SW8081209_HISTORICAL FILE_20090105 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Qg 2 Oq
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
5d HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2oo9 of O 5
YYYYMMDD
i�

WA
Fil
Michael F. Easley, Governor
lY
January 5, 2009
Matthew T. Murphy, Manager
River Pointe Group, LLC
1202 N. Lake Park Blvd.
Carolina Beach, NC 28428
William G. Ross Jr, Secretary
North Carolina Department of Environment and Natural Resources
Subject: State Stormwater Management Permit No. SW8 081209
Riverside Development
High Density Subdivision Wet Pond Project
New Hanover County
Dear Mr. Murphy:
Coleco Ii. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for Riverside Development on December 18, 2008. 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 21-1.1000. We are forwarding
Permit No. SW8 081209, dated January 5, 2009, for the construction of the Riverside Development
project.
This permit shall be effective from the date of issuance until January 5, 2019, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance and Reporting 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 150E 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 please contact M.J. Naugle, or me at [phone].
Sincerely,
'Georgette cott
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\PERMIT\081209 jan09
cc: Jeff Malpass, P.E., Malpass Engineering, 910-392-5243, fax: [phone]
New Hanover County Planning Department
New Hanover County Engineering
,Wilmington Regional Office
Central Files No `hCarolina
M.J. Naugle AWA(ra//y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterqualitv.ore fax [phone]
An Equal Opportunity/AffrmaWe Action Employer — 50 % Recycled/10 % Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 081209
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
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
Matthew T Murphy and River Pointe Group, LLC
Riverside Development
2553 Castle Hayne Road, Wilmington, New Hanover County
FOR THE
Construction, operation and maintenance of two wet detention ponds in compliance with the
provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (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 January 5, 2019 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section I.(5) on page 3 of this permit. The subdivision is permitted for '166
lots, each allowed a maximum of 3,500 square feet of built -upon area, and three multi -
residence units.
3. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system.
4. The built -upon areas associated with this project shall be located at least 50 feet
landward of all perennial and intermittent surface waters.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 081209
5. The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
Pond #1
Pond #2
a. Drainage Area, acres:
2,759,642
1,514,008
Onsite, ft:
2,697,071
826,976
Offsite, ft :
62,571
687,032
b. Total Impervious Surfaces, ft :
1,018,209
851,192
Buildings, ft:
583,315
34,362
Roads/Parking, ft:
324 703
112,955
Other, ft:
47,620
16,843
Offsite, ft:
62,571
687,032
c. Average Pond Design Depth, feet:
3.5
3.0
d. TSS removal efficiency:
90%
90%
e. Design Storm, inches:
1.5
1.5
f. Permanent Pool Elevation, FMSL:
10
20.5
g. Permitted Surface Area PP, ft :
135,247
200,384
h. Permitted Storage Volume, ft:
176,149
157,819
i. Storage Elevation, FMSL:
11.20
21.25
'. Predevelo ment 1 year 24 hour, cfs:
6.97
3.06
k. Post development 1- r 24 hour, cfs:
175.35
135.10
I. Controlling Orifice "0 i e":
6
6
m. Permanent Pool Volume, ft :
430,445
630,117
n. Forebay Volume, ft:
80,759
127,220
o. Maximum Fountain Horsepower:
1
2
p. Receiving Stream / River Basin:
Northeast Cape Fear/Cape Fear
q. Stream Index Number:
18-74- 61
r. Classification of Water Body:
SC; SW
II. SCHEDULE OF COMPLIANCE
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. Decorative spray fountains will be allowed in the stormwater treatment system, subject
to the following criteria:
a. The fountain must draw its water from less than 2 foot below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for the fountain's pump is based on the permanent
pool volume. The maximum pump power for a fountain is listed in Section 1.5.o.
3. The permittee is responsible for verifying that the proposed built -upon area for the entire
lot does not exceed the maximum allowed by this permit. Once the lot transfer is
complete, the built -upon area may not be revised without approval from the Division of
Water Quality, and responsibility for meeting the built -upon area limit is transferred to the
individual property owner.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 081209
4. If an Architectural Review Board or Committee is set up by the permittee to review plans
for compliance with the BUA limit, the plans reviewed must include all proposed built -
upon area. Any approvals given by the Board do not relieve the homeowner of the
responsibility to maintain compliance with the permitted BUA limit.
5. 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.
6. 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.
7. 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.
8. The permittee shall submit for approval, final site layout and grading plans for any
permitted future development areas shown on the approved plans, prior to construction.
9. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
10. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
11. 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.
12. 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.
13. 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.
14. 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.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 081209
15. 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.
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.
16. The permittee shall submit to the Division of Water Quality an annual summary report of
the maintenance and inspection records for each BMP. The report shall summarize the
inspection dates, results of the inspections, and the maintenance work performed at
each inspection.
17. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 081209, as issued by the Division
of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
C. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the State of North Carolina, Division of Water
Quality.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is 3,500 square feet for 166 lots. The total
for the project is 1,869,401 square feet of BUA. This allotted amount includes any
built -upon area constructed within the lot property boundaries, and that portion of
the right-of-way between the front lot line and the edge of the pavement. Built
upon area includes, but is not limited to, structures, asphalt, concrete, gravel,
brick, stone, slate, coquina and parking areas, but does not include raised, open
wood decking, or the water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the street,
grading the lot to drain toward the street, or grading perimeter swales and
directing them into the pond or street. Lots that will naturally drain into the system
are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
i. If permeable pavement credit is requested, the property owner must submit a
request, with supporting documentation, to the permittee and receive approval
prior to construction of BUA.
18. A copy of the recorded deed restrictions must be submitted to the Division within 30
days of the date of recording the plat, and prior to selling lots. The recorded copy must
contain all of the statements above, the signature of the Permittee, the deed book
number and page, and the stamp/signature of the Register of Deeds.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 081209
19. 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.
20. If permeable pavement credit is desired, the permittee must submit a request to modify
the permit to incorporate such language as required by the Division of Water Quality.
The request to modify must include a soils report identifying the type of soil, the
Seasonal High Water Table elevation and the infiltration rate. Upon the successful
completion of a permit modification, the individual lot owners that request to utilize
permeable pavements must submit the necessary forms and documentation to the
permittee and receive approval prior to construction of the permeable pavement.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a
completed Name/Ownership Change form signed by both parties, to the Division of
Water Quality, accompanied by the supporting documentation as listed on page 2 of the
form. The approval of this request will be considered on its merits and may or may not
be approved.
2. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves a request to transfer the permit.
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) having 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 permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
7. The permit issued shall continue in force and effect until revoked or terminated. 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.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules and regulations contained in Session Law 2006-246, Title 15A NCAC
2H.1000, and NCGS 143-215.1 et.al.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 081209
11. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the fifth day of January 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
(,1�c�
r Coleen 0.Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 081209
Riverside Development
Stormwater Permit No. SW8 081209
New Hanover County
Desianer's Certification
Page 1 of 2
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
(Project)
for
Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 081209
Certification Requirements:
Page 2 of 2
The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
M.J. Naugle
Page 9 of 9

DEC 1 8 7008
USE ONLY
Date Received jBFLEPaid�' Permit Number
y{
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
River Pointe Group LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Matt Murphy Member/Manager '
3. Mailing Address for person listed in item 2 above:
1202 N. Lake Park Blvd
City: Carolina Beach State: NC Zip: 28428
Phone: ( 910 ) 458-5605 Fax: ( 910 ) 458-7709
Email: matt©secofconstruction.com
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Riverside Development
5. Location of Project (street address):
2553 Castle Hayne 1W
City: Wilmington County: New Hanover Zip: 28401
6. Directions to project (from nearest major intersection):
The site is approx. 2 miles from the intersection of 1-140 and NC-133 Travel south on NC-133 nearly 2 miles
and the entrance to the site will be on the west side of Castle Hayne Rd.
7. Latitude• 35_7:=1� 1V" Longitude "° i5, — vr— of project
3Y° f 7' /g ZW 77055'19 '� t
8. Contact person who can answer questions about the project:
Name: Matt Murphy Telephone Number. ( 910 ) 458-5605
Email: [e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
[]Renewal ❑Modification
Form SWU-101 Version 09.25.08
Page I of 4

2. If this application is being submitted as the result of a fenew I er gi$di�f ooion to an existing permit, list the
existing permit number anc its issue date if known)
3. Specify the type of project (check one): BY:_- -I
❑Low Density ®High Density ❑Redevelop []General Permit []Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Industrial Storm water
Ill. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated in 2 wet ponds
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. 'Total Property Area: 95.16 acres 4. Total Coastal Wetlands Area: 0.86 acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area**: 94.3 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA): 27.26
7. 1-low many drainage areas does the project have? 2
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Fnr hioh donsity nroiects. complete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Northeast Cape Fear River
Northeast Cape Fear River
Stream Class & Index No.
SC;Sw 18-74-(61)
SC;Sw,19-74-(61)
Total Drainage Area (sf)
2,759,642 iL 3 4�
1,514,008
On -site Drainage Area (so
2,697,071
826,976
Off -site Drainage Area (so
62,571
687,032
1-sxisting Impervious* Area (sf)
62,571 (off -site assumed 100%)
687,032 (off -site assumed 100%)
Proposed Impervious*Area (so
955,638
164,160
% Impervious* Area (total)
36.90
56.23
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
583,315
34,362
On -site Streets (so
304,282
35,477
On -site Parking (so
20,421
77,478
On -site Sidewalks (so
38,728
16,698
Other on -site (so
8,892
145
Off -site (st)
62,571
— 687,032
41 2'13r (,50
Total (sf): 1,018,209 851,792 0
* Inn Pervious area is def Pied as the built upon area including, but not limited to, buildings, roads, parking areas, � tvI
sidewalks, gravel areas, etc. \ t
**Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BUA).
Form SWU-101 Version09.25.08 Page 2of4

9. 1-low was the off -site impervious area listed above
Projects in Union County: Contact the DWQ Central Office staff to check to see ifyou project is located
within a Threatened & Endangered Species watershed that may be subject to more stringent stornnvater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from httl2://h2o.enr.state.nc.us/su/`bnip forms htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Porm DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the NC DWQ and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
13MP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Form SW40'I-Low Density
Form S W401-Curb Outlet System
Form SW40'1-Off-Site System
Form SW401-Wet Detention Basin
Form SW40'1-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW40'1-Permeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08 Page 3 of

�.� ll /1 • III II V .•�/Jly
VI. SUBMITTAL REQUIREMENTS DEC 1 8 2008
Only complete application packages will be accepted and reviewed;by,the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application -package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at httn //h2o.enr.state.nc.Lis/su/nisi maps.htm)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form JBM
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if JBM
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP J BM
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR J BM
• Calculations & detailed narrative description of stormwater treatment/management J3� M
• Copy of any applicable soils report JBM
• Two copies of plans and specifications (sealed, signed & dated), including:
JVA-
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VI1. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm): Malpass Engineering, P.C.
Mailing Address: '1134 Shipyard Blvd
City: Wilmington State: NC Zip: 28412
Phone: ( 910 ) 392-5243
Email: iefftnalpass©bizec.rr.com
VIIL APPLICANT'SCERTIFICATION
Fax: ( 910 ) 392-5203
1, (print or type name of person listed in General information, item 2) Matt Murphy
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1.1000.
Signature: Date: ,/z /��7g
Form SWU-101 Version 09.25.08 Page 4 of

High Density Residential Subdivisions I DEC 1 8 2008
In accordance with Title 15 NCAC 2H.1000, the Stormwater Management Regulations, deed restrictions and
protective covenants are required for High Density Residential Subdivisions where lots will be subdivided and
sold and runoff will be treated in an engineered stormwater control facility. Deed restrictions and protective
covenants are necessary to ensure that the development maintains a "built -upon" area consistent with the
design criteria used to size the stormwater control facility.
I, maid Murphy, , acknowledge, affirm and agree by my signature below, that I will
cause the followng deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number! 1W 1:3-c*5IZ C)j , as issued by the Division of Water Quality under
NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is 3 50 0 square feet. This allotted amount
includes any built -upon area constructed within the 0 property boundaries, and that portion of the
right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does
not include raised, open wood decking, or the water surface of swimming pools.
OR, if the proposed built -upon areas per lot will vary, please REPLACE #6 above with the following:
6. The maximum built -upon area per lot, in square feet, is as listed below:
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
This allotted amount includes any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water surface of swimming
pools.
7. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures.
I, 61 LEEn) KA y , a Notary Public in the
State of 6VT N (?Akot i JA County of 106-u) H79 oQ J E✓t
do hereby certify that 10,q 7T yn U 0- PH Y personally appeared
before me this the (9 '2) day of �S-k JC 20_2_y and acknowledge
the due execution of the foregoing instrument. Witness my hand and official k"101"'1111,,
.���
OZARY •': U
Signature = Z
Z
My Commission expires 9 a3 - a� i Z 'm`z pue���
Form DRPC-3 Rev.l Page 1 of 1

Permit Non
(fo t»pmvitl byeE OW[7J
DEC l 9 2008
3Y: __
.®.�s.i 2oF wn r�To
NCDENR o 9
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
IIDESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
%Impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr stone
Pre -development 1-yr, 24hr peak flow
Postdevelopment 1-yr, 24-hr peak Flow
PrelPost 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
910458-5605
2,759,642 ft°
1,018,209 fte
36.90 %
1.5 in
131,823 rya OK
176,149 ft" OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
0 ft'
it,
N (Y or N)
3.1 in
0.15 (uniffess)
0.51 (unitless)
5.39 inlhr OK
6.97 It Isec
175.35 ft�lsec
168.38 ft'Isec
11.20 fmsl
10.00 Ill
22.c7 firs) _ lo2oP a� aro`c) T
10.50 fmsi
9.50 fmsl
6.00 fmsl
5.00 first
1.00 it
Y (Y or N)
11.2 fmsl OK
Form SW401-Wel Detention Basin-Rev.5 Pans 1. & II. Design Summary-pondl, Page 1 of 2

..ail
DEC 1 S 2008
Permit Now ao�ilo�te-
(to be Provided by DWQ)
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, A°am-v,
Area, bottom of 10N vegetated shelf, A,i d„r
Area, sediment cleanout, top elevation (bottom of pond), Aye na,
Volumes
153,224 ft?
101,831 ft?
3.69 (unitless)
135,247 ft` OK
124,049 file
75,667 ft`
Volume, temporary pool
176,149 ft' OK
Volume, permanent pool, Vni n„_"
430,445 it'
Volume, forebay (sum of forebays if more than one forebay)
80,759 ft'
Forebay °%of permanent pool volume
18.8% % OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
MounlainlPiedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
3.69 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vve,,, cw
8°
Area provided, permanent pool,
Average depth calculated
fit
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, A°,,,, p,
135,247 tt`
OK
Area, bottom of 100 vegetated shelf, Aw mer
124,049 ft`
OK
Area, sediment cleanout, top elevation (bottom of pond), A�i .a
75,667 ft'
OK
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
3.50 N
OK
Average depth calculated
3.29 ft
OK
Average depth used in SAIDA, d„, (Round to nearest 0.5ft)
3.5 fit
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
6.00 in
Area of office (if -non -circular)
in'
Coefficient of discharge (Ce)
0.60 (unitless)
Driving head (H°)
0.32 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (Cw)
(unitless)
Length of weir (L)
It
Driving head (H)
It
Pre -development 1-yr, 24-hr peak flow
6.97 ft'/sec
Insufficient pre -development peak flow.
Post -development 1-yr, 24-hr peak flow
175.35 ft/sec
OK
Storage volume discharge rate (through discharge onfce or weir)
0.53 ft/sec
Storage volume drawdown time
3.83 days
OK, draws down in 2-5 days.
OK, dmwdown time is correct.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of towpath to width ratio
4 :1
OK
Length to width ratio
2.7 :1
OK
Trash rack for overflow 8 orifice?
Y (Y or N)
OK
Freeboard provided
9.3 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Captures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies
Pump
Form SW401-Wet Detention Basin-Rev.5 Parts I. a II. Design Summary-pondl, Page 2 of 2

DEC 1 g 200E Permit NO3 ;>J
(to be provided by DWQ)
REQUIRED
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No.
J am
I I� 5-23 B
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High Flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
JQ
V�
23
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
p
J U
I
7
3. Section view of the dry detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
M
M
7
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
�m
23
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for Forebay,
to verity volume provided.
p M
lll I
S
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
g Bm
J
Ccs
7. The supporting calculations.
sect
40 rm
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
see
9. A copy of the deed restrictions (if required).
JfiM
_i, o-
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1

DEC 1 S 7008
BY:_
Wet Detention Basin Operation and
Permit Number: W �(05 I Q'_
(to be provided by DWQ)
Drainage Area Number:
Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does R1 does not
This system (check one):
❑ does Q does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a clam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximatel six inches.
Dorm SW40I-Wet Detention Basin O&M-Rev.3 Page 1 of 4

DEC 1 8 1.008
F3Y:_
Penn it Number:_:5uj Ob�i�otag
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Frosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Pone SW40I-Wet Detention Basin O&M-Rev.3 Page 2 of 4

' yL i'l . Y' �� �• \T L 1.LL.J'
DEC 1 S 2008
^'Y:
Permit Number: S O U o/ aS V
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How 1 will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads I feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 3,0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 10A
Sediment Removal L . 7.0 I Pe manen Pool
Volume Sediment Removal Elevation Volume
Boltom Elevatio ,� -ft Min.
--------------------------
Sediment Bottom Elevation 5, 0 1-ft n
Storage Sedimei
Storage
FORE13AY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4

Z�r_L-0 JAY, :._�I permit Number: SUjFiU b ;9
DEC 1 8 2008 (to be provided by DwQ)
acknowledge and agree ry,my_signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Prq%ec! name: I`,Jer5t9e pedeIGernk f
BMP drainage area number:
Print name: /Ve-, // BVu, J/
Address: /Z02 Ge�l�/ l/ /j/✓Z
-e - 5 eq 5
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, E i C-( k,q ,t , a Notary Public for the State of
)ViteTFI (?-A P-or JA County of OOG:06 ] t A JpJE ✓L, do hereby certify that
/,I A'[(-- M U R PHY personally appeared before me this
day of ,n 06- , ROD ?, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
`oft ii EN rrrr
EEN .. o4�
'•�OTAgj
2VOVER COJ
rrrrhtnIWO
SEAL.
My commission expires
g. a-3- Q cqz
form SW40I-Wet Detention Basin O&M-Rev.3 Page 4 of 4

