SW8070303_Historical File_20131008

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM
Director
October 8, 2013
Mr. David Lee, Vice President
DR Horton, Inc
4073 Belle Terre Blvd,
Myrtle Beach, SC 29579
Pat McCrory, Governor
John E. Skvarla, III, Secretary
Subject: State Stormwater Management Permit No. SW8 070303 and Name / Ownership
Change
The Overlook at Middle Sound
High Density Subdivision Wet Pond Project (Class SA waters)
New Hanover County
Dear Mr. Lee:
- The Wilmington Regional Office received a complete; modified State Stormwater Management Permit
Application for The Overlook at Middle Sound on October 3, 2013. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater Regulations
set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8
070303 dated October 8, 2013, for the construction, operation and maintenance of the BMP's and built -
upon area associated with the subject project.
The following modifications are included and covered by this permit:
1. Transfers the permit from Gateway Bank & Trust to DR Horton, Inc.
2. Re -designs the road and lot layout.
3. The stormwater management system has been redesigned to meet the latest set of rules and
includes 2 wet detention ponds, 2 dry detention ponds to act as a secondary BMP, and 2 level
spreaders and vegetated filter strips to handle the excess flow from the wet detention pond.
This permit shall be effective from the date of issuance until March 26, 2021, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this
permit regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions,
procedures for changes of ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system, to
record deed restrictions, to transfer the permit, or to renew the permit, 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 by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes, and
must be filed with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH
with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing process
at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information conceming this matter, please contact Christine
nelson, at [phone].
Sinc ely,
S�
�.n Tracy D is, , P . E., Director
Division of Energy, Mineral and Land Resources
GDS/can: S:\WQS\Stormwater\Permits & Projects\2007\070303 HD\2013 10 permit 070303
cc: Gateway Bank & Trust; cto Pat G. Davis, Senior Vice President; Special Assets / OREO
Department
John Richards, Thomas & Hutton
New Hanover County inspections
Beth E. Wetherill, New Hanover County Engineering
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 070303
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
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
DR Horton, Inc.
The Overlook at Middle Sound
3210 Middle Sound Loop Road, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds discharging to
Class SA Waters in compliance with the provisions of Session Law 2008-211 and 15A
NCAC 2H .1000 (hereafter separately and collectively 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 and
considered a part of this permit.
This permit shall be effective from the date of issuance until March 26, 2021 and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The subdivision is permitted for 42 lots, each allowed a maximum of 4,000
square feet of built -upon area.
3. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 of this permit. The runoff from all built -upon
area within the permitted drainage areas of this project must be directed into the
permitted stormwater control systems. The wet ponds labeled as Pond 1 and
Pond 2 have been designed to treat the runoff from 185,600 and 150,000 square
feet of built -upon area, respectively.
4. The maximum built -upon area allowed for the entire subdivision is 335,600
square feet.
5. The drainage areas will be limited to the amount of built -upon area indicated in
Sections 1.3 and 1.8 of this permit, and per approved plans. The built -upon area
available for the future development within the drainage areas of Pond 1 and
Pond 2 is limited to 8,800 and 7,100 square feet, respectively.
Page 2 of 10

State Stormwater Management Systems
Permit No. SW8 070303
6. A 50' wide vegetative buffer must be provided adjacent all surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of both sides of streams and rivers and the mean high
water line of tidal waters.
7. The volume in excess of the design storm must flow overland through a level
spreader and 50 foot vegetative filter stria, designed ,per NC,"C 2H.1008 i i to
pass the peak flow from the 10 year storm in a non -erosive manner.
8. 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:
9.91
7.50
Onsite, ft:
431,700
326,700
Offsite, :
0
0
1:57 Total Im ervious Surfaces, ft :
185,600
150,000
Onsite, ft :
176,800
142,900
Future, ft:
8,800
7,100
Offsite, ft :
0
0
c. Design Storm, inches:
3.8
3.8
d. Average Pond Design Depth, feet:
4.0
4.5
e. TSS removal efficiency:
90%
90%
f. Permanent Pool Elevation, FMSL:
6.5
7.2
g. Permitted Surface Area PP, ft :
21,750
23,900
h. Permanent Pool Volume, ft
77,206
96,836
i. Forebay Volume, ft:
15,570
19,736
j. Temporary Storage Elevation FMSL:
8.6
8.8
k. Permitted Temporary Storage Volume, ft :
55,393
45 479
I. Predevelo ment 1 r-24 hr. discharge rate, cfs:
1.83
5.69
m. Controlling Orifice:
3.0" 0 pipe
3.0" 0 pipe
n. Orifice Flowrate, cfs
0.19
0.17
o. Maximum Fountain Horsepower:
1/4
1/3
p. Receiving Stream/River Basin:
Pages Creek
/ Ca a Fear
q. Stream Index Number:
18-87-22
r. Classification of Water Body:
SA,
HQW
9. The discharge from all wet ponds must be directed to a secondary BMP. The
following design elements have been permitted for the required secondary BMP,
dry detention basins, and must be provided in the system at all times.
Dry Pond 1
Dry Pond 2
a. Basin Bottom Elevation, FMSL:
6.0
7.0
b. Sediment Storage Elevation, FMSL:
7.25
8
c. Stora a Elevation, FMSL:
11.0
10.8
d. Sediment Storage Provided, ft :
16,278
12,384
e. Water Volume Provided, ft:
63,270
45,731
f. Controlling Orifice:
2.5" QJ pipe
2.5" D Pi e
II. SCHEDULE OF COMPLIANCE
1. No person or entity, including the permittee, shall alter any component of the
approved stormwater system shown on the approved plans unless and until the
Division has approved of the revised plan.
2. The permittee is responsible for the routine monitoring of the project for
compliance with the built -upon area limits, grading and storm drainage system
established by this permit, the permit documents, the approved plans and the
recorded deed restrictions.
Page 3 of 10

State Stormwater Management Systems
Permit No. SW8 070303
3. The permittee shall review all individual proposed and modified lot plans for
compliance with the conditions of this permit. The permittee shall not approve
any lot plans where the maximum allowed built -upon area has been exceeded,
where the revisions to the grading or to the storm drainage system are
proposed, unless and until a permit modification has been approved by the
Division.
4. The permittee shall notify any lot owner that is found to be in noncompliance with
the conditions of this permit, in writing and shall require remediation within a
reasonable time frame.
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. All stormwater collection and treatment systems must be located in either public
rights -of -way, dedicated common areas or recorded easements. The final plats
for the project will be recorded showing all such required rights -of -way, common
areas and easements, in accordance with the approved plans.
B. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
9. 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.
10. 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. Redesign or addition to the approved amount of built -upon area.
C. Further development, subdivision, acquisition, or sale of any, 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.
d. Alteration of any aspect of the approved stormwater drainage system
and/or the approved stormwater BMPs.
e. The construction of built -upon area within any permitted future
development areas shown on the approved plans.
11. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
Page 4 of 10

State Stormwater Management Systems
Permit No. SW8 070303
12. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at design condition. The approved Operation and Maintenance
Agreement is incorporated by reference into this permit and must be followed in
its entirety and maintenance must occur at the scheduled intervals.
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. The facilities shall be constructed in accordance with the conditions of this
permit, the approved plans and specifications, and other supporting data.
15. Prior to transfer of the permit, the stormwater facilities will be inspected by
Division personnel. The project and the stormwater facility must be in substantial
compliance with all permit conditions. Any items not in substantial compliance
must be repaired, replaced or restored to design condition prior to the transfer.
Records of maintenance activities performed to date will be required.
16. If the permanent pool volume is greater than 30,000 cubic feet, a decorative
spray fountain will be allowed in the stormwater treatment system, subject to the
following criteria:
a. The fountain must draw its water from less than 2' 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 in Pond 1
and Pond 2 is 1/4 and 1/3 horsepower, respectively.
Page 5 of 10

State Stormwater Management Systems
Permit No. SW8 070303
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 070303, as issued
by the Division under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent ^ecessa r to maintain aintain compliance with i he 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.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division.
f. The maximum built -upon area per lot is 4,000 square feet. 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 from the built -upon areas on the lot must drain into the permitted
system. This may be accomplished through providing roof drain gutters,
which drain to the pond or to the street, grading the lot to drain toward the
pond or street, or grading perimeter swales and directing them into the
pond or street.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
i. All affected lots shall maintain a 50' wide vegetative buffer adjacent to all
surface waters, measured horizontally from and perpendicular to the
normal pool of impounded structures, the top of bank of both sides of
streams and rivers and the mean high water line of tidal waters.
j. Any individual or entity found to be in noncompliance with the provisions of
the stormwater management permit or the requirements of the Stormwater
Rules is subject to enforcement procedures as set forth in G.S. 143,
Article 21.
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.
19. If permeable pavement BUA credit is desired, the permittee must submit a
request to modify the permit to incorporate such language as required by the
Division. 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 shall submit the necessary forms and
documentation to the permittee, or a designated agent, and receive approval
prior to construction of the permeable pavement.
Page 6 of 10

State Stormwater Management Systems
Permit No. SW8 070303
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
At least 30 days prior to the sale of the property, or a change of ownership, or a
name change of the permittee or of the project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change form to
the Division, accompanied by the supporting documentation as listed on 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. Neither the sale of
the project, in whole or in part, nor the conveyance of common area to a third
party constitutes an approved transfer of 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 Energy, Mineral
and Land Resources, 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. The permittee shall maintain a copy of
the permit, O&M agreements, and the approved plans at all times.
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.
11. 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.
Page 7 of 10

State Stormwater Management Systems
Permit No. SW8 070303
Permit modified and reissued this the 8th day of October 2013.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
racy u2vis, r.�., viro=r
Division of -Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 070303
Page 8 of 10

State Stormwater Management Systems
Permit No. SW8 070303
The Overlook at Middle Sound
Stormwater Permit No. SW8 070303
New Hanover County
Designer'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 (Project 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 9 of 10

State Stormwater Management Systems
Permit No. SW8 070303
Certification Requirements:
Page 2 of 2
1. 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-DEMLR Regional Office
New Hanover County Building Inspections
Page 10 of 10

DWQ USE ONLY
Date Received
Fee Paid
Number
a- //�
�� n
/ �PSermit
�GV Z .ice
Al plicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph lI - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
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. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
The Overlook at Middle Sound (Formerly known as Ridge Field at Middle Sound)
2. Location of Project (street address):
3210 Middle Sound Loop Road
City:Wilmington County:New Hanover Zip:28403 2991 1
3. Directions to project (from nearest major intersection):
approx. 3.2 miles north on US 17 (Market Street) from the intersection of US 17 & US 74 (Eastwood Rd) turn
right on SR 1403 (Middle Sound Loop Road) & travel approx. 135 miles Site is on the east side of SR 1403
4. Latitude:34°15'W N Longitude:-I-F-W W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU 102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 070303 , its issue date (if known)—________, and the status of
construction: ®Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. 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
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Ntunber,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public a
If yes, see S.L. 2012-200, Part VI:
MAR 18
Form SWU-101 Version 06Aug2Ol2 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:DR Horton, Inc.
Signing Official & Title:Brad Brundage, City Manager for David Lee Vice President
b. Contact information for person listed in item 1a above:
Street Address:4073 Belle Terre Blvd
City:Myrtie Beach State:SC 29579 Zip:2
Mailing Address (if applicable):
City: State: Zip:
Phone: (704 ) 804-9781 Fax: ( )
Email:[e-mail]
Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits: New Hanover County
Point of Contact:Reggie Hucks Phone #: (910 ) 798-7175
Form SWU-101 Version 06Aug2012
n CEIVE
Page 2 of OCT 0 3 2013
BY.

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Runoff from all impervious surfaces in each of the two drainage basins will be treated initially by a wet
detention pond. Discharge from each wet detet ion pond will be directed to either a secondary dry detention
basin, level spreader w/ engineered filter strip or to existing drainage conveyance as applicable
2. a. If claiming vested rights. identify the supporting documents provided and the date they -were approved;
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 30.706 acres
5. Total Coastal Wetlands Area: 0 _acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:30.706 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal Hi h Water (NW line or Mean High Water
(MH1M line, and coastal wetlands landward from the NHW (or ZA line. The resultant project area :s used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHIM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 25 %
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Receiving Stream Name
Drainage Area
Pages Creek
Dr"ge Area 2
Pages Creek
Drainage Area
Dr ' . e Area
Stream Class *
SA; HQW
SA; HQW
Stream Index Number *
18-87-22
18-87-22
Total Drainage Area (sf)
431,700
326,700
On -site Drainage Area (sf)
431,700
326,700
Off -site Drainage Area (sf)
0
0
Proposed Impervious Area** s
185,600
150,000
% Impervious Area** total
42.99
46
im ery ous' * Surface Area
Drainage Area 1
Drainage Area 2
1 Dramage Area
Drainage Area
On -site Buildings/Lois (sib
92,000
76,000
On -site Streets (sf)
73,300
58,400
WEE
On -site Parking (sf)
0
0
On -site Sidewalks (sf)
11,500
8,500
Other on -site (so
0
0
Future (sf)
8,800
7,100
Off -site (sf)
0
1 0
Existing BUA*** (so
0
0
Total (sf):
* S
185,600
150,000
tream Class and Index Number can be determined at: httpI&ortal.ncdenr.or fwg ebAvg&slcsu/classifications
Impervious area is defined as the built upon area including. but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
UA
is to be removed and which will be replaced by new B.
Form SWU-101 Version 06Aug2012 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Proieets in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 1 SA NCAC 02B . 0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplCM= t and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://Portal.ncdenr.org/web/wq/ws/su/bmn-manual.
VI. SUBMITTAL REQUIREMENTS
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. A detailed application instruction sheet and BMP
checklists are available from hiW://portal.ncdenr.org/web/wq/ws/su/statesw/forms--docs. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http:/ /portal.ncdenr.org/web/IvA/ws/su/mal2s.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from htt2:/-_portal.ncdenr.org/web/3yq/ws/su/statesw/forms does.
I}ials %
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhely.org/12a&es/onestopexl2ress.hbnl for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and -to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map. 2�
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances. �C �G C
j. Site Layout with all BUA identified and dimensioned. NfF
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control m urER 2 8 2013
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated b
qualified person. Provide documentation of qualifications and identify the person ho
made the determination on the plans. BY:-
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
Form SWU-101 Version 06Aug2012 Page 4 of 6

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: j5' jq 4 Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretaa.state.nc.us/CorRorations/CSearch.aWx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
h=://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, 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.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer John Richards, PE
Consulting Firm: Thomas &Hutton
Mailing Address:1350 Farrow Parkway _
City:Myxtle Beach
Phone: (843 ) 839-3545
Email:[e-mail]
State:SC Zip:29577
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization Iisted in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
EGI�� G
MAR 2 8 200
BY:
Form SWU-101 Version 06Aug2012 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
Tease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
. and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Brad Brundage
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 the
applicable stormwai rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
C
C ll Date: eG`�/J
JIll
I, yo w �.
I L i/1 si'I'I�i�l' , a Nota Public for the State of SG ,County of
t'(V il'y do hereby certify that 'n �' nin personally appeared
before me thi day of JOB , and ac wledge the ue e�gcijtigp of the application for
a stormwater %Mitr+,Witness my hand and official seal, V v lA s V W
Ems'%
_ 2� �.10TAPy+�p:m _ SEAL
PUBLIC
4",H CARa ���`� My commission expires I��h I �30 1_
1ECEIvEgk
Form SWU-101 Version 06Aug2012 Page 6 of 6 OCT 0 3 2013
BY:

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 2H.1000 and S.L. 2006-246, 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, Brad Brundage , acknowledge, affirm and agree by my signature below, that I will cause the following
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 SW8 070303, as issued by the Division of Water Quality under the
Stormwater Management Regulations.
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 4.000 square feet. 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.
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. Each lot will maintain a 30** foot wide vegetated buffer between all impervious areas and surface
waters.
**50 foot for projects located in the 20 coastal counties.
8. 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 swa/es to collect the lot ru off and directing them
into a component of the stormwater collection system. Lots that will naturally drai into the system are
not required to vrovide these additional measures
Form DRPC-3 Rev.2 05Nov2009
IEC 1VL
rm ECIFIVE MAR 1 2013
14AR 2 8 2013 v.
Page 1 of 2

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
Signature: 4,44 C• Date:
u Notary Public in i tl ie
State of & L , County of `AQC'rH
do hereby certify that � (� C VkAn ( personally appeared
before me this the _� 3 4'� day of V #-\n 0 , 20 j� and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal
SEAL
Signature
My Commission expires
Pamela J Jarvis
NOTARY PUBLIC
State of South Carolina
My Commission Expires 7/19/2021
For, DRPC-3 Rev.2 05Nov2009 Page 2 of 2

THOMAS & HUTTON
1350 FARROW PARKWAY I MYRTLE BEACH, SC 29577
POST OFFICE BOX 8000 1 MYRTLE BEACH, SC 29578-8000
843.839.3545 1 WWW.THOMASANDHUTTON.COM
October 2, 2013
Ms. Christine Nelson
NCDENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Management
Revisions
The Overlook at Middle Sound, NC
24039.0001.303
Dear Ms. Nelson:
Per review comments dated September 30, 2013, we offer the following responses:
1, The person identified on the application, Brad Brundage, is not the president or vice
president of DR Horton, Inc. 15A NCAC 02H.1003(e) requires a principle executive officer of at
least the level of vice present or his authorized representative to sign the permit applications. I
will need the president or vice president of DR Horton, Inc to be listed on the application and to
either sign all the applicable forms or provide a letter of authorization allowing Mr. Brundage to
sign on his or her behalf. The NC Secretary of State currently lists Mr. Donald Tomnitz and the
President and both Mr. Thomas Montano and Mr. Bill Wheat as Vice Presidents. The Certificate
of Assistant Secretary provided on July 15, 2013 indicates that Mr. David Lee is also a Vice
President. See attached Letter of Authorization from David Lee, Vice President, D.R. Horton, Inc.
2. The signatures on the O&M agreements provided for wet detention pond 1, dry detention
pond 1, and level spreader / vegetated filter strip 1 are not the originals. The original signatures
on these documents need to be provided. Please review the application, and if everything is in
order, we respectfully request NCDENR approval. Please feel free to contact me at (843) 839-
8424 should you have any questions or comments. Thank you for your time and assistance with
this project. The original O&M Agreements for Ponds 1 and 2 and the Stormwater Management
Permit Application are attached.
Sincerely,
THOMAS & HIIiTO
Qvz_ �
John Richards, P.E. ���
Principal/Project Manager OCT 0 3 2013
Enclosures: as listed above Hy;
cc: DR Horton, Inc.
Jack Reel, P.E./Thomas and Hutton
SAVANNAH, GA I CHARLESTON, SC I WILMINGTON, NC I BRUNSWICK, GA

