
Table 1 below summarizes the development density area for each phase as well as the overall site. The table
also indicates the total site acreage and the proposed overall site density design criteria as 23.9% for low
density status. While the overall density is considered low, the stormwater management plan proposes
installation of various BMPs throughout the site, particularly within the high density areas in order to protect
water quality of the adjacent surface waters. As a result, Table 1 presents the stormwater volume required for
the high density areas with a summary of the BMP volume proposed to ensure sufficient stormwater
management criteria are met. The acreage of roads presented in Table 1 include the entire right-of-way, with
the percentage impervious representing an average based on the different sidewalk and pavement cross
sections proposed.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 4 of 6
t
Table 1- Impervious Area and Stormwater Volume Summary
Area Location Total Area
(acres Avg. %
Impervious Impervious
Acreage Required Stormwater
Volume (cf) Proposed BMP
Volume (cf)
Phase l
Development Density 144.2 45.0 64.9 357,252 370,000
Roads - ROW 41.1 53.0 21.8 117,937 235,460
Open Space 117.7 5.0 5.9 0.0 152,720
Wetlands 17.5 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase I Subtotal 320.5 28.9 92.6 475,189 758,180
Phase II
Development Density 159.8 49.0 78.3 427,225 696,960
Roads - ROW 65.2 62.0 40.4 215,849 374,080
Open Space 78.4 5.0 3.9 0.0 696,960
Wetlands 136.2 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase II Subtotal 439.6 27.9 122.6 643,073 1,768,000
Phase III
Development Density 209.8 36.0 75.5 427,243 522,720
Roads - ROW 43.0 53.0 22.8 123,389 136,500
Open Space 109.1 2.0 2.2 0.0 38,500
Wetlands 193.8 0.0 0.0 0.0 n/a
Coastal Wetlands 0.0 0.0 0.0 0.0 n/a
Phase III Subtotal 555.7 18.1 100.5 550,632 697,720
Site Totals 1,315.8 23.9 315.7 1,668,894 3,223,900
The anticipated treatment methods and volumes listed in Table 2 below were developed by analyzing the
master plan for possible locations of Low Impact BMPs such as bioretention areas and infiltration areas. The
plan also considers storage from the two wetponds proposed to be constructed in Phase I and II (12 acres
and 16 acres respectively). In locating particular BMPs throughout the development, we have essentially
allocated median space for bioretention, park space for infiltration, and pond space for wet ponds. In
anticipating available storage volumes, a maximum depth of 12 inches was used in both bioretention and
infiltration areas, while a storage depth of 24 inches was estimated in the wet pond. Bioretention areas are
limited to 12 inches of storage by regulation. Infiltration areas have no regulatory storage limit, however they
are limited to 2.0 acres of drainage area and are required to have an offline bypass, therefore, the 12 inch
estimated depth limitation was applied as a "correction factor" to account for some of these additional design
details to be worked out in the later stages of design.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 5 of 6
Table 2 - Proposed Stormwater BMP Summary

BMP Type Phase I
Volume (cf) Phase II
Volume (cf) Phase III
Volume (cf) Site Total
Volume (cf)
Bioretention (Medians) 235,460 187,040 0 422,500
Infiltration (Parks) 0 187,040 175,000 362,040
Wet Pond 522,720 1,393,920 522,720 2,439,360
TOTAL 758,180 1,768,000 697,720 3,223,900
Figure 1 presents a summary of the development phases and the associated drainage areas. The overall site
stormwater master plan seeks to provide early planning for stormwater management for the Bal Gra project.
The plan serves to set the criteria for site planning and design with consideration to stormwater volumes and
resulting water quality. Additionally, the goals of the plan include maximizing open space, centralized high
density areas and overall low density development. The BMPs presented promote infiltration and
bioretention of stormwater to reduce runoff volume and associated pollutant levels on a localized basis. Wet
ponds and more structural BMPs are used in conjunction with peak flow attenuation and overall site aesthetic
and recreation amenities. Final development of a stormwater management plan for permit level and final
design will consider Operations and Maintenance (O&M) of the proposed BMPs. The balance of BMPs may
be modified during final design, particularly in regard to the size of the wet ponds. However, stormwater
management on site will exceed the minimum volume required.
BAL GRA COMMUNITY December 2010
Site Design Narrative Page 6 of 6
r t
PROCESS DESIGN PARAMETERS
Flow: 1.2 MGD (average daily flow)
1.8 MGD (peak daily flow)
Influent:
BOD5 < 270 mg/L
TSS < 250 mg/L
TKN < 50 mg/L
Total P < 8 mg/L
Temperature < 50OF - 770F
Finished reclaimed water:
BOD5 < 10 mg/L
TSS < 5 mg/L
Turbidity < 5 NTU
Total N < 7 mg/L
Total P < 2 mg/L
Fecal Coliforms < 14 cfu/100 mL
All are stated as monthly averages.
On 3-Mar-2008, "flow reduction" was granted to Cedar Creek Utilities, Inc. for the
treatment facilities by NCDENR Division of Water Quality to 82.78 gpd/br. No flow
reduction was granted for the collection system. Cedar Creek Utilities has ceded its
contractual rights to serve the project and thereby conveyed its flow reduction to
Albemarle Water and Sewer Association.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE 2 OF 14
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FACILITY DESCRIPTION
1. Off-Site Collection System
Although not included in the permitting package for the Water Reclamation
Facility (WRF), it is necessary to include a brief discussion of the sewage
collection system that will convey wastewater from the user properties to the
plant site.
As the Bal Gra site lacks significant vertical relief, it will be necessary to utilize a
number of pumping stations strategically located throughout the community. Flow
will be conducted from the various properties to the pump stations by gravity
collection mains.
Each pump station will be equipped with multiple submersible pumps selected to
provide pumping capacity consistent with DWQ peak to average ratios with one
pump not running, thereby providing equipment redundancy, should a pump fail.
Provisions will also be provided for connection of a portable pump, should major
electrical problems occur. Chemical feed facilities will be provided at each pump
station to elevate the pH of the wastewater to reduce potentials of grease buildup
and odor development. Flow from the pumps will be measured and conducted to
the WRF site by a sewer collection forcemain shared by all pump stations. In that
way, a problem at one pump station will not affect the performance of another as
would be the case if the stations were "daisy chained". Each pump station will be
equipped with a stationary standby generator with automatic transfer switch, and
radio based SCADA monitored at the WRF site, and providing off-site notification
of duty personnel of pump station problems, should they develop.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 3 OF 14