Permit No.� Q)
(to be provided 157 WO) "
® n
NCDENR
T
Project name
Contact person
Phone number
Date
Drainage area number
DEC l 8 2008
_BY:_ --
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
PrelPost 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the stale -required temp. pool?
Elevation of the top of the additional volume
Matt
910-458-5605
1,514,008 n'
851,192 ft'
56.22 %
1.5 in
020E w A rFROG
O � Y
105,247 it' OK
157,819 it' OK, volume provided is equal to or in excess of volume required.
ft'
n'
it,0 n'
N (Y or N)
3.1 in
0.15 tentless)
0.72 (unitless)
5.39 iNhr OK
3.06 ft'Isec
135.10 fit'/sec
132.04 ft'Isec
21.25 fmsl
_
20.50 fmsl
p�P OFF- tVt' ���Tt.ei
254 fmsl
21.00 fmsl
20.00 fmsl
16,90 fmsl
15.90 fmsl
1.00 it
Insufficient sediment storage provided
Y (Y or N)
21.3 fmsl
OK
Farm SW401-Wel Detention Basin-Rev.5 Parts I. a 11. Design Summary-pond2. Page 1 of 2

DEC 1 8 2008
Permit No...I.CY U" 5y
(to be provided by DWQ)
Area, temporary pool
217,093 ft'
Area REQUIRED, permanent pool
97,990 ft2
SAIDA ratio
6.47 limitless)
Area PROVIDED, permanent pool, A. p,
200,384 fit` OK
Area, bottom of 1Oft vegetated shelf, A,_" n
186,830 n`
Area, sediment cleanoul, top elevation (bottom of pond), Aq .
126,610 ft`
Volumes
Volume, temporary pool
157,819 ft' OK
Volume, permanent pool, Vp,,,,
630,117 ft'
Volume, forebay (sum of forebays if more than one forebay)
127,220 ft3
Forebay %of permanent pool volume
20.2% % OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
6.47 limitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, V,vmi
ft'
Area provided, permanent pool, A. a,,
ft`
Average depth calculated
It
Average depth used in SAIDA, d„, (Round to nearest 0.5ft)
It
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, A._,,
200,384 ft`
OK
Area, bottom of Wit vegetated shelf, Av, ,am
186,830 ff`
OK
Area, sediment cleanout, top elevation (bottom of pond), Ae,y�
126,610 ft2
OK
'Depth' (distance blw bottom of 10ft shelf and top of sediment)
3.10 ft
OK
Average depth calculated
3.08 It
OK
Average depth used in SAIDA, d„, (Round to nearest 0.511)
3.0 If
OK
Drawdown Calculations
Draw town through office?
Y
(Y or N)
Diameter of office (if circular)
6,00 in
Area of orifice (if-non�ciroular)
in2
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.16 It
Draw town through weir!
N
(Y or N)
Weir type
(unitless)
Coefficient of discharge (C..)
(unitess)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak flow
3.06 ft'/sec
Post -development 1-yr, 24-hr peak flow
135.10 ft'Isec
Storage volume discharge rate (through discharge orifice or weir)
0.39 ft'Isec
Storage volume drawdown time
4.73 days
Additional Information
Vegetated side slopes
3 :1
Vegetated shelf slope
10 :1
Vegetated shelf width
10.0 It
Length of flowpath to width ratio
3 :1
Length to width ratio
6.7 :1
Trash rack for overflow 8 office?
Y
(Y or N)
Freeboard provided
4.8 ft
Vegetated filter provided?
N
(Y or N)
Recorded drainage easement provided?
Y
(Y or N)
Capures all runoff at ultimate build -out?
Y
(Y or N)
Drain mechanism for maintenance or emergencies
Pump
Insufficient pre -development peak flow.
OK
OK, draws down in 2-5 days
OK, drawdown time is correct.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Form SW401-Wet Detention Basin-Rev.5 Pans I. a It. Design Summary-pond2, Page 2 of 2

DEC 1 8 2008
BY:
Permit No� �iO� Yojjj
(to be provided by DWQ)�
III. REQUIRED ITEMS CHECKLIST —�
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No:
J BM
(i 1155_23B
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High Flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
�M
2-3
2. Partial plan 0" = 30' or larqer) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filler strip.
J B
17
3. Section view of the dry detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
J Bf(1
23
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
15
to verify volume provided.
�M
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
see
entire drainage area is stabilized.
JBm
7. The supporting calculations.
J BIA
1)'M
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
AM
msfn'd+ms
9. A copy of the deed restrictions (if required).
J M
xa
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Pan III, Required Items Checklist, Page 1 of 1

DEC; l 8 '2008 Permit Number: 6W V)2_1Q&91
(to be provided by DINQ)
Drainage Area Number: Z
Wet Detention
and Maintenance Agreement
l will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does Q does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How 1 will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4

rD
E"4'L'
l82008
--—
Permit Number: GCf &O A
(to be provided by DWQ)
Drainage Area Number: Z
BMP element:
Potential problem:
Flow 1 will remediate theproblem:
The inlet device: pipe or
Swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
Swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accu mutated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the IMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
Prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4

DEC 1 8 2008
BY:
Permit Number: S W_ t t
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How 1 will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs,
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 3.6 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
13ASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 205
Sediment Removal . I70 Pe manen Pool
----------------- Volume Sediment Removal Elevation Volume
Bottom Elevatio I6.0 ft Min. ------- ------ -- ---- ---
Sediment Bottom Elevation I5,9 1-ft n.
Storage Sediment
Storage
FORE13AY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4

DEC 1 S 7.008 Permit Number:_
(m be provided by DWQ)
3Y: _
acknowledge and agree by my signature below that 1 am responsible for the
performance of the maintenance procedures listed above. 1 agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Nyasik
BA111 drainage area number:
Print name: 1-14 9, d
Title: oeari:Eef-—
Address: /ZO 2. G�,,��
Phone: I?/0 Y5-
Signature: v
Date: to �Z3%OS�
Note: 'rhe legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, I t ,) k,q y a Notary Public for the State of
�ptW (2✓4jeOt.,J,4 , County of A)Eee-) R,4jnrL, do hereby certify that
✓+7T /NI t-e& P14 )� personally appeared before me this 2 _a
day of �td ,t)F o?po , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
N t Kq y'iii
TAR)-'.�S
' 'O•
Z '• �puB`\G 7Z`
• ....... Jam`.
NO vo 111 CO %
SEAL
My commission expires
�3-ao(�
Form SW401-Wet Detention Basin O&M-Rev.3 Page 4 of 4

STATE STORM WATER CALCULATIONS
DEC 1 8 2008
Riverside Development
FOR:
RIVER POINTE GROUP, LLC
1202 NORTH LAKE PARK BLVD.
CAROLINA BEACH, N.C. 28428
PH 910-458-5605
FAX [phone]
`„e6ue�eFeFF�
af
DECEMBER 18, 2008
PREPARED BY:
MALPASS ENGINEERING, P.C.
1134 SHIPYARD BLVD.
WILMINGTON, N.C. 28412
[phone] PHONE
[phone] FAX

• DEC l 8 2fl08
Narrative
Description:
The site is located approx. 2.0 miles from the intersection of 1-140 and NC-133. Travel
south onNC-133 nearly 2 miles and the entrance to the site will be on the west side of
Castle 1-layne Rd.
Total site area is approx. 95.16 acres.
Total disturbed acreage is approx. 90.37 acres.
Soils to be disturbed are mainly Wr, Ra, Cr, Se, On, Jo, & Pn.
The purpose of this project is to develop a residential subdivision and three condo
buildings.
Stormwater will be treated in 2 wet ponds.
Erosion Control Measures:
The attached plans and specifications state or show required Sediment and Erosion
Control measures to be taken.
Gravel construction entrance will be installed as shown.
Silt fence will be installed at places sediment has the ability to leave the site.
Inlet protection will be installed as shown on plan.
Outlet protection will be installed as shown on plan.
Mulch will be installed where indicated on plan.
Crass -lined Swale will be installed as shown on plan.
Temporary porous baffles will be installed as shown on plan.
Seeding
Construction Sequence:
Phase 1:
The gravel constrcution entrance will be immediately installed as shown on plan. All silt
fence labeled "ph. 1 silt fence" will be installed immediately. The bypass swale shall be
constructed prior to the installation of the ditch plugs on the south & east side of pond #2
& prior to the construction of pond 42. The 4 ditch plugs on the south & east side of
pond 42 shall be installed & the portion of the ditch filled where labeled. The 4 ditch
plugs located northwest & 1 ditch plug located northeast of the multi -family shall be
installed. The ditch plug at the rear of lot 9104 shall be installed. The ditch plug on lot
919 shall be installed. Pond 42 area shall be cleared and the existing ditches shall be
filled where labeled on the plan using suitable material from the bypass Swale & the
interior area of pond #2 (if necessary). Pond #2 area shall be seeded & stabilized (per
specs). The bypass culverts and energy dissipaters shall then be installed. Next, corridors
for the roads and sanitary sewer shall be cleared & the sewer pipe will be installed. Upon
completion of any phase of activity side slopes will be seeded/stabilized within 21
calendar days of no construction, all other disturbed areas will be seeded/stabilized within
15 calendar days of no construction

1DEC 1 8 2008
�v;
Phase 2:
The remaining silt fence will be installed as shown on the plan. The ponds, which will
serve as sediment basins, are to be dug next with temporary faircloth skimmer orifice &
temporary porous baffles installed while clearing land so as to have area to spread spoil.
Faircloth skimmer & temporary porous baffles shall be removed once site is stabilized &
sediment basins are converted to stormwater ponds. Site is to be graded to direct runoff
to the ponds. Storm drain system & remaining utilities may be installed. Swales shall be
constructed. Inlet & outlet protection are to be installed. Upon completion of any phase
of activity side slopes will be seeded/stabilized within 21 calendar days of no
construction, all other disturbed areas will be seeded/stabilized within 15 calendar days of
no construction.

CglCpigk Qpre for are! drainJn9 io wes'fcrPIL +�qi :s w,Ji;h 4e dhl;hvEl ave4 4r ped I'/
cc
LU
a
F-
LU
I
CID
45.91222 s,f, - 10,5y
CP,e = ,15
heyh+= 24-107.5
len3i}t= 50'1 r+
335 r5 �.3£S J
T`= 1\'Hl I �1z$ �2�= 5 / J2�(2).=.9
I' _ y 91 inlhr
Q1=,15(Tll)(10,5y)= 637 is
FDtc 1 6 2008
TY'
CQlculirla 0,,.e for areq Jrainln3 iv AgAern PIL near Pond *2 cuf-Q ttiq+ is w.+b,,, +�E
dYaingge areq %r Pond tit
2G3 277 5:r, 6.094q�
19
heyM = 29—Za yti
leng+h= 1,10
-T _�16753 aas
� /128 OJ5 mn
I _ 3, 38/�r
=, 15(3.38)(6.M)9 3.06 ifs

=Precipitation Frequency Data Server
Page I of I
Confidence Limits
al
,u v
AfDEC 1 S 2008
North Carolina 31.2875 N 77.9292 \I' 49 feet
from "Precipitmion-Fregoc y Atlas of the United Stetes" NOAA An. 14, Volume 2, Version 3
O:M. RonninnU. Manic, It. Lin, F Parrybok, M. Yekta, and 0. Riley
NOAA. National Weather Service. Silver Spring, Maryland. 2004
R>rraced, Fri Mae 9 2008
Rivers;de;
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
Location Maps 11 Other Info.
Precipitation Intensity Estimates (in/hr)
VItl`
Tears
grin
III
min
IS
_min
311
min
60
min
1_II
non
12
hr
4
hr
q8
hr
4
day
7
da
III
(illyda
day 20
311
4>
dp
60
Aac
�I
5.39
431
3.59
2.46
1.53lo
-9o=1
0.39
0.23
0.13
0.07
0.04
(1.03
0.02
0.02
0.01
0.01
0.01
�Z
6.32
5.05
4.24
2.92 I
L83
0.77]Efl
0.27
0.16
0.09
O.O5
0.03
0.03
0.02
0.02
0.01
0.01
07.25
SSI
4.90
3A8
2.23
1.35
0.96
OS8
0.34
0.20
0.12
(1.0(i
0.04
0.03
0.02
0.02
0.02
0.01
10
R.15
<i.52
5.49
Efl
2.59
L(i0
EE
0.69
Q41
0.24
0.14
0.08
0.05
0.04
(1.03
0.02
0.02
0.01
F2 57
9.14
Z28
6.15
4.56
3A3
1.92
L40
0.84
0.50
0.30
0.17
0.09
0.06
0.05
0.03
OA2
0.02
0.02
9.94
79
668
503
341
22
62
0
0
OQ
00.050
0
09850
100
10.69
8.50
Z 16
5.48
3.78
2 49
I.RS
1.13
0.68
0.42
0.23
0.12
O O8
0.(16
0.04
0 03
0.02
0.02
200
11.42
9.05
7.62
5.93
416
2.80
2.11
1.29
0.78
0.49
0.27
0.14
0.09
0.07
0.04
0.03
0.03
0.02
500
12.32
9.74
8.18
6.51
4.G7
3.24
2.48
1.52
0.93
0.59
0.32
0.17
0.10
0.08
0.05
0.04
0.03
0.02
I IIU(1
13.13
10.34
R.65
7.01
5.1 I
3.63
2.82
1.74
1.07
0.68
0.37
0.19
0.12
0.09
0.05
OA4
0.03
0.03
• These acceptance frequency es8mates are based on a partal durlhon series. ARI is the Average Recurrence Interval.
Please refer b the dgcemen hoc for more information, NOTE: Formatting forces estimates near zero 0 appear as zero,
Docs 11 U.S. Map
httn://hdsc.nws.noaa.eov/cai-bin/lidsc/buildout.verl?type=id f&units=us&series=pd&statena... 5/9/2008

_Precipitation Frequency Data Server Riverside Page I of 1
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.2875 N 77.9292 W 49 feet
from "Precipitation -Frequency Atlas o(the United States" NOAA Atlas 14, Volume 2, Version
G.M aonnm. D. Martin, R. Lin,'r. Parrybok, M.Yekta, and D. Riley
NOAA, NatiooJ Weather Seri Silver Spring, Maryland, 2001
Hi tractcd. Fri May 9200
' � DEC 1 @ 2008
3'.. 4.i nri
Confidence Limits II Seasonality 11 Location Maps II Other Info, II GIS data 11 Maps II Help11 Docs II U.S. Mao
tiun Frequency Estimates
ARI'
(years)
4
non
11)
min
min
F311
mm
GO I
_-
nun
1�0
tmn
3_hr
6 fir
- _
_-
12 fir❑❑
_
4
tiaa
7
day
111
day
'II
Aay
30
d»
Jp
dtr
60
d:n
I�
O 45
0.72
0.90
1.23
L53
LR I
1.93
2.31
2.71
3.10
359
4.05
4.77
5.44
7.38
9.21
11.62
13.99
=2
0.53
0.84
1.06
146
1.83
2.18
2.33
2.79
3.27
3.75
4.34
4.89
5.74
G.52
8.80
10.93
F
ri6.48
0.60
Q97
1.22
1.74
2.23
2.70
2.89
3.47
4A9
4.86
5.56
6.I9
7.21
8,07
10.71
13.1 I
16.27
19.27
IO
0.68
009
1.37
1.99
2.59
3.19
3.45
4.15
492
5.82
6.62
730
SA2
9.35
1228
14.86
18.31
2L47
25
0.76
1.21
1.54
2.28
3.03
3.83
4.19
5.05
6.03
7.28
8.22
8.93
1010
11.20
14.50
I727
21.10
24.43
50
0.83
1.32
1.67
2.51
3.41
4.40
d.86
5.88
7.OG
8.56
9.61
10.32
IL68
12.74
1G.33
19.19
23.32
26.71
100
0.81
1.42
1.79
2.74
3.78
498
557
6.75
8.16
10.01
11.17
11.86
13.28
14.39
18.24
21.17
25.58
28.99
200
0.95
1.51
1.90
2.96
4.1G
5.60
634
7.71
9.39
I1 64
12.91
13.54
15.01
16. 66
20.27
23.21
27.69
3L28
10362
204
32
467
64
7A9
119
I15
5.5
1606
7
18.72
26.02
34.30501
10011
L0I
1.72
2.16
3.50
5.11
7.27
R47
IOAO
12.R7
16.34
17.8(
18.20
FEE
20.R2
25.47
28.23
33.51
36.61
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please rater to the documynlation for more information. NOTE'. Forni forces estimates near zero to appear as zero.
http://hdse.iiws.iioaa.gov/cgi-bin/lidsc/bui ldout.perl?type=p f&wits=us&series=pd&statena... 5/9/2008

�Pon_t±r
tLa. = 2i75y�642 sf.~ 6"3.36 ac
imp, — 166 lots x 315063.f. = 5217000 s:
ro4�= 3D`i72$25{•
sjewalk = 31j728 5.4.
l;f+s rhon= z�0914-
a
a df S;ie (asfume 100�a)= 62, 571 ;A
Q park�hy = 20,`l2I s.+.
= 2 315
cl,b),ou5e a- e��lp, bld9 , s,C
Leo) greq = 6 A34 s,F•____ ,
�8 io182o9 sf, 23,3E ac
r N I
Q i
�W
cj 'a
zw
I
Use i,f, -26.`w4c
for rouhrt9 Only
CN= 9�1z6.y8'J + 8
63,36
DEC T 8 2008
ol8 20q
f i 21757, 642 x100 4 r 36,9G
gse3;51{+au9 �eplh� `Ot 7S5 RemGval� SA%pA=3.6q_
ma. red, jA CO �(2j7.S,q�64Z� = 101 931 s,i
pnv;decl SA aFf s;F,
N;n, rtt, v0iu e 3821
2 23 "
�B1uhe = 12
need al" Jews+ 131 2?3f'3 of shrale (131ifi23, 1351247=.12') ` 05e 1.20 L;
S,ze pri�;c2
Qz = 1:76;lqq= 112,200
()5=176)14q _ 1327400=0,408: ifs
-fry
r � 6' = 932 cfs
Lr i )1 J 2 (32.2)(311
�rgwlcwn iime' �17.6/Iy9= O.S�2) 6UxbpxZ4) = M3 days
oK. or 6 or;k;ce
S;ze ou�et s+rvcivr2 Q ninsf--Flaaft✓f;o '
�5x5x76— (17.6 274,5 w'
tnlume of wafer d;1sp�are� — (7x7
7 e31d Ot �✓Q �PY 4 S�IQCe� = 62.9 %3 (2745) "3
Volnn,e of concl4�C = (7 x7 x 0.5J + [(5xs x 10 ) - (`{x `i x 10 )j — n,1�1Z(G.5) — (.1,75r
—(.1,75x0.5x0.5�— ��g(0,5-)= III,g5A
weight of roncmi� = INy ' 3 (IIi, IS) = 16, 120
3
wei I aF ;Oij over exA base - �(7x7) — (yx5)J(10.85-7, 6) (1)$`l0 a�(z � = Sa 31
le 1
9h
add 1,8o r, 3r0 Nv (4�: qk 1,00) = 11+377 161 -
jd_41 J.,nWarc) Arce = 161120 �5315 1377 = 25,a12 '�`