,'i THOMAS & HUTTON
F1 Engineering I Surveying I Planning I GIs I Consulting
TO: Ms. Christine Nelson
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Letter of Transmittal
Date: 10/2/13
Job 24039.0001.500
;Ze; The Overlook at Middle Sound
WE ARE SENDING YOU THE FOLLOWING ITEMS ( ® attached) (❑ under separate cover via UPS
❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ® Other:
Resubmittal
Copies
Date
I Description
1
10/2/13
Comment Response Letter
1
10/ l / 13
Letter of Authorization
1
10/2/13
Operation & Maintenance Agreements - Pond 1
1
10/2/13
Operation & Maintenance Agreements - Pond 2
1
10/2/13
Stormwater Management Permit Al2plication Form
THESE ARE TRANSMITTED AS CHECKED BELOW:
® For Approval ❑ Approved as Submitted
❑ For Your Use ❑ Approved as Noted
❑ As Requested ❑ Returned for Corrections
❑ For Review and Comment
Remarks
Please find the attached requested information.
® Resubmit Copies for Approval
❑ Submit Copies for Distribution
❑ Return Corrected Prints
ECF,1V'
OCT 0 3 206
Copy to _ - Signed S0-v" W9°�'.'
1350 Farrow Parkway 1 PO Box 80001 Myrtle Reach, SC 295781 8"3.839.35451 Fax [phone]

B-H-HOMN NONSE!
October 1, 2013
Christine Nelson
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Overlook at Middle Sound
Dear Ms. Nelson:
Please be advised that this letter is to serve as my letter of authorization allowing Brad Brundage,
City Manager, DR Horton, Inc. to sign all documents and applications relating to the Overlook at
Middle Sound project on my behalf.
Sincerely,
David Lee
D.R. Horton, Inc.
Vice President
CCEIVE
ocr
COY• - —

Nelson, Christine
From:
Weisgerber, Sharon [[e-mail]]
Sent:
Wednesday, October 02, 2013 3:48 PM
To:
Nelson, Christine
Cc:
Reel, Jack; Richards, John; Hussey, Ida
Subject:
FW: Overlook at Middle Sound
Attachmenis:
24039.0001.500 NCDENR Nelson 10-2-13 Resubmlttal.PDF
Christine,
Requested info will go out today via UPS, so be on the lookout to receive package sometime tomorrow. I am
attaching a copy of the resubmittal for your reference.
Thanks,
Sharon
Sharon B. Weisgerber
Thomas & Hutton
[e-mail]
(P) 843-839-8450 (F) 843-839-3565
Website I vCard
From: Nelson, Christine[mailto:christine.nelson(dncdenr.gov]
Sent: Monday, September 30, 2013 12:15 PM
To: Reel, Jack; Richards, John
Subject: RE: Overlook at Middle Sound
Jack / John,
I have finished going through the submittal for the Overlook at Middle Sound. I did find 2 issues that will prevent me
from issuing the permit:
The person identified on the application, Brad Brundage, is not the president of vice president of DR Horton,
Inc. 15A NCAC 02H.1003(e) requires a principle executive officer of at least the level of vice present or his
authorized representative to sign the permit applications. I will need the president or vice president of DR
Horton, Inc to be listed on the application and to either sign all the applicable forms or provide a letter of
authorization allowing Mr. Brundage to sign on his or her behalf. The NC Secretary of State currently lists Mr.
Donald Tomnitz and the President and both Mr. Thomas Montano and Mr. Bill Wheat as Vice Presidents. The
Certificate of Assistant Secretary provided on July 15, 2013 indicates that Mr. David Lee is also a Vice President.
The signatures on the O&M agreements provided for wet detention pond 1, dry detention pond 1, and level
spreader / vegetated filter strip 1 are not the originals. The original signatures on these documents need to be
provided.
Are these items something that can be provided in a couple days? If they would take longer, I will technically need
approval from a supervisor for a third request for additional information.
Thanks,
Christine
** Please note the new direct phone number **
Christi -- Nelson

NC Division 3f Energy, 'Minerai and Land Resources
127 Cardinal Drive Ext., Wilmir-"ton, IBC 28 05
Di-Ect:910-796-7345! Mein:9'10-r96-7522; Rnx:510-350-200ti
Er,?ofl correspondence to and from ibis ad Yre.s h: subject to ti•re North Carol na Pubiic Records Laiv
and miry be dis-closed to Mird parties uniess the content is exempt by statute or other reguh;tima.
From: Nelson, Ch rlstine
Sent: Monday, September 23, 2013 1:04 PM
To: 'Reel, Jack'
Subject: RE: Overlook at Middle Sound
Jack,
I'm sorry it has taken me a while to get to this project. Things have been very busy. I promise it's the next project I will
look at. I hope to start looking at this afternoon.
Christine
** Please note the new direct phone number Mx.
Christ ene Nelson
Environmental E-Oneer
State Stormwater Program
NC Division of Energy, Miinera; and Laird Rcs�ul,cos
127 Cardinal Drive Ext., Wilmington, NC 28405
Direct: 910-796-7345 / Main: 910-795-25'2! Fax: [phone]
Emeii correspondence to and from. this crldress is subject to the North Carolina Pubiic Records Law
and may be discicsed to third parties unless the ccrtent is exempt by statute or other regula. tion.
From: Reel, Jack fmailto:reel.pthomasandhutton.com]
Sent: Monday, September 23, 2013 12:46 PM
To: Nelson, Christine
Subject: Overlook at Middle Sound
Christine, I have a call today with the client and would like to see if I can get an update from you on this project. Thanks
Jack D. Reel, P.E., LEEDw AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.iD.thomasand h utton. com
(P) 910-332-3400 (F)910-332-3361
"Relationships and Solutions for Success"
2

North Carolina Secretary of State
Page 1 of 2
North Carolina
N4
Elaine j// DEPART ENS" OF TFIE
Secretary SECRETARY OF STATE
PO Sox 29622 Ra;ekjh, NC 27626"622 1919j807-2000
Account Login Register
Date: 9/26/2013
Click here to:
View Document Filings I File an Annual Report I
JPrint a pre -populated Annual Report Form I Amend A Previous Annual Report I
Corporation Names
Name Name Type
NC D.R. HORTON, INC. LEGAL
Business Corporation Information
SOSID:
Status:
Effective Date:
Citizenship:
State of Inc.:
Duration:
Annual Report Status:
Registered Agent
Agent Name:
Office Address:
0296009
Current -Active
11/5/1991
FOREIGN
DE
PERPETUAL
CURRENT
CT CORPORATION SYSTEM
150 FAYETTEVILLE ST., BOX 1011
RALEIGH NC 27601
Mailing Address:
Principal Office
150 FAYETTEVILLE ST., BOX 1011
RALEIGH NC 27601
Office Address:
301 COMMERCE STREET, SUITE 500
FORT WORTH TX 76102
Mailing Address:
301 COMMERCE STREET, SUITE 500
FORT WORTH TX 76102
Officers
Title:
CHAIRMAN OF THE BOARD
Name:
DONALD R. HORTON
Business Address:
301 COMMERCE STREET
SUITE 500
FORT WORTH TX 76102
Title: PRESIDENT
Name: DONALD J. TOMNITZ
Business Address: 301 COMMERCE STREET
SUITE 500
FORT WORTH TX 76102
Title: TREASURER
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=4988929 9/26/2013

North Carolina Secretary of State
Page 2 of 2
Name:
Business Address:
Title:
Name:
Business Address:
Title:
Name:
Business Address
Stock
STACEY H. DWYER
301 COMMERCE STREET
SUITE 500
FORT WORTH TX 76102
VICE PRESIDENT
THOMAS B. MONTANO
301 COMMERCE STREET
SUITE 500
FORT WORTH TX 76102
VICE PRESIDENT
BILL W. WHEAT
301 COMMERCE STREET
SUITE 500
FORT WORTH TX 76102
Class Shares No Par Value Par Value
99 SEE CERT 0 0
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
1630
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=4988929 9/26/2013

w
14F-7 �LMG
LAND MANAGEMENT GROUP n4c.
Environmental Consultants
TO: Jack Reel P.E.
Thomas & Hutton
215 South Kerr Avenue Unit B
Wilmington, NC 28403
CO: David G. Lee
DR Horton, Inc.
1001 Old Waterford Way
Leland, NC 28451
August 16, 2013
AUG 2 8 2M
RE: Proposed Stormwater BMP areas the Overlook at Middle Sound S/D located off of
Middle Sound Loop Rd near Ogden, NC.
Jack,
On Tuesday, August 13, 2013, Land Management Group, Inc. had the pleasure of
evaluating the proposed stormwater best management practice (BMP) areas the
Overlook at Middle Sound S/D located off of Middle Sound Loop Rd near Ogden, NC.
The purpose of the evaluation was to describe the soil profile, quantify the depth to the
seasonal high water table and to inform the project engineer of any potential limitations
of this project, at seven preselected locations previously evaluated by others in the
proposed retention (wet basin) BMP area and 2 locations were selected for evaluation
in the proposed dry basin BMP area. I offer the following guidance.
The soils at this site are mapped as the Wrightsboro and Pantego soil series in the Soil
Survey of New Hanover County (USDA, 1977). Actual soil borings 1-6 and 9 confirm the
soil to be taxajunct variant of the Wrightsboro series that is similar to the Mapped
Marvyn-Craven Complex map unit series from adjacent counties. These soil borings
have a 4-6% slope and have a moderately well drained to well drained drainage class
that is masked by relict soil colors due to the origin of parent material present. Soil
borings 7 and 8 confirm the soil to be a drained/disturbed variant of the Pantego soil
series with a poorly to somewhat poorly drained drainage class (see Test Area Map
Appendix A and soil profile description in Appendix B). The Wrightsboro soil series can
best be described as soils that formed from moderately well drained loamy and clayey
fluviomarine sediments on broad interstream divides with slopes typically less than 4%.
The Marvyn-Craven Complex map unit can best be described by moderately well
drained to well drained tine loamy and clayey marine sediments on slopes of marine
terraces that typically exceed 4%. The Pantego soil series can best be described as soils
that formed from very poorly drained fine loamy fluviomarine sediments on broad flats
www.lmgroup.net • [e-mail] • Phone: 910:452.0001 o Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

and flood plains. The official published description and physical and chemical data for
the Wrightsboro, Marvyn, Craven and Pantego soil series are shown in Appendix C for
comparison.
The seasonal high water table is normally evident by observation of redoximorphic
features suggesting past conditions of saturation and reduction. This site has been
subject to enhanced drainage features in the low lying adjacent wetland areas from
historic sivicultural practices that has altered the regional drainage effect of the area.
Prior to these drainage features this soil type and landscape position would have a
seasonal high water table (SHWT) of less than a foot from the soil surface in soil borings
7 and 8 and would be 1 to 2 feet in borings 1-6 and 9; however, there was no evidence
of contemporary fluctuation of water in the upper 37 inches boring 1, 36 inches in
boring 2, 26 inches in boring 3, 30" in boring 4, 34" in boring 5, 24" in boring 6, 18" in
boring 7, 22" in boring 8 and 27" in boring 9 from the existing soil surface (see Test Area
Map Appendix A, soil profile descriptions in Appendix B). According to the Castle Hayne
Horticultural Research Station (CAST) there has been 2.38 inches of rainfall in the last 7
days (8/6 to 8/12/13) and a 30 day total of 11.10 inches. This shows the site reacts well
to stressed rainfall conditions and we have concluded that the contemporary SHWT is
conservatively accurate in reference to the above referenced depths and the
encountered observed physical water table levels from the soil surface. All recorded
depths are from the existing surface as noted in the soil profile descriptions, Appendix B.
See tables 1 and 2 below for the SHWT estimation compared with the elevations
provided by your office.
Table 1. Seasonal High Water Table Estimation in the proposed Retention (Wet Basin)
neon ..
J� �Bong
1
Elevation
12.00
�--�- SHWT (ft)
_ 3.08
SWHT Elev.
8.92
2
' 3
11.00
9.50
! 3.00
I 2.17
; 8.00
7.33
' 4 9.00
2.50
6.50 --
5 10.00
6 9.00
2.83
2.00
.-� -_
_ 7.17 _
7.00
7 7.50
1.50
6.00
Geometric Mean:
7.22
Table 2. Seasonal High Water Table Estimation in the proposed Dry Basin BMP area.
Boring Elevation SHWT (ft)
8 7.50 1.83
7.50 �2.25._-_.
Geometric Mean:
SWHT Elev.
-5.67
—_- -- 5.25
5.45

In summary, this site has two separate proposed areas that are proposed for
stormwater BMP placement. This area has soils that have seasonal high water tables 18
to 37 inches from the existing soil surface to the contemporary seasonal high water
table. If the proposed permanent pool elevation is more than o" beiow the seasonal
high water table elevation, then additional testing and analysis may be required to
determine an adverse affect of adjacent wetlands, surface waters; and/or buffers where
applicable. Please refer to the NC DENR DWQ February 19, 2009 Memo Article 2
subsections a-d for further guidance. If you have any questions about this report or
need any additional information I may be reached at 910-452-0001, 910-471-0505 or at
nhowell a�llmgroup.net .
Sincerely,
Nicholas Howell
NC Licensed Soil Scientist #1294
IMAM

Appendix A
Test Area Maps

wridutprfle"L L7f-uuju
;nvironmental Consultants
PO BOX 2522
Wilmington, N.C. 2a402
www.LMGroup.net
I-RM-LMG-In78

I4(
OW 5 .I
=am
0 mi VV. 18 1-1

Appendix B
Soil Profile Description

Boring 1 Shoulder Slope 2-3°% adjacent to large disturbed recess/borrow area?
A — 0-12" Loamy Sand, granular, very friable, non sticky non plastic, 10YR 3/1.
BE—12-21" Sandy Loam, subangular blocky, friable, non sticky non plastic, 10YR 6/6.
Btl — 21-25" Sandy Loam, subangular blocky, friable, slightly sticky non plastic, 10YR 6/6
with 10YR 4/3 mottles.
Bt2 — 25-37" Sandy Clay Loam, friable slightly sticky slightly plastic, 10YR 5/6 with 10YR
4/3, 10YR 6/2 and 7.5YR 5/8 mottles.
2Bg — 37-65" Sandy Clay, firm, moderately sticky moderately plastic, 5Y 6/1 with 5YR 5/8
and 7/5YR 5/8 mottles.
Physical Water: 52" rising 8/13/13
SHWT: 37"
Boring 2 — Side Slope 3-5% eroded
A — 0-3" Loamy Sand, granular, very friable non sticky non plastic, 10YR 3/1.
Bt1— 3-13" Clay Loam, angular blocky, firm, moderately sticky moderately plastic, 10YR
5/4.
Bt2—13-30" Sandy Clay Loam subangular blocky slightly sticky slightly plastic, 10YR 5/4
with 10YR 5/8, 10YR 4/3 and 10YR 6/2 mottles.
Bt3 — 30-36" Sandy Loam, subangular blocky, friable slightly sticky slightly platic, 10YR
5/6 with 10YR 7/4 thin strata lamelle.
2Bg— 36-65" Sandy Clay, massive parting to subangular blocky, firm, moderately sticky
moderately plastic, 5Y 6/1 with 10YR 5/6 mottles.
Physical Water: 52" stabilized 8/13/13
SHWT: 36"
Boring 3 — Side Slope 3-5% eroded
A — O-2" Loamy Sand, granular, very friable non sticky non plastic, 10YR 3/1.
Bt1— 2-17" Clay Loam, angular blocky, firm, moderately sticky moderately plastic, 10YR
5/4.
Bt2—17-26" Sandy Clay Loam subangular blocky slightly sticky slightly plastic, 10YR 5/4
with 10YR 5/8, 10YR 4/3 and lOYR 6/2 mottles.
213g1— 26-56" Sandy Clay, massive parting to subangular blocky, firm, moderately sticky
moderately plastic, 5Y 6/1 with 10YR 5/8 and 7.5YR 5/8 mottles.
2Bg2 — 56-65" Clay Loam, massive parting to subangular blocky, friable, moderately
sticky slightly plastic, 2.5Y 6/2 with 2.5Y 5/6 mottles.
Physical Water: 51" rising 8/13/13
SHWT: 26"

Boring 4 — Side Slope 3-5% eroded
A — 0-3" Loamy Sand, granular, very friable, non sticky non plastic, IOYR 3/1.
BE — 3-20" Sandy Loam, subangular blocky, friable, non sticky non plastic, 10YR 6/6.
Btg — 20-30" Sandy Clay Loam subangular biocky siightiy sticky slightly plastic, IOYR 6/2
with IOYR 5/6, 10YR 4/3 and IOYR 6/6 mottles.
2Bg — 30-65" Sandy Clay, massive parting to subangular blocky, firm, moderately sticky
moderately plastic, 10YR 5/8 with 7.SYR 5/8 and 5Y 6/1 mottles.
Physical Water: 52" rising 8/13/13
SHWT: 30"
Boring 5 — Side Slope 3-5% severely eroded
Bt —0-10" Sandy Loam,. subangular blocky friable slightly sticky non plastic 10YR 5/6.
Btg—10-34" Sandy Clay Loam subangular blocky slightly sticky slightly plastic, IOYR 6/2
with 10YR 5/6, 10YR 4/3 and 10YR 6/6 mottles.
213g — 34-52"+ Sandy Clay, massive parting to subangular blocky, firm, moderately sticky
moderately plastic, 10YR 5/8 with 7.5YR 5/8 and 5Y 6/1 mottles.
Physical Water: 45" stabilized 8/13/13
SHWT: 34"
Boring 6 — Side Slope 2-3% severely eroded
BE — 0-8" Sandy Loam, non sticky non plastic, 10YR 6/6.
Bt — 8-19" Sandy Clay Loam, slightly sticky slightly plastic, IOYR 5/4 with 10YR 5/8, 7.5YR
5/8 and 10YR 6/2 mottles.
Btg—19-24" Sandy Clay Loam subangular blocky slightly sticky slightly plastic, 10YR 6/2
with IOYR 5/6, 10YR 4/3 and 10YR 6/6 mottles.
2Bg — 24-52"+ Sandy Clay, massive parting to subangular blocky, firm, moderately sticky
moderately plastic, IOYR 5/8 with 7.5YR 5/8 and 5Y 6/1 mottles.
Physical Water: 41" stabilized 8/13/13
SHWT: 24"
Boring 7 — Foot slope 1-2% colluvial deposition over natural soil
Bw— 0-11" Loamy Sand colluvium, granular, very friable, non sticky non plastic, 10YR
4/3.
Ab—11-18" Sandy Loam, granular, friable slightly sticky non plastic, IOYR 2/1.
Btg—18-36"+ Clay Loam, subangular blocky, friable moderately sticky moderately
plastic, 2.5Y 4/2 with 10YR 3/6 and 5YR 5/8 mottles.
Physical Water: 28" stabilized 8/13/13
SHWT: 18"