2. Headworks
The flow from the sewer collection forcemain will be conducted first to the
headworks. The headworks consist of an influent flow measurement device, two
screening units and a grit separator/classifier.
Influent screening will be performed by two semi-circular mechanically cleaned
perforated screens each having a maximum hydraulic capacity of 5.75 MGD. The
screen perforations are sized to limit particulate passage to 3 mm. Screenings
removed from the flow are rinsed, using water from the on-site non-potable water
system, and then compacted to dewater the material and discharged into
collection receptacles for disposal in a landfill.
The influent will then be conducted to a mechanically enhanced cyclonic grit
removal system where any sands are removed, dewatered and discharged into a
collection receptacle for disposal in a landfill.
3. Influent Sampling
A refrigerated flow-proportionate composite sample will be provided at the
headworks, the analysis of the samples will provide baseline data for process
loading control.
4. Influent Flow Equalization
The pre-treated influent will then be conducted to two influent flow equalization
tanks. Tank construction will be Panelized Post-Stressed Pre-Cast Concrete with
poured-in-place base slab, to withstand wind loads anticipated in coastal areas
and aggressive atmospheres resulting both from application and coastal
environment. The tanks will each be 50-feet in diameter, with a maximum
sidewater depth of 20-feet and an usable water depth of 17.5 feet; providing a
usable storage volume of 256,890 gallons per tank for a total of 513,780 gallons
of equalization storage. Each tank will be equipped with floating mechanical
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 4 OF 14

aerator to maintain an aerobic complete-mixed environment. Each tank will be
equipped with an overflow weir that will prevent tank overflow by relieving any
excess quantity to the upset pond.
Influent will be pumped from the equalization tanks to the biological reactors by
three electrically driven pumps mounted on a concrete slab above ground. Each
pump is rated at 625 gallons per minute (gpm) or 0.9 MGD, allowing two pumps
to achieve the Peak Daily Flow rate.
5. Biological Reactors
Three (3) identical Sequencing Biological Reactors are provided. Each is rated at
1/3 of the design flows of 1.2 MGD (average day) and 1.8 MGD (peak day). Tank
construction will be the same as the Influent Flow Equalization Tanks. Each tank
will be 64-feet in diameter, with a side wall depth of 23-feet and a maximum
water depth of 21-feet. Each tank will equipped with an overflow weir that will
prevent tank overflow by relieving any excess quantity to the upset pond.
Each reactor will be equipped with a floating mixer to maintain biomass
suspension during all phases of operation and removable fine bubble diffusers.
The diffusers are provided air by four positive displacement blowers (one for
each reactor and one standby will be equipped with motor operated valves to
conduct its air flow to any of the reactor tanks). Each tank will equipped with an
overflow weir to relieve any excess quantity of liquid to the upset pond. A floating
decanter will be provided for removal of supernatant following the "settle" period.
Flow to the reactors from the headworks and decant from the reactor will be
controlled by motor operated valves.
Average hydraulic retention time in each reactor will be 13.8 hours at average
flow. Process cycle structure of the reactors will be:
Mixed-Fill - True Anoxic mixing, independent of aeration, with influent.
React-Fill - Aeration/Anoxic mixing with presence of influent
React - Aeration/Anoxic mixing under true Batch conditions
Settle - Quiescent solids/liquid separation
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 5 OF 14