POND #1
Permanent Pool
Forebay:
Main Pond:
Temporary Pool
Perm. Pool Volume:
430445
cu ft
Temp. Pool Volume:
176149
cu ft
depth:
3.5
ft
Abot_shelf:
124049
s.f.
'Aperm_pool
135247
s.f.
Abot_pond
75667
s.f.
CONTOUR INCREMENTAL ACCUM
CONTOUR AREA VOLUME VOLUME STAGE
(sq ft) (cu ft) (cu ft) (ft)
"s24843 0 0 0
rrJ` 26206 25525 25525 1
;4-1 27609 26909 52434 2
9 5' 28323 13983 66417 2.5
10 "� 29046 14342 80759 3
+ .
CONTOUR INCREMENTAL ACCUM
CONTOUR AREA VOLUME VOLUME STAGE
. (sq ft) (cu ft) (cu ft) (ft)
75667
811103
7`,h9.rg1
" 92754
105788
0
0
0
78385
78385
1
83988
162374
2
89814
252187
3
47120
299307
3.5
50379
349686
4
CONTOUR INCREMENTAL ACCUM
CONTOUR AREA VOLUME VOLUME STAGE
(sq ft) (cu ft) (cu It) (ft)
10 a 135247 0 0 0
�S �'7P105's, 1476 70775 70775 0.5
0 d7 .11 = 151684 74884 145658 1
2,+�53224 30491 176149 1.2
Forebay (%): 18.76 OK
d,,.= 0.25 x (1+(Abot_shelf / Aperm_pool)) +
(([(Abot shelf + Abot_pond) / 2] x depth) /
Abol shelf)
3,29 ft
DEC I r008

a
M
a
0
w
M
d.q. = I/ 511,009 sf = 34,76 o,
mP- 64ijPin4 = 31,362 sC
MtAin = 7714�B s,t. -
4-54c grey
0D/,
(aasumc )2
road = 35, 477 5.1,
s,,dewalk = 161698 s�
exiSU. pump hoy C' ex. pon�= 195 s"i
g3'1F 192 sA 19.5q q(
i
UY imp,= 24.15 nc---f..-
i
v � -For I'0--['tin9
CU_ 98(24,15)t 8000-W _ 1251
34.36
71-__ ,T I
DEC 1 8 2008
"—Y:
851,I92
P 11514 g x ion = 56,23 �o
use 3 + av9l de�h; 90q 755 Plemaual� s�lUR = 6 472.z 90 (0.06y722}
mo. reQ,. Sfi PP= ,06 2.2.(1)51VyO08) r= 97�990 s,f,
PP = 20'0)'384
MIn. re2, V01ur;lg 55607
volume = �55b07�(3`1,76 j{y3,56t7�= 105�773
need 10512_ 7 or' s'vmye �105129 :-200384 = 0,53
Size flce
QZ = 1571a'I9 = 172 3BO = 0, 913 rfs
QS= 157,S19 _ `132�000 = 0,36643
Ib.ft
6 —d
use Cor:f;ce .
drgW�9Wn fire (15,g1.9 = 0,386)(60;60 4) _ �(.73 says
I

Pend #2 (cenf�nued
DEC 1 8 2008
a
E
w O
U
co
QCO
G
O m
zw
N
RA
Size oudfC OruC{ rf g14145+ fbaia Con
volume of w*r= (7x7x0,5) t XyX(2V,5—I9,7)]= 17W,5fP
wei3i* of wader = 62,4' 3 ('174, 5
VOI4MP OF concrek= (7X74,5)+[(9 5-xC)—(`Ixyr,6)] �y0,5�—(0.25x0,2Sx0,5)
z s
we'Of of cowtie = IY 9 1 err' (76, 58) = 11, 027. 52 ibi
we, hi of Soy � over, eX�d�ej bias x 20,5— IS.S) I $ I O'6%a �> = 3 2 71.11
9 = [� 7)— (Sus)] �� y� J�27 �.
aid I� of yroo} —�7 m (4xix I) = 21304
14 aowhwar
= 2j304 + 3271,11 + I1/027.5Z = 14) 602, 63 Ibs

POND #2
Perm. Pool Volume: 630,117 cu
ft
Temp. Pool Volume: 157,819 cu
ft
depth: 3.1 It
Abot_shelf: 186,830 s.f.
Apenn_pool 200,384 s.f.
Abot_pond 126,610 s.f.
Permanent Pool
Forebay #1:
CONTOUR INCREMENTAL
ACCUM
CONTOUR AREA
VOLUME
VOLUME
STAGE
(sq ft)
(cu ft)
(cu ft)
(ft)
17 32 464+
0
0
0
ryr 18' 33939
33,201
33,201
1
4)' 19j1 35445
34,692
67,893
2
;1120,1"'O i 36982
36,214
104,107
3
37,763
18,686
122,793
4
Forebay#2:
CONTOUR INCREMENTAL
ACCUM
CONTOUR AREA
VOLUME
VOLUME
STAGE
(sq ft)
(cu ft)
(cu ft)
(ft)
q} r18 r 791.
0
0
0
,'1.140
916
916
1
1,320
1,180
2,096
2
•. •. `20 1,629
1.475
3,570
3
a -a.". 2P5 ' ' 1;79.
856
4,427
4
Main Pond:
CONTOUR INCREMENTAL
ACCUM
CONTOUR AREA
VOLUME
VOLUME
STAGE
(sq ft)
(cu ft)
(cu ft)
(ft)
126 101
17, 127 295
12,695
12,695
0
18�,y 134,188
130 742
143,437
1
141,162
° R 8
137,675
281,112
425,802
2
3
r s20 ' 14821
144,690
160,16b
77,096
502,898
4
Temporary Pool
CONTOUR
INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME
STAGE
(sq ft)
(cu ft)
(cu ft)
(ft)
20.5
200384
0
0
0
21
214897
103820
103820
0.5
21.25
217093
53999
157819
0.75
DEC 1 S 2008
Forebay (%): 20.19 --OK
d,., = 0.25 x (1 *(Abot_shelf / Aperm_pool)) +
((((Abot shelf +Abot_pond) / 21 x depth) /
Abot_shelf) ,
= 3.08 ft

PROJECT :LFNEFi510E OEYELOPtiENt. L -PONO et �`'. �I
LOCATION:�NEYV HANO'JER COUNTY _ _ _ 'f i i
DISCRETION: Opm= 697 CFS
opcor 175 CFS
29 .,aROUTING
py1j�eQ6T5PRE
SUMI�.tARY:t�—R](GiiA�F7S�MEiNOD1 ^� -"�Z
S
Z
CONTOUR INCREMENTAL
ACCUM
CONTOUR AREA
VOLUME
VOLUME
STAGE
It,S
InZ -
2est
Isg p
(a n1
(a nl
(m
(ft)
,105 14"
]07)4.5175
70774.5175
D.5
11.1673
-06931
0.518224441
>
11 151684
74BB3Z
145650.3175
1
116890
00000
1.005291 766
i Ff2 '159421
1555526
301210,9175
2
126156
06931
195872388
. 13 „18T263
163337,015
464517.9325
3
130488
19986
2915517211
14 475178
1]1215.305
635T63.2375
4
133526
13863
3.888]96559
` 15, 1831961
1791869
814950.1375
5
13,6109
16094
4. 3B0442697
-16 r'-'.
18R5160
1002201.818
6
1381]]
1.7918
5.905805))9
islmN
'1'4+1T➢ *12�
195409455
1197611173
7
13.9958
19459
6955 074
3'18I 20180D
20365591
1401267.183
0
14,1529
2.0794
80337MI51
>`19 2161W
211980.03
1612247,213
9
142938
2,1972
9. 142912738
p
i 20 .y Y145,9D
22037482
103W22.033
10
144218
2.3026
102034062
113355 26
19469]].293
105
144818
2.3514
10.85559435
K =
144823
5=
103
INPUT DATA.
PEAK FLOW-
OY'
175
ds
TIME TO PEAK-
T,
29
.
DELTA TIME
dT=
,y 2]
mm
K
1.823
a-
1,%
20=
=10001
ft (ref)
RISER CIA.=
Or=
�0i
ia OR--->
RISER CIR.=
Cr-
1600
If
RISER AREA=
Ar-
16 M
J
WEIR COEFF. RISER=
Cwr--
A 30
ORIFICE COEFF. RISER=
Car-
a.y-0.8�
CREST ELE. RISER=
Z,--
�' 4�--`17.8
It
OUTPUT DATA:
Imunt sake
10
ft, oal NORMAL WATER LEVEL
Normal surtaoe ertz =
I 46.8]
51 OR—> 3.10 se
Peak outflow =
5.78
ds
Peak stage =
12.51
ft. msl
Peek storage=
395375.14
d
Peek amlaw erect=
1]126869
a1 OR==> 393
Lr1= 4. It AND Wr-
Lr2= .. � L.
16.00

.I
1 OO BARREL DIA.=
O INVERT ELE. BARREL=
v O ORIFICE COEFF. BARREL=
CV 1�
SPILLWAY LENGTH=
SPILLWAY ELE=
I_ I WEIR COEFE=
' --;CONTR 'ORIFICE DIA. (OEM)
-12A OF DRAWN GOWN ORIFICES
n INVE "LE. ORIFICE(S)=
ORIFICE COEFI _
4
SOII,L INFILTRATION
SOIL PERMAMLITY
Oa
Zl in
•'.
L=
Cab
10''. It
.' IDA,
a1
tl2
L
fl
ft
WEIR HEIGHT=
WEIR LENGT9k
WEIR ELE=
N 0 S FT
L 1lS FT
Z 112^.:. FT
TOP WEIR ELE.
113
WEIR HEIGh
WEIR LEW
WEIR ELE.=
Fsv^
L
Z
0, FT
yi.]5.. FT
IST, '. FT
TOP WEIR 16.35
Z
Cv,-
1195
WEIR COEFF(WEIR)
Cwvr
S,
1, ?
WEIR
CIDER
Cwvr
3,
ORIFICECOEFE(WMR
ORIFICE
CO
Ca
6` in
WEIR AREA=
Wa
0.975 SF
WEIR AREA:
W.
0.875 SF
zo=
Z
1fI
ca
'sO.Q!
Pz=
.=-s VIm infmin(0
inmr)
-
Ps=
0 NO ds a poM Inv
.
STAGE
Oonfsys) Onser(WEIR) Ofisx(ORIF.)
Obmml OspiOwry
041f1 1Qweigwei0lOne'u(aniJ 2CNreE(wer)20v2ir(onL)
Ototal
TIME
INFLOW STORAGE
(cfs)
(dz)
(cfs)
(ds)
(ds)
(ds)
(ds)_
(ds)
(d5)
(dz)
(ds)
(8)
===_________
--=-cc____
0 0
0.SO
1000
0No
2 2.05
0 SO
1000
0 SO
000
0,00
000
0.00
0000
000
0.00
0.00
000
O NO
4 8,10
NO 97
10.00
0.SO
am
0.00
ON
0SO
0.NO
0.SO
0.00
0SO
000
0DO
6 17.88
121833
1001
O.DO
0.SO
am
001
0.00
0D00
0SO
0SO
0SO
am
0.00
8 30.91
MI 38
1003
001
0SO
am
003
0.DO
0.000
am
0.00
am
ON
001
10 4661
7072.28
low
0,02
0.00
0.D0
0,08
O.OD
0ON
0SO
000
0.D0
0.00
OR
12 6422
1256256
10.11
005
000
0SO
0.19
0.SO
0.000
0.SO
aDO
0DO
000
005
14 0293
20363.17
10,17
0.09
am
O.00
a 35
0.00
D OW
0 GO
0.00
0.00
0 an
Doe
16 101.85
303D3.65
1024
0.16
000
000
062
0.00
0.NO
D.DO
0.00
000
000
016
10 120.13
42507.94
10.32
0,25
0SO
am
0.99
000
0ON
0.DO
0.DO
am
0.00
025
20 136.68
56893.25
10.42
037
000
aOD
It8
am
0.000
0.OD
0SO
aSO
0GO
037
22 151.32
73273.88
10.51
0.SO
am
0.00
2.10
0DO
0No
000
0SO
O.00
0DO
050
24 162.80
91372.34
lam
0SO
0SO
000
2B4
O.00
O.OW
O.DO
0SO
am
000
060
•
26 1]0)6
110835.%
10.78
0,69
COO
OW
371
000
0000
0.00
am
0.00
0.00
069
28 174.83
131244.28
10.91
07/
0SO
0OD
468
am
0NO
000
0SO
0SO
000
0))
30 174.W
152132.04
11.05
a34
0.Do
0SO
573
aw
0000
000
0SO
am
000
0M
32 ll0.]6
1]3010.99
11.t8
091
0OD
000
6IN
0Do
0.000
0.SO
0.00
0SO
0SO
091
u 152,80
19339287
1130
0.97
ON
0.SO
).%
000
0.W0
0.18
0.DO
am
0OD
115
36 151.32
212791.13
1142
102
0.00
0SO
9.10
0.DO
0.000
0.55
0.00
000
0.DO
1.SB
38 138.55
230760.69
11.53
1.07
0.DO
am
10,17
O.00
Saw
L01
000
0.SO
0.00
208
4D 12698
247138.31
110
1.11
am
0.00
11.18
0.00
0.000
1.W
a DO
0.00
0.00
Z61
42 115.60
262023.0B
11.72
1.15
000
0SO
12.12
0SO
0.000
1.99
2.20
0.So
0.00
313
M 10587
27554328
11.W
118
0.00
000
1299
0DO
0ON
247
2.51
000
am
365
46 9B.79
257810.25
11.08
120
000
0SO
1379
0SO
D.OW
2.93
2.)6
0.00
000
3%
48 6849
29894989
11.95
1.23
0.00
000
1453
0.SO
0.ON
3.38
2.96
0.DO
0.00
419
60 80.90
309065.75
1201
125
0,00
0 SO
15.14
am
0.ON
3.80
3.14
0 So
0.00
439
52 )3.97
318247.32
12.%
127
0DO
0SO
15.55
am
0.000
4.19
329
0.00
0DO
456
54 67,62
3 7595
1211
1.29
am
000
1591
0.SO
0.ON
4.55
342
0.00
0.00
421
So ISIS2
334125M
12.15
130
0.00
0SO
1623
OW
0.000
4.89
3.51
0.Do
00D
454
58 56.52
340953.So
12.19
132
000
00O
16.51
0DO
0.000
5.21
3.64
0.So
000
495
0 51.68
U715243
12.23
1.33
0.00
0.00
1676
0.00
0,000
550
372
0.DO
0,00
5.D5
62 47.24
352747.15
1226
134
000
0SO
1698
am
0.ON
5.76
3.00
0DO
0.00
E14
64 43.19
OS])99.51
12.29
1.>
000
O.DO
17.18
OW
0NO
6.01
3.87
0.D0
0.SO
522
66 39.49
362356.22
12.32
1.36
am
0SO
17M
0.SO
0000
623
3.93
ON
0.00
529
68 WAS
368460.08
12,35
137
0DO
000
17.52
0SO
0.NO
643
3.99
0.Do
000
5.35
70 33.01
370150.15
1237
137
0.00
0.00
1766
0DO
0000
662
4D3
0.00
0.00
5 I
]I 30.18
373462.11
1239
138
000
aSO
17JB
000
0.000
6.78
4.08
000
0.00
546
74 2759
376428,55
12.40
1,39
000
0an
17.69
ON
0000
6.93
4.11
0.DO
0,00
550
76 2522
3)90]927
1242
139
ON
am
17.99
0OD
0.000
7.0)
4.15
000
0So
554
76 23%
M144148
1243
1.39
am
0.SO
18.08
0.SO
0000
7.19
4.18
0.00
0.SO
557
00 21,OB
38354007
1245
140
am
0SO
10.16
0.00
0.000
➢.29
420
0OD
000
SW
82 1927
38539)J]
12.46
140
000
0.DO
10.22
000
0000
7,39
423
0.00
0.00
563
BI 1762
387035.37
12.47
141
000
aw
182E
0.00
0NO
748
4.25
ON
000
565
Bfi 16.11
388471SS
12.47
141
am
am
1834
000
0000
7.55
4.26
am
0.SO
587
'80 14.73
30724.57
1248
141
000
aSO
1838
Dog
0NO
7.62
428
0.DO
000
569
90 1347
390809.40
12,49
141
0OD
0.00
1842
0.00
ONO
),6)
429
0.00
000
520
92 12.31
39174065
12,49
141
am
0DO
1845
000
0.000
7.)2
4.30
D.OD
0.00
572
94 1126
392532.17
12,50
142
D00
0.00
1048
D.00
0000
]]6
431
0.00
0.00
523
96 1029
39319549
12.50
142
000
000
18.51
000
0.000
7,80
4.32
ON
000
574
9B 941
393741.09
1250
142
0.Do
am
1853
0.Do
D.OW
7.83
4.33
0DO
000
574
IN 80
39418148
12.51
142
0SO
0.DO
10.54
000
ONO
785
433
0.DO
0.00
575

1
DEC 1 8 2008
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>
I
----
ORAINAGE CALCULATIONS
rjI
AmI= 6338 ac
a
(
total Avnp= a i6.A0 a� (EXISTINGB PROPOSED IMPERVIOUSI
N
I
em Ate=
-c-IwmPl
r.:
Cwzt lcPmp4 051 post-0ev of.
%48 35.16
Y
TI
!_.)
lawn In o•p.�+i6 7.3B
WI
Opre = 697 Cs
Q
A�
Opost= 175.35 ds
tmm 63.36 32.53
P
41 1
VOLUME OF RUNOFF
'C wm 0.51
p= Sp-f�Tlin (1Y2EM)
CN= e6e
5=(10001w}10 S= 142
(P..esl
V = O-A1ot = e3989e 99 c1
TIME TO PEAK
Tp=VI1.39'Opost= 29 min