Boring 8 — Foot Slope 1-2%
A — 0-6" Sandy Loam, granular very friable non sticky non plastic, 10YR 3/3.
Btg1— 6-22" Sandy Clay Loam, subangular blocky friable slightly sticky slightly plastic,
10YR 6/2 with few 10YR 5/6 mottles.
Btg2 — 22-36"+ Sandy Clay Loam, subangular blocky friable slightly sticky slightly plastic,
2.5Y 6/2 with common distinct 10YR 5/8 and 7/5YR 5/8 mottles.
Physical Water: 34" stabilized 8/13/13
Boring 9 — Foot Slope 1-2%
A — 0-4" Loamy Sand, granular very friable non sticky non plastic, 10YR 3/3.
Bt — 4-17" Sandy Clay Loam, angular blocky, firm moderately sticky moderately plastic.
10YR 5/4 with 10YR 5/8 and 10YR 6/3 mottles.
Btg-17-27" Sandy Clay Loam, subangular blocky, friable slightly sticky slightly plastic,
10YR 6/2 with 10YR 5/8 and 7.5YR 5/8 mottles.
2Bg — 27-65" Sandy Clay, massive parting to subangular blocky, firm, moderately sticky
moderately plastic, 5Y 6/1 with 7.5YR 5/8 and 5YR 5/8 mottles.
Physical Water: 60" rising 8/13/13
SHWT: 27"

Appendix C
Published Description and Chemical and Physical Properties
Of the Wrightsboro, Marvyn, Craven and Pantego Soil Series

LOCATION WRIGHTSBORO NC+VA
Established Series
Rev. HJB-JAK
12/2002
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 from 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, semiactive, 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 (10YR 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 (10YR 7/4) fine sandy loam; weak fine granular
structure; very friable; few fine roots; strongly acid; clear smooth boundary. (2 to 10
inches thick)
Bt1--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 (10YR 7/2) and very pale brown (10YR 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 (10YR 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 (10YR 7/2) clay with few strata of very fine sand and silt;
many coarse distinct yellow (10YR 7/8) and common prominent reddish yellow (SYR

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 CHARACTERISTICS: Solum thickness is more than 60 inches. Depth to bedrock
is 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 10YR to 5Y, value of 4 to 6, and chroma of 1 or 2, or is
neutral with value of 4 to 6. It is fine sandy loam, sandy loam, loamy fine sand, or loamy
sand.
The E horizon has hue of 10YR 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 10YR 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 10YR 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 10YR 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 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 10YR 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. Must pedons have lenses or fine strata of
sandy or silty material.

COMPETING SERIES: These are the G I�dsto_n Izaeora• 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 Cram, Fagg,KOREAN 9929A and agili series and
the Pactolus. Pax,rii aTo
jhV and fton soils. Pactolus soils are sandy
throughout. Paxville and Torhunta soils have an umbric epipedon and Torhunta 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 SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1974.
REMARKS: This series was formerly mapped with Goldsboro and Johns soils.
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 (Bt1, Bt2, and Bt3
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 Floodl- FloodH Watertable Kind Months Bedrock Hardness
NC0011 NONE 2.0-3.0 APPARENT DEC-FEB 60-60
SOI-5 Depth Texture
NC0011 0- 9 LS LFS
NC0011 0- 9 SL FSL
NC0011 9-48 SCL CL L
NC001148-65 C SC
3-Inch No-10 Clay% -CEC-
0- 0 95-100 4-12 1- 5
0- 0 95-100 5-18 1- 6
0- 0 95-10018-35 3- 8
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
NC001148-65 4.5- 6.0 0.-.5 0- 0 0.06- 0.2 MODERATE
National Cooperative Soil Survey
U.S.A.

LOCATION MARVYN AL+NC
Established Series
Rev. RBM-PGM; GRB
02/2013
MARVYN SERIES
The Marvyn series consists of very deep, well drained, moderately permeable soils on
uplands of the Southern Coastal Plain (MLRA 133A). They formed in loamy marine
sediments. Near the type location, the mean annual temperature is about 65 degrees F.,
and the mean annual precipitation is about 54 inches. Slope ranges from 0 to 15
percent
TAXONOMIC CLASS: Fine -loamy, kaolinitic, thermic Typic Kanhapludults
TYPICAL PEDON: Marvyn loamy sand, on a smooth convex 2 percent slope in a
cultivated field (Colors are for moist soil).
Ap--O to 7 inches; dark grayish brown (10YR 4/2) loamy sand; weak fine granular
structure; very friable; many fine roots; about 5 percent, by volume, rounded pebbles
less than one inch in diameter; moderately acid; abrupt smooth boundary. (5 to 12
inches thick)
Bt1--7 to 15 inches; yellowish brown (10YR 5/6) sandy loam; weak medium subangular
blocky structure; very friable; common fine roots; sand grains bridged and coated with
clay; strongly acid; clear smooth boundary.
Bt2--15 to 30 inches; strong brown (7.5YR 5/6) sandy clay loam; weak medium
subangular blocky structure; friable; few fine roots; common faint clay films on faces of
peds; strongly acid; clear smooth boundary.
Bt3--30 to 44 inches; brownish yellow (10YR 6/6) sandy clay; moderate medium
subangular blocky structure; friable; few fine roots; common faint clay films on faces of
peds; many medium prominent red (2.5YR 4/8) mottles; very strongly acid; clear smooth
boundary. (Combined thickness of the Bt horizons ranges from 25 to 50 inches)
BC--44 to 53 inches; yellowish red (5YR 5/8) sandy clay; weak medium subangular blocky
structure; friable; few fine roots; few faint clay films on faces of peds; few fine flakes of
mica; common medium prominent brownish yellow (10YR 6/6) discontinuous bands;
very strongly acid; abrupt smooth boundary. (4 to 12 inches thick)
C--53 to 60 inches; 35 percent red (2.5YR 4/8), 35 percent light olive brown (2.5Y 5/6)
and 30 percent light gray (10YR 7/2) sandy clay loam; massive, grading to weak platy;

friable; red and light brown portions are sandy loam and sandy clay loam and the light
gray portions are sandy clay and clay; colors and textures are in horizontal bands about
one centimeter thick; few to common flakes of mica; the areas in red and light olive
brown are relict iron accumulations and the areas of light gray are relict iron depletions;
very strongly acid; abrupt smooth boundary. (5 to 15 inches thick)
2C--60 to 72 inches; reddish yellow (7.5YR 6/8) sandy loam; massive; friable; few
pockets of white (10YR 8/1) clay; very friable; common to many flakes of mica; common
medium prominent red (2.5YR 4/8) masses of iron accumulation; very strongly acid.
TYPE LOCATION: Lee County, Alabama. Approximately 2.5 miles west of Marvyn on U.S.
Highway 80, about 375 feet southwest of the northeast corner of the SW1/4, SE1/4, Sec.
23, T. 17 N., R. 26 E.
RANGE IN CHARACTERISTICS: Solum thickness ranges from 40 to 60 inches. Reaction is
very strongly acid to moderately acid throughout, except where the surface has been
limed. Flakes of mica in the lower part of the Bt horizon range from few to common and
from few to many in the BC and C horizons. The upper 20 inches of the kandic horizon
averages less than 20 percent silt.
The A or Ap horizon has hue of 10YR, value of 3 to 5, and chrome of 2 to 4. Texture is
loamy sand, loamy fine sand, sandy loam or fine sandy loam.
The E horizon, where present, has hue of 10YR, value of 5 or 6, and chroma 3 or 4.
Texture is sand, loamy sand, loamy fine sand, sandy loam or fine sandy loam.
The BA or BE horizon, where present, has hue of 7.5YR or 10YR, value of 4 or 5, and
chroma of 4 to 8. Texture is sandy loam or sandy clay loam.
The upper part of the Bt horizon has hue of 7.5YR or 10YR, value of 4 to 6, and chroma
of 4 to 8. Texture is dominantly sandy loam or sandy clay loam.
The lower part of the Bt horizon has hue of 7.5YR or 10YR, value of 4 to 6, and chroma
of 4 to 8; or there is no dominant color and it is variegated in shades of yellow, brown or
red. Mottles in the shades of yellow and red range from one to common. Texture is
sandy clay loam or sandy clay.
The BC horizon has hue from 5YR to 10YR, value of 5 or 6, and chroma of 4 to 8; or there
has no dominant matrix color and is multicolored in shades of yellow, brown, red and
gray. Texture is mainly sandy clay or sandy clay loam but ranges to sandy loam and is
often stratified.
The C horizon is generally thinly stratified and has no dominant matrix color. Color of
the strata ranges from a hue of 1OR to 5Y, value of 4 to 7, and chroma of 1 to 8. The

coarser -textured strata are generally reddish or brownish in color, while the finer -
textured strata are generally grayish in color. Texture ranges from sandy loam to clay.
The 2C horizon, where present, is stratified and variegated and has the same range of
colors as the C horizon. Texture is loamy sand or sandy loam.
COMPETING SERIES: These include the Barnwell, Cowarts and Springhill series in the
same family and
the Ca g§a, I?rr IMEJ& Kempsville, Smithdale, Stringtown and Suffolk series in similar
families of the Southern Coastal Plain. Barnwell and Cowarts soils are on similar
positions. In addition, Barnwell soils have densic horizons and Cowarts soils have a
solum thickness of less than 40 inches. Springhill soils are on similar to higher positions
and have redder subsoils. Cahaba soils are on lower terrace positions that are subject to
rare flooding and have redder subsoils. Emporia, Kempsville, Suffolk and Stringtown
soils are on similar positions. In addition, Emporia soils have a seasonal high water table
within 60 inches of the surface and Kempsville soils have subsoil layers in which 20 to 60
percent of the matrix is brittle. Smithdale soils are on similar to higher positions and
have redder subsoils. Suffolk soils have moderately rapidly permeable to rapidly
permeable C horizons. Stringtown soils are in the western coastal plain of Texas and
contain fragments or strata of shale and sandstone in the BC and C horizons.
GEOGRAPHIC SETTING: Marvyn soils are on nearly level to strongly sloping topography
on uplands of the Southern Coastal Plain. Dominant slopes are 2 to 5 percent but range
from 0 to 15 percent. They formed in marine sediments. The climate is humid
subtropical. Near the type location, the average annual temperature ranges from 62 to
68 degrees F, and the average mean annual precipitation ranges from 52 to 56 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: These include the competing Cowarts series and
theM ftgngk Uchee and Wagram series. Marlboro, Rumford, Uchee and
Wagram soils are on similar positions. Marlboro soils have clayey particle -size control
sections. Rumford soils have coarse -loamy particle -size control sections. Uchee and
Wagram soils have sandy surface and subsurface layers 20 to 40 inches
thick. Wmbam soils are on lower adjacent stream terraces and have mixed mineralogy.
DRAINAGE AND PERMEABILITY: Well drained; slow to medium runoff; permeability is
moderate in the subsoil and moderate to moderately slow in the substratum.
USE AND VEGETATION: Most areas of Marvyn soils have been cleared and are used for
the production of row crops, mainly cotton. A few small areas are in pasture or in
forests of mixed hardwoods and pines.
DISTRIBUTION AND EXTENT: Coastal Plain of Alabama and North Carolina; possibly in
Georgia and South Carolina. The series is of moderate extent.

MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Auburn, Alabama.
SERIES ESTABLISHED: Lee County, Alabama;1979.
REMARKS: Diagnostic horizons and features recognized in this pedon:
Ochric epipedon - the zone from the surface of the soil to a depth of 7 inches (Ap
horizon).
Kandic horizon - the zone from 7 to 53 inches (Bt1, W, Bt3 and BC horizons).
ADDITIONAL DATA: Laboratory data for typifying pedon from Auburn University,
Sample Number S73AL-041-3-(1-7), and from the Alabama Highway Department S73AL-
041-3-(1, 4, 7).
Laboratory data is available on the National Soil Survey website at:
http://ncssiabdatamart.sc.egov.usda.gov/querypage.aspx
National Cooperative Soil Survey
U.S.A.

LOCATION CRAVEN NC+AL GA SC VA
Established Series
RAG-ENH, Rev. MHC
05/2004
CRAVEN SERIES
MLRA(s): 133A, 153A
MLRA SOIL SURVEY REGIONAL OFFICE (MO) 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
Landform: 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.)
Ap--O to 7 inches; grayish brown (10YR 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 (10YR 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)
Bt1--9 to 12 inches; brownish yellow (10YR 6/6) silty clay loam; moderate fine and
medium subangular blocky structure; firm; slightly sticky, slightly plastic; thin
discontinuous clay films on faces of peds;.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 of peds; few fine roots; common fine
pores; very strongly acid; clear wavy boundary.
Bt3--22 to 36 inches; brownish yellow (10YR 6/6) silty clay; common fine and rriediurn
distinct gray (10YR 6/1) and common fine distinct yellowish red (5YR 5/8) mottles;
moderate fine and medium angular blocky structure; very firm, sticky, plastic; thin
continuous clay films on faces of peds; few fine pores; very strongly acid; gradual wavy
boundary.
BM-36 to 46 inches; light yellowish brown (10YR 6/4) clay; many medium distinct gray
(10YR 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 (10YR 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 (10YR 7/1) mottles; massive; very friable; very strongly
acid; gradual wavy boundary.
C2--70 to 80 inches; brownish yellow (10YR 6/6) loamy sand; common fine and medium
faint reddish yellow (7.5YR 6/8) and few fine and medium distinct light gray (10YR 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 OF INDIVIDUAL HORIZONS:
A or Ap Horizon:
Color --hue of 10YR or 2.5Y, value of 3 to 6, and chroma of 1 to 3
Texture (fine -earth fraction)-- loam, silt loam, very fine sandy loam, or fine sandy loam.
Eroded pedons are clay loam, sandy clay loam or silty clay loam.

E horizon:
Color --hue of 10YR 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 10YR 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 part):
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):
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 10YR 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 10YR or 2.5Y, value of 5 to 7, and chroma of 1 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 10YR to 2.5Y, value of 5 to 7, and chroma of 1 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
Biaden soils-- have poorer drainage and are on lower landscape positions
Exurn soils— have less clay
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
Nahunta 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
Permeability: slow
USE AND VEGETATION:
Major Uses: crops and woodland
Dominant Vegetation: Where cultivated-- corn, soybeans, tobacco, cotton, small grain,
peanuts, and pasture. Where wooded-- loblolly pine (Pinus taeda), red maple (Acer
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 (Cornus florida), wax myrtle
(Myrica cerifera), blueberry (Vaccinium spp.), grape (Vitus spp.), Carolina jessamine
(Gelsemium sempervirens), large gallberry (Ilex coriacea), honeysuckle (Lonicera spp.),
and summersweet ciethra (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 SOIL SURVEY REGIONAL OFFICE (MO) 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.
Bt1 Bt2 Bt3
Swelling pressure (lbs/sq in) 1081002 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
Bt1 13-16 0.09-0.10
Bt1 20-23 0.16
Bt2 29-32 0.14
Bt3 40-43 0.13
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
FloodL FloodH Watertable Kind Months Bedrock Hardness
NONE 2.0-3.0 APPARENT DEC -APR 60-60

Depth Texture
3-Inch No-10 Clay% -CEC-
0- 9 L FSL SIL
0- 0 95-100 7-27 -
0- 9 CL SICL SCL
0- 0 95-100 27-40 -
9-54 C SiC SICL
0- 0 95-100 35-60 -
54-80 CL SL LS
0- 0 95-100 5-35 -
Depth -pH- O.M. Salin Permeab Shnk-Swll
0- 9 3.5- 6.5 .5-2. 0- 0 0.2- 2.0 LOW
0- 9 3.5- 5.5 .5-2. 0- 0 0.06- 0.2 MODERATE
9-54 3.5- 5.5 0.-0. 0- 0 0.06- 0.2 MODERATE
54-80 3.5- 5.5 0.-0. 0- 0 0.2- 6.0 LOW
National Cooperative Soil Survey
U.S.A.

LOCATION PANTEGO NC+FL SC VA
Established Series
Rev. AG
07/1999
PANTEGO SERIES
The Pantego series consists of very deep, very poorly drained, moderately permeable
soils that formed in thick loamy sediments on the Southern Coastal Plain and Atlantic
Coast Flatwoods. Slopes are less than 2 percent. Near the type location mean annual
temperature is 62 degrees F., and mean annual precipitation is 48 inches.
TAXONOMIC CLASS: Fine -loamy, siliceous, semiactive, thermic Umbric Paleaquults
TYPICAL PEDON: Pantego loam --cultivated field. (Colors are for moist soil unless.
otherwise stated.)
Ap--O to 10 inches; black (10YR 2/1) loam; weak fine granular structure; very friable;
many fine roots; very strongly acid; gradual wavy boundary. (0 to 12 inches thick)
A--10 to 18 inches; very dark gray (10YR 3/1) loam; weak fine granular structure; friable;
very strongly acid; clear smooth boundary. (4 to 14 inches thick)
Bt--18 to 27 inches; very dark gray (10YR 3/1) sandy clay loam; weak fine subangular
blocky structure; friable; few faint clay films on faces of peds and in pores; very strongly
acid; gradual wavy boundary. (0 to 18 inches thick)
Btg1--27 to 42 inches; gray (10YR 5/1) sandy clay loam; few fine and medium distinct
mottles of brownish yellow (10YR 6/6); weak fine and medium subangular blocky
structure; friable; slightly sticky; few faint clay films on faces of peds; very strongly acid;
gradual smooth boundary.
Btg2--42 to 55 inches; gray (10YR 6/1) sandy clay loam; few medium and coarse distinct
mottles of yellowish brown (10YR 5/6); weak fine subangular blocky structure; friable,
slightly sticky; few faint clay films on faces of peds; very strongly acid; gradual wavy
boundary.
Btg3--55 to 65 inches; gray (10YR 6/1) sandy clay loam; weak coarse subangular blocky
structure; friable; few faint clay films on faces of peds; very strongly acid. (Combined
thickness of the Btg horizons is 30 to more than 60 inches.)
TYPE LOCATION: Pitt County, North Carolina; 1/2 mile south of Winterville, North
Carolina, on Highway 11, 100 feet west from road.
RANGE IN CHARACTERISTICS: Solum thickness is greater than 60 inches. The soil is
strongly acid, very strongly acid, or extremely acid except where the surface has been
limed.
Some pedons have an Oa horizon that has hue of 10YR, value of 2 or 3, and chroma of 1;
or it is neutral and has value of 2. It is less than 8 inches thick.
The A or Ap horizon has hue of 10YR or 2.5Y or is neutral, value of 2 or 3, and chroma of
0 to 2. It js loamy fine sand, loamy sand, fine sandy loam, sandy loam, loam, or mucky
analogues of these textures.