Decant/Idle - Effluent withdrawal via solids excluding decanter
Sludge Waste - Removal of excess biosolids
Cycle times are:
Number of Cycles per basin per day 4
Total Cycle Time 6 hours
Filling Time/Cycle 2 hours
Aeration Time/Cycle 2.67 hours
Mixing Time/Cycle 4.5 hours
Settling Time/Cycle 0.75 hours
Decanting Time/Cycle 0.75 hours
Sludge Waste Time/Cycle 11.77 minutes
Biological processes are aerobic reduction of carbon based oxygen demand,
aerobic conversion of ammonia based oxygen demand to nitrates, anoxic
reduction of nitrates to elemental nitrogen (N2T), and biological phosphorus
retention in biomass cell bodies.
Chemical storage and application facilities are provided to augment organic
carbon source and caustic to augment alkalinity to support anoxic process and
alum to supplement biological phosphorus removal.
Real-Time process control instrumentation primary devices are provided in each
reactor to monitor: Dissolved Oxygen (DO), pH and Oxidation Reduction
Potential (ORP).
Post-SBR Flow Equalization
6.
The SBR decant liquid will be conveyed by gravity to the Post-SBR Equalization
tank. As is the purpose with the Influent Flow Equalization, this tank will receive
liquid at a high rate of flow and discharge it to succeeding treatment processes at
a uniform rate of flow which allows downstream process facilities to be designed
more economically at the uniform rate.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION
PAGE 6 OF 14

The single Post-SBR Equalization tank will be 43-feet in diameter, has a sidewall
height of 13-feet, and a maximum water depth of 10.6-feet. The functional
volume will be 93,730 gallons. The tank will be equipped with a floating
mechanical aerator. Tank construction will be pre-cast post-stressed concrete.
The tank will be equipped with an overflow weir that will prevent tank overflow by
relieving any excess quantity to the upset pond.
Decant will be pumped from the equalization tank to the Stage-1 filter system by
three electrically driven pumps. Each pump is rated at 625 gallons per minute
(gpm) or 0.9 MGD, allowing two pumps to achieve the Peak Daily Flow rate. The
pumps are controlled by Variable Frequency Drives (VFDs) which allow the
pumping rate to be varied as needed.
7. Filtration
Filtration will be accomplished by a two stage process. Both are mechanical in
nature, but vary in the size of particulate material that will be passed by the filter
media. The Stage-1 filter will remove all particles that exceed 10 microns (lam) in
size. The Stage-2 filter removes all particles that exceed 0.5 microns. (Most
bacteria and many viruses will be removed at this process point.) Equipment will
be provided to automatically clean the filter media upon the presence of certain
quantifiable conditions, such as head loss. All particulate material removed by
the filters will be returned to the head of the plant for re-processing.
8. Disinfection
The filtrate proceeds to a multi-chambered pre-cast concrete holding tank. The
filtrate will be quantified, irradiated with UV light to deactivate remaining micro-
biological and pathogen constituents, chlorinated as a redundant process to
assure a complete deactivation/kill of virus or other pathogen.
UV irradiation modifies the DNA and RNA in micro-organisms to the point that
they can't "replicate" (reproduce, which is the act or infection). Whereas, chlorine
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 7 OF 14

burns the cell wall of micro-organisms to the point that the cell wall ruptures,
killing them.
The UV system's light intensity and the feed rate of hypochlorite (chlorine) vary
based upon the rate of flow of water in the system.
9. Quality Monitoring
The disinfected water will be continuously monitored for turbidity (clarity), chlorine
concentration, ammonium and nitrate. If the water exceeds pre-set limits for
turbidity, or the sum of ammonium and nitrate, the water will be automatically
routed to the upset pond.
Water that is within the preset parameters is sampled and ready for pumping to
the infiltration ponds. This water is defined as "Reclaimed Water". Under current
and proposed regulations, Reclaimed Water can be used for many purposes
including irrigation of crops for human consumption (proposed), industrial
process water, irrigation of lawns, irrigation of non-direct food chain crops, and a
multitude of other uses.
10. Sludge Handling and Disposal
The sludge removed from the SBR tanks will be pumped to one of two sludge
holding/digester tanks. Each tank will be 44-feet in diameter, have a sidewall
height of 23-feet and a maximum water depth of 20 feet. The tanks are again
post-stressed pre-cast concrete. Each tank will be equipped with a floating
mechanical aerator and fixed coarse bubble diffusers. Two blowers provide air to
the diffusers, an additional blower will be provided to serve as a backup air
source. Each tank will be equipped with a decant pump to provide for solids
concentration. Solids retention time in the digester tanks is calculated as 34
days.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 8 OF 14