PROJECT: RIVEDE p�I''LO5WRT'., —iPOND i2'���I
RSI
LOCATION.Fl IIMIOVEfjjCOUN(S" -i 1
DISORIPTION: Opm= 49-19- CFS
Qp.m= 135 CFS
ROUTING SUMMARV r,afL2 j- Qdjjjsj OjC,�,1<AiiSSWIA �
CONTOUR
INCREMENTAL
CONTOUR AREA
VOLUME
wn)
IN
--20i 2003815
8
2146W;
103820235
22 2 t3 11
23 232803t
219803 85
.54
228i86.54
24 241567t
"237()8491
25.a '250600i
"�28
246046083565
' °25,y9698
255148.00.5
'A •l t
.rvY
INPUT DATA:
PEAK FLOW-
Oy-
135
ds
TIME TO PEAK=
Tp=
26
DELTA TIME
eT=
G_21
mn
K
212964
I,
1 05
"
=2�
9(rep
RISER MA =
Or=
=CI
IN OR
RISER CIR=
Cr-
1600
ft
RISER AREA=
A,-
1600
sf
WEIR COEFF. RISER=
C,
30
ORIFICE OOEFF. RISER=
Cor-
vyFy4. O01
CREST ELE RISER=
Zo=
zsia
IT
S
Z
ACCUM
VOLUME
STAGE
In S
In Z
Zest
(cu IN
(IN
(ft)
0
0
1038" 235
IDS
11.55Q4
-0 6931
0.504156624
323124.12
15
12.6658
04055
1487976157
551280.65
25
10 22M
09163
2476001033
)86365.57
35
13.5777
12 5
3482118t362
1034449.135
45
13.0494
1.5041
4.511343902
1259597.14
5.5
14 W98
1 ]DO
5.5563W162
K 212964
0. 105
OUTPUT DATA:
Initial stage=
20.5
ft, msl NORMAL WATER LEVEL
N amil III am =
20383 51
d OR-- 4.60 ac
Peak outflow=
ITS
ds
Peak stage =
21.83
9, m51
Peak storage =
286236.14
d
Peek eanace area =
M521 57
st OR==> 5 28 I.
-0- ;' xy 4 ft AND Wr- G ft
= 4;
16,G]

Y i rl ••
DLC 1 U 2000
o�
A 094
,pnm�A '9FD MMM
o"
mMAm mmm no
0 i my0
T n0s Tm2 pm�i
,Anr-
" p n
fN�
it
Qq g
Its-m; 99 p°SSA YTS
s a ��i�i � o�mi�oa�rri m ii�eii a s a nu
8 Yi8 wSP f $Vi o 1i O
it ii
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O
mAt0t=
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total Almp= -� 2Sd5 ac (EXISTING B PROPOSED IMPERVIOUS)
c
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Opre= "4CT9ds
ltlaat�
Opast = 135,10 ds
total 3 76
25 M
VOLUME OF RUNOFF
0.72
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ON- -it
S=(1000'm}IO S- 081
O'= P1 2SI'2 230 in
(Pe6S)
V= O•Atot= 29W3286of
TIME TO PEAK
Tp=V11.39'Opast= 26 mm

PROJECT :.RTGERSIOETDEVEC�N V`�' -POND ,iy'v�§,P`x.a,•,:,.
LOCATION'Lti�WW14pVE�{C(il�i'Yy1
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PROJECT HERS OEYELOPNEtIIifi��� x;� PON0 �2
LOCATIONEW11rLOYE{j'I''='.STAUCTUIYE CL08KU
DISCRIPTIDN:
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INPUT DATA.
OUTPUT DATA
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ds
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1
DRAINAGE CALCULATIONS
0
matW is
t
tMal Aimp= 2a;15{ac (EXI$TING6 PROPOSED IMPERVIOUS)
tW.I
��
,.
eass amp= - qic
••c Ico pl
cz
f
CAW L�C.n
_ T • I
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'..
�i�u1
I1Wy1= 1�ayiaYllf
2.12
1
50.Cs
Opast= 260W62 ds
total 3,136 25.08
.I
VOLUME OF RUNOFF
com 012
P= p.ni.- 101 in (10Uy24Er)
CN= ;I
S=(10001rn}10 S= 081
O•= P-( 2S)'2 909 in
(Pa, as)
V= O•Alol= ll,KI 4.51 d
TIME TO PEAK
Tp=Vll 39'Opos1= 57 min

h eNorm c�/ spillwa
T7
a
in
z
a
E
ui °
U
T n
CO L
4 .FM
O C
zuj
LLI
Chec% velou
Q+aoy = 70,'7-7
'fTIM PO4 quk
70.'77 H% 15
v 20H ��B,97-1783
7 �K, 71-
=18�2008
Pvnp— Z
Qnoyr = i�, 50 IFS
3
(25,16— 24,75)f'
I

O�O�.
7
0 �Y
- - iAl;chud F. tiaalcy. Oovcinor
William G. linss 11- Scoetarp
DEC 1 @ 2008 N(jn1i Carolina 1)epa, kinc nt nl li n,ironment and Natural Resaun:es
Colem li. Sullins, Director
rY• __ Di aisioii or wa lcr Qu al irp
October 20, 2005
DWQ Prqject 7 08-1 140
New Hanover County
River Pointe Group, L:LC
Ain 140" Murphy
P.O. Box 306
Carolina Beach NC 2S428
Subject Property: Riverside Development
NO WRITTEN CONCURRI-NCE NEEDED
Dear %•lr. Niurphy:
You have our approval, in accordance with the attached conditions and those listed below, to impact 0 01
acres of 404 Wetlands and 0.17 acres of Isolated Wetlands for the proposed residential development as
described in ,your application received by the DIVQ on August 29, 2005. After reviewing your
application, vwc have decided this All is below the threshold for written authorization as long as all
conditions of General Water Quality Certification Number 3705 and the Slate General Permit for Impacts
to IsoWwd Wedands and Isolated \Voters (MCM00000) are met. The Cerlitication(s) allows you to use.
Nationwide Permit(s) NW29 when issued by the US Army Corps of Engineers (USAGE) and the State.
General Permit for Impacts to Isolated Wedands and Isolated Waters (IWGP100000). In addition. you
should obtain or otherwise comply with any other required federal, state of local permits before you gig
ahead with your prgiect including (but not limited to) Erosion and Setlintem Control; Non -discharge. and
Slonmcater regulations. This certification play also be viewed oil our wehsite at
http://h2o.enr.statg._nc.us/newolands. 'Phis Ceitiflcatign allows you to use the Nationwide 29 Permit
when issued by the US Army Corps of Engineers.'
This approval is only valid for the purpose and design that you described in your application. If you
change your project, you must notify us and you may be required to send us a new application. If (lie
properly is sold, the new owner must be given a copy of this Certification and approval letter and is
(hereby responsible for complying with all conditions. If total wetland ]ills tin' (his project (now or in the
(inure) exceed one acre. compensatory Inhigali in nmy berequired as described in 15A NCAC 2H ASOO
(It) (6) and (71 This approval shall expire when the con'esponding Nationwide Permit expires or as
otherwise provided in the General Certiiicatiwl. For (his approval to be valid, you must follow the
conditions listed in the attached certification and any additional conditions listen below.
Conditions of cc1.61ication:
1) Upon completion of the project- the applicant shall complete and return the enclosed
"Certification of Completion Form" to notify DWQ that all the wok included in the 401
Certification has been completed. The responsible party shall complete the attached form all(]
return it to the 40 U"Odmids Unit of the Division of Watcr Quality.
violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties.
Noah Camhna Division of Wafer OURY
IT 7 61a11 Service Cemw
Raleigh, NC MOTH
Phone [phone]
Lgomet p�:•.r PC:+alr;�¢a_I� or
C_GCaN 512H QisbugT
Raleigh, NC 25N
Pm OQ7KQQ6
nO FOua Q(InCrtun.Jr,Y,fini:3r:gn2(:0 6rP`,.,y..si,,,
.,..
gc:;ctA.Vi�P)rt:i]nyvm',� :her
VijthC,,)1hw
_v, �lrtl7irallry
Customer Smse
I-6'TA5 TV46

Pap 2 of J DEC 1 8 2008
r,Y
1f you do not accept ally of the conditions of this certification, you may_ask,for-an-ailjudicatory hearing.
YOU nntst act within 60 days of the dale that you receive this letter. To ask for it hearing, send a written
petition, which conAnns to (Ampter 150B of Me Not Carolina General Statutes to the Office of'
Adminisuatide 1learings, 6714 Mail Service Amer, Raleigh. IN& 27699-6714. This certification and its
conditions are final and binding unless you ask for a hearing.
'I'his letter completes the review of the rjvision of \Vater Qoality under Section 401 of the Clean
Water AcI. If you have any questions, please telephone fail NAMill at (919)-71 5-1786 or myself at
our Ay7ilmingto❑ Regional Office at [phone].
Sincci,el}•.
Chad Coburn
Senior Environmental Specialist
Enclosures: GC3705
I bVO P 100000
Certificate of Completion
cc: Kim Gal vcy - USAC:L Wilmington Field Ofllce
Ian Nicol Han - 1:)VVQ d01 Oversight Unit Raleigh
Troy Beasley - WitherS and liavenel, 7040 Wrightsville Avenue. Suite 101, Wilmington, NC
2_5403
Wi RO

DEC 1 8 2008
U.S. ARMY CORPS OF ENGINEERS
WMMINGTON DISTRICT ��' ---- ----
Action ID. SAW-2007-906 County: New Hanover USGS Quad: Wrightsboro
GENERAL, PEP-NHT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: River Pointe Group, LLC
Address: c/o Matt Murphy
PO Box 306
Carolina Beach, NC 28428
Telephone No.: [phone]
Size and location of property (water body, road name/number, town, etc.): The 96 acre property is located west of the
intersection of Castle Bayne Road and Kerr Avenue in wetlands adjacent to an unnamed tributary to the
Northeast Cape Fear River Wilmington New Hanover County, North Carolina. Location: 34.28650N,
-77.92330W.
Description of projects area and activity: The proposal includes the placement of fill material into wetlands of US to
construct a subdivision to be known as Riverside. There is one authorized impact area as illustrated on the
attached map Impact #1 is authorized for 0.01 acres of impact for construction of a roadway. There are also 4
impacts to isolated wetlands not regulated by this office depicted on the attached site plan.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 29
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management in Wilmington, NC, at [phone].
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regard' s v rific on f c ditions of the Permit, or the Corps of Engineers regulatory
program please contactKimbgrl e V9 02 448P [e-mail].
Corps Regulatory Offici
Expiration Date of Verification:
Date: September 10, 2008
The Wilmington District is comrnitted to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit httu://www.saw.usace.army.mil/WETLANDS/index.html to
complete the survey online.

Determination of Jurisdiction:
DEC 1 8 2008
❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program AdmiHfi trative.Appeal Process_
( Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area 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.
❑ There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(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.
® The jurisdictional areas witltin the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued on 9/21/2007. Action 1D: SAW-2007-906.
Basis of Jurisdictional Determination: The site exhibits wetland criteria as defined in the 1987 Corps of Engineers Wetland
Delineation Manual and is adiacent to the NE Cape Fear River, a navinable Water of the United States. This determination is
based on information submitted by Withers & Ravenel on 11/7/2006 and a site visit by Jennifer Frye on 2/6/2007.
jurisdictional waters.
Corps Regulatory Official:
Date September 10, 2008
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Fumished:
Chad Coburn, DENR-DWQ, Wilmington Regional Office, 127 Cardinal Drive Ext., Wilmington, NC 28405
Troy Beasley, Withers & Ravenel, 1410 Commonwealth Drive, Suite 101, Wilmington, NC 28403

ACTION ID # SAW-2007-906
SPECIAL CONDITIONS:
pEp 1 8 200E
The Permittee shall execute and cause to be recorded in the New Hanover County Register of Deeds the
Restrictive Covenant Language (see attached) for the purpose of maintaining 5.79 acres of wetlands, as
shown on the Wetland Conservation Area Exhibit, and prepared by Withers & Ravenel (attached), in
their natural and/or mitigated state in perpetuity, prior to the sale or conveyance of any portion or all of
the 96 acre tract. At the time of recordation of the Covenants, the Permittee must also record with the
New Hanover County Register of Deeds, a final survey map of the development, sealed by the licensed
surveyor, which clearly depicts the surveyed areas of Conservation and lot/infrastructure layout.
These provisions relating to wetlands cannot be amended or modified without the express written
consent of the U.S. Army Corps of Engineers, Wilmington District. *This includes changes as a result
of any local government drainage easement requirements*.
The pennittee shall enforce the terms of the Covenants and, prior to conveyance of the property, shall
take no action on the property described in the Covenants inconsistent with the terms thereof. The
permittee shall provide a copy of the recorded Covenants and recorded Survey to the Corps of Engineers
within 15 days of recording.
Corps Regulatory
Offico*al:Date: —(�11C v

Action ID Number: SAW-2007-906
County: New Hanover
Permittee: River Pointe Group, LLC (c/o Matt Murphy) y^ (C'
Date Permit Issued: September 10, 2008 DEC 1 8 2008
Project Manager: Kimberly Garvey
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
WILMINGTON REGULATORY FIELD OFFICE
POST OFFICE BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date

DEC 1 0 7008
Restrictive Covenant Language
"The areasshown on the Riverside Conservation Area Exhibit as conservation
areas shall be maintained in perpetuity in their natural or mitigated condition. No
person or entity shall perform any of the following activities on such conservation
area:
a. fill, grade, excavate or perform any other land disturbing activities
b. cut, mow, bum, remove, or harm any vegetation
c. construct or place any roads, trails, walkways, buildings, mobile homes,
signs, utility poles or towers, or any other permanent or temporary
structures
d. drain or otherwise disrupt or alter the hydrology or drainage ways of the
conservation area
c. dump or store soil, trash, or other waste
E graze or water animals, or use for any agricultural or horticultural
purpose
This covenant is intended to ensure continued compliance with the mitigation
condition of a Clean Water Act authorization issued by the United States of
America, U.S. Army Corps of Engineers, Wilmington District, Action ID SAW-
2007-00906-065, and therefore may be enforced by the United States of America.
This covenant is to run with the land, and shall be binding on the owner, and all
parties claiming under it."

Ur NEB ML IVV �LJ
N1
W N10'35'21W I .N2�.2053
THIS
AS SURVEY 517.89' 11 14
NOT BEEN REVIEWED BY LOCAL Nl6'26'19"W c125�690 •.
Hg3
GOVERNMENT AGENCY FOR COMPLIANCE 21471' >i:;:• 1 C37 I
WITH ANY APPLICABLE LAND "' >;
DEVELOPMENT REGULATIONS. THIS IS A r','; 17,.6,9&�?:':"'>$?•': 11 I
WETLANDS CONSERVATION AREA EXHIBIT.
THIS IS NOT A BOUNDARY SURVEY. I ;: G1_ C- _I
.) SEE PAGE 2 FOR CONSERVATION AREA ••1 1__ RNEA�GVATION
LINE/CURVE TABLES_ - 12 31t AC --\F] `CPBL POWER
LINE R/W
PARCEL INFORMATION I F CONSERVATION
rAREA F
N67'33'38"E I O.11i AC I
DEED BOOK: 5133 PAGE: 648 I 5Y,9B'
OWNER: RIVER POINTE GROUP, LLC (TIE G5 TO F1)I
PIN: R03300-001-015-000I r
(312910.37.3236.000) h
R03300-001-016-000 IN
(312906.37.2680.0100) N Et6 COISSERVATION
111.91 AREA E
SITE AREAS r 0.3?t AC. J
TOTAL SITE AREA: 53.43 AC. t ...1. 8 I I I
67.80'
CONSERVATION AREA G: 3.21 AC.t 6 II
CONSERVATION AREA F: 0.11 ACa CONSERVATION w
CONSERVATION AREA E: 0.35 AC.t C10 AREA C
CONSERVATION AREA C 0.72 AC.t 0.72t AC. 'a .. I
CONSERVATION AREA B: 0.50 AC.t CRV1 m
CONSERVATION AREA I: 0.06 AC.t
CONSERVATION AREA H• 064 AG t C6
II
TOTAL CONSERVATION AREA: 5.79 AC.t ; I
TOTAL SITE AREA II
w P 95.I6t AC.
> TOTAL CONS
RVATIION AREA I I
- m I I
Y
U W
CONSERVATION n
ot B 1 r e
u I
9
LEGEND oa.a3'
w
t >
CONSERVATION
AREA 234.00' I CONSERVATION O
AREA H
0.84t AC. 17 `m V
I g
r - H9 3 0.
W40 83 I CONSERVATION \ z
S0B'14'23"E AREA I S ZP O
N87'21'37'E 212.87' 4 OC)IA AG N \ �. w
GRAPHIC SCALE " t00.48' \'o. _
0 0 200 4w 800 P;
ce �N734 �\r^ v
<� Ii S8j�802f f"i\ m
1 inch - 400 N. 51 452.33.
I 102'54'21' E 659.18'
VNITNPN ��� SPNDY LN
N KERB P
SITE HAR rr 4VO �acsQ f ` ��— I
� CHPDVILK PVC O g, j�/�� III I I I I
1L PrL�
:Asel LIR / TEE j YNE ROAIDI
'ER � 14
BCRRUp4r4 P4Rk UR � J� / I � I I I I
1
I I
ICINITY MAP (NITS) i — PAGE 1/2
RIVERSIDE WETLAND CONSERVATION AREA EXHIBIT WITHERS f RAVENEL
O...... 11......
DEC 1 8 2008

CONSERVATION AREA I
LINE TABLE
LINE
LENGTH
BEARING
11
25.89
S18'44'54"E
12
21.18
S09'44'2 "W
13
84.92
S81'45'10'W
14
0.68
N26-17-21"E
15
27.42
N39'07'46"E
16
49.08
N57'03'30"E
17
8.56
36'23'20"E
18
15.55
N82-10.58"E
CONSERVATION AREA H
LINE TABLE
LINE
LENGTHI
BEARING
HI
28.01
S21'25'08"E
H2
30.29
S07'41'20"E
H3
32.02
S58'47'14"E
H4
38.58
S22'43'48"E
H5
39.11
S05'04'11"W
H6
50.63
S19'54'22'W
H7
35.27
S11'52'01"E
HB
20.19
S69'34'45'W
H9
26.08
S50'58'16"W
H10
56.89
N68'41'25"W
H11
53.01
N27'40'51'W
H12
35.42
N52'19'14"W
H13
35.81
N46-07-33"W
H14
36.13
N34'32'33"W
H15
27.61
NO6'54'19'W
H16
33.48
NO3'35'29'E
H17
24.50
NO1'31'37"W
H18
38.45
N8819'18"E
H19
32.91
N27'21'19"W
H2O
1.43
N65'17'12"E
H21
56.16
S79'31'39'E
H22
47.35
N81'19'56'E
H23
23.61
579'42'36"E
THIS IS NOT A CERTIFIED SURVEY AND HAS NOT BEEN RENEWED BY A LOCAL GOVERNMENT
AGENCY FOR COMPLIANCE WITH ANY APPLICABLE LAND DEVELOPMENT REGULATIONS. THIS
IS A WETLANDS CONSERVATION AREA EXHIBIT. THIS IS NOT A BOUNDARY SURVEY.
PAGE 2/2
DEC 1 8 2008
RIVERSIDE III WETLAND CONSERVATION AREA EXHIBIT WITHERS112,11,111 ` Y& RAVENEL