Some pedons have an Eg horizon that has hue of 10YR or 2.5Y or is neutral, value of 4 to
6, and chroma of 0 to 2. It is loamy sand, loamy fine sand, sandy loam, fine sandy loam,
or loam.
Some pedons have a BEg horizon that has hue of 10YR or 2.5Y, value of 4 or 6, and
chroma of 1 or 2. It is loam, sandy loam, fine sandy loam, or sandy clay loam.
The Bt horizon, where present, has hue of 10YR or 2.5Y, value of 3, and chroma of 1 or
2. It has the same textures as the Btg horizon.
The Btg horizon has hue of 10YR to 5Y, value of 4 to 7, and chroma of 1 or 2 with few to
common mottles of higher chroma. The Btg horizon is sandy clay loam, sandy loam,
sandy clay, or clay loam, fine sandy loam, or sandy loam.
Some pedons have a BCg horizon that has hue of 10YR or 2.5Y, value of 4 to 7, and
chroma of 1 or 2. It is sandy clay loam, clay loam, sandy clay, sandy loam, or fine sandy
loam.
The Cg horizon, where present, has hue of 10YR or 2.5Y, value of 5 to 7, and chroma of 1
or 2 with higher chroma mottles. It is sandy clay loam, clay loam, sandy loam, fine sandy
loam, loamy fine sand, fine sand, loamy sand, or sand.
COMPETING SERIES: There are no other series in the same family. lffift Dim m. QM
i ear belie.y ft Lumbe Pg !i td, Pov rno_ut Reim r
Torhunta, and Week,�uilfe series are in closely related families. Bayboro, Byars, and
Cape Fear soils have Btg horizons containing more than 35 percent clay. Ellabelle and
Surrency soils have arenic umbric epipedons_ Hyde soils have mixed mineralogy.
Johnston, Torhunta, and Weeksville soils lack Btg horizons. Lumbee and Rains soils have
ochric epipedons and, in addition, Lumbee soils have thinner sola. Pocomoke soils have
sandy BCg horizons at depths of 40 to 60 inches. Portsmouth soils have mixed
mineralogy and a decrease in clay of 20 percent or more within 60 inches of the surface.
GEOGRAPHIC SETTING: Pantego soils are in nearly level and slightly depressional areas
of the Southern Coastal Plain and Alantic Coast Flatwoods. Slope gradients are less than
2 percent. The soil formed in medium -textured -Coastal Plain deposits. Mean annual
temperature is 62 degrees F. near the type location, and mean annual rainfall is about
48 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Byars. Rains,
and TPAUM series, these
include Coy QLq hard. Dunbar. Du lin Goldsboro. Lynchburg. Marlboro, Norfolk
and Rutlege series. Except for Rutlege, these soils lack umbric epipedons and are better
drained than Pantego soils. Rutlege soils are sandy throughout.
DRAINAGE AND PERMEABILITY: Very poorly drained; ponded to very slow runoff;
moderate permeability. The water table is at or near the surface during wet seasons.
USE AND VEGETATION: Most of the areas are in forests and the native vegetation
consists of water tupelo, water, oaks, willow oak, sweetgum, blackgum, red maple, bald
cypress, and pond, loblolly and slash pines. The understory includes inkberry, gallberry,
sweetbay, greenbrier, southern bayberry, swamp cyrilla, switch cane and ferns. Cleared
areas are used primarily for corn, soybeans, small grain, truck crops, hay, and pasture.

DISTRIBUTION AND EXTENT: Coastal Plain of Alabama, Florida, Georgia, Louisiana,
Mississippi, North Carolina, South Carolina, and Virginia. The series is of moderate
extent.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Pitt County, North Carolina; 1969.
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Umbric epipedon - the zone from the surface to a depth of 27 inches (the Ap, A and Bt
horizons)
Argillic horizon - the zone from a depth of 18 to 65 inches (the Bt, Btg1, Btg2, and Btg3
horizons)
MLRA: 133A, 153A
SIR: NCO051, NCO218 (Flooded), NCO217 (Ponded)
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO051 PANTEGO 0- 2 59- 70 190-310 38- 60 25- 450
NCO217 PANTEGO 0- 1 59- 70 190-310 50- 60 25- 300
NCO218 PANTEGO 0- 2 59- 70 190-310 38- 60 25- 300
S01-5 FloodL FloodH Watertable Kind Months Bedrock Hardness
NCO051 NONE RARE 0-1.0 APPARENT NOV-MAY 60-60
NCO217 NONE - APPARENT - 60-60
NCO218 COMMON 0-1.0 APPARENT JAN-DEC 60-60
SOI-5 Depth Texture
3-Inch No-10 Clay% -CEC-
NC0051 0-18 MK-L MK-FSL
0- 0 95-100 5-15 11-18
NCO051 0-18 L FSL SL
0- 0 95-100 5-15 5-13
NCO051 0-18 LFS LS
0- 0 95-100 4-10 4-12
NCO051 18-42 SCL SL CL
0- 0 95-10018-35 4- 8
NCO05142-65 CL SC SCL
0- 0 95-100 20-40 4- 9
NCO217 0- 5 MK-LS LS LFS
0- 0 95-100 4-10 11- 18
NCO217 0- 5 L FSL SL
0- 0 95-100 5-15 5-13
NCO217 0- 5 MUCK
0- 0 - 0- 0 4-12
NCO217 5-32 SL SCL CL
0- 0 95-10018-35 4- 8
NCO217 32-64 SC SCL CL
0- 0 95-100 20-40 4- 9
NCO218 0-18 MK-L MK-FSL MK-SL 0- 0 95-100 5-15 11= 18
NCO218 0-18 L FSL SL
0- 0 95-100 5-15 5-13
NCO218 0-18 MK-LS MK-FSL
0- 0 95-100 4-10 4-12
NCO21818-42 SCL SL CL
0- 0 95-10018-35 4- 8
NCO218 42-65 CL SC SCL
0- 0 95-100 20-40 4- 9
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO051 0-18 3.5- 5.5 10-15 0- 0 0.6- 2.0 LOW

NCO051 0-18 3.5- 5.5 4: 10 0- 0
2.0- 6.0 LOW
NCO051 0-18 3.5- 5.5 3: 10 0- 0
2.0- 6.0 LOW
NC005118-42 3.5- 5.5 .5-2. 0- 0
0.6- 2.0 LOW
NCO05142-65 3.5- 5.5 0.-.5 0- 0
0.6- 2.0 LOW
NCO217 0- 5 3.5- 5.5 6.45 0- 2
2.0- 6.0 LOW
NCO217 0- 5 3.5- 5.5 4: 10 0- 2
2.0- 6.0 LOW
NCO217 0- 5 3.5- 5.5 25-99 0- 2
6.0- 20 LOW
NCO217 5-32 3.5- 5.5 .5-2. 0-2
0.6- 2.0 LOW
NCO217 32-64 3.5- 5.5 .5-1. 0-2
0.2- 0.6 LOW
NCO218 0-18 3.5- 5.5 10-15 0-0
0.6- 2.0 LOW
NCO218 0-18 3.5- 5.5 4.40 0- 0
2.0- 6.0 LOW
NCO218 0-18 3.5- 5.5 10-15 0- 0
2.0- 6.0 LOW
NCO21818-42 3.5- 5.5 .5-2. 0-0
0.6-2.0 LOW
NCO218 42-65 3.5- 5.5 0.-.5 0-0
0.6-2.0 LOW
National Cooperative Soil Survey
U.S.A.

THOMAS
& HUTTON
1350 FARROW PARKWAY
I MYRTLE BEACH, SC 29577
POST OFFICE BOX 8000 1
MYRTLE BEACH, SC 29578-8000
843.839.3545 1 WWW.THOMASANDHUTTON.COM
August 27, 2013
Ms. Christine Nelson
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Management
The Overlook at Middle Sound, NC
24039.0001,500
Dear Ms. Nelson:
At the Owner's request, Land Management Group (LMG) has prepared a second opinion on
the SHWT for this project. A copy of their report is attached for your review. LMG provided a
range for the seasonal high water table, We established the normal pool elevation for Pond 2
based on their geometric mean of 7.2' MSL instead of the 8.0' MSL that was submitted
previously. We have revised the Pond 2 stormwater wet detention supplements, dry detention
supplement, level spreader supplement, stormwater report, calculations, and plans to reflect the
SHWT of 7.2' for Pond 2.
Attached please find 2 copies of the revised Pond 2 supplements, stormwater report,
construction plans, and LMG's report for your review. Please let me know if you have any
questions or if you need any additional information.
Please feel free to contact me at [phone] should you have any questions or comments.
Thank you for your time and assistance with this project.
Sincerely,
THOMAS & HUTTON
CA I
a�
!ohn Richards, PE
Principal/Project Manager
j DECEIVED
AUG 2 a zop
BY:
SAVANNAH, GA I CHARLESTON, SC I WILMINGTON, NC I BRUNSWICK, GA

'
R 1' THOMAS & HUTTON
Engineering I Surveying I Planning I GIS I Consulting
TO: Ms. Christine Nelson
NCDENR
Division of Water Quality
127 C ardlnd Drive Extension
Wilmington, NC 28405
Letter of Transmittal
Date: 8/27/ 13
Job 24039.0001.500
Re: Overlook
WE ARE SENDING YOU THE FOLLOWING ITEMS (❑ attached) (❑ under separate cover via UPS )
❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ❑ Other:
Copies
Date
Description
1
8-27-13
Cover Letter
1
Pond 2 information
1
Land Management Group Report
1
8-27-13
Stormwater report
2 sets
8-27-13
Site Plans
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Approval ❑ Approved as Submitted
❑ For Your Use ❑ Approved as Noted
❑ As Requested ❑ Returned for Corrections
❑ For Review and Comment
Remarks
Copy to
❑ Resubmit Copies for Approval
❑ Submit Copies for Distribution
❑ Return Corrected Prints
RECEIWE�j
AUG 18 ZOq I'
Y
BY:
Signed IcialNumey
1350 Farrow Parkway I PO Sox 80001 Myrtle Beach, SC 295781843.839.35451 Fax [phone]

9oee00000eoo��
• ti• i
n 2 THOMAS &HUTTON: Z
m ; ENGINEERS
•OF
H
STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
FOR:
THE OVERLOOK AT MIDDLE SOUND
ANEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR:
D.R. HORTON, INC
24039.0001
��•�wnxiw�wiwti
°••�' FEBRUARY 2013
- = REVISED AUGUST 2013
ay:
Is►+�a�A'�1NE��`A`A� Q a
Prepared by: I I I
�v
THOMAS Sc HUTTON
Savannah, GA I Charleston, SC I Myrtle Beach, SC I Brunswick, GA I Wilmington, NC

STORMWATER MANAGEMENT REPORT and EROSION CONTROL DESIGN CONSIDERATIONS
The Overlook at Middle Sound
Project:
The Overlook at Middle Sound
T&H Job Number:
24039.0001.406
Location:
3210 Middle Sound Loop Road, Wilmington, NC
Date Prepared:
February 2013
Revised:
Owner:
DR Horton, Inc.
Address:
4073 Belle Terre Blvd
Myrtle Beach, SC 29579
Phone:
704-804-9781
Engineer: Thomas & Hutton Engineering Co.
Address: 215 S. Kerr Avenue
Wilmington, NC 28403
Phone: [phone]
Report Prepared By:
Brian Riley
Report Reviewed By:
John D. Richards, P.E.
Date: 2/28/13
Date: 2/28/13
Page

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
TABLE OF CONTENTS
Section 1 -Summary of Results.........................................................................................................Page
1
Section2 - Project Narrative.............................................................................................................
Page 2
Section3 - Purpose.............................................................................................................................
Page 3
Section 4 - Proposed Drainage System...........................................................................................
Page 3
Section 5 - Stormwater Quantity Methodology.............................................................................
Page 4
Section6 Hydrology.........................................................................................................................Page
5
Section 7 Pre -Development Runoff Calculations........................................................................Page
5
Section 8 - Post -Development Runoff Calculations......................................................................
Page 6
Section 9 Pre -Development Conditions........................................................................................Page
6
Section 10 - Tail water Conditions....................................................................................................
Page 7
Section 1 1 - Post -Development Conditions....................................................................................
Page 7
Section12 Conclusions....................................................................................................................
Page 7
ADDendice5
USGSVicinity Map.....................................................................................................................
Appendix A
Pre and Post -Development Time of Concentration and Curve Numbers .......................Appendix
B
Pre and Post -Development ICPR Model Input.....................................................................Appendix
C
Pre and Post -Development [CPR Model Output..................................................................
Appendix D
Offsite Drainage Design Considerations................................................................................Appendix
E
Post -Development Stormwater Piping and Inlet Design Considerations ...........................
Appendix F
Water Quality Design Considerat[ons (Wet Ponds, Dry Ponds & Level Spreaders) .........
Appendix G
Rip Rap Outlet Structure Design Considerations..................................................................
Appendix H
Sediment Basin Design Considerations....................................................................................Appendix
I
Pond Routing Calculations (Primary Outlet Structure Non-Functional).........................Appendix J
County Swale, Culvert, and Sediment Trap Calcs ......................................................Appendix
K
Page it
Page
Z:\24039\24039.0001\Enginee6ng\Calculaflons\Storm Water\OLD\24039 Stormwater Management Report revised 5-16-13.doc

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
The following can be found in pockets at the end of this report:
Pre -Development Drainage Exhibit...................................................................................11"x 17" Exhibit
Post -Development Drainage Exhibit.................................................................................11 " x 17" Exhibit
Page ;ii
,.y.. -
File: Z:\24039\24039.0001\Engineering\Calculations\Storm Water\OLD\24039Stonnwater Management Report.doc

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
SECTION 1 - SUMMARY OF RESULTS
The development plan includes piping a portion of the existing ditch that conveys
appio irnalely 38.1 acres of off site runoff from the existing single family development
along Sandybrook Road. The offsite drainage area was estimated based on the
statewide 2' Lidar Topography provided by the North Carolina Department of
Transportaiton. The offsite runoff volume was calculated using the rational method and
therectical headwater elevations at the culverts were estimated using Hydraflow.
Headwater elevations were evaluated for the 100-year storm event and estimated to
below the existing grade along Sandybrrok Road. See Appendix E in this report for the
design considerations.
Table 1 A below demonstrates the design of the on site stormwater management system
meets the intent of the County's ordinance to limit the post -development runoff to the
pre -development rates for the 2, 10 and 25-year events. Table 2 provides a summary of
peak lake stages and water quality draw down times.
TABLE 1 A
Summary of Results - Peak Runoff
Condition
Peak
Runoff Ws
1- r
2- r
10-
25- r
100- r
BNDY1
Pre -development
1.83
3.94
13.15
21.43
38.80
BNDY1
Post -development
0.16
0.82
12.10
21.19
50.19
BNDY2
Pre -development
5.69
8.51
18.33
25.89
40.51
BNDY2
Post-deveio ment
0.64
2.81
16.29
25.54
4500
TABLE 2
Summary of Results - Peak Pond Stages
Basin/Pond
NWL ft
TOB ft
Peak Pond Sta e ft - results from watershed model
Water
Quality
Drawdown
Time
i- r
2- r
10- r
25- r
100- r
Days
Wet # 1
6.50
11.00
8.26
8.69
9.17
9.72
10.12
3.22
Dry # 1
6.00
12.00
7.11
7.28
7.31
7.33
7.35
3.06
WE#2
7.2 __f
i I.00
8.85
8.95
9.36
966
989
3.01
D
7.00
1180
l .801
7.95
7.96
7.98
7.99
301
2.56
Pi T14019AS & .60`Tm
Z:\24039\24039.0000\Engineering\Calculations\Storm Water\24039 Stormwater Management Report.doc Page 1