Thereafter, the sludge will be dewatered by two solid-bowl centrifuges to a cake
of approximately 15-18% dry solids. The cake will be loaded onto a 30-cubic yard
dump trailer for delivery to either a compositing facility or landfill. Either must be
permitted by DWQ for receipt of the plant's sludge. An alternate disposal method
will be provided for use during the earlier portion of the facility's life, when loading
is less. In that process, the gravity thickened sludge is hauled as a liquid and
applied to properly permitted sludge application sites on agricultural fields. Land
application becomes infeasible as the plant load grows, due to necessities of
coordination of application with cropping systems on the application sites. We
have obtained a commitment from a licensed sludge disposal contractor, who
also serves a number of the municipal plants in the area of Bal Gra, for the
ultimate disposal of the residuals.
The decant (supernatant) withdrawn from the tanks and the centrate from the
centrifuges will be conveyed back to the head of the plant. As the flows will be
high in phosphorus, consideration is made to assure that the flows don't
constitute a slug load on the biological process. This will be accomplished by
measurement and flow-pacing both alum and caustic to the flow. The alum
causes a physio-chemical phosphorus floc precipitate that will not re-dissolve
and the caustic provides a favorable pH range for floc formation.
11. Process Control
Given the complexity and necessity of accurate real-time process control to help
assure uniform quality adequate to comply with permit requirements, an intuitive
computerized process control system is to be installed. The system, once loaded
with operational parameters (which the plant operator must change over time as
plant loading grows) utilizes real-time data obtained from flow transmitters, pH,
DO, and ORP sensors in each SBR tank, level sensors located in all tanks. Time
of each process step, blower operation, pump operation, chemical feed to bio-
reactors, are all controlled by the system. Also, general equipment monitoring for
performance and problems will be accomplished through the system. An on-site
Supervisory Control And Data Acquisition (SCADA) system will be provided to
communicate data and control requirements between the various process
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 9 OF 14

elements. Any equipment or process out-of-limit condition will be automatically
communicated to the operating personnel via cell phone 24-hours per day; and,
in the future, over a future 2-way radio system. With proper security clearance,
the system can be accessed over the internet for better definition of the problem
issue.
12. Upset Pond
An upset pond with storage capacity of 6,000,000 gallons (5-day) is to be
constructed adjacent to the process area, and contained within the same security
fence. The structure will be formed by an earthen berm, with side slopes of 4:1
and a "full" elevation of 36.0 msl and a berm top elevation of 38.0 msl, providing
a 2-foot "freeboard" above the "full" elevation. The lowest elevation of any of the
tank overflow weirs is set at 45.5 msl, providing 7.5 feet of available headloss to
overcome dynamic losses in the piping from any of the overflow weirs to the
upset pond, even at the pond's highest water level.
13. Chemical Storage
Chemicals are stored in bulk facilities on site. All chemical storage/application
areas are contained within spill containment structures. Should a spill occur, the
material will be held in a concrete containment structure for uploading or
neutralization.
14. Plant Water Source
Potable water for drinking, sanitation needs, and safety devices such as
emergency eye wash and showers will be obtained from the Bertie County Water
System.
In-plant water uses, such as screenings washing, tank cleaning, polymer dilution,
and chemical mixing will be provided by a non-potable water system. The system
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 10 OF 14

will take reclaimed water from the last tank in the disinfection process and pump
it to a 10,000 gallon hydropneumatic tank. It will be then be piped to the points of
use within the plant site. All valved outlets will be padlocked and available only to
authorized plant personnel. All above ground features will be painted the
prescribed Pantone 522 color for reclaimed water.
15. Reclaimed Water Pumping
Three electrically driven reclaimed water pumps are provided. Two have the
combined pumping capacity of 1.8 MGD, the third serves as a backup. The
pumps draw water from the last tank in the disinfection system and operate only
when the preset parameters of reclaimed water quality are met satisfactorily.
16. Reclaimed Water Piping
The reclaimed water will be conveyed through a system of High Density
Polyethylene (HPDE) mains to the infiltration ponds. HDPE was selected for its
high level of pipeline integrity, as it has no mechanical joints, and its resistance to
cyclic pressure changes resulting from cycling of the pumps supplying it. Also, as
it is a fusion welded flexible material it is less subject to mechanical failure due to
the movement of the expansive soils characteristic of the northeastern counties
of North Carolina. The pipe will be traced with a wire to allow for precise location
to help prevent cuts by contractors in the future, and will also be marked with
above ground indicator posts to advise contractors of the presence of the line in
the vicinity.
17. Infiltration Ponds
A system of six high-rate infiltration ponds (per 15A NCAC 02T .0700 et. seq.)
will be constructed at specified locations on site. Their location and controlling
elevations of high water and bottom were defined by Hydrogeologists and Soil
Scientists Ed Andrews and Associates, of Raleigh. Grading around the ponds will
D:\BGH-090203\WRFTERM ITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 11 OF 14

be done so that surface water is excluded from the ponds. The ponds will have a
berm height no lower than 2-feet above high water level.
Each pond will be equipped with a groundwater recovery system which consists
of a series of small submersible pumps in gravel packed wells encircling the
pond that extend to a depth of 15-feet below the bottom of the adjacent pond.
The pumps selected have integral controls to prevent pump damage should the
pumping rate exceed the inflow rate to the well within which it is installed. The
operation of the pumps will be determined by the pond control system, to
maintain the water level in the pond within preset limits.
18. Pond Control System
The process of directing reclaimed water to the infiltration ponds proportionate to
their hydraulic conduction capacity, per Ed Andrews, will be controlled by a
separate radio-based SCADA system. The system also controls the disinfection
and reclaimed water pumping systems at the WRF site. The system:
¦ Monitors water flow rate from the Stage-2 filters to the UV reactors.
¦ Adjusts the power of the lamps in the UV reactors consistent with flow to
them.
¦ Adjusts the flow rate of hypochlorite solution to the flow.
¦ Monitors water level in the last tank of the disinfection facility.
¦ Monitors the output from the Residual Chlorine, Turbidity, Ammonium and
Nitrate analyzers.
¦ Controls the reclaimed water discharge pumps.
¦ Monitors flow rate from the reclaimed water discharge pumps.
¦ Controls motor operated reclaimed water inflow valves at each infiltration
pond.
¦ Monitors water level in each infiltration pond.
¦ Controls operation of groundwater recovery pumps.
¦ Monitors other conditions located at the control centers for the ponds.
¦ Monitors WRF on-site sewer pump station an future sewer pump stations
within the sanitary sewer collection system.
As with the on-site (WRF) SCADA system, equipment or system malfunctions
are relayed to plant operating personnel 24/7.
19. Electrical Power Redundancy
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 12 OF 14