Ak�LMG
LAND MANAGEMENT GROUP INC.
Environmental Consultants
r
Jeff Malpass
Malpass Engineering, PC
1134 Shipyard Blvd.
Wilmington, NC 28412
DEC 1 8 2008
�Y:
October 28, 2008
Reference: Stormwater Infiltration Study at Riverside Tract, Castle Hayne Rd. in
Wilmington, New Hanover County, NC
Dear Jeff,
Land Management Group, Inc. portions of the above mentioned parcel to describe the
soil profile and quantify the depth to the seasonal high water table (SHWT) at selected
locations. The following comments summarize our findings.
The soils at this site are mapped as Craven, Wrightsboro, Rains, and Onslow soil series
in the Soil Survey of New Hanover County (USDA, 1977). An investigation of the site
confirms the presence of Craven, Wrightsboro, Rains, and Onslow soils as described in
the attachments. Borings #1, 2 and 3 appears to be Wrightsboro soil series and has an
estimated seasonal high water table that ranges from 2,Z to 40 inches from the soil
surface due to the existing site drainage. Borings # 6 & 7 appears to be Onslow soil
series with loamy subsoil and has an estimated seasonal high water table that is at least
30" from the soil surface. Boring # 9 appears to be Craven soil series and has an
estimated seasonal high water table of at least 28" from the soil surface. Boring # 8
appears to be Rains soil series and has an estimated seasonal high water table of 12"
from the soil surface.
The heavy marine clay underlies most of the site at elevations above 18' msl. The upper
elevation for this heavy layer is —24 feet above msl for borings 1, 2, 3, 4, 5, 8 and 9. The
lower limit of the heavy layer extended approximately 72 inches depth and will be
determined by excavation. This heavy clay layer was evaluated for saturated hydraulic
conductivity.
The area described in borings 6 and 7 occurs below the 24'msl elevation. Sediments in
this area were loamy were also evaluated for saturated hydraulic conductivity.
Saturated hydraulic conductivity measurements were performed with a compact
constant head permeameter at selected hand auger borings. A compact constant head
permeameter (CCHP) was used to determine the saturated hydraulic conductivity of the
Slormwater Soil Report
1
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

DEC 1 8 2008
soil. The compact constant head permeameter was set to run at a depth of 36"-in two
locations for a total of 2 measurements. The hydraulic conductivity was calculated
utilizing Glover's solution to Richard's equation for a shallow well pump in test for all data
points that met required assumptions and test parameters, as indicated by the CCHP
product manufacturer. Details of the methodology are described in Methods of Soil
Analysis, Part 1 and Compact Constant Head Permeameter: A Convenient Device for
Measuring Hydraulic Conductivity. Data was reported for all evaluations that complied
with necessary site testing assumptions as described by the manufacturer for use of this
device.
The heavy marine clay layers for borings 1, 2, 3, 4, 5, 8 and 9 were evaluated and
showed average saturated hydraulic conductivity for 24' msl elevation is 0.00058 in/sec.
The loamy marine layers for borings 6 and 7 were evaluated and showed average
saturated hydraulic conductivity for 18' msl elevation is 0.0023 in/sec. Atterberg limits
showed the plasticity index of 44 for this heavy clay material.
The lower depth of the heavy clay layer occurs at or above 18' msl elevation. This
material excavated from stormwater ponds should be stockpiled for lining stormwater
ponds. The portion of the proposed stormwater pond located at the rear of the property
is shown to be below this 18" msl contour. These portions of this pond will need to be
lined with the stockpiled material.
Recommendations:
It would be our recommendation to utilize the natural soil in place for the sidewalls of the
proposed stormwater pond located near the front of site and situated at the 26' elevation.
During excavation, this heavy clay horizon should be stockpiled for use as a pond liner.
The in situ clay sidewall of the pond will prevent lateral groundwater movement. We
recommend a clay key be installed beginning one foot below the upper limit of the clay
horizon, approximately 23' msl, and brought to within one foot of the soil surface. Site
construction excavation will reveal the actual lower limit of the clay. Below the lower limit.
of the clay layer, placement of a minimum thickness of one foot of a clay liner extending
at least one foot below the permanent pool should preclude lateral water flow into or out
of the pond.
It would be our recommendation to utilize the natural soil in place for the sidewalls of the
proposed stormwater pond located near the rear of site and situated above the 18'
elevation. Portions of the pond without the heavy clay sidewall should utilize the
placement of a minimum thickness of one foot of a clay liner extending at least one foot
below the permanent pool to preclude lateral water flow into or out of the pond. These
portions of the pond using liners should terminate the liner within three feet of the top of
the pond. Buried clay keys should begin four feet below the top of the pond and be
brought to within one foot of the soil surface.
Stormwater Soil Report

In summary, LMG has performed site specific evaluations within the stormwater pond
area. Elevation 18' has soils that will require clay liners and buried keys Elevation 26'
has soils that may utilize heavy clay soils in -place and augment with clay liners where
these heavy clay soils are not present. Please do not hesitate to contact me if you have
any questions with this report. I may be reached at 910-452-0001 or at
[e-mail]
Thank you,
G. Craig Turner
Vice President
Land Management Group, Inc.
P.O. Box 2522
Wilmington, NC 28403
910-452-0001 Voice
910-452-0020 Fax
[e-mail]
DEC 1 6 2008
BY:
Stormwaler Soil Report

t7E[: 1 � Z008
BY:
Profile Descriptions
Boring I, Linear side slope, 0-2% slope.
Fill 0-6 Mixed sand, clay, and roots
A 6-8" Sand, gr, vfr, ns, np, 10YR 4/1
E 8-18" Sand, gr, vfr, ns, np, IOYR 7/3
Bt 1 18-27" Sandy loam, sbk, fr, ns, np, 1 OYR 6/4
Bt2 27-47" Sandy loam, sbk, fir, ns, np, IOYR 6/4 1 OYR 6/2 RMF
E' 47-53" Sand, gr, vfr, ns, np, 10YR 6/2 IOYR 6/8
Cg 53-60" Clay loam, massive, firm, vs, vp, IOYR 7/1 SYR 5/8 RMF
Estimated seasonal hieh water table: 27"
Boring 2, Linear side slope, 0-2% slope.
Fill 0-10 Mixed sand, clay, and roots
A 10-14" Sand, gr, vfr, ns, np, 10YR 4/1
E 14-24" Sand, gr, vfr, ns, np, IOYR 7/3
Bt 1 24-40" Sandy loam, sbk, fr, ns, np, IOYR 6/4
Bt2 40-52" Sandy loam, sbk, fr, its, np, 1OYR 6/4 1 OYR 6/2 RMF
Cg 52-60" Clay loam, massive, firm, vs, vp, IOYR 7/1 SYR 5/8 RMF
Estimated seasonal hi eh water table: 40"
Boring 3, Linear side slope, 0-2% slope.
Fill 0-12 Mixed sand, clay, and roots
A 12-18" Sand, gr, vfr, ns, np, 10YR 4/1
Bt1 18-36" Sandy loam, sbk, fir, ns, np, 1 OYR 6/4
Bt2 36-56" Sandy clay loam, sbk, fr, ns, np, IOYR 6/4 10YR 6/2 RMF
Cg 56-60" Clay loam, massive, firm, vs, vp, 10YR 7/1 SYR 5/8 RMF
Estimated seasonal hieh water table: 36"
Stormwater Soil Report

DEC T 8 Z008
BY:
Profile
Boring 4, Linear side slope, 0-2% slope.
A 0-2" Sand, gr, vfr, ns, np, I OYR 4/1
A/13h 2-13" Loamy Sand, fr, ns, np, I OYR 5/4
Bt 1 13-22" Sandy clay loam, sbk, fr, ns, np, 1 OYR 6/4
Bt2 22-30" Sandy clay loam, sbk, fr, ss, sp, 10YR 6/4 10YR 6/8
Cg 30-60" Clay loam, massive, firm, vs, vp, I OYR 7/1 5YR 5/8 RMF
Estimated seasonal high water table: 30"
Boring 5, Linear side slope, 0-2% slope.
A 04" Sand, gr, vfr, ns, np, 1 OYR 5/1
A/Bli 4-18" Loamy Sand, fr, ns, np, 1 OYR 5/4
Btl 18-33" Sandy clay loam, sbk, fr, ns, np, IOYR 6/4
Bt2 33-44" Sandy clay loam, sbk, fr, ss, sp, 10YR 6/4 1 OYR 6/2 RMF
Cg 44-60" Clay loam, massive, firm, vs, vp, IOYR 7/1 5YR 5/8 RMF
Estimated seasonal high water table: 33"
Boring 6, Linear side slope, 0-2% slope.
A 0-2" Sand, gr, vfr, ns, np, 10YR 511
E 2-18" Sand, gr, vfr, ns, np, 10YR 6/3
Bt 1 18-48" Sandy clay loam, sbk, fr, ns, np, IOYR 6/6
Bt2 48-60" Sandy clay loam, sbk, fr, ns, np, IOYR 6/4 IOYR 6/2 RMF
Estimated seasonal high water table: 48"
Boring 7, Linear side slope, 0-2% slope.
A 0-2" Sand, gr, vfr, ns, np, 10YR 4/1
Bt 2-20" Sandy clay loam, sbk, firm, ss, sp, 10YR 6/6
C 1 20-44" Sandy loam, sbk, fr, ns, np, IOYR 6/6 1 OYR 6/2 RMF
C2 44-60" Loamy sand, gr, vfr, ns, np, IOYR 6/6 IOYR 6/2 RMF
Estimated seasonal high water table: 20"
Stormwater Soil Report

DEC 1 6 nu
BY:
Profile Descriptions
Boring 8, Linear side slope, 0-2% slope
A 0-18" Sand, gr, vfr, ns, np, 10YR 3/1
Bt 18-36" Sandy clay loam, sbk, fr, ns, np, 1 OYR 6/4 1OYR 6/2 RMF
Btg 36-42" Sandy clay loam, sbk, fr, ss, sp, 1 OYR 7/1 Mt 5/8 RMF
Cg 42-60" Clay loam, massive, firm, vs, vp, 1 OYR 7/1 5YR 5/8 RMF
Estimated seasonal high water table: <12"
Boring 9, Linear side slope, 0-2% slope.
A 0-2" Sand, gr, vfr, ns, np, 10YR 511
E 2-10" Sand, gr, vfr, ns, np, 10YR 7/3
Btl 10-28" Sandy clay loam, sbk, fr, ns, np, ]OYR 6/6
Bt2 28-42" Sandy clay loam, sbk, fr, ns, np, IOYR 6/6 1 OYR 6/2 RMF
Cg 42-60" Clay loam, massive, firm, vs, vp, 1 OYR 7/1 5YR 5/8 RMF
Estimated seasonal high water table: 28"
Stormwater Soil Report

vrnerar 3enes ucsunpuciI - �� V �,N
LOCATION CRAVEN NC+AL GA SC VA
Established Series
RAG-ENH, Rev. MHC
05/2004
CRAVEN SERIES
MLRA(s): 133A, 153A
MLRA Office Responsible: Raleigh, North Carolina
Depth Class: very deep
Drainage Class (Agricultural): moderately well drained
Internal Free Water Occurrence: moderately deep, common
Index Surface Runoff: negligible to very high
Permeability: slow
Landscape: Coastal Plain
Landforml: Uplands
Hillslope Profile Position:
Geomorphic Component: flats
Parent Material: marine sediments
Slope: 0 to 12 percent
Elevation (type location): 20 to 100 feet
Mean Annual Air Temperature (type location): 63 degrees F.
Mean Annual Precipitation (type location): 54 inches
TAXONOMIC CLASS: Fine, mixed, subactive, thermic Aquic Hapludults
TYPICAL PEDON: Craven silt loam - cultivated. (Colors are for moist soil.)
DEC 1 8 7008
Ap--O to 7 inches; grayish brown (l OYR 5/2) silt loam; weak medium granular structure; very friable;
common fine and medium roots; slightly acid; clear smooth boundary. (4 to 10 inches thick)
E--7 to 9 inches; light yellowish brown (1 OYR 6/4) silt loam; weak medium subangular blocky
structure; very friable; few fine and medium roots; very strongly acid; clear wavy boundary. (0 to 5
inches thick)
Btl--9 to 12 inches; brownish yellow (1 OYR 6/6) silty clay loam; moderate fine and medium subangular
blocky structure; firm; slightly sticky, slightly plastic; thin discontinuous clay films on faces ofpeds;
few fine and medium roots; common fine and medium pores; very strongly acid; clear wavy boundary.
Bt2--12 to 22 inches; brownish yellow (10YR 6/6) silty clay; common fine distinct yellowish red (5YR
5/8) mottles; moderate fine angular blocky structure; very firm, sticky, plastic; thin continuous clay
films on faces ofpeds; few fine roots; common fine pores; very strongly acid; clear wavy boundary.
Bt3--22 to 36 inches; brownish yellow (I OYR 6/6) silty clay; common fine and medium distinct: gray
(1 OYR 6/1) and common fine distinct yellowish red (5YR 5/8) mottles; moderate fine and medium
angular blocky structure; very tirnn, sticky, plastic; thin continuous clay films on faces of peds; 'few fine
pores; very strongly acid; gradual wavy boundary.
litti)://www2.ftw.nrcs.Lisd,i.gov/os(l/daUC/CIZAV1,--N.litiii1 10/28/2008

UIilClal JerICS IJCSO11pl1v11 - �1\ v "IN 01I.1J
Bt4--36 to 46 inches; light yellowish brown (1 OYR 6/4) clay; many medium distinct gray (I OYR 6/1),
common medium distinct reddish yellow (7.5YR 6/8), and common fine distinct red (2.5YR 4/8)
mottles; weak medium angular blocky structure; very firm, sticky, plastic; thin continuous clay films on
faces of peds; very strongly acid; gradual wavy boundary. (Combined thickness of Bt ranges from 24 to
50 inches.)
BC--46 to 54 inches; gray (10YR 6/1) clay; common medium faint pale brown (10YR 6/3), common
fine and medium distinct reddish yellow (7.5YR 6/8), and common fine prominent red (2.5YR 4/8)
mottles; weak medium platy structure; very firm, sticky, plastic; very strongly acid; clear wavy
boundary. (0 to 25 inches thick)
C1--54 to 70 inches; brownish yellow (1 OYR 6/6) sandy loam; common lenses and pockets of sandy
clay loam; common fine faint reddish yellow (7.5YR 6/8) and few fine and medium distinct light gray
(I OYR 7/1) mottles; massive; very friable; very strongly acid; gradual wavy boundary.
C2--70 to 80 inches; brownish yellow (1 OYR 6/6) loamy sand; common fine and medium faint reddish
yellow (7.5YR 6/8) and few fine and medium distinct light gray (1 OYR 7/1) mottles; massive; very
friable; very strongly acid.
TYPE LOCATION: Craven County, North Carolina; 4 miles northwest of Vanceboro on N.C. 43; 0.6
mile east on S.R. 1644; 30 feet west of road in cultivated field.
RANGE IN CHARACTERISTICS:
Depth to Bedrock: Greater than 60 inches
Depth to Seasonal High Water Table: 24 to 36 inches, December to April
Rock Fragment content: 0 to 3 percent, by volume, throughout
Soil Reaction: extremely acid to strongly acid, except where limed
RANGE Or INDIVIDUAL HORIZONS:
A or Ap horizon:
Color --hue of 1 OYR or 2.5Y, value of 3 to 6, and chroma of 1 to 3
Texture (fine -earth fraction)-- loam, silt loam, very tine sandy loam, or fine sandy loam. Eroded pedons
are clay loam, sandy clay loam or silty clay loam.
E horizon:
Color --hue of 1 OYR to 5Y, value of 5 to 7, and chroma of 2 to 4
Texture (fine -earth fraction)-- loam, silt loam, very fine sandy loam, or fine sandy loam.
BE or BA horizon (if it occurs):
Color --hue of 1 OYR or 2.5Y, value of 4 to 7, and chroma of 3 to 8
Texture (fine -earth fraction)-- loam, clay loam, silt clay loam, or sandy clay loam.
Bt horizon (upper pant):
Color --hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 3 to 8
Texture (fine -earth fraction)-- clay loam, silty clay loam, silty clay, or clay
Other features-- average clay content of the Bt horizon is 35 to 55 percent and silt plus the very fine sand
content is more than 30 percent
Bt horizon (lower part):
http://www2. ftw.n res.usda.gov/osd/dat/C/CRAV EN.litml 10/28/2008