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
SECTION 2 - PROJECT NARRATIVE
The Overlook at Middle Sound is a 30.6-acre single-family development located at 3610 Middle
Sound Loop Road that was previously designed by Maplass Engineering, P.C. and partially
constructued in 2007. The stormwater management system was permitted under New Hanover
County ATC # GP 6-07 and North Carolina Department of Natural Resources Division of Water
Quality (NCDENR DWQ) Permit SW8 070303. The site has been abandoned and repossessed by
the bank after being partially cleared with gravity sewer installed and several stormwater ponds
partially constructed. The developer of the new site plan is D.R. Horton Inc. The new
development plan will consist of 42 lots, new road layout and a new stormwater management
system. The new plan will utilize the existing sewer installed.
The site currently consists of partial clearing, wooded uplands and wetlands, with terrain ranging
from 0 to 5 percent slopes. This tract drains to the northeast to an unnamed tributary of Pages
Creek that is part of the Cape Fear River Basin. Pages Creek is classified as SA/HQW, index # 18-
87-22. Based on the above referenced NCDENR DWQ permit, the site is within '/2 mile and
draining to the SA/HQW waters of Pages Creek. The predominant soil types on site are classified
as hydrologic soil group A, B, B/D and C.
The proposed project will remain a High Density project under the State Stormwater Rules
established by NCDENR DWQ. A piped collection system will route runoff of all impervious
surfaces to the two proposed wet detention ponds. Each wet detention pond will consist of
three separate discharges. The water quality volume (the difference between the 1-year pre
and post runoff) will discharge via orfice flow to a secondary dry detention basin before being
released to the adjacent wetlands over a 2-5 day period. The excess volume above the water
quality volume up to the 10-year runoff volume, will discharge to a level spreader with a 50'
engineered filter strip. Each level spreader will have an engineered flow splitter box to act as a
high flow bypass. The volume above the 10-year event will discharge over a wide rip rap wier
along the bank of the wet detention pond.
The area of land disturbance for the proposed improvements is approximately 21.79 acres.
Erosion control devices will consist of, but not limited to, temporary silt fencing, temporary gravel
construction entrance/exit, two sediment skimmer basins, inlet protections, grassing, and energy
dissipaters at outlets and areas of concentrated flows. Silt fence will be installed around the
perimeters of the disturbance areas where practical to prevent sediment from leaving the
construction areas. The two sediment skimmer basins will be converted to permanent wet
detention ponds once the site is stabilized.
The site has an existing jurisdictional ditch that is currently being permitted for a culvert crossing
by the ACOE. The ditch will be preserved during initial clearing & grubbing operations until such
time the culvert is installed. Culvert installation will be scheduled during around a forecasted dry
period. The fill slopes from the culvert installation will be permanently stabilized immediately
after culvert installation.
The anticipated construction sequence consists of the following:
1. Install gravel construction entrance/exit, silt fence and tree protection.
2. Culvert installation at ditch crossing including stabilization.
3. Clearing and grubbing.
4. Install sediment basins.
5. Install remaining drainage conveyances and erosion control.
6. Site rough grading and infrastructure.
N THOMAS & HUTTON
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The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
7. Sidewalks and paving.
8. Final grassing and stabilization.
9. Restore drainage conveyances to design specifications, convert sediment basins
to permanent wet detention ponds & remove temporary erosion control
measures once site is permanently stabilized.
SECTION 3 - PURPOSE
■ To define the limits of the drainage basin or basins that contain this project.
■ To define the tailwater conditions for the project.
• To analyze 100-year storm events to demonstrate function of ponds beyond the required
storm events relative to elevations of finished floor elevations of structures and performance
of emergency overflow structures.
■ To document that major drainage infrastructure such as road crossings, drainage
connectors, ponds, and outfalls are adequate for the proposed development within the site.
■ To document compliance with the New Hanover County Soil Erosion and Sedimentation
Control Ordinance.
■ To document compliance with regulatory requirements summarized as follows:
New Hanover County
• Post Development peak runoff rates shall be detained for 2, 10 and 25- year storm.
• Peak stages in lakes shall be below the minimum Finished Floor Elevations.
• Drainage culverts shall be sized to accommodate runoff from at least the 25-year
storm. The conveyance systems for this project will be privately owned and
maintained.
NCDENR D WQ
• Control systems are designed for the States water quality requirements of 1.5 inches
of runoff or the difference between the 1-year, 24 hour pre and post development
runoff volume, whichever is greater with a drawdown time between 2-5 days.
• Control systems designed for a minimum of 85% average annual removal for total
suspended solids, (TSS).
SECTION 4 - PROPOSED DRAINAGE SYSTEM
The components of the proposed system are roads, pipe collection system, wet detention
ponds, dry detention ponds, level spreaders with vegetative filter strips and outfalls. All
impervious surfaces proposed in this project are routed to the wet detention ponds for
treatement prior to discharge. The outfall consists of culverts draining through 2 outfall structures
containing weirs sized to provide the necessary detention of runoff. An emergency overflow is
provided for both ponds.
A THOMAS & HUTTON
Z:\24039\24039.0001\Engineering\Calculations\Storm Water\OLD\24039 Stormwater Management Report.doc Page 3

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Desian_Considera tions
SECTION 5 - STORMWATER QUANTITY METHODOLOGY
The existing and proposed conditions will be analyzed using the Advanced Interconnected
Channel and Pond Routing (ICPR) computer program developed by Streamline Technologies.
The program is used to model rainfall and stormwater runoff and to perform hydraulic routing
through the storm drainage system. The ICPR program is a FEMA approved model that has the
ability to analyze complex interconnected drainage systems dynamically over extended time
periods.
The hydrologic input data consists of information for each drainage basin, or subwatershed,
within the project. Input variables include runoff curve number, rainfall distribution pattern,
hydrograph peaking factor, area of each drainage basin, and time of concentration (see
below section "Hydrology" for specifics on the values of these variables that were used in this
model). The ICPR program generates runoff hydrographs for each subwatershed based on the
user -specified variables. Hydrographs are generated by ICPR using the SCS Unit Hydrograph
Method.
The model hydraulic input data consists of a system of nodes and links. Nodes represent
locations where flows enter or exit the system, pipe or channel characteristics change, or where
stage/storage/time relationships are provided. Links represent traditional types of hydraulic
conveyance such as pipes, channels, drop structures, weirs, etc. The sizes, inverts, lengths, and
Manning n values for all pipes connecting the lagoons are input into the model. In addition to
Dioe information, all lagoon and detention area stage -storage information and the respective
outfall structure information is input into the model. The node and link conditions are analyzed
within the model for a given storm, and flow conditions are determined.
The basic equation used by ICPR to route flows through the system is:
es= Pin - Qout) At
Where: As = Change in storage for time step
Qin Flow into a node at time "t"
Qout Flow out of a node at time "t"
At = Length of time step; user defined range from 1.0 sec to
0.1 sec.
Hydrographs for each drainage area are merged within the ICPR program, and the hydrologic
results are then combined with the hydraulic information to model the hydraulic interactions of
the entire drainage system. The results include lagoon and detention area discharge rates and
stage/storage information during the design storm.
For the design of the storm drainage system, a warning stage elevation is set for each lagoon and
detention area and structure to assure no stormwater ponding. In addition, the ultimate discharge
rate from the system cannot exceed the pre -developed runoff rate. Knowing these two factors,
the drainage system is designed by trial and error.
R THOMAS & HUTTON
Z:\24039\24039.0001\Engineering\Calculations\Storm Water\OLD\24039Stormwater Management Report.doc Page

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
SECTION 6 - HYDROLOGY
■ SCS Unit Hydrograph Method is used.
■ Amount of rainfall for each storm frequency is based on NOAA Atlas 14, Volume 2 rainfall
depths for the Wilmington Airport. The following design storms are used in the model
simulations:
TABLE 3
Rainfall Amounts
Storm Event
Duration
Rainfall inches
1- ear
24-hour Design Storm
3.83
2-year
24-hour Design Storm
4.65
10- ear
24-hour Design Storm
7.22
25- ear
24-hour Design Storm
9.08
100- ear
24-hour Design Storm
12.60
■ SCS Type III Statistical Rainfall Distribution is used. This distribution pattern is determined by
the Soil Conservation Service comparing regional rain -gage data.
■ A 484 Hydrograph Peaking Factor is used for this report
SECTION 7 - PRE -DEVELOPMENT RUNOFF CALCULATIONS
Pre -development peak flow rates for each design storm are calculated by the ICPR program. The
pre -development drainage basins are shown in an attached exhibit at the end of this report.
Pre -development calculations and model results are included in the Appendices.
7.1 Curve Numbers
Curve numbers are generated according to procedures set forth in SCS TR-55.
The composite curve numbers for each drainage basin are calculated using soils
information from the SCS Soil Survey of New Hanover County. Pre -Development
Curve Numbers were weighted based on the type and amount of soil within the
basin.
7.2 Time of Concentration
Times of concentration were calculated according to procedures set forth in SCS
Hydrology Technical Note No. N4 as referenced in TR-55. The travel times (Tt) for
overland flow, shallow concentrated flow, and channel flow are added together
for the drainage basin to get the time of concentration Tc.
Travel times for each sub -basin were then added together to determine the time
of concentration for each pre -developed drainage area. The time of
concentration for each sub -basin can be found in the Appendices of this report.
THO AS & HUTTON
Z:\24039\24039.0001\Engineering\CalculationAStorm Water\OLD\24039Stormwater Management Report.doc Page 5

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
The minimum time of concentration used for any basin is ten (10) minutes. Times
of concentration are generated according to procedures set forth in SCS
Technical Release 55.
SECTION 8 - POST -DEVELOPMENT RUNOFF CALCULATIONS
Post -development peak flow rates for each design storm are calculated by the ICPR program.
The post -development drainage basins are shown in an attached exhibit at the end of this
report. Post -development calculations and model results are included in the Appendices.
8.1 Curve Numbers
Curve numbers are generated according to procedures set forth in SCS TR-55.
The composite curve numbers for each drainage basin are calculated using soils
information from the SCS Soil Survey of New Hanover County. Post -Development
Curve Numbers were weighted based on the type and amount of soil within the
basin and shown in the appendices with the on -site and watershed pre -
development CN's.
8.2 Time of Concentration
Times of concentration for post -development are determinded according to the
longest anticipated travel path within each basin. The travel times (Tt) for
overland flow, shallow concentrated flow, and pipe flow are added together for
each drainage basin to calculate the time of concentration Tc.
Travel times for each sub -basin were then added together to determine the time
of concentration for each post -developed drainage area. The time of
concentration for each sub -basin is shown in the appendices with the post -
development times.
The minimum time of concentration used for any basin is ten (10) minutes. Times
of concentration are generated according to procedures set forth in SCS
Technical Release 55.
The specific hydrology theory is described in the Soils Conservation Services National Handbook,
Section 4, "Hydrology."
SECTION 9 - PREDEVELOPMENT CONDITIONS
The site is currently partially cleared and wooded. The site ultimately drains to Pages Creek via
overland flow and ditches to adjacent wetlands.
N THOMAS & HUTTON
Z:\24039\24039.0001 \Engineering\Calculations\Storm Water\OLD\24039 Stormwater Management Report.doc Page 6

The Overlook at Middle Sound Stormwater Management Report and
Erosion Control Design Considerations
SECTION 10 - TAILWATER CONDITIONS
The tail water condition used in the overall watershed model was a static elevation taken from
the adge of the adjacent wetland for which the ponds discharge. The tailwater is slightly
different for each pond. The pipe sizing calculations use the maximum Pond elevation from the
25 - year 24 hour storm event taken from the ICPR model.
SECTION 11 - POST -DEVELOPMENT CONDITIONS
Post -development drainage basins are shown in an attached exhibit at the end of this report.
See Appendices for post -development ICPR model input and results. See Summary of Results
(Pre -Development vs. Post -Development Conditions) at the beginning of report in Table 1. The
hydraulic grade line (peak stage elevation) and the recovery time for the ponds or lakes in the
drainage system are shown in Table 2 at the beginning of the report.
SECTION 12 -CONCLUSIONS
The post -developed runoff is detained on site and released at less than pre -developed rates for
the required storm events. The storm drainage system design meets the requirements of New
Hanover County and NCDENR DWQ. The stormwater runoff from the proposed project is not
anticipated to have a detrimental impact to proposed structures, or to receiving drainageways
downstream.
N THOMAS & HUTTON
Z:\24039\24039.0001\Engineering\Calculations\Storm Water\OLD\24039Stormwater Management Report.doc Page

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX A
VICINITY MAP
24039.0001
H THOMAS Sc MUTTON

THE OVERLOOK AT MIDDLE SOUND
PROPOSED ACTIVITY:
SINGLE FAMILY SUBDIVISION - VICINITY MAP
CLIENT:
D.R. HORTON INC.
LOCATION: NEW HANOVER COUNTY, NC
DATE: December4, 2012 SHEET: E0'
JOB NUMBER: J - 24039.0001 SCALE: = 2�00
Engineering I Surveying I Planning I GIS I Consulting
215 South Kerr Avenue • Unit B
Wilmington, NC 28403 • 910.332.3360
www.thomosandhutton.com
Savannah, GA I Brunswick GA I Chadeston, SC I Myrtle Beach, SC

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX B
PRE AND POST -DEVELOPMENT
TIME OF CONCENTRATION AND CURVE NUMBERS
24039.0001
R THOMAS Sc HUTTON

TSTORMWATER DESIGN CONSIDERATIONS
PROJECT: The Overlook
PREPARED BY: Thomas and Hutton Engineering Company
PREPARED FOR: 1 DR Horton, Inc
THOMAS 1 HUTTON
DR;_rna;,,r:r zat�yr!y
Calculate Pre -Development "Ten and Composite "CN"
Calculate Time of Concentration:
Use Travel Time Concept:
Overland Sheet Flow:
t =(0.007(nl)A0.8)1((P2A0.5)*(SA0.4))
where: t = Travel time for Overland Flow (min)
n = Manning's coefficient - from TR-55
1= Length of flow (ft)
P2 = 2-yr rainfall depth (in)
S = Hydraulic slope (ft/fl)
n= Woods: Light Underhmsh
1= 100ft
P2 = 4.65 in
S = 0,0200 ft/ft
tt = 17.8 min
Shallow Concentrated Flow:
t=1/60v
where I = 1289 ft
Paved 7 No
Slope, S = 0.0060 ft/ft
v = 1.25 ft/s
tZ = 17.2 min
Bwb 1Pre-P°l;. TC 3 0 miu
Job: 24039
Date: 10/18/12
Revised: 6/26/13
By. BDR/JDR
✓RATE2,L Ga. Z"'St , 1T• e_ne
"Pre"
Channel Flow: t=1/60v
where: t--Travel time for Pipe Flow (min)
1=Length of flow (ft)
S=Average watercourse slope (ft/ft)
n = Manning's Coefficient for Channel Flow
A=Cross-Sectional Area 00)
P=Wetted Perimeter (ft)
= 0.400 R=Hydraulic Radius (ft)
v=Velocity (ftts)- From TR-55
1= Oft
S = 0.0000 ft/ft
n = Not maintained, clean bum, brush on sides = 0.0750
A = 0.00 sf
P = 0.00 ft => Hydraulic Radius, R = n/a
v = n/a
t3 = n/a
Pipe Flow: t=1/60v
1= 0 ft
v— 2.00 ft/s
t= 0.0 min
Determine Composite Curve Number
Description
HSG
CN
A (acres)
CN x A
Woods: Good (no grazing or burning)
A
30
2.99
90
Woods: Good (no grazing or burning)
B
55
3.22
177
Woods: Good (no grazing or burning)
C
70
1.57
110
Woods: Goad (no grazing or burning)
D
77
2.12
163
Boo Pre -PI; Composite CN - 55
1 of 2

TSTORMWATER DESIGN CONSIDERATIONS
PROJECT: The Overlook
PREPARED BY: Thomas and Hutton Engineering Company
PREPARED FOR: I DR Horton, Inc
THOMAS & HUTTON
DR,%INAGE BASIN -
Calculate Pre -Development "Tc" and Comnosite "CN"
Calculate Time of Concentration:
Use Travel Time Concept:
Overland Sheet Flow:
t =(0.007(nl)AO.8y((P2A0.5)•(SA0.4))
where: t = Travel time for Overland Flow (min)
n = Manning'. coefficient - from TR-55
I = Length of flow (ft)
P2 = 2-yr rainfall depth (in)
S = Hydraulic slope (ft/ft)
n = Woods: light Underbrush
1= 100 ft
P2 = 4.65 in
S = 0.0050 ft/ft
tr = 31.0 min
Shallow Concentrated Flow:
t=1/60v
where 1= 450 ft
Paved 7 No
Slope, S = 0.0150 ft/ft
v = 1.98 ft(s
t2 = 3.8 min
Job: 24039
Date: 10/19/12
Revised: 6126/13
By. BDRlJDR
DRAINAGE BASIN Prc-P2;
rrP"n
Channel Flow: t=1/60v
where: t--Travel time for Pipe Flow (min)
1=Length of flow (ft)
S=Average watercourse slope (Rift)
n = Manning's Coefficient for Channel Flow
Across -Sectional Area (ft)
P=Wetted Perimeter (ft)
= 0.400 R=Hydraulic Radius (ft)
v=Velocity (ft/s)- From TR-55
1= Oft
S = 0.0000 ft/ft
n = Not maintained, clean btm, brush on sides = 0.0750
A = 0.00 sf
P = 0.00 ft => Hydraulic Radius, R = n/a
v= n/a
t3 = n/a
Pipe Flow: t=1/60v
1= 0 ft
v-- 2.00 ft/s
t— 0.0 min
Bain Pre-P2: Tc = 3ffi:p min (Use Te = 6.0 min per TR-55)
Determine Composite Curve Number
Description HSG CN A (acres) CN x A
Woods: Good (no grazing or burning) C 70 6.31 442
Woods: Good (no grazing or burning) D 77 1.19 92
7.50 533
]Darin Pre-P2:- Compoxite CN = 71
2ot2

'T' STORMWATER DESIGN CONSIDERATIONS
PROJECT: The Overlook
14 PREPARED BY: Thomas and Hutton Engineering Company
PREPARED FOR: 1 DR Horton, hie
TMOMAS & MUTTON
rexr�t�a4r_p.^:gcr�l Post -PI
Calculate Pre -Development "Tc" and Composite "CN"
Calculate Time of Concentration:
Use Travel Time Concept:
Overland Sheet Flow:
t =(0.007(nl)^0.8)/((P2^0.5)■(S^0.4))
where: t = Travel time for Overland Flow (min)
n = Manning's coefficient - from TR-55
1= Length of flow (ft)
P2 = 2-yr rainfall depth (in)
S = Hydraulic slope (ft/ft)
n= Grass: Bermuda
1= 100 ft
P2 = 4.65 in
S _ 0.0100 ft/ft
ti = 24.0 min
Shallow Concentrated Flow:
t=1/60v
where l = 22 ft
Paved ? No
Slope, S = 0.0100 tuft
v= 1.61 ft/s
tZ = 0.2 min
Vn. post-P2s fie 36.1 mua
Job:
24039
Date:
10/19/12
Revised:
6/26113
By.
BDR/3DR
"Post"
Channel Flow: t=1/60v
where: t--Travel time for Pipe Flow (min)
1=Length of flow (ft)
S=Average watercourse slope (ft/ft)
n = Manning's Coefficient for Channel Flow
A—CrossSectional Area (f )
P=Wetted Perimeter (ft)
= 0.410 R=Hydraulic Radius (ft)
v—Velocity (ft/s)- From TR-55
1= Oft
S = 0.0000 fun
n = Not maintained, clean him, brush on sides 0.0750
A = 0.00 sf
P = 0.00 ft => Hydraulic Radius, R = n/a
v = n/a
t3 = n/a
Pipe Flow: t=1/60v
1= 1460 ft
v— 2.00 ft/s
t= 12.2 min
Determine Composite Curve Number
Description
HSG
CN
A (acres)
CN x A
Pavement, roofs, etc. (no grass)
A
98
4.26
418
Open Space, Good (grass > 7511o)
A
39
1.63
64
Open Space, Good (grass > 75" o)
B
61
2.65
162
Open Space, Good (grass > 75%)
C
74
0.86
64
Wet Ponds or Saturated Wetlands
D
98
0.50
49
Y.Y1 /Do
I. Basbt ft"1: Compooft CN 76
1 of 2