A 1,250 kW diesel generator set with automatic transfer switching will be located
at the WRF site, to provide power during commercial power outages, such as
storms. A 10,000 above ground diesel fuel storage tank, located inside a spill
containment structure, will be provided. All WRF power will be routed through the
automatic transfer switch, thereby providing 100% redundancy to all process
functions.
A 45 kW propane vapor generator set with automatic transfer switching will be
located at each pond control center to help assure that the infiltration and
groundwater recovery systems continue to operate reliably during commercial
power outages. A 500-gallon buried propane tank will be provided for each
generator set. Propane was selected to avoid potential fuel spill issues, given the
relatively close proximity of the infiltration ponds to surface waters.
20. Groundwater Reuse
The main pond, which is central to the Bal Gra community, will be used for
recreational activities including canoeing, kayaking and other small boats. Water
from the pond will be used for irrigation of common areas and for maintaining the
level of the pond associated with the retail center. Both of these ponds will be
used for stormwater management as peak flow attenuation facilities. Each pond
will be equipped with two stage discharge weir structures, with an emergency
overflow to detain and control peak flow runoff to pre-development conditions for
varying storm events. Source water for the main pond will consist of groundwater
pumped from the groundwater control systems associated with the infiltration
ponds and stormwater from the surrounding sub-watershed, after it is been
treated for water quality within a BMP facility such as rain gardens or constructed
wetlands. Level in the main pond will be controlled by an impervious liner and the
first stage of the outlet weir with fluctuation to subsequent weirs functioning as
storage for peak flow attenuation.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 13 OF 14
J
21. Construction Phasing
As it is anticipated that the project will take 12 to 15 years to become fully
occupied, a phased implementation plan has been devised for the WRF.
PHASE 1 - Flows of 0.0 MGD --) 0.34 MGD
Headworks, complete
Two aerated influent equalization basins, complete
Three influent to SBR pumps
SBR Basins 2 & 3, with three blowers and valves.
Post-EQ basin and discharge pumps
Stage-1 Filter
Stage-2 Filter, complete, and bypass pump. Load media in filter to
accommodate 0.68 MGD (base load)
Bulk chemical storage/application building and equipment
Disinfection and water quality monitoring equipment
Non-Potable Water System
Two sludge holding tanks with three blowers.
Electrical to all above, with provisions for future equipment.
Site work, complete.
Ponds 5 & 6, and associated reclaimed water main, groundwater control
system and recovered groundwater main.
PHASE 2 - Flows 0.34 MGD 4 0.68 MGD
Ponds 1 & 2, with associated facilities.
Sludge dewatering facility, complete
PHASE 3 - Flows 0.68 MGD 4 1.2 MGD
Ponds 3 & 4, with associated facilities
SBR Basin 1 and 4th blower
Replace Stage-2 filter media with media sized for 1.2 MGD (based load)
Site piping and electrical conduit (no conductors) will be installed to within 20-feet
of future structures to minimize potential damage in future phases.
D:\BGH-090203\WRF\PERMITTING\2009.10.06 - PROCESS DESCRIPTION PAGE 14 OF 14
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2008-01411 County: Bertie U.S.G.S. Quad: Merry Hill
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner/Agent: Forest City Land Group
Address: Attn: Joe Lesch
1928 South Blvd Suite 300
Charlofte. NC 28203
Telephone No.: 704-971-0067
Property description:
Size (acres) 1300 Nearest Town Merry Hill
Nearest Waterway Salmon Creek River Basin Chowan
USGS HUC 03010203 Coordinates N 36.052 W-76.4240
Location description Property is located at the end of Bal Gra Road, off HWY 17, adincent to the Chowan River and
Salmon Creek, in Merry Hill, Bertie County, North Carolina.
Indicate Which of the Following Apply:
A. Preliminary Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean
Water Act (CWA)(33 USC S 1344). Unless there is a change in the law or our published regulations this
determination may be relied upon for a period not to exceed five years from the date of this notification
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five years.
X The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on June 19, 2008 Unless there is a change in the law or our published
regulations, this determination may be relied upon fora period not to exceed five years from the date of this
notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Page l of 2
X The property is located in one of the 20 Coastal Counties sabiect to regulation under the Coastal Area
Management Act (CAMA). You should contact the Division of Coastal Management in
Washington, NC. at (2321916-6481 to determine their reouirements.
Action Id. 2008-01411
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Josh Pelletier at 252-975-1616 ext. 34.
C. Basis For Determination
The wetlands on this site meet all three criteria as described in the 1987 wetland delineation manual and are a broad
continuum of wetlands associated with Salmon Creek and the Chowan River, both traditionally navigable waterways of
the United States.
D. Remarks
E. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division
Attn:Josh Pelletier, Project Manager,
Washington Regulatory Field Office
Post Office Box 1000
Washington, North Carolina 27889
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by August 18. 2008.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date June 18, 2008 Expiration Date June 18, 2013
The Wihnington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the Customer Satisfaction Survey located at our website at hgp:l/regulatorv.usacesurvey.com/ to
complete the survey online.
Copy furnished:
Kristin Shacochis-Brown
Kerr Environmental Services Corps
Page 2 of 2