Official Series Description - CKAVLN genes rage 3 v..,
Color --hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 3 to 8 with few to many mottles of chroma
2 or less or hue of IOYR or 2.5Y, value of 5 to 7, and chroma of 1 to 2 with iron masses in shades of
red, yellow, and brown
Texture (fine -earth fraction)-- clay loam, silty clay loam, silty clay, or clay
Other features-- average clay content of the Bt horizon is 35 to 55 percent and silt plus the very fine sand
content is more than 30 percent
BC or BCg horizon:
Color --hue of I OYR or 2.5Y, value of 5 to 7, and chroma of I or 2 with mottles in shades of red, yellow,
or brown. Some pedons have BC horizons with dominant chroma of 3 or more and many mottles of
chroma 2 or less
Texture (fine -earth fraction)-- silty clay loam, clay loam, silty clay, clay, sandy clay, or sandy clay loam
C horizon:
Color --hue of 1 OYR to 2.5Y, value of 5 to 7, and chroma of I to 6. Pedons with dominant chroma of 3
or more have many mottles of chroma 2 or less
Texture (fine -earth fraction)-- clay loam, loam, sandy clay loam, sandy loam, or loamy sand.
Redoximorphic features -- in shades of red, brown, and yellow are in most pedons
COMPETING SERIES:
Eulonia soilshas less than 30 percent silt in the PSCS
Maubila soilshave fragments of ironstone
Nevarc soilshas a perched water table
GEOGRAPHIC SETTING:
Landscape: Coatal Plain
Landform: Upland
Geomorphic Component: Flat
Parent Material: Marine sediments
Elevation: 20 to 100 feet
Mean Annual Air Temperature: 59 to 67 degrees
Mean Annual Precipitation: 40 to 60 inches
Frost Free Period:
GEOGRAPHICALLY ASSOCIATED SOILS:
Bayboro soils-- have poorer drainage and are on lower landscape positions
Bladen soils-- have poorer drainage and are on lower landscape positions
Exum soils-- have less clay
DEC I 8 2008
BY:�_
Goldsboro soils-- have less clay
Grantham soils-- have poorer drainage and are on lower landscape positions
Leaf soils-- have poorer drainage and are on lower landscape positions
Lenoir soils-- have poorer drainage and are on lower landscape positions
Lynchburg soils-- have poorer drainage and are on lower landscape positions
Nalmnta soils-- have poorer drainage and are on lower landscape positions
Norfolk soils-- have less clay and occur on higher, well drained landscape positions
Rains soils-- have poorer drainage and are on lower landscape positions
DRAINAGE AND PERMEABILITY:
Drainage class (Agricultural): moderately well drained
Index Surface Runoff: negligible to very high
Internal Free Water Occurrence: moderately deep, common
htti)://www2.ftw.ni-cs.usda.gov/osd/dat/C/CRAVEN.htinl 10/28/2009

uInclal JCrles ursullpuVll - l 1R v uiv J�iiw
Permeability: slow
USE AND VEGETATION:
M r Uses• cro s and woodland
DEC 1 8 2008
BY:
Dominant Vegetation: Where cultivated-- corn, soybeans, tobacco, cotton, small grain, peanuts, and
pasture. Where wooded-- loblolly pine (Pinus taeda), red maple (Ater rubrum), sweetgum (Liquidambar
styraciflua), water oak (Quercus nigra), southern red oak (Quercus falcata), yellow -poplar (Liriodendro
tulipifera), blackgum (Nyssa sylvatica), white oak (Quercus alba), post oak (Quercus stellata), American
holly (Ilex opaca), and other overstory species. Understory species include bitter gallberry (Ilex glabra),
sourwood (Oxydendrum arboreum), flowering dogwood (Corpus florida), wax myrtle (Myrica cerifera),
blueberry (Vaccinium spp.), grape (Vitus spp.), Carolina jessamine (Gelsemium sempervirens), large
gallberry (Ilex coriacca), honeysuckle (Lonicera spp.), and summersweet clethra (sweet pepperbush)
(Clethra alnifolia)..
DISTRIBUTION AND EXTENT:
Distribution: Coastal Plain of North Carolina, South Carolina, Georgia, Virginia, and perhaps other
southern states
Extent: large
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Craven County, North Carolina, 1930.
REMARKS: Newseries soils were previously mapped as...
Diagnostic horizons and soil characteristics recognized in this pedon are:
Ochric epipedon--the zone from 0 to 9 inches (Ap & E horizon)
Argillic horizon --the zone from 9 to 46 inches (Bt horizons)
Aquic conditions --the soil has redox depletions and concentrations within the upper 24 inches of the
argillic horizon, with periodic saturation and reduction at some time during the year
Series control section --the zone from 0 to 60 inches
ADDITIONAL DATA: (1) This series is among' Benchmark soils; characterization data at type location
exists in S77NC-49-1 and on alternate site S78NC-49-44.
(2) North Carolina State University
(a) Swelling pressure and COLE data on undisturbed B horizon samples at the type location in Craven
Co., North Carolina.
Btl Bt2 Bt3
Swelling pressure (lbs/sq in) 108 1002 141
COLE .04 .06 .04
(b) Saturated hydraulic conductivity (K) data from 1 pedon Craven Co., North Carolina; from
undisturbed 3-inch cores collected for cooperative research by N.C.S.U., SCS, and the Craven County
Health Department.
Horizon Depth (in.) K (in./hr.)
Ap 1-4 1.88-2.16
A2 6-9 0.18-0.32
Btl 13-16 0.09-0.10
Bt l 20-23 0.16
Bt2 29-32 0.14
Bt3 40-43 0.13
http://www2.11w.nres.usda.gov/osd/dat/C/CP-AVEN.html 10/28/2008

uniclal wrics rleSCrlpuvn - l.[ v uiv oouw
__'0_ _ _ _ _
Data Map Unit ID (type location): 00000
TABULAR SERIES DATA:
soil Name Slope Airtemp FrFr/seas Precip Elevation
CRAVEN 0- 12 59- 64 190-240 40- 52 20- 100
F1oodL F1oodH Watertable Kind Months Bedrock Hardness
NONE 2.0-3.0 APPARENT DEC -APR 60-60
Depth Texture
0- 9 L FSL SIL
0- 9 CL SICL SCL
9-54 C SIC SICL
54-60 CL SL LS
Depth -pH- O.M
0- 9 3.5- 6.5 .5-2
0- 9 3.5- 5.5 .5-2
9-54 3.5- 5.5 0.-0
54-80 3.5- 5.5 0.-0
3-Inch No-10 Clay% -CEC-
0- 0 95-100 7-27 -
0- 0 95-100 27-40 -
0- 0 95-100 35-60 -
0- 0 95-100 5-35 -
Salin Permeab Shnk-Swll
0- 0 0.2- 2.0 LOW
0- 0 0.06- 0.2 MODERATE
0- 0 0.06- 0.2 MODERATE
0- 0 0.2- 6.0 LOW
National Cooperative Soil Survey
U.S.A.
DEC 1 8 2008
BY: _-
http://www2.flw.nres.usda.gov/osd/dat/C/CRAV EN.htnil
10/28/20V

Official Series Description - ONSLOW Series
.u61.—,
LOCATION ONSLOW NC+SC
Established Series
Rev. WLB:JCJ:VL
12/2002
ONSLOW SERIES
DEC 1 8 2008
BY:
The Onslow series consists of moderately well drained and somewhat poorly drained soils that formed
from moderately fine -textured Coastal Plain sediments. These soils are on nearly level to slightly convex
divides of uplands. Slopes range from 0 to 3 percent.
TAXONOMIC CLASS: Fine -loamy, siliceous, serniactive, thennic Spodic Paleudults
TYPICAL PEDON: Onslow loamy fine sand, on a nearly level convex divide in woods. (Colors are for
moist soil unless otherwise stated.)
A--O to 4 inches; very dark gray (I OYR 3/1) loamy fine sand; weak medium granular structure; very
friable; many fine roots; very strongly acid; clear wavy boundary. (3 to 6 inches thick)
E--4 to 8 inches; gray (10YR 6/1) loamy fine sand; weak medium granular structure; very friable;
common fine roots; very strongly acid; clear wavy boundary. (0 to 7 inches thick)
E/Bh--8 to 14 inches; very pale brown (10YR 7/3), light yellowish brown (10YR 6/4), and reddish
brown (5YR 5/4) loamy fine sand; massive; very friable to firm; about 1/3 of the horizon is weakly
cemented Bh and 1/3 is strongly cemented Bh concretions ranging from 1/4 to 3/4 inch in size; few fine
roots; very strongly acid; clear wavy boundary. (3 to 8 inches thick)
E'--14 to 17 inches; very pale brown (10YR 7/3) loamy fine sand; weak medium granular structure; very
friable; few fine roots; very strongly acid; clear wavy boundary. (0 to 10 inches thick)
BE--17 to 20 inches; brownish yellow (10YR 6/6) fine sandy loam; few coarse distinct very pale brown
(10YR 7/3) mottles; weak fine subangular blocky structure; very friable; few fine roots; very strongly
acid; clear wavy boundary. (0 to 4 inches thick)
Btt--20 to 30 inches; brownish yellow (10YR 6/6) sandy clay loam; few medium distinct strong brown
(7.5YR 5/8), and light gray (10YR 7/1) mottles; weak medium subangular blocky structure; friable,
slightly sticky, slightly plastic; few medium roots; few thin clay films on faces of peds; very strongly
acid; gradual wavy boundary. (6 to 15 inches thick)
B12--30 to 41 inches; mottled light yellowish brown (I OYR 6/4), strong brown (7.5YR 5/8), and light
gray (I OYR 7/2) sandy clay loam; weak medium subangular blocky structure; friable; slightly sticky,
slightly plastic; few thin clay films on faces of peds; very strongly acid; gradual wavy boundary. (8 to 15
inches thick)
Btg--41 to 53 inches; light gray (I OYR 7/2) sandy clay loam; common medium distinct brownish yellow
(1 OYR 6/8), and few fine prominent yellowish red (5YR 5/8) mottles; weak medium subangular blocky
structure; friable, slightly sticky, slightly plastic; few thin clay films on faces of peds; very strongly acid;
httD://www2. ftw.nres.usda. uov/osd/daUO/ONS LO W. htoi1 10/28/2008

Official Series Description - utv�iLu W genes -
gradual wavy boundary. (5 to 14 inches thick) FV DEC 1 S 1008
BCg--53 to 68 inches; light gray (1 OYR 7/1, 6/1) sandy clay loam with lenses of sand y_loam;_conm�on
medium distinct yellowish red (5YR 5/8) mottles; weak subangular blocky structure; friable; slightly
sticky; few small bodies of clean sand; very strongly acid; gradual wavy boundary. (7 to 20 inches thick)
Cg--68 to 80 inches; white (1 OYR 8/1) sandy loam with common lenses of loamy sand; few medium
distinct light yellowish brown (1 OYR 6/4) and brownish yellow (I OYR 6/8) mottles; massive; friable;
very strongly acid.
TYPE LOCATION: Onslow County, North Carolina; 0.6 mile southwest of Swansboro, 0.3 mile north
of intersection of SR 1444 and SR 1447, 100 feet east of SR 1444.
RANGE IN CHARACTERISTICS: The loamy textured horizons extend to 60 inches or more below
the soil surface. The reaction ranges from strongly acid to extremely acid in all horizons except where
the surface has been limed.
The A or Ap horizon has hue of 1 OYR to 5Y, value of 3 to 5, and chroma of 1 to 3.
The E horizon, where present, has hue of 1 OYR to 5Y, value of 5 to 7, and chroma of 1 to 4.
The E portion of the E and Bh horizon has hue of 10YR or 2.5Y, value of 4 to 8, and chroma of 3 to 6.
The Bh portion has hue of I OYR, 7.5YR or 5YR, value of 2 to 5, and chroma of 2 to 4. It is
discontinuous and ranges from 15 to 75 percent of the E/Bh horizon. Weakly to strongly cemented Bh
concretions range from 15 to 35 percent of the Bh portion of this horizon. In some pedons the Bh
horizon is destroyed by tillage but the Bh concretions remain in the plow layer as evidence of this
horizon.
The E' horizon, where present, has hue of 1 OYR to 5Y, value of 5 to 8, and chroma of 2 to 4. The A, E,
and E/Bh horizons are loamy fine sand, fine sandy loam, loamy sand, and sandy loam.
The BE horizon where present, has hue of 1 OYR to 5Y, value of 5 to 7, and chroma of 3 to 8. It is fine
sandy loam, sandy loam, or sandy clay loam.
The Bt horizon has hue of I OYR to 5Y or rarely 7.5YR, value of 5 to 8, and chroma of 3 to 8 or is
mottled in shades of these colors. Mottles in shades of gray, brown, and red are in most pedons with a
dominant matrix color.
The Btg and BCg horizons have hue of 1 OYR to 5Y, value of 5 to 8, and chroma of I to 2. Mottles in
shades of yellow, brown, and red are in most pedons. The Bt, Btg, and BCg horizons are sandy clay
loam, clay loam, fine sandy loam, and sandy loam.
The Cg horizon has hue of 1 OYR to 5Y, value of 5 to 8, and chroma of I to 3. Mottles in shades of
yellow and brown are in some pedons. It is sandy clay loam, clay loam, sandy loam, loamy sand, and
sand or is stratified with these textures. Some pedons have clayey or silty IIC horizons.
COMPETING SERIES: There are no other series in this family. Those closely related families are the
Baymeade, Craven, Foreston, Goldsboro, Leon, Mandarin, Mascotte, and Seagate series. Baymeade and
Seagate soils have arenic surface layers. Craven, Foreston, and Goldsboro soils do not have spodic
horizons. Leon, Mandarin, and Mascotte soils have a continuous spodic horizon and in addition, Leon
http://www2.ftw.nres.us(la.gov/osd/dat/O/ONSLOW.html 10/28/2008

Otticial Senes vescnption - ur43Lvvv 3cncs
and Mandarin soils lack an argillic horizon. DEC 1 6 2008
GEOGRAPHIC SETTING: Onslow soils are on slightly convex interstream divide�in.the lower
Coastal Plain. Slopes range from 0 to 3 percent. They formed in loamy Coastal Plairi sediments at'
elevations of about 20 to 65 feet above sea level. Average annual precipitation is about So inches and
mean annual temperature is 63 degrees F. near the type location.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing series, these are the
Autryyille Echaw, Lenoir, Lynchburg, Pactolus, Rains, Stallings, and Wrightsboro series. Except for
the Echaw, none of the soils have a spodic horizon. Echaw soils are sandy and have a continuous spodic
horizon at a depth of 30 to 50 inches.
DRAINAGE AND PERMEABILITY: Moderately well drained and somewhat poorly drained; slow
runoff; moderate permeability. The seasonal high water table is about 18 inches below the surface for 2
to 4 months in most years.
USE AND VEGETATION: About 2/3 of the acreage is cleared and used for crops, pasture, or urban.
Main crops grown are coin, soybeans, and tobacco. Native woodland species include loblolly pine,
longleaf pine, red oak, white oak, water oak, hickory, sweetgum, red maple, holly, dogwood, and
sweetbay.
DISTRIBUTION AND EXTENT: Lower Coastal Plains of North Carolina, South Carolina, Virginia,
and possibly Georgia and Florida. The series is inextensive.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Onslow County, North Carolina, 1921.
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Oclu•ic epipedon - the zone from the surface to a depth of 8 inches (the A and E horizons).
Albic horizon - the zone from a depth of 4 to 8 inches (the E horizon - not required).
Argillic horizon - the zone from a depth of 20 to 68 inches.
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO049 ONSLOW 0- 3 59- 64 190-250 46- 57 25- 65
SOI-5 F1oodL F1oodH Watertable Kind Months Bedrock Hardness
NCO049 NONE 1.5-3.0 APPARENT DEC -APR 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NCO049 0-17 LFS LS 0- 0 95-100 2- 8 1- 3
NCO049 0-17 FSL SL 0- 0 95-100 5-15 1- 4
NCO049 17-53 SCL SL CL 0- 0 95-100 15-35 2- 4
N00049 53-80 VAR - - - -
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO049 0-17 3.5- 5.5 .5-2. 0- 0 6.0- 20 LOW
http://www2.ftw.nres.us(ia.gov/osd/dat/0/0NSLOW.litm1 10/28/2009

UIIlelal Jel7CS UCSCrlp LIMI - Ulv ui.v vv OIL Iw
NCO049 0-17 3.5- 5.5 .5-2. 0- 0 2.0- 6.0 LOW
NCO049 17-53 3.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
NCO049 53-80 - - - -
National Cooperative Soil Survey
U.S.A.
DEC 1 6 �OOfl
BY:-------
littp://www2.ftw.nrcs.uscia.gov/osd/(Iat/O/ONSLOW.htiiil 10/28/2008

Vlllclal Oul'IeJ LicbUl IPL1V11- 1v 11NO
LOCATION RAINS SC+AL FL GA NC VA
Established Series
DJD-CMO/Rev. JAK
09/2006
RAINS SERIES
MLRA(s): 133A-Southern Coastal Plain, 153A-Atlantic Coast Flatwoods, 137-Carolina and Georgia
Sand Hills
MLRA Office Responsible: Raleigh, North Carolina
Depth Class: Very deep
Drainage Class (Agricultural): Poorly drained
Internal Free Water Occurrence: Very shallow, persistent
Flooding Frequency and Duration: None, very rare, rare, occasional, frequent for brief to
Ponding Frequency and Duration: None
Index Surface Runoff: Negligible
Permeability: Moderate (Saturated Hydraulic Conductivity: Moderately high
Shrink -Swell Potential: Low
Landscape: Lower, middle, upper coastal plain
Landform: Flats, depressions, Carolina bays
Geomorphic Component: Talfs, dips
Parent Material: Marine deposits, fluviomarine deposits
Slope: 0 to 2 percent
Elevation (type location): Unknown
Mean Annual Air Temperature (type location): 62 degrees F.
Mean Annual Precipitation (type location): 45 inches
TAXONOMIC CLASS: Fine -loamy, siliceous, semiactive, thermic Typic Paleaquults
TYPICAL PEDON: Rains loamy sand --forested. (Colors are for moist soil, unless otherwise
indicated.)
A--O to 7 inches; very dark gray (I OYR 3/1) sandy loam, dark gray (10YR 4/1) dry; weak fine granular
structure; very friable; many fine and medium roots; very strongly acid; clear smooth boundary. (4 to 10
inches thick)
Eg--7 to 12 inches; light brownish gray (1 OYR 6/2) sandy loam; weak fine granular structure; very
friable; many fine and few medium roots; many fine pores; few fingers of A horizon in upper part; very
strongly acid; clear wavy boundary. (0 to I 1 inches thick)
Btgl--12 to 20 inches; gray (I OYR 6/1) sandy loam; weak coarse subangular blocky structure; friable;
few fine and medium roots; many fine pores; many clay bridging between sand grains; few medium
prominent yellowish brown (1 OYR 5/6) masses of oxidized iron in lower half; very strongly acid;
gradual wavy boundary.
Btg2--20 to 40 inches; gray (1 OYR 6/1) sandy clay loam; weak medium subangular blocky structure;
friable; few fine and medium roots; many fine pores; few faint clay films on faces of peds; few coarse
http://www2.ftw.nres.us(la.gov/osd/dat/RJRAfNS.html 10/28/200"