Mr.
THOMAS & HUTTON
DR„ !N kC,F T2AS5N
STORMWATER DESIGN CONSIDERATIONS
PROJECT: The Overlook
PREPARED BY: Thomas and Hutton Engineering Company
PREPARED FOR: 1 DR Horton, Inc
Calculate Pre -Development "Te" and Composite "CN"
Calculate Time o£Concentration:
Use Travel Time Concept:
Overland Sheet Flow:
t = (0.007(nl)Ao.8y((P2AO.5)•(S%4))
where: t = Travel time for Overland Flow (min)
n = Manning's coefficient - from TR-55
1= Length of flow (ft)
P2 = 2-yr rainfall depth (in)
S = Hydraulic slope (ft/ft)
n = Grass: Bermuda
1= 100ft
P2 = 4.65 in
S = 0.0100 ft/ft
tt = 24.0 min
Shallow Concentrated Flow:
t=1/60v
where 1=
20 ft
Paved ?
No
Slope, S =
0.0100 JIM
V =
1.61 ftts
tZ =
0.2 min
BaAn Past-P'2::'C - 32.Q min
Job: 24039
Date: 10/18/12
Revised: 6,16/13
By. BDRlJDR
r9. ?e:•:'� F BAST:: ri" P2
"Post"
Channel Flow: t=1/60v
where: t--Travel time for Pipe Flow (min)
1=Length of flow (ft)
S=Average watercourse slope (ft/ft)
n = Manning's Coefficient for Channel Flow
A=Cross-Sectional Area ffe)
P=Wetted Perimeter (ft)
= OA10 R=Hydraulic Radius (ft)
v--Velocity (ft/s)- From TR-55
l= Oft
S = 0.0020 ft/ft
n = Not maintained, clean btm, brush on sides = 0.0750
A = 2.00 sf
P = 4.00 ft => Hydraulic Radius, R = 0.50 ft
v = 0.56 ft/s
y = 0.0 min
Pipe Flow: t=1/60v
l= 880 ft
v=— 2.00 ft/s
t- 7.3 ntin
Determine Composite Curve Number
Description
HSG
CN
A (acres)
CN x A
Pavement, roofs, etc. (no grass)
A
98
3.44
337
Open Space, Good (grass > 75%)
B
61
0.59
36
Open Space, Good (grass> 750o)
C
74
2.92
216
Wet Ponds or Saturated Wetlands
D
98
0.55
54
/.av "-I
2of2

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX C
PRE AND POST -DEVELOPMENT
ICPR MODEL INPUT
24039.0001
H
TFiOMAS �c HUTTON

m p m
W U [7
U E OI
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rop �7z-.�i�
al \ 0
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M P4 H m 0 -ri V N it ri W
it i4 m S4 0 -A %
d $UMm P: m mNW W
.]WSUMW P4MW Wk

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
x xxxxxxxxxx++:xx+++xx+axxxx INPUT REPORT xxxxxxxxxxxxxxxxxx+xx++++++x+x+x++++
Basina =-----------------------------------------------------------------------------
-----------------------------------------------------
____________
Name: POST-P1
Node:
Pond 1 Status: Onsite
Group: BASE
Type:
SCS Unit Hydrograph CN
Unit Hydrograph:
Uh484
Peaking Factor: 484.0
Rainfall File:
Storm Duration(hrs): 0.00
Rainfall Amount(in):
0.000
Time of Conc(min): 36.00
Area(ac):
9.910
Time Shift(hrs): 0.00
Curve Number:
76.00
Max Allowable Q(cfs): 999999.000
DCIA(%-):
0.00
----------------------------------------------------------------------------------------------------
. Name: POST-P2
Node:
Pond 2 Status: Onsite
Group: BASE
Type:
SCS Unit Hydrograph CN
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 7.500
Curve Number: 86.00
DCIA(%-): 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 32.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: PRE -PI Node: PRE-BNDY1 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 9.910
Curve Number: 55.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 35.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: PRE-P2 Node: PRE-BNDY2 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 7.500
Curve Number: 71.00
DCIA(%-): 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 35.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
Nodes
Name: Dry Pond 1
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
6.000
0.2780
7.000
0.3114
8.000
0.3460
9.000
0.3819
10.000
0.4191
11.000
0.4576
12.000
0.4974
Base Flow(cfs): 0.000 Init Stage(ft): 6.000
Warn Stage(ft): 11.000
------------------------------------------------------------------------------------------
Name: Dry Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 7.000
Group: BASE Warn Stage(ft): 10.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised OB/20/13)
++++++++++++++++++++++++a++ INPUT REPORT
7.000
0.2612
8.000
0.3074
9.000
0.3550
10.000
0.4040
10.800
0.4441
11.800
0.4954
------------------------------------------------------------------------------------------
Name: Flow Split#1 Base Flow(cfs): 0.000 Init Stage(ft): 5.810
Group: BASE Warn Stage(ft): 9.260
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
---------------------------------------------------------------------------------------
Name: Flow Split#2 Base Flow(cfs): 0.000 Init Stage(ft): 4.900
Group: BASE Warn Stage(ft): 10.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: Pond 1 Base Flow(cfs): 0.000 Init Stage(ft): 6.500
Group: BASE Warn Stage(ft): 10.000
Type: Stage/Area
Stage(ft) Area(ac)
6.500 0.4993
7.000 0.5836
8.000 0.6359
9.000 0.6895
11.000 0.8006
------------------------------------------------------------------------------------------
Name: Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 7.200
Group: BASE Warn Stage(ft): 11.200
Type: Stage/Area
Stage(ft) Area(ac)
7.200 0.5490
7.700 0.6427
8.000 0.6621
9.000 0.7275
10.000 0.8018
11.000 0.8582
11.200 0.8696
------------------------
Name: POST-BNDY1
Group: BASE
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 5.000
24.00 5.000
36.00 5.000
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 5.000
Warn Stage(ft): 5.000
------------------------------------------------------------------------------------------
Name: POST-BNDY2 Base Flow(cfs): 0.000 Init Stage(ft): 5.000
Group: BASE Warn Stage(ft)! 5.000
Type: Time/Stage
Time(hrs) Stage(ft)
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Page 2 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
x++++xxxxxxx++x++++x++x+xxx INPUT REPORT+xxxxxxx+xx+xxxxxx+xxxx+xx+xx+xx+xxx
--------------- ---------------
0.00 5.000
24.00 5.000
36.00 5.000
------------------------------------------------------------------------------------------
Name: PRE-BNDY1 Base Flow(cfs). 0.000 !nit Stage(ft): 5.000
Group: BASE Warn Stage(ft): 5.000
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 5.000
24.00 5.000
36.00 5.000
-------------------------------------------- -----------------
Name: PRE-BNDY2 Base Flow(cfs): 0.000 Init Stage(ft): 5.000
Group: BASE Warn Stage(ft): 5.000
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 5.000
24.00 5.000
36.00 5.000
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
___= Pipes
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: Pipe lA
Group: BASE
From Node: Flow Split#1 Length(ft): 12.00
To Node: POST-BNDY1 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
5.810
5.800
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Bat Clip(in):
0.000
0.000
Upstream F11WA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.00
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name:
Pipe lb
From Node:
Flow Split#1 Length(ft):
55.00
Group.
BASE
To Node:
POST-BNDY1 Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Most Restrictive
Geometry:
Circular
Circular
Flow:
Both
Span(in):
15.00
15.00
Entrance Loss Coef:
0.00
Rise(in):
15.00
15.00
Exit Loss Coef:
1.00
Invert(ft):
6.800
5.500
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bat Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
---------------------------------------------------------------------------------------------
Name: Pipe 2A From Node: Flow Split#2 Length(ft): 71.00
Group: BASE To Node: POST-BNDY2 Count: 1
Friction Equation: Automatic
UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive
Interconnected Channel and Fond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 3 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
++++++++++++xx+xx+xx+x+++++ INPUT REPORT +++xx+++++++x+++++++x+++++++x+xxx+x+
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert t
�.400
�.250
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Hot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Flow: Both
Entrance Loss Coef: 0.00
Exit Loss Coef: 1.00
Bend Loss Coaf: 0.0
Outlet Ctrl Spec: Usedc or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name:
Pipe 2B
From Node:
Flow Split#2 Length(ft):
14.00
Group:
BASE
To Node:
POST-BNDY2 Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Most Restrictive
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
24.00
Entrance Loss Coef:
0.00
Rise(in):
24.00
24.00
Exit Loss Coef:
1.00
Invert(ft):
5.900
5.800
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
___= Drop Structures
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: DS-lA
Group: BASE
UPSTREAM
Geometry. Circular
Span(in): 15.00
Rise(in): 15.00
Invert(ft): 6.400
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
From Node: Pond 1
To Node: Dry Pond 1
DOWNSTREAM
Circular
15.00
15.00
6.000
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
xxx Weir 1 of 1 for Drop Structure DS-lA xxx
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in) : 3.00
Rise(in): 3.00
Length(ft): 115.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 6.500
Control Elev(ft): 6.500
TABLE
----------------------------------------------------------------------------------------------------
Name: DS-1B From Node: Dry Pond 1 Length(ft): 240.00
Group: BASE To Node: POST-BNDY1 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
15.00
15.00
Rise(in):
15.00
15.00
Invert(ft)%
5.800
5.500
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 9

The Overlook at Middle Sound
ICPR Stormwater'Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
++t+++++t++++t++++++t+tt++t INPUT REPORT ttttt+tttt+++ttt+t+++t++++++++tt tttt
Manning's N: 0.013000 0.013000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir 1 of 1 for Drop Structure DS-1B ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 2.50
Rise(in): 2.50
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Inca: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 6.000
Control Elev(ft): 6.000
TABLE
--------------------------------------------------------
Name:
DS-IC
From Node:
----------------------------------
Pond 1 Length(ft):
340.00
Group:
BASE
To Node:
Flow Split#1 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Circular
Circular
Solution Algorithm:
Most Restrictive
Span(in):
24.00
24.00
Flow:
Both
Rise(in):
24.00
24.00
Entrance Loss Coef:
0.000
Invert(ft):
6.400
5.810
Exit Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Inca:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 1 for Drop Structure DS-lC ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 108.00
Rise(in): 6.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 8.600
Control Elev(ft): 8.600
TABLE
----------------------------------------------------------------------------------------------------
Name:
DS-2A
From Node:
Pond 2 Length(ft):
39.00
Group:
BASE
To Node:
Dry Pond 2 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Circular
Circular
Solution Algorithm:
Most Restrictive
Span(in):
15.00
15.00
Flow:
Both
Rise(in):
15.00
15.00
Entrance Loss Coef:
0.000
Invert(ft):
7.200
7.000
Exit Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Inca:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir 1 of 1 for Drop Structure DS-2A ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 3.00
Rise(in): 3.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 7.200
Control Elev(ft): 7.200
TABLE
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
++x+++++x+xx++x+x+++x++x+++ INPUT REPORT x+++++++x+x++x++++++++++++++x+xx+x++
----------------------------------------------------------------------------------------------------
Name:
DS-2B
From Node:
Dry Pond 2 Length(ft):
40.on
Group:
BASE
To Node:
POST-BNDY2 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Circular
Circular
Solution Algorithm:
Most Restrictive
Span(in):
15.00
15.00
Flow:
Both
Rise(in):
15.00
15.00
Entrance Loss Coef:
0.000
Invert(ft):
6.000
5.500
Exit Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in).
0.000
0.000
Solution Inca:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir 1 of 1 for Drop Structure DS-2B ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 2.50
Rise(in): 2.50
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 7.000
Control Elev(ft): 7.000
-------------------------------------------------------------------------------
Name: DS-2C From Node: Pond 2 Length(ft): 55.00
Group: BASE To Node: Flow Split#2 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
6.700
6.100
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Sot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir 1 of 1 for Drop Structure DS-2C ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 180.00
Rise (in): 7.20
TABLE
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Inca: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 8.800
Control Elev(ft): 8.800
TABLE
Weirs
Name: W1A From Node: Pond 1
Group: BASE To Node: POST-BNDY1
Flow: Both Count: 1
Type: Vertical: Gravel Geometry: Trapezoidal
Bottom Width(ft): 20.00
Left Side Slope(h/v): 5.0U
Right Side Slope(h/v): 5.00
Invert(ft): 9.500
Control Elevation(ft): 9.500
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Page 6 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
+++++++++++++++++++++++++++ INPUT REPORT
Orifice Discharge Coef: 0.600
----------------------------------------------------------------------------------------------------
Name: W2A From Node: Pond 2
Group: BASE To Node: POST-BNDY2
Flow: Both Count: 1
Type: Vertical: Gravel Geometry: Trapezoidal
Bottom Width(ft): 30.00
Left Side Slope(h/v): 5.00
Right Side Slope(h/v): 5.00
Invert(ft): 9.500
Control Elevation(ft): 9.500
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
Hydrology Simulations
Name: 001YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\001YR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 3.83
Time(hrs) Print Inc(min)
------------------------------
36.000 5.00
----------------------=-----------------------------------------------------------------------------
Name: 002YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\002YR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 4.65
Time(hrs) Print Inc(min)
--------------- ---------------
36.000 5.00
----------------------------------------------------------------------------------------------------
Name: 010YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\D10YR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 7.22
Time(hrs) Print Inc(min)
--------------- ---------------
36.000 5.00
----------------------------------------------------------------------------------------------------
Name: 025YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\025YR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 9.08
Time(hrs) Print Inc(min)
--------------- ---------------
36.000 5.00
----------------------------------------------------------------------------------------------------
Name: 100YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\100YR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 7 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
++++ttt+tt+t+t++ttt+ttt++tt INPUT REPORT********++tt+++tttttttttt+ttt++ttttt
Rainfall File: Scsiii
Rainfall Amount(in): 12.60
Time(hrs) Print Inc(min)
------------------------------
36.000 5.00
Routing Simulations
Name: 001YR Hydrology Sim: 001YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\001YR.I32
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
--------------- ---------------
72.000 5.000
Group Run
--------------- -----
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 72.00
Max Calc Time(sec): 60.0000
Boundary Flows:
---------------------------------------------------------------------------------------------------
Name: 002YR Hydrology Sim: 002YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\002YR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
------------------------------
72.000 5.000
Group Run
--------------- -----
BASE Yes
Delta Z Factor: 0.00500
End Time(hrs): 72.00
Max Calc Time(sec): 60.0000
Boundary Flows:
----------------------------------------------------------------------------------------------------
Name: 010YR Hydrology Sim: 010YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\OIOYR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
--------------- ---------------
72.000 5.000
Group Run
--------------- -----
BASE Yes
Delta Z Factor: 0.00500
End Time(hrs): 72.00
Max Calc Time(sec): 60.0000
Boundary Flows:
----------------------------------------------------------------------------------------------------
Name: 025YR Hydrology Sim: 025YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\025YR.I32
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Page 8 of 9

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
x++++++x xxx+x+xxxxxx+x+xxx+ INPUT REPORT x+xxxxxx xxxxx++x+++x+x++++xxxxxxxxx
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000.
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
--------------- ---------------
72.000 5.000
Group Run
--------------- -----
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 72.00
Max Calc Time(sec): 60.000D
Boundary Flows:
----------------------------------------------------------------------------------------------------
Name: 100YR Hydrology Sim: 100YR
Filename: Z:\24039\24039.0000\Engineering\Calculations\Storm Water\ICPR\100YR.I32
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): O.ODO
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
--------------- ---------------
72.00D 5.000
Group Run
--------------- -----
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 72.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 9 of 9

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX D
PRE AND POST -DEVELOPMENT
ICPR MODEL OUTPUT
24039.0001
H
THOMAS ScHUTTON

The Overlook at
Middle Sound
ICPR Stormwater
Model
Pre vs. Post Development
January 4, 2013
(Revised 06/26/13)
x+xx+++xxx+xx++x+xx++++x+++ BASIN MAX REPORT
++x++++++++xx+++++++++x+x+x++++++x++
Simulation
Basin
Group
Time Max
Flow Max
Volume
Volume
hrs
Cfs
in
ft3
001YR
POST -PI
BASE
12.48
9.80
1.607
57818
002YR
POST-P1
BASE
12.40
13.83
2.247
80B37
010YR
POST-Pl
BASE
12.40
27.56
4.448
160001
025YR
POST-P1
BASE
12.40
37.B4
6.142
220931
100YR
POST -PI
BASE
12.40
57.43
9.457
340205
001YR
POST-P2
BASE
12.37
11.77
2.389
65031
002YR
POST-P2
BASE
12.37
15.36
3.136
853B5
010YR
POST-P2
BASE
12.37
26.66
5.568
151588
025YR
POST-P2
BASE
12.37
34.78
7.369
200629
100YR
POST-P2
BASE
12.37
50.01
10.819
294547
001YR
PRE-P1
BASE
12-52
1.84
0.463
16642
002YR
PRE -PI
BASE
12.52
3.97
0.809
29114
010YR
PRE -PI
BASE
12.44
13.41
2.260
81304
025YR
PRE -PI
BASE
12.44
21.72
3.539
127303
100YR
PRE-Pl
BASE
12.44
39.12
6.266
225413
001YR
PRE-P2
BASE
12.44
5.80
1.276
34752
002YR
PRE-P2
BASE
12.44
8.62
1.852
50419
010YR
PRE-P2
BASE
12.44
18.45
3.902
106228
025YR
PRE-P2
BASE
12.44
25.99
5.519
150264
100YR
PRE-P2
BASE
12.44
40.56
8.734
237782
Interconnected Channel and Pond Routing Model (1CPR) C2002 Streamline Technologies, Inc. Page 1 of 1