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Applicant: Forest City Land Group File Numb
er: 2008-01411
Date: June 18, 2008
At tached is:Jurisdictional Determination See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of A
permission)
PROFFERED PERMIT (Standard Permit or Letter of permission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION 1- The follbvA%"identifies your rights and options regarding an administrative appeal of the above
decision. Additional information maybe found at httpJ/www.usace.army.mil/inet/f mctions/ew/cecwo/reQ or
Corps regulatons.at 33 CFR Part 33.1.
A: INITIAL PROFFERED PERA Tf: You may accept or object to the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.

D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INMAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT F©RR IJESTIONS OR INF ORMATION:
If you have questions regarding this decision If you only have questions regarding the appeal process you
and/or the appeal process you may contact: may also contact:
Josh Pelletier Mr. Mike Bell, Administrative Appeal Review Officer
U.S. Army Corps of Engineers CESAD-ET-CO-R
Post Office Box 1000 U.S. Army Corps of Engineers, South Atlantic Division
Washington, North Carolina 27889 60 Forsyth Street, Room 9M15
[phone] ex 34 Atlanta, Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
investigations.
Date: Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this
form to:
District Engineer, Wilmington Regulatory Division, Attn:Josh Pelletier, Project Manager,
Washington Regulatory Field Office, Post Office Box 1000, Washington, North Carolina 27889
For Permit denials and Proffered Permits send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Mike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Forsyth Street, Room 9M15, Atlanta,
Georgia 30303-8801

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Beverly Eaves Perdue Coleen H. Sullins
Governor Director
OC 4 2010
Fred Matrulli, Regional Manager
Forest City Land Group
1900 South Boulevard, Suite 300
Charlotte, NC 28203
Subject: Master Plan Stormwater Permit No. SW7100711
SAL-GRA
Overall Low Density Residential Subdivision with
Pockets of High Density
Dear Mr. Matrulli: Bertie County
The Washington Regional Office received a complete Master Plan Stormwater Management
Permit Application for BAL-GRA on July 16, 2010 and additional information on September 27,
2010. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and
Title '15A NCAC 2H.1000. We are forwarding Permit No. SW7100711, dated October 11,
2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until rescinded, and shalt be subject to
the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information oncerning this matter, please
contact Samir Dumpor, or me at [phone].
Si eretJ .
'AI F?Inc??'?'
Regional Supervisor
Surface Water Protection Section
AH/sd: D1Permits-Hybrid-HD&LDIBAL-GRA
cc: nc Wagner, PE, Hobbs, Upchurch & Associates, PA (PO Box 1737, Southern
Pines, NC 28388)
Bertie County Inspections
Division of Coastal Management
Washington Regional Office
Central Files
North Carolina Division of Water Quality Internet: www.ncwaterquality.9m
943 Washington Square Mall Phone: [phone] ?TOne
Washington, NC 27889 FAX [phone] NO hCarohna
An Equal Opportunity/Affirmative Action Employer - 50% Recvded/10% Post Consumer Paw 171,1 r,71111
V
I CDE?IR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Dee Freeman