urnciai z)encs uescripuou - ruAll- ocllua
O
pockets of gray sandy loam; common medium prominent yellowish brown (l OYR 5/6)
oxidized iron; few fine prominent red (2.5YR 4/6) masses of oxidized iron; very strong
wary boundary.
Btg3--40 to 52 inches; gray (10YR 6/1) sandy clay loam; weak medium subangular blocky structure;
firm; few fine pores; few faint clay films on faces of peds; few fine and medium prominent red (2.5YR
4/6) and yellowish brown (I OYR 5/6) masses of oxidized iron; very strongly acid; gradual wavy
boundary.
Btg4--52 to 62 inches; gray (1 OYR 6/1) sandy clay loam; weak medium subangular blocky structure;
friable; few faint clay films on faces of peds; few medium prominent brownish yellow (1 OYR 6/6)
masses of oxidized iron; very strongly acid; gradual wavy boundary. (Combined thickness of the Btg
horizon is more than 40 inches.)
BCg--62 to 79 inches; gray (1 OYR 6/1) sandy clay loam; weak coarse subangular blocky structure;
friable; few fine distinct brownish yellow (1 OYR 6/6) masses of oxidized iron; very strongly acid;
gradual wavy boundary. (0 to 20 inches thick)
2Cg--79 to 85 inches; light gray (I OYR 7/1) sand; single grain; loose; very strongly acid.
TYPE LOCATION: Florence County, South Carolina; about 2.0 miles southeast of Timmonsville; 1.1
miles south of intersection of State Highway 45 and U.S. Highway 76; 150 feet west of State Highway
45.
RANGE IN CHARACTERISTICS:
Thickness of the surface and subsurface layers: 4 to 19 inches
Depth to top of the argillic horizon: 4 to 19 inches.
Depth to the base of the argillic horizon: 60 to more than 80 inches
Depth to bedrock: Greater than 80 inches
Depth to seasonal high water table: 0 to 12 inches, December to April
Rock fragment content: 0 to 5 percent throughout
Soil reaction: Extremely acid to strongly throughout, unless limed
Depth to lithologic discontinuity (abrupt textural change): Greater than 40 inches
Other soil features --The upper 20 inches of the argillic horizon has less than 30 percent silt.
RANGE OF INDIVIDUAL HORIZONS:
A horizon or Ap horizon (where present):
Color --hue of 1 OYR or 2.5Y, value of 2 to 5, chroma of 1 to 2, or is neutral with value of 2 to 5
Texture --sand, loamy coarse sand, loamy sand, loamy fine sand, coarse sandy loam, sandy loam, fine
sandy loam, very fine sandy loam, or loam
Eg horizon:
Color --hue of 1 OYR to 5Y, value of 4 to 7, chroma of 0 to 2, or is neutral with value of 4 to 7
Texture --sand, loamy coarse sand, loamy sand, loamy fine sand, coarse sandy loam, sandy loam, fine
sandy loam, very fine sandy loans, or loam
Redoximorphic features (where present) --iron depletions in shades of brown, yellow, olive, or gray and
masses of oxidized iron or iron -manganese masses in shades of red, yellow, or brown
Btg horizon:
Color --hue of I OYR to 5Y, value of 4 to 7, chroma of 1 to 2, or is neutral with value of 4 to 7
http://www2.ftw.nres.usda.gov/osd/dat/R/RAINS.htm] 10/28/2001'

Official Series Description - KAINv i genes
1 as,, ., ,,, .,
Texture --typically, sandy clay loam or clay loam and includes sandy loam, fine sandy loam, or loam in
the upper part and sandy clay in the lower part.
Redoximorphic features --iron depletions in shades of brown, yellow, olive, or gray and masses of
oxidized iron or iron -manganese masses in shades of red, yellow, or brown
BCg horizon or BCtg horizon (where present):
Color --hue of 1 OYIZ to 5Y, value of 4 to 7, chroma of 1 to 2, or is neutral with value of 4 to 7
Texture --sandy loam, fine sandy loam, sandy clay loam, or sandy clay
Redoximorphic features --iron depletions in shades of brown, yellow, olive, or gray and masses of
oxidized iron or iron -manganese masses in shades of red, yellow, or brown
Cg horizon (where present):
Color --hue of 1 OYR to 5Y, value of 4 to 7, chroma of 1 or 2, or is neutral with value of 4 to 7
Texture --coarse sandy loam, sandy loam, fine sandy loam, loam, sandy clay loam, or clay loam, and
may be stratified with finer or coarser -textured materials
Redoximorphic features --iron depletions in shades of brown, yellow, olive, or gray and masses of
oxidized iron or iron -manganese masses in shades of red, yellow, or brown
2Cg horizon:
Color --hue of l OYR to 5Y, value of 4 to 7, chroma of I or 2, or is neutral with value of 4 to 7
Texture --coarse sand, sand, fine sand, loamy coarse sand, or loamy sand and may be stratified with
finer -textured material
COMPETING SERIES: None P 1F+_i
GEOGRAPHIC SETTING: bEC 1 8 2008 I
Landscape: Lower, middle, upper coastal plain
Landforni: Flats, depressions, Carolina bays
Geomorphic Component: Talfs, dips
Parent Material: Marine deposits, fluviomarine deposits
Elevation: 40 to 450 feet
Mean Annual Air Temperature: 57 to 70 degrees F.
Mean Annual Precipitation: 35 to 55 inches
Frost Free Period: 190 to 245 days
'GEOGRAPHICALLY ASSOCIATED SOILS:
Chipley soils --do not have an argillic horizon
Coxville soils ---have more than 35 percent clay in the top 20 inches of the Bt horizon
Dunbar soils --have more than 35 percent clay in the top 20 inches of the Bt horizon
Goldsboro soils --have dominant chroma of 3 or more between the base of the A or Ap horizons and
depths of 30 inches
Lynchburg soils --have higher chroma between the base of the A or Ap
horizon and a depth of 30 inches
Nob000 soils --are better drained and have a seasonal high water table at 30 to 40 inches below the soil
surface
Norfolk soils --are better drained and have a seasonal high water table at more than 40 inches below the
soil surface
Ocilla soils --have sandy A and E horizons more than 20 inches thick
Pantego soils --have an umbric epipedon
Paxville soils --have an umbric epipedon
Pelham soils --have sandy A and E horizons more than 20 inches thick
http://www2.ftw.nres.usda.gov/osd/dziUR/P,AINS.litnil 10/28/2008

Official Series Description - KAINS Senes
1'r", Vi
Scranton soils --do not have an argillic horizon
Stallings soils --have less than 18 percent clay in the top 20 inches of the Bt horizon
Woodington soils --have less than 18 percent clay in the top 20 inches of the Bt horizon
DRAINAGE AND PERMEABILITY:
Depth Class: Very deep
Drainage Class (Agricultural): Poorly drained
Internal Free Water Occurrence: Very shallow, persistent
Flooding Frequency and Duration: None, very rare, rare, occasional, frequent for brief to
Ponding Frequency and Duration: None
Index Surface Runoff: Negligible
Permeability: Moderate (Saturated Hydraulic Conductivity: Moderately. high
Shrink -Swell Potential: Low
USE AND VEGETATION:
Major Uses: Forest, cropland
Dominant Vegetation: Where cultivated --corn, soybeans, and small grains. Where wooded --pond pine,
loblolly pine, and hardwoods.
DISTRIBUTION AND EXTENT:
Distribution: Alabama, Florida, Georgia, North Carolina, South Carolina, and Virginia
Extent: Large
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Berkeley County, South Carolina, 1948
REMARKS: The central concept for the Rains series does not include a flooding hazard. However, the
series has been correlated in flood plain positions. Additional research is needed to determine if areas of
Rains soils that are subject to flooding have haplic or pale clay distribution.
Diagnostic horizons, soil characteristics, and special features recognized in this pedon:
Ochric epipedon--the zone from the surface of the soil to 12 inches (A, E horizons)
Argillic horizon --the zone from 12 to 62 inches (Btgl, Btg2, Btg3, and Btg4 horizons)
Aquults feature --dominant chroma of 1 in the matrix of the argillic horizon, with masses of oxidized
iron
Aquic conditions --periodic saturation and reduction in a zone from 0 to 80 inches of the soil surface at
some time during the year (endosaturation)
Lithologic discontinuity --abrupt textural change starting at a depth of 79 inches (2Cg horizon)
ADDITIONAL DATA:
TABULAR SERIES DATA:
S0I-5
Soil Name Slope
Airtemp
FrFr/Seas
Precip
Elevation
FLO129
RAINS
0-2
-
-
-
-
SC0020
RAINS
0-2
57-70
190-245
38-52
40-450
SCO102
RAINS
0-2
57-70
190-225
38-52
300-450
SCO116
RAINS
0-2
57-70
190-245
38-52
40-450
SOI-5
FloodL
FloodH Watertable
Kind
Months
Bedrock Hardness
http://www2.ftw.nres.usda.gov/osd/dat/WRAINS.html 10/28/2008

VIhciai genes uescnpuon - nvuNo Oct u,�
'a -
FLO129
NONE
0-1.0
APPARENT
JUN-JAN
>80 -
SCO020
NONE
0-1.0
APPARENT
NOV-APR
>80 -
SCO102
NONE
0-1.0
APPARENT
NOV-MAR
>80 -
SCO116
COMMON
0-1.0
APPARENT
NOV-APR
>80 -
S0I-5
Depth
Texture
3-Inch No-10
Clay%
-CEC-
FLO129
0-12
S FS
0-
0 98-100
2-5
-
FLO129
12-62
SCL
0-
0 98-100
16-35
-
FLO129
62-85
LS LFS
SL
0-
0 95-100
2-15
-
SCO020
0-12
LS LFS
S
0-
0 95-100
2-10
1-4
SCO020
0-12
SL FSL
VFSL
0-
0 95-100
5-20
1-5
SCO020
0-12
L
0-
0 95-100
7-27
2-6
SCO020
12-40
FSL SCL SL
0-
0 95-100
18-35
2-5
S00020
40-62
SCL CL
SC
0-
0 98-100
18-40
2-7
SCO020
62-79
SL SCL
SC
0-
0 95-100
15-45
1-6
SCO102
0-14
SL
0-
2 95-100
5-20
1-5
SCO102
14-36
SCL SL
0-
2 90-100
18-35
2-5
SCO102
36-46
CEM
-
-
-
SCO116
0-12
SL FSL
0-
0 92-100
5-20
1-5
SCO116
0-12
VFSL L
0-
0 92-100
7-24
1-6
SCO116
12-40
SCL CL
0-
0 95-100
18-35
2-5
SC0116
40-62
.SCL CL
SC
0-
0 95-100
18-40
2-7
SCO116
62-79
SL SCL
SC
0-
0 95-100
15-45
1-6
SOI-5
Depth
-pH-
O.M.
Salin Permeab
Shnk-Swll
FLO129
0-12
3.5-5.5
1.0-6.0
0-0 2.0-6.0
LOW
FLO129
12-62
3.5-5.5
-
0-0 0.6-2.0
LOW
FLO129
62-85
3.5-5.5
-
0-0 0.6-6.0
LOW
SCO020
0-12
3.5-5.5
1.0-6.0
0-0 6.0-20
LOW
SCO020
0-12
3.5-5.5
1.0-6.0
0-0 2.0-6.0
LOW
SCO020
0-12
3.5-5.5
1.0-6.0
0-0 0.6-2.0
LOW
SCO020
12-40
3.5-5.5
0.5-1.0
0-0 0.6-2.0
LOW
SCO020
40-62
3.5-5.5
0.5-1.0
0-0 0.6-2.0
LOW
SCO020
62-79
3.6-5.5
0.5-1.0
0-0 0.6-2.0
LOW
DEC 1 S 2008
SCO102
0-14
3.5-5.5
1.0-6.0
0-0 2.0-6.0
LOW
SCO102
14-36
3.5-5.5
-
0-0 0.6-2.0
LOW
BY:-
SCO102
36-46
-
-
-
-
-
SCO116
0-12
3.5-5.5
1.0-6.0
0-0 2.0-6.0
LOW
SCO116
0-12
3.5-5.5
1.0-6.0
0-0 2.0-6.0
LOW
SCO116
12-40
3.5-5.5
0.5-1.0
0-0 0.6-2.0
LOW
SCO116
40-62
3.5-5.5
0.5-1.0
0-0 0.6-2.0
LOW
.
SCO116
62-79
3.5-5.5
0.5-1.0
0-0 0.6-2.0
LOW
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.nres.usda.gov/osd/(Iat/IURAINS.htnl1 10/28/2008

utiiciat series vescripuon - wiciurt t 3rsvnv �crics I ns� I V1 J
LOCATION WRIGHTSBORO NC+VA
Established Series DEC 1 8 2008
Rev. HJB-JAK
12/2002 BY:
WRIGHTSBORO SERIES
The Wrightsboro series consists of very deep, moderately well drained soils on broad interstream
divides in the lower Coastal Plain. These soils formed in loamy and clayey marine sediments. Slopes
range fi•om 0 to 4 percent and are dominantly less than 2 percent. Mean annual precipitation is about 53
inches and mean annual temperature is about 63 degrees F., near the type location.
TAXONOMIC CLASS: Fine -loamy, siliceous, sentiactive, thermic Aquic Paleudults
TYPICAL PEDON: Wrightsboro fine sandy loam --cultivated; elevation of 30 feet. (Colors are for
moist soil unless otherwise stated.)
Ap--O to 6 inches; grayish brown (1 OYR 5/2) fine sandy loam; weak medium granular structure; very
friable; few fine roots; moderately acid; clear smooth boundary. (6 to 10 inches thick)
E--6 to 9 inches; very pale brown (1 OYR 7/4) fine sandy loam; weak fine granular structure; very
friable; few fine roots; strongly acid; clear smooth boundary. (2 to 10 inches thick)
Btl--9 to 24 inches; brownish yellow (10YR 6/6) sandy clay loam; weak medium subangular blocky
structure; friable; few distinct clay films on faces of peds and in pores; strongly acid; gradual wavy
boundary.
Bt2--24 to 36 inches; brownish yellow (10YR 6/6) sandy clay loam; common medium distinct light gray
(I OYR 7/2) and very pale brown (I OYR 6/3) mottles; weak medium subangular blocky structure;
friable; slightly sticky, slightly plastic; few distinct clay films on faces of peds and in pores; very
strongly acid; gradual wavy boundary.
Bt3--36 to 48 inches; brownish yellow (10YR 6/6) sandy clay loam medium; many medium distinct
light gray (1 OYR 7/1) and common medium distinct yellowish red (5YR 5/8) mottles; moderate medium
subangular blocky structure; firm, slightly sticky, slightly plastic; common prominent clay films on
faces of peds; very strongly acid; clear smooth boundary. (combined thickness of the Bt horizon is 32 to
72 inches)
2Bg--48 to 65 inches; light gray (l OYR 7/2) clay with few strata of very fine sand and silt; many coarse
distinct yellow (I OYR 7/8) and common prominent reddish yellow (5YR 6/6) mottles; common reddish
yellow (7.5YR 7/6) mottles surround old root channels; weak fine angular blocky structure; very firm,
very sticky, very plastic; few fine flakes of mica; strongly acid.
TYPE LOCATION: New Hanover County, North Carolina; 3.5 miles north of Wilmington on U.S.
Highway 117, 110 feet west of U.S. Highway 117, 50 feet north of Secondary Road 1329.
RANGE IN CI IARACTERISTICS: Solum thickness is more than 60 inches. Depth to bedrock is
littp://www2. f'tw.nres. usda.gov/osd/dat/W/WRIG li'I'S BOIZO.litiii] 10/28/2008

more than 60 inches and is commonly more than several hundred feet. The clayey 2B horizon is at a
depth of 40 to 80 inches. Soil reaction ranges from very strongly acid to moderately acid, except where
surface layers have been limed. Limed soils typically have slightly acid or neutral surface layers. Flakes
of mica range from none to common in the B and C horizons.
The A or Ap horizon has hue of 1 OYR to 5Y, value of 4 to 6, and chroma of 1 or 2, or 4 nedffil;wathi 7QQg
value of 4 to 6. It is fine sandy loam, sandy loam, loamy fine sand, or loamy sand.
The E horizon has hue of 1 OYR to 2.5Y, value of 6 or 7, and chroma of 3 to 8. It is fine sandy loam,
sandy loam, loamy fine sand, or loamy sand.
The BE or BA horizon, where present, has IOYR to 2.5Y, value of 5 or 7, and chroma of 3 to 8. It is fine
sandy loam, sandy loam, or loam.
The Bt horizon has hue of I OYR or 2.5Y, value of 5 to 7, and chroma of 3 to 8. Mottles are in shades of
red, brown, yellow, or gray. Texture is sandy clay loam, clay loam, or loam. Clay content averages 24 to
35 percent and silt content is less than 30 percent.
The Btg horizon, where present, has hue of 1 OYR or 2.5Y, value of 5 to 7, and chroma of I or 2, or is
neutral with value of 4 to 7. Mottles are in shades of red, brown, yellow, or gray. Texture is sandy clay
loam, clay loam, or loam. Clay content averages 24 to 35 percent and silt content is less than 30 percent.
The 2Bg horizon has hue of 1 OYR or 2.5Y, value of 5 to 7, and chroma of 1 or 2, or is neutral with value
of 4 to 7. Mottles are in shades of red, brown, yellow, or gray. Texture is clay or sandy clay. Most
pedons have lenses or fine strata of sandy or silty material.
The 2BCg or 2Cg horizon, where present, has hue of 10YR to 5Y, value of 5 to 7, and chroma of 1 or 2,
or is neutral with value of 4 to 7. Mottles are in shades of red, brown, yellow, or gray. Texture is clay or
sandy clay. Most pedons have lenses or fine strata of sandy or silty material.
COMPETING SERIES: These are the Goldston, Izagor , Kullit, Quitman, and Whitwell soils in the
same family, and the Altavista, Tetotum, Craven, Duplin, Foreston, Stallings, Johns, Kempsville, and
Ogeechee soils in similar families. Goldston and Whitwell soils do not have a lithologic discontinuity
within 40 to 80 inches. Altavista and Tetotum soils have mixed mineralogy. Craven and Duplin soils
have a clayey particle -size control section. Foreston and Stallings soils have a coarse -loamy particle -size
control section. Kullit soils have hue of 5YR in part of the Bt horizon. Johns soils have solum thickness
less than 40 inches and have a fine -loamy over sandy or sandy -skeletal particle -size control section.
Kempsville soils do not have low chroma mottles in the upper subsoil. Ogeechee soils have mottles with
chroma of 2 or less throughout the upper subsoil. Quitman soils have a Btx horizon, and in addition do
not have a lithologic discontinuity and a clayey 2B horizon.
GEOGRAPHIC SETTING: Wrightsboro soils are on broad interstream divides in the lower Coastal
Plain. Slopes range from 0 to 4 percent, but are dominantly less than 2 percent. The soils formed in
fluvial and marine sediments that have mixed mineralogy. The average annual rainfall ranges from
about 38 to 55 inches, the frost free season ranges from about 220 to 256 days, and the mean annual air
temperature ranges from 59 to 71 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Craven, Foreston,
Kempsville, Ogeechee, and Stallings series and the Pactolus, Paxville, Torhunta, and Woodington soils.
Pactolus soils are sandy throughout. Paxville and Torhunta soils have an umbric epipedon and Torhunta
http://www2.ftw.nres.usda.gov/osd/dat[WAVRIGHTSBORO.litinl 10/28/20C''

urrlcial series uesenption - wxturi i �,numu �)encs rago c�
and Woodington soils have a coarse -loamy particle -size control section.
DRAINAGE AND PERMEABILITY: Moderately well drained; slow runoff; and moderate
permeability in the upper subsoil (Bt) and slow permeability in the lower subsoil (213g).
USE AND VEGETATION: Most area are cleared and used for cultivated crops and pasture. Many
areas are used for residential and industrial development. Forested areas are in mixed hardwood and
pines with understory of myrtle, gallberry, dogwood, and holly.
DISTRIBUTION AND EXTENT: The lower Coastal Plain of North Carolina and possibly South
Carolina and Virginia. The series is of small extent.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1974. DEC X 8 2008
REMARKS: This series was formerly mapped with Goldsboro and Johns soils. 3Y.
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface to a depth of 9 inches (A and E horizons)
Argillic horizon - the zone from a depth of 9 to a depth of 48 inches (Btl, Bt2, and 136 horizons)
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NC0011 WRIGHTSBOR 0- 4 59- 70 220-256 38- 55 25- 95
SOI-5 F1oodl, F1oodH Watertable Kind Months Bedrock Hardness
NC0011 NONE 2.0-3.0 APPARENT DEC-FEB 60-60
SOI-5 Depth Texture 3-Inch NO-10 Clay% -CEC-
NC0011 0- 9 LS LFS 0- 0 95-100 4-12 1- 5
NC0011 0- 9 SL FSL 0- 0 95-100 5-18 1- 6
NC0011 9-48 SCL CL L 0- 0 95-100 18-35 3- 8
NC0011 48-65 C SC 0- 0 95-100 35-60 7- 13
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NC0011 0- 9 4.5- 6.0 .5-2. 0- 0 6.0- 20 LOW
NC0011 0- 9 4.5- 6.0 .5-2. 0- 0 2.0- 6.0 LOW
NC0011 9-48 4.5- 6.0 0.-.5 0- 0 0.6- 2.0 LOW
NC0011 48-65 4.5- 6.0 0.-.5 0- 0 0.06- 0.2 MODERATE
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.tires.usda.gov/osd/dat/W/WRIGHTSBORO.htmI 10/28/200Y'