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 06/26/13)
x++x++x+++++++++++a+a++x++a BASIN SUMMARY REPORT+xa+a+aaaax+x+x+x+++x+a+++x++++++a++
Name:
POST-P1
POST -P2
PRE -Pi
PRE -P2
POST-P1
Group:
BASE
BASE
BASE
BASE
BASE
Simulation:
001YR
001YR
001YR
001YR
002YR
Node:
Pond 1
Pond 2
PRE-BNDY1
PRE-BNDY2
Pond 1
Type:
SCS
SCS
SCS
SCS
SCS
Unit Hydrograph:
Uh484
Uh484
Uh484
Uh484
Uh484
Peaking Factor:
484.0
484.0
484.0
484.0
484.0
Spec Time Inc(min):
4.80
4.27
4.67
4.67
4.80
Comp Time Inc(min):
4.80
4.27
4.67
4.67
4.80
Rain File:
Scsiii
Scsiii
Scsiii
Scsiii
Scsiii
Rain Amount(in):
3.830
3.030
3.830
3.830
4.650
Duration(hrs):
24.00
24.00
24.00
24.00
24.00
Status:
Onsite
Onsite
Onsite
Onsite
Onsite
TC(min):
36.00
32.00
35.00
35.00
36.00
Time Shift(hrs):
0.00
0.00
0-00
0.00
0.00
Area(ac):
9.910
7.500
9-910
7.500
9.910
Vol of Unit Hyd(in):
1.001
1.000
1.000
1.000
1.001
Curve Num:
76.000
86.000
55.000
71.000
76.000
DCIA(%):
0.000
0.000
0.000
0.000
0.000
Time Max(hrs):
12.48
12.37
12.52
12.44
12.40
Flow Max(cfs):
9.80
11.77
1.84
5.80
13.83
Runoff Volume(in):
1.607
2.389
0.463
1.276
2.247
Runoff Volume(ft3):
57818
65031
16642
34752
80837
Name:
POST-P2
PRE -Pi
PRE-P2
POST-Pl
POST-P2
Group:
BASE
BASE
BASE
BASE
BASE
Simulation:
002YR
002YR
002YR
0laYR
010YR
Node:
Pond 2
PRE-BNDY1
PRE-BNDY2
Pond 1
Pond 2
Type:
SCS
SCS
SCS
SCS
SCS
Unit Hydrograph:
Uh484
Uh484
Uh484
Uh484
Uh484
Peaking Factor:
484.0
484.0
484.0
484.0
484.0
Spec Time Inc(min):
4.27
4.67
4.67
4.80
4.27
Comp Time Inc(min):
4.27
4.67
4.67
4.80
4.27
Rain File:
Scsiii
Scsiii
Scsiii
Scsiii
Scsiii
Rain Amount(in):
4.650
4.650
4.650
7.220
7.220
Duration(hrs):
24.00
24.00
24.00
24.00
24.00
Status:
Onsite
Onsite
Onsite
Onsite
Onsite
TC(min):
32.00
35.00
35.00
36.00
32.00
Time Shift(hrs):
0.00
0.00
0.00
0.00
0.00
Area(ac):
7.500
9.910
7.500
9.910
7.500
Vol of Unit Hyd(in):
1.000
1.000
1.000
1.001
1.000
Curve Num:
86.000
55.000
71.000
76.000
86.000
DCIA(%):
0.000
0.000
0.000
0.000
0.000
Time Max(hrs):
12.37
12.52
12.44
12.40
12.37
Flow Max(cfs):
15.36
3.97
8.62
27.56
26.66
Runoff Volume(in):
3.136
0.809
1.852
4.448
5.568
Runoff Volume(ft3):
B5385
29114
50419
160001
1515B8
Name:
PRE -PI
PRE-P2
POST-P1
POST-P2
PRE-P1
Group:
BASE
BASE
BASE
BASE
BASE
Simulation:
010YR
010YR
025YR
025YR
025YR
Node:
PRE-BNDY1
PRE-13NDY2
Pond 1
Pond 2
PRE-BNDY1
Type:
SCS
SCS
SCS
SCS
SCS
Unit Hydrograph:
Uh484
Uh484
Uh484
Uh484
Uh484
Peaking Factor:
484.0
484.0
484.0
484.0
484.0
Spec Time Inc(min):
4.67
4.67
4.80
4.27
4.67
Comp Time Inc(min).-
4.67
4.67
4-80
4.27
4.67
Rain File:
Scsiii
Scsiii
Scsiii
Scsiii
Scsiii
Rain Amount(in):
7.220
7.220
9.080
9.080
9.080
Duration(hrs):
24.00
24.00
24.00
24.00
24.00
Status:
Onsite
Onsite
Onsite
Onsite
Onsite
TC(min):
35.00
35.00
36.00
32.00
35.00
Time Shift(hrs):
0.00
0.00
0.00
0.00
0.00
Area(ac):
9.910
7.500
9.910
7.500
9.910
Vol of Unit Hyd(in):
1.000
1.000
1.001
1.000
1.000
Curve Num:
55.000
71.000
76.000
86.000
55.000
DCIA(%):
0.000
0.000
0.000
0.000
0.000
Time Max(hrs):
12.44
12.44
12.40
12.37
12.44
Flow Max(cfs):
13.41
18.45
37.84
34.78
21.72
Runoff Volume(in):
2.260
3.902
6.142
7.369
3.539
Runoff Volume(ft3):
81304
106228
220931
200629
127303
Name:
PRE-P2
POST-P1
POST-P2
PRE-P1
PRE-P2
Group:
BASE
BASIS
BASE
BASE
BASE
Simulation:
025YR
100YR
100YR
100YR
100YR
Node:
PRE-BNDY2
Pond 1
Pond 2
PRE-BNDY1
PRE-BNDY2
Type:
SCS
SCS
SCS
SCS
SCS
Unit Hydrograph:
Uh484
Uh484
Uh484
Uh484
Uh484
Peaking Factor:
484.0
484.0
484.0
484.0
484.0
Spec Time Inc(min):
4.67
4.B0
4.27
4.67
4.67
Comp Time Inc(min).
4.67
4.80
4.27
4.67
4.67
Rain File:
Scsiii
Scsiii
Scsiii
Scsiii
Scsiii
Interconnected Channel and Pond Routing Model (ICPR) ®2002
Streamline Technologies, Inc.
Page 1 of 2

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 06/26/13)
+++++++++++++++++++++++<+++ BASIN SUMMARY REPORT
Rain Amount(in):
9.080
12.600
12.600
12.600
12.600
Duration(hrs):
24.00
24.00
24.00
24.00
24.00
Status:
Onsite
Onsite
Onsite
Onsite
Onsite
TC(min):
35.00
36.00
32.00
35.00
35.00
Time Shift(hrs):
0.00
0.00
0.00
0.00
0.00
Area(ac):
7.500
9.910
7.500
9.910
7.500
Vol of Unit Hyd(in):
1.000
1.001
1.000
1.000
1.000
Curve Num:
71.000
76.000
86.000
55.000
71.000
DCIA(,'):
0.000
0.000
0.000
0.000
0.000
Time Max(hrs):
12.44
12.40
12.37
12.44
12.44
Flow Max(cfs):
25.99
57.43
50.01
39.12
40.56
Runoff Volume(in):
5.519
9.457
10.819
6.266
8.734
Runoff Volume(ft3):
150264
340205
294547
225413
237782
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 2

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The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
NODE GRAPH
11
Nods Pond 2
002YR
025YR
010YR
10
0 20 40 60 80
Time fts)
Interconnected Channel and Pond Routing Model ([CPR) C2002 Streamline Technologies, Inc.

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised 08/20/13)
NODE GRAPH
10
Node Dry Pond 2
- 002YR
025YR
- 010YR
6 L �.
0 20 40 60 80
Time(hrs)
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc.

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STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX E
OFFSITE DRAINAGE DESIGN CONSIDERATIONS
24039.0001
F
THOMAS ScHUTTON

The Overlook at Middle Sound
Offsite Drainage Considerations
6/25/2013
To determine the needed pipe capacity for the basin north of Middle Sound Loop, the following calculations
were performed:
1. Basin was determined using 2' contours In GIS. (Map Enclosed)
2. Discharge from the basin was determined using the rational method, Q = CIA.
C = 0.3 runoff coefficient for single family, residential area
i = 6.5 [ph (10-yr) (from NOAA Atlas 14, ILM Airporrt, Time of Concentration assumed
7.4 !ph (25-yr) to be 15 minutes)
8.0 iph (50-yr)
8.6 !ph (100-yr)
A = 38.1 acres
Qio =
74.75
cfs
Ws =
84.35
cfs
Woo =
98.64
cfs
3. Six pipes are being proposed to convey the subject drainage area of the proposed development. The first set
of pipes are two 24" pipes in the existing ditch under proposed Overlook Dr that will convey runoff for the
smaller storm events. The second set of pipes are four 360 pipes under proposed Sent Blade Lane. The 36"
pipes will be installed at slightly higher elevation than the existing ditch to provide an emergency outlet for the
larger storm events.
4. Scenarios were run in Hydraflow to analyze water surface elevations at the proposed pipe inlets for the
varying storm events. The scenarios only took Into account the four 36" proposed pipes. The results indicate
that the proposed pipes will not cause upstream flooding. With the additional two 24" pipes, the six culverts
are adequate for conveyance of the subject drainage area.
Results from Hydraflow output:
(Existing elevation upstream approximately 8-9 ft)
Storm Event
Ponding Elevation (ft)
4-36" RCP
10-yr
6.95
25-yr
7.10
100-yr
7.31
8 ipa
n
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Culvert Report
HydroAow Express Extension %rAutoCAO® Civil 3t7O 2012 by Autodesk. Inc.
Tuesday. Jun 26 2013
Circular Culvert
Invert Elev Dn (ft)
= 4.80
Calculations
Pipe Length (ft)
= 60.00
Qmin (cfs)
= 70.00
Slope (%)
= 0.33
Qmax (cfs)
= 75.00
Invert Elev Up (ft)
= 5.00
Tailwater Elev (ft)
= 5.85
Rise (in)
= 36.0
Shape
= Circular
highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 75.00
No. Barrels
= 4
Qpipe (cfs)
= 75.00
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veioc Dn (ftfs)
= 5.87
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 5.83
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 6.19
HGL Up (ft)
= 6.39
Embankment
Hw Elev (ft)
= 6.95
Top Elevation (ft)
= 11.00
Hw/D (ft)
= 0.65
Top Width (ft)
= 40.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
at, in)
12.00
1100
to 6E
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Room 114

Culvert Report
Hydra0ow Expreae Extension forAutoCAD®CWII3092012 by Autodesk, Inc. Tuesday, Jun 252013
Circular Culvert
Invert Elev Dn (ft)
= 4.80
Calculations
Pipe Length (ft)
= 60.00
Qmin (cfs)
= 80.00
Slope (%)
= 0.33
Qmax (cfs)
= 85.00
Invert Elev Up (ft)
= 5.00
Tailwaater Elev (ft)
= 6.01
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 85.00
No. Barrels
= 4
Qpipe (cfs)
= 85.00
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.12
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 6.12
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 6.28
HGL Up (ft)
= 6.48
Embankment
Hw Elev (ft)
= 7.10
Top Elevation (ft)
= 11.00
Hw/D (ft)
= 0.70
Top Width (ft)
= 40.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
DIV la
m
Oama►
Gimlar Q&en HOL EmbV*
RI66M (al
700
fig:
IM
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300
M

Culvert Report
HydmRow ftmae Extension forAuloCAD®Civil 3DO2012 byAutodook, Inc. Tuosday, Jun 282013
Circular Culvert
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n•Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
6w
= 4.80
= 60.00
= 0.33
= 5.00
= 36.0
= Circular
= 36.0
�4
= 0.013
= Circular Concrete
= Groove end projecting (C)
= 0.0045, 2, 0.0317, 0.69, 0.2
11.Oto
40.00
Calculations
Qmin (cfs)
Qmax (cfs)
Tallwater Elev (ft)
Highlighted
Qtotal (cfs)
Qplpe (cis)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
( lf-i
•� :� �i . %ti• 'i ,�: �! 'Y..... 44. a �.. ,• r.
H.• •'7.-yi+s;..''. {t •� � :. �.w ��.., >r� •• •'mow .: '�,,
'' .ax:.r {°rr :iS'•!-�.f "v:,'.. t�i�;!4. J'_ti 55.. r�1�, :ri.ir: �''ti y,.•'
6 GD
d Ou
0 6 ID IS 20 26
Ci1rCWV Cul+On- HOL
Embank
t6 K. 76 6:
= 95.00
= 100.00
= 6.27
= 100.00
= 100.00
= 0.00
= 6.46
= 6.46
= 6.41
= 6.61
= 7.31
= 0.77
= Inlet Control
Ow DOp1h ID)
700
6M
5w
- a%
300
InI,I:On p
2.M
— 1w
0w
.150
% 60
QQocn 41

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX F
POST -DEVELOPMENT STORMWATER PIPING AND INLET
DESIGN CONSIDERATIONS
24039.0001
R THOMAS & HUTTON

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STORMWATER MANAGEMENT REPORT
OF HE OVERLOOK AT MIDDLE SOUND
APPENDIX G
WATERQUALITY DESIGN CONSIDERATIONS
24039.0001
H THOMAS Sc HUTTON

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY: BDR
DATE: 1 O/8/2012 (REV 06/26/ 13) CHECKED By, JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS . WET DETENTION POND f
Site Characteristics
Drainage area
431.700.00 ftZ 9.91 acre
Impervious area
185,600.00 ftZ 4.26 acre Impervious Breakdown:
% impervious
42.99 %
Design rainfall depth
1.50 in
SA Watershed
Y
Water Ouality Volume Reauired
The greater of either the 1.5"
runoffvolume or the difference between the 1-year, 24 hour pre & post development runoff.
1 i" Vnfimr-
Volume of Runoff= V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where: Rv = 0.05+0.009(IA)
Rv = Runoff Coefficient = Storm Runoff (inches) / Storm Rainfall (inches)
TA = Impervious Fraction = Impervious Portion of the Drainage Area (acres) / Drainage Area (acres)
IA=
42.99
%
Rv=
0.437
Design Rainfall Depth =
1.50
in.
Drainage Area =
9.91
acres
1.5" Volume
23,578
fl?
1-Year, 24 Hour Pre- Development Runoff Volume
Volume of Runoff= V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where: Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = Storm Runoff (inches) / Storm Rainfall (inches)
TA = Impervious Fraction = Impervious Portion of the Drainage Area (acres) / Drainage Area (acres)
Pre -Development Impervious Area = 0 ftz
Pre -Development Drainage Area = 431.700 ftZ
IA=
0.00 %
Rv=
0.050
I-yr, 24-hr Design Rainfall Depth =
383 in.
Drainage Area =
9.91 acres
1-yr, 24 hr Pre Volume =
6,889 ft
1-Year, 24 Hour Post- Development Runoff Volume
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where: Rv = 0.05+0.009(IA)
Rv = Runoff Coefficient = Storm Runoff (inches) / Storm Rainfall (inches)
IA = Impervious Fraction = Impervious Portion of the Drainage Area (acres) / Drainage Area (acres)
Post -Development Impervious Area = 185,600 fl
Post-Development Drainage Area = 431,700 fP
IA= 42.99 %
Rv= 0.437
Design Rainfall Depth = 3.83 in.
Drainage Area = 9.91 acres
1-yr, 24 hr Post Volume = 60,203 tir
Pre/Post Volume Difference = 53,314 fe greater than 1.5" Vol.
Volume Required = 53,314 fe Pre/Post Difference
92,000 SF - Lots
73,300 SF -Roads
11,500 SF -Walks
8,800 SF -Future
Page 1 of 7

PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JoE No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 06/26/ 13) CHECKED BY: JDR
THOMAS
SUPPLEMENTAL CALCULATIONS • WET DETENTION POND 'I
Stora¢e Volume - Actual Volume Provided
Insert elevation and corresponding surface area
Start with permanent pool elevation and work to freeboard elevation (min. F from top of bank)
Label Basin Elevations
ELEV.
AREA
ft=
INCR.
VOLUME fN
CUM.
VOLUME f 3
Permanent Pool
6.5
21.750
0
0
Top of Veg Sbelf
7.0
25,422
11,793
11,793
-
8.0
27.700
26,561
38,354
Bottom of Freeboard
8.6
29.095
17,039
55,393
Top of Bank
1 11.0
1 34,875
76,764
1 132,157
Volume Provided = 55,393 fe OK
Peak Flow Calculation - Rational C, Pre-Develoument
Area Description
Table 3-2
Runoff
Coefficient, C
Area
(ac
Wooded
015
9.91
Composite Runoff Coefficient, C = 0.15
Peak Flow Calculation - Rational C, Post -Development
Area Description
Table 3-2
Runoff
Coefficient, C
Area
ac
Lawns sandy soil flat
0.1
5.65
Im ous
0.95
4.26
Composite Runoff Coefficient, C = 0.47
Peak Flow Calculation - Pre -Development
Peak Flowrate, Q = C*I*A
C = 0.15
I = 016 hAr
A = 9.91 acres
Q = 0.24 cfs
Elevation of next outlet above Permanent Pool
Pago 2 of 7

PROJECT NAME: THE OVERLOOK
Mr. PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REv 06/26/ 13) CHECKED BY. JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS • WET DETENTION POND 1
Peak Flow Calculation - Post -Development
The basic equation for 51fitACt'ti iC>:
0=Cr,A 2gH
1" IV. -Le. Q - 1. 66ars' (CIS)
Cr, = Coefficient of discharge (dimensionless) - see Table 3-b
A = Cross.sectional area of flaw at the orifice entrance (sq ft)
S - Acceleration of gravity (32.2 ft/sect
H,,.. = Drie ins head (ft), measured from the centrutd. of the orifice area to
the wakes surface - Note: Usually use RW3 to compute
drawdow°na through an arlflce to reflect the fart that head iv
decreasing as the drawdown occurs.
NOTE: For peak flow, use maximum driving head, Ho
hy,�sc
�ehomalirrcre�on quroueh re a.us+^�
Table 3.8
Values of Coefficient of Uiscbmge, Cn (`_41.d emn,1989)
Futxame cauditian Vs,
Typical default value: 0,60
Square -edged marance 0,39
Coneraw pil-., grooved end 0.65
Comtg. bA girt tl pipe, mitred to slope 0.52
Corruaas�wi tnetsl pipe, projecting�from 0 UW
Page 3of7

PROJECT (NAME: THE OVERLOOK
Mr. PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REv 06/26/ 13) CHECKED BY: JDR
THOMAS &
SUPPLEMENTAL CALCULATIONS • WET DETENTION POND I
All variables to calculate maximum discharge, Q ate known except driving head, Ho
Need temporary pool in detention pond for design storm
Label Basin Elevations
ELEV.
AREA
ft')
INCR.
VOLUME W
CUM.
VOLUME (ft'
Permanent Pool
6.50
21,750.00
0.00
0.00
Top of Veg Shelf
7.00
25,422.00
11 793.00
11,793.00
8.00
27 700.00
26,561.00
38,354.00
Bottom of Freeboard
8.60
29,095.00
17,038.50
55,392.50
Top of Bank
11.00
34 875.00 1
76,764.00
132,156.50
Volume required to contain from design storm (fO) = 53,314
Therefore, temporary pool elevation is between stages and cumulative volumes:
Sta a
Cum. Volume
8.00
38,354.00
8.60
55,392.50
Using Interpolation to Determine Temporary Pool elevation at Volume = 53,314
Calculated Temporary Pool Elevation (feet) = 8.53
Provided Temporary Pool Elevation (feet) = 8.60 (Elevation of next outlet above Permanent Pool)
Other Variables for Orifice Equation
CD = 0.6
Diameter of Orifice (in.) = 3
Normal Pool Elevation (ft) = 6.50
Head (ft) = 1.98 (Based on 'Provided" temporary pool elevation)
Max Discharge, Q (cfs) = 0.33
Page 4of7