State Stormwater Management Systems
Permit No. SW7100711
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
MASTER PLAN STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY SUBDIVISION DEVELOPMENT
WITH POCKETS OF HIGH DENSITY
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Forest City Land Group
BAL-GRA
Bertie County
FOR THE
Clearing and grading activities associated with this residential and commercial
development in compliance with the provisions of Session Law 2008-211 and 15A
NCAC 2H .1004 (hereafter referred to as the "stormwater rules' and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and, other supporting data.
2. The overall tract built-upon area percentage for the project must be maintained at
24% per the requirements of Session Law 2008-211 and Section .1005 of the
stormwater rules.
3. During the period beginning on the effective date of the Master Plan Stormwater
management Permit SW7100711, the Permitee is authorized to clear and grade
the proposed site. Stormwater runoff from the site shall be in accordance with
the following conditions:
• Only clearing and grading activities are permitted. The Permitee must
submit 'a modification request and receive approval prior to the
construction of any built-upon surfaces.
• The clearing and grading activities approved for this site is subject to the
Sedimentation Erosion Control (SEC) requirements of North Carolina,
therefore, a `stormwater'management 'permit is required` for any future
development on any part of the project area.
Pnna 7 of R
M ?+
State Stormwater Management Systems
Permit No. SW7100711
4.
• A vegetated buffer/setback is required to be maintained between all
impervious surfaces and surface waters. Minimum required
buffer/setback width of 50' shall be provided.
Within the low density portions of the permitted project, the only runoff
conveyance systems allowed will be vegetated conveyances such as swales with
minimum side slopes of 3:1 (H:V) as defined in the stormwater rules and as
shown on the approved plan.
It. SCHEDULE OF COMPLIANCE
1
2
3.
4
5.
6.
7.
8.
9
No homeowner/lot owner/developer shall fill in, alter, or. pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
managements stem without submitting a revision to the permit and receiving
approval from the Division.
The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
The runoff from all built-upon area within the drainage area of the pocket of high
density permitted stormwater system must be directed into the permitted
stormwater control' system..
Within the low density portions of the permitted project, all roof drains shall
terminate at least 30 feet from the mean high water mark of surface waters.
The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d Redesign or addition to the approved amount of built-upon area.
e. Further subdivision; acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought:
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
The Director may determine that other revisions to the project should require a
modification to the permit.
All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded' easements. The final'
lats for the project
must be recorded showing all such required easements, in accordance with the
approved plans.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Page 3 of 5
a
State Stormwater Management Systems
Permit No. SW7100711
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification` must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion Control' device, it must'be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. Permanent seeding requirements for the stormwater control must follow the
gguidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual
13. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved, plans and specifications, and
other supporting data.
14. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved`Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to;
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal
c. Mowing and re-vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping
g. Access to all components of the system must be available at all times.
15. Records of maintenance activities must be kept by the permittee. The records will
indicate the date, activity, name of person performing the work and what'actions
were taken.
16. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
17. The site may not be subdivided, sold, or developed with impervious surfaces until
a modification to this permit is submitted and approved.
Ill. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change' ownership, or there is a name change of the Permittee, a completed
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality, signed by the parties involved, along with the applicable documents as
listed on page 2 of the form. The project must be in good standing with DWQ.
The approval of this request will be considered on its merits and may or may not
be approved.

State Stormwater Management Systems
Permit No. SW7100711
for Coieen u ire or'
Division of Water Quality
By Authority of the Environmental Management Commission
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shalltake immediate corrective action,
including those as maybe required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes within 30 days.
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 11th day of October, 2010.
NO H CA INA ENVIRONMENTAL MANAGEMENT COMMISSION
VY -7T=