Af Planning Department --._---
Chris O'Keetu
Plnnninq Uurrini
5/2S/08
Ms. Cindee Wolf,
Withers & Ravencl
7040 Wrightsville Ave.
Suite 101
Wilmington, NC 23403
R cI,.
---- - __ DEC Y 9 'r�, _��
Pl,�w lien+ � i i.:n.uily (t�wenu �� nt :.i�nte�i
> 10 ()nie rnm,In!_ CIE.' It �I DI'IV( ante 150
Wilininglum, N(-
I `110, 7�17?. r0'z l
Subject: Riverside Subdivision (Pert xmance Plan)
Dear Ms. Wolf,
In regular session on May 21, 2003, the County's Technical Review Committee (TRC) voted 4-0
to approve Riverside Subdivision for a total of233 lots as displayed on the preliminary site plan
submitted on May 14, 2003. Preliminary site plan approval of the project comes with the following
requirements:
I. With the size of the prgjcct directly impacting the County's Water supply system, your client Will
be responsible for increasing capacity to the system. Details concerning the increase capacity Will
need to be worked out With the County Fire Services and Engineering staff. County sewer
availability will be limited to 40 lots per final plat or per County Engineering criteria.
2. The entrance to the project beginning at the T intersection of Castle Hayne Road and North Kerr
Avenue and extending west into the project will be dedicated, platted, and constructed as a 60'
right of way. This segment of the road will also be designated as a "public" road.
3. All TIA requirements embraced by NCDOT and the City/County MPO will be constructed. A
completed and approved NCDOT Driveway permit will need to be submitted prior to final plat
approval.
4. A road stub will be created between lots 83 & 89.
5. The'I`RC granted your request to have private roads (for public use) within the project.
6. No gates, speed bumps, on street parking or obstructions will be allowed oil the private roads.
Attending the TRC meeting were TRC Chairman David Adams (Planning Board), Sam Burgess
(Planning Staff), Jim lannucci (County Engineering), Anthony Printz (WMPO) and Malt Davis (Fire
Services). Also, attending the meeting were Bobby Harris, Jane Daughtridgc, and Shawn Ralston
(Planning Staff), Matt Murphy, (SECOF) and you.
Riverside Subdivision will be valid as it preliminary site plan for two years. If final plats are not
submitted within the 24-month time limit; the plat must be resubmitted as a preliminary plan in
accordance with the Subdivision Ordinance. Otherwise, the preliminary plan approval shall become

y
DEC 1
3Y:___-
void. A preliminary plan extension may be granted by the TRC for 12 months prior to expiration. The
TRC may grant up to a maximum of two one-year extensions. In the Riturc, County sewer may serve
this project. However, due to the limited capacity of the County's wastewater treatment facilities, sewer
capacity may not exist. DEHNR wastewater sewer construction and operations permits and/or final plat
approval of sections may be withheld, i f in the opinion of the County Engineer, adequate sewer capacity
does not exist. Please also be advised that all other local, State and Federal regulations will be
applicable.
As you know, final plat approval for all or it part of the project cannot be obtained until
construction plan drawings are submitted and approved by County Engineering staff. There were uo
significant 24" trees located in the right-of-way. .
Please remit 5 copies of the revised site plan for TRC Chairman Signature. Contact me if you
have any questions at 793-7443.
Sincerely,
9�
Bobliy Harris
hh;u•ris(~r)nhcbov.cum
CC: Planning Board Members
Zoning Enlorcemcnt(Iuap)
County Engineering (map)
City -County MPO
County Fire Services (map)
Beth Wetherill, (Engineering)
NCDOT
Developer (map)
Environmental Health
File

e1 f j r� taut+nira
ChNs O'Keefe
Planning Director
September 25, 2008
Ms. Cinclee Wolfe
Withers & Ravenel
1410 Commonwealth Drive, Unit 101
Wilmington, NC, 28403
Re: Riverside (Road Segment Redesignation)
Dear Ms. Wolf:
CRVVYT'IL
LB Y: DEC
1 8 2008
Plcm Hanover County Government: Center
230 Government Center Drive, suite tso
Wilmington, MC 2810
1'910'798.7165
r 9tr,.79�t.7os
In regular session on September 24, 2008, the County's Technical Review
Committee (TRC) approved your request to change the road segment in Riverside from
public to private (but for public use) clue to a confliet with the proposed right-of-way and
off site utilities. According to testimony by Mr. Malpass and Mr. Mills, this method is not
an acceptable practice for NCDOT taking the roads over for State maintenance. The vote
by the TRC was 4-0. Please be advised that no gates, on street parking, or speed bumps
will be permitted. All terms and conditions of original preliminary site plan approval will
remain in force. In addition, a completed and approved NCDOT Driveway permit will be
retluirecl prior to final plat approval. A notation on the preliminary and final plats will
also indicate that the roads are private but for public use. This language will also be
incorporated in the homeowner covenants prior to final plat approval.
Attending the meeting were Chairman Richard Collier (Planning Board), Sam
Burgess (Planning), Jim lannucci (County Engineering), and Anthony Prinz (City -County
WMPO). Also attending the meeting were Chris O'Keefe and Bobby Harris (Planning
staff), Sharon Huffman (County Legal), Bill Pinnix and Jim Bonsor (CFPUA), Jeff
Malpass (PE for the protect), Michael Mills(Attorncy), Jennifer Braswell (NHSWCD),
end you.
Please share this information with your client. Also submit 6 paper copies of the
revised map to our Planning Office for'rRC Chairman signature. Contact me if you have
questions at 798-7441.
cc: Planning Board members
County Engineering, lannucci
County Fire Services, Davis
County Zoning, Hines
City -County WMPO, PrinZ
Bill Pinnix, CFPUA
File
Sincerely,
i
S.A. Burgess
Principal Development Planner

For DENR Use ONLY
North Carolina Department of Environment and RWaaer M l3
Natural Resources suume
NCDENR Request for Express Permit Review „"; 1 p; OO -$PS t ✓\
flLwN Oil the lntormsrton
Coordlmfarak ng with l
• AehoNlto Replan-Afkon DavMson 978-195-IBW;Waon.davMsan�ncmeil.nar
• FayofturflloorRablph Rnpkn-David Lea979.7914203;davd.leeOncmall.net
• Moarosvifla&•Pafrkk Grope or Cankkaronandbncmadnef
• Washingrnn Region -Lyn Haralson 252-946.9215 or" AaNl8009ncm111,nar
• Wilmington Regloo-fanef Russell 9103503004 araLnetrusaalllancmallner
NOTE Project applkation received after 12 noon will be stamped in the foMwirg werk day.
Vpl icant MATT URPect Name: RIVERSIDE DEELOAM pany: RIVER POI TE GROUP, LLC
Address: 1202 N. LAKE PARK BLVD City: CAROLINA BEACH, State: NC Zip: 20428
Phone:[phone] Fax:[phone] Email: matlfllsecafconstruclioD.wm
Project is Drains Into NORTHEAST CAPE FEAR RIVER waters Project Located In CAPE FEAR River Basin
EngineerlComullant: Jeff Mel ass Company: Mafpass Engineering P.C.
Address: 1134 SHIPYARD BLVD City: WILMINGTON, State: N_C Zip: 28412 e
Phone: [phone] Fax::[phone] Emil: ietfmaloass0.b1zec.rr.corn
_LLScopLnuM"kn ONLY ❑D_W0,❑DCM, ❑DLR, ❑OTHER:
State Stormwater ❑ General ❑ SFR, ❑Bkhd & at Rmp, ❑ Clear & Grub, ❑ Utility
❑ Lm Density ❑ Lox Density -Curb & GuBer _# Curb Outlet Swales ❑ Off -site ISW _(Provide permit #)I
® High Density-Detenlon Pond 2 #Tmehnenl Systoms ❑ High Density-Infihrat:an _#Treatment Systems
❑ High Density-Blo-Relenfion _ #Treatment Systems ❑ High Density -Constructive Wetlands _# Treatment Systems
❑ Coastal hlansaamont ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ UNand Devolopmen []Madre Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed,(CK #_ (for DENR use))
IVETLWS QUESTIONS MUST aEADORESSED BELOW
® Wetlands (401): Check all that apply Isolated vretland on Property ® Yes ❑ No
Wattands on Site ® Yes ❑ No Buffer Impacts: ID No ❑ YES: acres)
Wetlands Delineation has been completed: ❑ Yes ❑ No Minor Variance: ® No ❑ YES
US ACOE Approval of Delineation completed: ® Yes ❑ No Major General Variance ® No ❑ YES
404 Application in Process wt US ACOE: ❑ Yes ❑ No 401 Application required: ❑Yes ® No If YES, ❑ Regular
For DENR use only
Fee Solit for multiple connote: [Chock# 1 rofal Fee Amount f
(—
SUBMITTAL DATESI
Fro
I
SUBMITTAL DATES_
Fee
CAMA
f
Mordents (❑Mel: Mln)
&
SW (p HD,❑LO.p(4nr�
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Idol; �
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1
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1 stream Deter,_ _
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pelesm:, —
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(n�E C E I V ED
DEC 10 2008
DWO
PROJ #

Narrative
General Information
it. Project name is Riverside Development.
b. Site is located at 2553 Castle Hayne Road.
c. Site area is approx. 95.16 acres.
d. Site area being disturbed is 90.46 acres.
e. Total wetlands area is 5.96 acres.
1. Wetlands have been delineated & sign-offhas been obtained from the
Corps.
2. The proposed wetland impacts have been received authorization for
wetland impacts from the US Army Corps of Engineers and NC DWQ 401
Wetlands Unit. The Corps of Engineers issued a Nationwide Permit 29
(AID# SAW-2007-906) on September 10, 2008. The NC DWQ 401
Wetlands Unit issued a "No Written Concurrence Needed" letter (DWQ
Proj # 08-1340) on October 20, 2008. Copies of these documents will be
provided in the stormwatcr submittal package.
f. The NC Secretary of State Website has the company listed as Manager -
managed. Documentation will be provided which shows Mau Murphy is a
mci�managgr
g. IScscnpt fonoi Development Proposal
1. There are no previous or existing permits to our knowledge.
2. Tax parcel ID Numbers: 3129(08)-47-7895 & 4825,
p/o 3129(08)-37-2680 & 0950
h. N/A
i. The project and storinwater facilities will be completed in 1 phase.
j. Waste Water will be pumped into an existing force main at the intersection
of Castle Hayne Rd & the proposed Riverside Drive, and will be treated
by Cape Fear Public Utility Authority. Water supply will be provided by
Cape Fear Public Utility Authority by connecting to an existing water
main along Home Place Dr and near the northeastern property line.
k. N/A
1. N/A
2. Stormwater Information
a. Project drains to Northeast Cape Fear River (SC;Sw 18-74-(61)) in the
Cape Fear River Basin
b. The stormwatcr design is high density, residential, and state stormwatcr.
—177
a Proposed total percent impervious surface area for the site is 7. 6 0
d. There are 2 proposed wet detention basins.
e. All the on -site built upon area will be collected.
f. The proposed project is located within the Cape Fear River Basin and is
not subject to Buffer Requirements.
U uE C E 1 V E
�J a DEC 10 2008
Dwo
PROJ 4 --

g. A small area of the western portion of the property is located adjacent to
the Cape Fear River. This portion of the Cape Fear River is classified as
SC/Sw and is allowed a 30' Coastal Shoreline Buffer and a 75' Area of
Environmental Concern (AIC). There is no proposed development within
the 30' Coastal Shoreline Buffer or 75' AEC. Therefore, the proposed
project does no require coordination with NC Division of Coastal
Management or a CAMA Permit.
h. Off -site runoff enters the site. Off -site runoff enters Ponds #1 & #2.
i. Road construction across other property is necessary to access this project.
i. N/A
�ECE,VED
DEC 10 2008
DWQ
PROJ k -

C20UM121011n40
LIMITED LIABILITY COMPANY
ANNUAL REPORT
e
NAME OF LIMITED LIABILITY COMPANY: River Pointe Group, LLC
SECRETARY OF STATE L.L.C. ID NUMBER: 0878344
NATURE OF BUSINESS: bm /n vz,* I7fS;
REGISTERED AGENT: Graves, Rick E.
REGISTERED OFFICE MAILING ADDRESS: 5700 Oleander Drive
Wilmington, NC 28403
SOS] D: 08781144
Date Filed: 4/30/2008 9:52:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200812100546
STATE OF INCORPORATION: NC
REGISTERED OFFICE STREET ADDRESS: 5700 Oleander Drive
Wilmington, NC 28403 New Hanover County
SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
PRINCIPAL OFFICE TELEPHONE NUMBER: q10 • ye • ,5W5
PRINCIPAL OFFICE MAILING ADDRESS: pz N. 6fi�,e mrit 13wo
6VOClk1R B0"IM, Of z0I1Z8
PRINCIPAL OFFICE STREETADDRESS: SHE
MANAGERS/MEMBERS/ORGANIZERS
Name:/A Aq Name: Name:
Title: dle: 'rifle:
Address: Z (AXP K, Address:
city:
State:,/C Ztp 8yi:t7 Slate: Zip: State: Zip:
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
y ylrrA
FORM MlIST HE SIGNED BY A MANAGER/MEMBER DATE
TYPE OR PRINT NAME. TYPE OR PRINT TITLE
ANNUAL REPORT PEE: $200 MAIL TO: Secretary of State • Corporations Division • Poet Office Box 29525 • Raleigh, NC 27626.0525

APPLICATION FOR PERMIT FOR A
LAND DISTURBING ACTIVITY 42P0 4206
Under the conditions set forth by tole (o$ VixW06
17te New Hanover County
Soil Erosion and Sedimentation Control Ordinance
Fee � � Z b8
Feepd#2ql Z(o�'_
Dale
166 his ='d4, 90D
to g 2Ac =�'¢ 368
7ownh.ou5r�
f1 ��.9,zv8
Engineering Department
Applicant or Applicant's Agent: dyer Pnirt� Gm�t�_ LLC
Address: 1202 N. L4 e ?ark Blvd Telephone Number: q10-v-5605
Total Acres of Land Disturbance: 90,62 Purpose of Development: 5thp1e--6,ly'f ihm1kA",1 —it—s-1641 duelop
Location and Description of Land Disturbance: 26572
STATEMENT OF FINANCIAL RESPONSIBILITY
Land oWrier(s) of record: Person or firm(s) financially responsible for the land disturbing activity.
If not a North Carolina resident, you MUST have a N.C. agent. (List Below)
Name: I�iyel Ppinle Grin LLB Name: River Bpinie Group LL I
Address: 1202 N, Lg1ke Ppfk DL Address: 12-OZ Lakg Pork Bl ve
4 lit, epch NE Z91a (around &Dada, A 2842E
Telephone Number: 910 2 4558-- 5605 Telephone#: $0-458-5605 Fax#: QIO- Y58- %%�_
Email: corn Email: lI1InQi}@SPco�c0115114t ipn.�0Yf1
Location ot'deed(s) or instrument(s): County: New u how, Book: 5133 Page: 619
The above information is true and correct to the best of my knowledge and belief and was provided by me while on
oath. (This loon must be signed by the financially responsible person if an individual and by an officer, director, parts
attorney -in -fact, or other person of authority to execute instruments for the financially responsible person if not
individual.) I agree to provide corrected information should there he any change in the information provided herein.
Date: G A— 3 Ofr Name ^ /L,W,1 Title
Signature
a Notary Public of the County of J Cy, HA 0606 ✓ - State of "
North Carolina, hereby certi� that M A = ryl Lt R _P H Y appeared personally before me this day and
being duly sworn acknowledged that the above form was executed by him.
Witness:my'ha and notarial seat, t is_ day of. 20 [] D
Notary �s1��6 1N�4 vj My commission expires
OTAHy
�.� :z=
>VFp •GGJ`���
I certify that 1 am authorized to grant and do in fact grant permission to the Erosion Control
enter on the land in question in connection related to this permit application.
Application Signature and Date
ENGINEERING DEPARTMENT