Panes S nf S

December 16, 2010
Mr. Kevin Hart
N. C. Division of Marine Fisheries
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Phone [phone]
Fax [phone]
Email: [e-mail]
Re: CAMA Major Modification Bal Gra Harbor LLC (10080)
Bertie County, North Carolina
Dear Mr. Hart:
The letter is in response to your memorandum of September 16, 2010 to Doug Huggett
concerning the referenced project and CAMA Permit application. The applicant has agreed to
resolution of the issues raised in your letter as discussed in our phone conversation of October 14,
2010.
It is proposed to resolve each issue in your letter as follows:
1. NCDMF requests that pile driving and debris removal be done outside the AFSA
moratorium period February 15 to October 31. The applicant agrees to complete pile
driving and debris removal during the period from November 1 to February 14. It is
requested that this be a condition of the CAMA Permit.
2. Bridges crossing wetlands. Applicant agrees that any bridges associated with roadway
bridges constructed over wetlands in such a manner as to minimize damage to wetlands.
Also, the applicant agrees to design underground utilities to minimize installation in
wetlands. We have evaluated each of six crossings or incidental encroachments on 404
wetlands that will result from construction of roads and bridges in the upland areas.
These were prepared for the Washington office of the Division of Water Quality (Roberto
Scheller) in response to their comments concerning the 401 Water Quality Certification.
Drawings are provided showing each of three road crossings and three minor wetlands
fills. Work in the wetlands will include driving piles for bridge supports and trenching
for utility installation. The roads have been aligned in the overall sight plan to minimize
impacts to wetlands in the upland areas of the project. Copies of those drawings are
attached to this letter.
3. Hydrilla information postings: Applicant agrees to place informational signs at the water
access points including Canoe House, Creek Club, Boat Ramp and Hotel pier locations.
} T r
Mr. Kevin Hart December 16, 2010
Page 2 of 3
4. Stumps and debris removal - The applicant agrees to make a pre-construction
identification of debris and stump removal locations with DMF and WRC biologists a
condition of the permit. This would mean that, prior to removal of debris in and near the
marina footprint, the contractor and owner will coordinate with the two agencies to
identify the location of debris to be removed. It is requested that preconstruction debris
location be included as a condition of the CAMA permit.
5. Minimization of impacts to Public trust waters.
a. Hotel pier - after the pier is constructed with a railing, the walking width will be
just over 9 feet. The applicant prefers to maintain the 10 foot total width. The
length is indeed about 60 feet longer than piers extending into the Chowan River
from the existing residential development. The applicant agrees to adjust the
length to approximate the lengths of the other piers nearby. The over water
portion of the pier is adjusted to 180 feet from 240 feet in the original permit
drawing. Figures 13 and 14 of the permit drawings are revised to show the
reduced pier length and are attached.
b. Creek club piers. We agree to reduce the width of the access pier and floating
dock at the Creek club from 10 feet to 8 feet. 8 feet of width of these piers is
adequate. Figures 15 and 17 of the permit drawings are revised to show the
reduced pier widths and are attached.
c. Canoe House Pier - We agree to reduce width of access pier form 10 feet to 8
feet. Remainder of piers to stay as proposed. Figures 16 and 17 of the permit
drawings are revised to show the reduced pier widths and are attached.
Revised drawings showing these modifications to the pier dimensions are attached
and incorporated into the permit application.
6. Pumpout station: As stated in the Environmental Assessment, the marina will be
operated in accordance with criteria required for designation as a "clean marina' by
DCM. A sewer pumpout device with be installed at the end of dock A that will pump
wastewater from boat heads through force main piping attached the piers into the site
wastewater treatment system by way of a manhole located near the marina club located
adjacent to the existing boat launching ramp. Check valves will be located at strategic
points in the force main to prevent emptying of the force main piping contents in the
event of a break in the pipe. The pumpout device is made for the sole purpose of
pumping sewage from boat heads. The devices are typically either peristaltic or
diaphragm pumps with motors of 1 to 5 horsepower (see attached catalog cuts for Pump-
a-Head system). The pumps are sized for the pumping distances and the change in
elevation between the dock and a sewer manhole onshore. The pumpout device is
typically located on the floating device at a location where boats are temporarily moored
for the sole purpose of accessing the pumpout device.
3 T _ r
Mr. Kevin Hart
December 16, 2010
Page 3 of 3
The operational aspects of the pumpout system have not been determined at this point in
the project development. But, it is suggested that the CAMA permit include conditions
that require the following:
• The pumpout devise should be operated by personnel trained in it operations and
maintenance.
• That clear water should pumped through the force main periodically to clean raw
sewage from the force main.
• That a spill response plan should be prepared and kept at the site and marina
personnel trained in accordance with the plan for prevention and cleanup of spills of
any potential pollutants including sewage from the pumpout device
The items discussed above address each of the concerns in your memorandum of September 16,
2010. If you are in agreement with the proposals presented above, please send me an email or
letter confirming your agreement.
I want to thank you for your cooperation in resolving these important issues. These measures will
enhance the project and work to further minimize the impacts on critical resources by the project.
Please call me if you have questions or need additional information.
Sincerely,
BAY DESIGN GROUP, P.C.
,//"J. W. Forman Jr., P. E.
Senior Engineer
Attachments
CC: Joe Lesch, Forest City Land Group
Doug Huggett, NCDCM, Morehead City
Roberto Scheller, NCDWQ, Washington Regional Office
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100' 0' 100' 200' -2.oo' EX. ELEV. AT DECIMAL POINT
PROJECT CLIENT DRAWING TITLE *GALE 1' SHEET#
=100'
EngkawN Sur"Ong R Land Plmintnp DATE: 06/28/10
aoe COMMEltM Avarua. 2wn: 2m ALF FCLG BAL GRA HARBOR, LLC. Rev. 1i110/10
BAY uaaEW-0 MY N01M CARWM 2=7 PROPOSED PIER
252-210-42ro n2-247-7300 BAL GRA HARBOR 1900 SOUTH BLVD SUITE 300 DRAM BY.
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CHARLOTTE, NC 28203 SITE PLAN PROJECT k JJw
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PROJECT.' CLIENT. DRAWING TITLE:
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IBAYM-247-4200 (F) 252-247-7300 BAL GRA HARBOR 1900 SOUTH BLVD SUITE 300
design group ?w.baydedwmpoup eom CHARLOTTE, NC 28203 SITE PLAN
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DATE: 08128110
Rev. 11110110

DruvO+ev: 15
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SCALE:
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DATE: 08/28110
Rev. 11110110

DRAM BY: 16

PROJECTN
10080-02
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BRACING WHERE CLEAR
HEIGHT-EXCEEDS 5'
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0 TIMBER PILES
SECTION G-G ELEVATED ACCESS PIER
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BRACING WHERE CLEAR
HEIGHT EXCEEDS 5'
HE
P 0 TIMBER PILES
SECTION 1-1 ELEVATED ACCESS PIER
ill = 4'
PROJECT:: CLIENT: DRAWING TITLE:
Engkoa p UmyMp t LOW PIaLnNq
305 COMMERCE AVENUE. SUrM am ALF FCLG BAL GRA HARBOR, LLC CANOE HOUSE/ 20557
BAY a 247-41100 -:i -tp 00 BAL GRA HARBOR 1900 SOUTH BLVD SUITE 300 CREEK CLUB
design group CHARLOTTE, NC 28203 DOCK DETAILS
SCALE: SHEETM
AS SHOWN
DATE: 06190/10
REV. 11110110
DRAwN BY
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PROJECT#
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