Mr.
PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB NO.: 24039 CALCULATED BY: BDR
DATE: 1 O/8/2012 (REV 06/26/ 13) CHECKED By: JDR
SUPPLEMENTAL CALCULATIONS - WET DETENTION POND i
Basin Elevations
Label Basin Elevations
ELEV.
AREA
ft'
INCR.
VOLUME ft'
CUM.
VOLUME (ft'
Bottom 8W, StDlagC
0.00
7.41100
0.00
0.00
TOP Snd Story C
L00
8,973.00
0.00
0.00
2.00
10,650.00
9,811.50
9,811.50
-
3.00
12,413.00
11,531.50
21343.00
-
4.00
14,273.00
13 343.00
1 34,686.00
5A0
16,231.00
15,252.00
49,938.00
Bottom ofVeg Shelf
6.00
18,286.00
17,258.50
67,196.50
Permenant Pool
6.50
21 750.00
10,009.00
77,205.50
Label Basin Elevations
ELEV.
'gyp'
ft VOLUME
INCR
fN
CUM.
VOLUME (ft'
Permanent Pool
6.50
21,750.00
0.00
0.00
Top of Veg Shelf
7.00
25,422.00
11,793.00
11,793.00
-
8.00
27 700.00
26,561.00
38,354.00
Bottom of Freeboard
8.60
29,095.00
17,038.50
55 392.50
Top of Bank 1
11.00 1
34,875.00
1 76 764.00 1
132,156.50
Information as shown in Figure 10-2b
Sediment Cleanout Bottom =
Sediment Cleanout Top (Bottom Pond) =
Bottom of Vegetated Shelf =
Permenant Pool =
Seasonal High Water Table =
Top of Vegetated Shelf=
Temporary Pool (Peak During Design Storm) =
Elevation Area (if) Incr. Vol. Cum. Vol
0.00
7,411.00
0.00
0.00
1.00
8,973.00
0.00
0.00
6.00
18,286.00
17,258.50
67,196.50
6.50
21,750.00
10,009.00
77,205.50
6.00
6.50
25,422.00
11,793.00
11,793.00
8.53
Page 5 of 7

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
FJOB No.: 24039 CALCULATED BY: BDR
DATE: 1 O/8/2012 (REV 06/26/ 13) CHECKED BY: JDR
THOMAS & HUTTON
SUPPLEMENTAL, CALCULATIONS - WET DETENTION POND 1
Volume and Surface Area Calculations - SA / DA Ratio
Figure 10-2b from BMP Manual Errata (8-5-08)
'rogatamw not showy: d_: Average depth o£permanent pool to use in the SA/DA tables (ft)
Option 1: de„ =
''*Ha-dsued
emergence cmetflow
not Shown Option 2: d = 0.25:. 1+ 111I+-,tryr_ Depth
*•'Side 4-pe c[ab ii md-qs,--ta )j
per PE.p dement Tmmporaty pool
Vegetated"' I'reebiat!t level
Permanentpool Side slope (1 ft above ma-: stagel
Boteort. of vegetated shelf 31.
t utlet ary p f.r. ttom of Pend (Sediment Vegetated' 'Y Max -4rage
temporary pnc l ' r.lean-out to elevation i
p he1C Fseebry
Ciutletorifice edam elan- nit , -loft i[i 1
eleva"`tt��ioFe`
bottom esrati.+n Stile slope*' i 1
5fty
Forebay Perm
Sedimr..nt atnrage (ttiin. 1 ft)
Depth Distance between bonom of shelf and Lomotn ofpond (excludes cedtment) (a)
� - -. Ai,,,i_ y�r `:wfacr area ae t-:•tram �f chef! (in•.lu.les rna.si F�sr11@ C ic>ray(a)) (fib
41
0
b A ymt Surface area at pertnanent pool (inctudev tnasn pond & forebayfs)) (ft2)
C7 �� Ab�__.„d; Surface area at bottom of pond excluding itdtrnent storage (miun pond only) (FP)
V,.n„_,_[ Volume of pgrimRn! .(in[ Iudet main pond & foreba)p(s). axeludes sediment) (ft3)
Permanent Pool Volume (ft) 77,205.5
Permanent Pool Area (fiz) 21,750.0
Option 1 - Average Depth (ft) 3.55
Bottom Vegetated Shelf Area (ft)
189..86.0
Permanent Pool Area (ft)
21750.0
Bottom Pond Area (ft)
8973.0
Depth (ft)
5.0
Option 2 - Average Depth (ft)
4.1869
Average Depth for use in Table (ft) 4 (rounded down to nearest 0.5)
Impervious Area (ft) 185,600.00
Drainage Area (fe) 431,700.00
hnpervious Area % (Use in Table) 42.99% Use 43%
TSS Removal Required (%) 90
SA / DA Ratio (Table 1. 1) 3.80
Page 6 of 7

T PROJECT NAME: 3NE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB NO.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 06/26/ 13) CHECKED BY: JDR
TH► MAS & HUTTON
SUPPLEMENTAL, CALCULATIONS • WET DETENTION POND 1
Volume and Surface Area Calculations - Surface Area Required
SA / DA Ratio (Table 1.1) 3.80
Drainage Area (ft) 431,700.00
SA Required (f0) 16,405
SA Provided (f') 21,750 OK
Volume and Surface Area Calculations - Forebav Volume
Label Basin Elevations
ELEV.
AREA
ft'
INCR.
VOLUME (W)
CUM.
VOLUME fP
Bottom Sed. Storage
0.00
1.227.00
0.00
0.00
Top Sed Storage
1.00
1569.00
0.00
0.00
-
2.00
1,947 00
1,758.00
1 758.00
-
3.00
2,360.00
2153.50
3,911.50
-
4.00
2.810.00
2.585.00
6A96.50
Petmenant Pool
6.50
4.449.00
9.073.75
15 570.25
From AutoCAD Forebay Volume (ft) = 15,570
Percentage of Permanent Pool Volume= 20%
Volume and Surface Area Calculations - Temn Pool SA Provided
Use interpolation to find surface area provided by temporary pool:
Elevations and areas around temporary pool surface area:
Elevation Surface Area
8.00 25,422.00
8.60 27.700.00
Temp Pool Elevation = 8.60
Temp Pool Surface Area (ft) = 27,700.00
Drawdown Calculations - Treatment Volume Drawdown Time
Using Orifice Equation and driving head of Ho / 3 to account for head decreasing over time
Co = 0.6
Diameter of Orifice (in.) = 3
Driving Head (ft) = 0.66
Average Discharge (cfs) = 0.19
To get drawdown time, divide design volume by average discharge:
Required Design Volume (ft) = 53,314
Average Discharge (cfs) = 0.19
Drawdown Time (sec) = 278,003.97
Drawdown Time (days) = 3.22
Page 7 of 7

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB NO.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REv 06/26/ 13) CHECKED BY: JDR
& HUTTON
SUPPLEMENTAL, CALCULATIONS • DRY DETENTION POND # 1
Site Characteristics
Drainage area
431 700.00
ft' 9.91 acre
Impervious area
185.600.00
ft 4.26 acre
% impervious
42.99
%
Design rainfall depth
150
in
Storage Volume Required:
The Dry Detention Basin will be a Secondary BMP in series with Wet Detetion Pond #1 to meet
the NCDENR DWQ requirements for high density in a SA waterdshed and therefore must be sized for the Wet Pond Discharge Volume.
Wet Detention Pond #1 Discharge Volume = 55,393 ft3
Storaee Volume Provided
Insert elevation and corresponding surface area
Start with permanent pool elevation and work to freeboard elevation (min. P from top of bank)
Label Basin Elevations
ELEV.
AREA
ft
]NCR.
VOLUME ft3
CUM.
VOLUME ft'
Bottom
6.0
12.111
0
0
Top of Sediment Storage
7.25
13,934
16,278
0
8.0
15,070
10,877
10,877
9.0
16,635
15,853
26,729
10.0
18,256
17,446
44,175
Bottom of Freeboard
1 110
19,934
19,095
63,270
rup of Bank
12.0
21,363
20,649 1
83,918
Volume Provided= 63,270 ft, OK
Peak Flow Calculation - Rational C. Pre -Development
Area Description
Table 3-2
Runoff
Coefficient, C
Area
(ac)
Wooded
0 15
9.91
Composite Runoff Coefficient, C = 0.15
Peak Flow Calculation - Rational C. Post -Development
Area Description
Table 3-2
Runoff
Coefficient, C
Area
ac
Lawns, sandy soil.. flat
01
5.65
Impervious
0.95
4.26
Composite Runoff Coefficient, C = 0.47
Page 1 of 4

PROJECT DAME: THE OVERLOOK
Mr. PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REv 06/26/ 13) CHECKED BY: JDR
TF4€ OAS & HUTTON
SUPPLEMENTAL CALCULATIONS - DRY DETENTION POND # 1
Peak Flow Calculation - Pre -Development
Peak Flowrate, Q = C*I"A
C= 0.15
I = 0.16 in/hr
A = 9.91 acres
Q = 0.24 cfs
Peak Flow Calculation - Post -Development
The basic equation for orifices iw.
CfA4igH.
Where- Q - Discharge (cfs)
Cn = Coefficient of discharge (dimensionless) _ see table 3-8
A - Cwss-: ectiorwi area of dow at the orifice untrazwe (spy ft)
g = Acceleration of gravity 132.2 ft/secY)
If ., . Driving head (ft), nua-,umd fix+tot the cwntfcaid of thr orific.-c area to
tlx: water surface Note: Usually use Hco to compute
drawdowPn through art orifice to reflect the fact that head ii:
demasing an the drawdmrn oorum
NOTE: For peak flow, use maximum driving head, Ho
`�Chefll�ix`pW1770m61i4reas: f;:ia v-;T,.^.
Tablo 3"
Values of Coefficient of Discharge. Co (Malcom,1989)
FAtraoce cb"d 000 . _ _ Cp
Typical default value 0.60
Square -edged entrance 11.P'
Concrete pipe grooved end 0.65
Coxrugatedi nwial pipe, tnitred to slope 0.52
Cororeueated o� petal, pip�a� ra ech'n r �uon fill LtXI
Page 2 of 4

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
Joe No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 06/26/ 13) CHECKED BY: JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS • DRY DETENTION POND # i
All variables to calculate maximum discharge, Q are known except driving bead, Ho
Need temporary pool in detention pond for design storm
Label Basin Elevations
ELEV.
AREA
ft'
INCR
VOLUME w
CUM.
VOLUME (fe
Bottom
6.00
12111.00
0.00
0.00
Top of Sediment Storage
7.25
13,934.00
16,278.13
0.00
8.00
15,070.00
10, 876.50
10, 876.50
9.00
16,635.00
15 852.50
26,729.00
10.00
18,256.00
17445.50
44,1.74.50
Bottom of Freeboard
1 11.00
19,934.00
19 095.00
63,269.50
0.00
0.00
0.00
0.00
Top of Bank 1
12.00
21 363.00
20,648.50
83,918.00
Volume required to contain from design storm (fP) = 55,393
Therefore, temporary pool elevation is between stages and cumulative volumes:
Stage
Cum. Volume
10.00
44,114.50
11.00
63,269 50
Using interpolation to Determine Temporary Pool elevation at Volume = 55,393
Calculated Temporary Pool Elevation (feet) = 10.59
Provided Temporary Pool Elevation (feet) = 11.00 (Elevation of next outlet above Orfice Elev)
Other Variables for Orifice Equation
Cm = 0.6
Diameter of Orifice (in.) = 2.5
Normal Pool Elevation (ft) = 6.00
Head (ft) = 4.90 (Based on 'Provided" temporary pool elevation)
Max Discharge, Q (cfs) = 0.36
Volume and Surface Area Calculations - Temp Pool SA Provided
Use interpolation to find surface area provided by temporary pool:
Elevations and areas around temporary pool surface area:
Elevation Surface Area
10.00 18,256.00
11.00 19.934.00
Temp Pool Elevation = 11.00
Temp Pool Surface Area (e) = 19,934.00
Page 3 of 4

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY:
DATE: 1 O/8/2012 (REV 06/26/ 13) CHECKED BY:
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS - DRY DETENTION POND #'I
Drawdown Calculations - Treatment Volume Drawdown Time
Using Orifice Equation and driving head of Ho / 3 to account for head decreasing over time
CD= 00.6
Diameter of Orifice (in.) _
Driving Head (ft)
Average Discharge (cfs) = 0.21
To get drawdown time, divide design volume by average discharge:
Wet Pond Discharge Volume - Design Volume (fi;) = 55,393
Average Discharge (cfs) = 0.21
Drawdown Time (sec) = 264,178.03
Drawdown Time (days) = 3.06
Page 4 of 4

PROJECT NAME: THE OVERLOOK AT MIDDLE SOUND
.1 C PROJECT LOCATION: 321 O MIDDLE SOUND LOOP Rr)
JOB NO.: 24039 CALCULATED BY: BDR
F1 DATE: 1 /8/2013 (REv 06/26/ 13) CHECKED BY: JDR
SUPPLEMENTAL LS HIGH FLOW BYPASS DESIGN
LS#1 High Flow Bypass
Determine 10-Year Flow for Channel
Level Spreader #1 receives flow from Wet Detention Pond #1 in which an engineered flow splitter box is provided to limit the
flow to the level spreader and provide a high flow bypass. The high flow bypass is a 15" pipe that is at a higher elevation than
the discharge pipe to the Level Spreader. During high flows, the 15" pipe will act as a bypass for the level spreader. The
bypass pipe was modeled in the ICPR report enclosed in Appendices C & D of this report. The Link Maximum Conditions
report in Appendix D provides the 10-year design flow for the bypass pipe (Link "Pipe 1 B').
Ql, = 2.41 cfs From Link Max Report of ICPR output for link "Pipe 1B" (attached)
Size Rio Ran Outlet Stabilization at Pine End
Pipe Dia (in) =
Qrs = 2.41 cfs From Above
Velocity= 1.96 ft/sec < 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator IS NOT required. Provide anyway as an extra measure.
Zone of Apron: t
(See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (4*pipe dia., 5' min.): 5 ft
(See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): 5 ft
(See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Minimum Stone Size: 3 in.
(See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: 12 in.
(See Figure 50-15, pg. 50-26 in NHC. Stormwater Manual)
Z:\24039\24039.0000\Engineering\Calculations\Storm Water\24039 By Pass Swale Calc.x!sx Page 1 of 1

The Overlook at Middle Sound
ICPR Stormwater Model
Pre vs. Post Development
January 4, 2013 (Revised
06/26/13)
+++++++«+++++++++«+++*+++++ LINK MAX REPORT -
10 YEAR STORM FOR LSVFS DESIGN
***********+********++++++++++++++++
Max Time
Max
Max
Max Time
Max
Max Time
Max
Name
Group
Simulation
Flow
Flow
Delta Q
US Stage
US Stage
DS Stage
DS Stage
hrs
Cfs
Cfs
hrs
ft
hrs
ft
Pipe lA
BAFR
010YR.
12.91
9.66
0.025
12.91
7.69
12.91
6.31
Pipe lb
BASE
010YR
12.91
2.41
0.012
12.91
7.69
12.91
5.92
Pipe 2A
BASE
010YR
12.68
9.81
-0.038
12.68
7.30
12.68
6.37
Pipe 2B
BASE
010YR
12.68
6.49
-0.035
12.68
7.30
12.68
6.70
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 1

PROJECT NAME: THE OVERLOOK
Mr. PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB NO.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 08/20/ 13) CHECKED BY: JDR
SUPPLEMENTAL CALCULATIONS • WET DETENTION POND 2
Site Characteristics
Drainage area 326,700.00 ft2 7.50 acre
Impervious area 150,000.00 ftz 3.44 acre Impervious Breakdown:
% impervious 45.91 %
Design rainfall depth 1.50 in
SA Watershed Y
Water Ouality Volume Required
The greater of either the 1.5" runoff volume or the difference between the 1-year, 24 hour pre & post development runoff.
1.5" Volume:
Volume of Runoff= V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where: Rv=0.05+0.009(iA)
Rv = Runoff Coefficient = Storm Runoff (inches) / Storm Rainfall (inches)
IA = Impervious Fraction = Impervious Portion of the Drainage Area (acres) / Drainage Area (acres)
IA
45.91
%
Rv =
0.463
Design Rainfall Depth =
1.50
in.
Drainage Area =
7.50
acres
1.5" Volume=
18,917
ft
1-Year, 24 Hour Pro- Development Runoff Volume
Volume of Runoff= V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where: Rv=0.05+0.009(I,)
Rv = Runoff Coefficient = Storm Runoff (inches) / Storm Rainfall (inches)
IA = Impervious Fraction = Impervious Portion of the Drainage Area (acres) / Drainage Area (acres)
Pre -Development Impervious Area = 0 ft
Pre -Development Drainage Area = 326;700 ft
IA=
0.00 %
Itv =
0.050
1-yr, 24hr Design Rainfall Depth =
3.83 in.
Drainage Area =
7.50 acres
1-yr, 24 hr Pre Volume =
5,214 fP
1-Year, 24 Hour Post- Development Runoff Volume
Volume of Runoff= V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where: Rv=0.05+0.009(IA)
Rv = Runoff Coefficient = Storm Runoff (inches) / Storm Rainfall (inches)
IA = Impervious Fraction = Impervious Portion of the Drainage Area (acres) I Drainage Area (acres)
Post -Development Impervious Area = 150,000 f Z
Post -Development Drainage Area = 326,700 ft2
IA= 45.91 %
Rv= 0.463
Design Rainfall Depth = 3.83 in.
Drainage Area = 7.50 acres
1-yr, 24 hr Post Volume = 48,301 ft
Pre/Post Volume Dif.erence — 43,088 ftr greater than 1.5" Vol.
Volume Required = 43,088 W Pre/Post Difference
76,000 SF - Lots
58,400 SF -Roads
8,500 SF -Walks
7,100 SF -Future
Page 1 of 7

T. PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
Jos No.: 24039 CALCULATED BY: BDR
DATE: 1 O/8/2012 (REV 08/20/ 13) CHECKED By* JDR
THOMAS
SUPPLEMENTAL CALCULAMONS - WET DETENTION POND 2
Stora¢e Volume - Actual Volume Provided
Insert elevation and corresponding surface area
Start with permanent pool elevation and work to freeboard elevation (min. F from top of bank)
Label Basin Elevations
ELEV.
AREA
ft2
INCR.
VOLUME (ftj
CUM.
VOLUME fN
Permanent Pool
7.2
23,900
0
0
Top of Vt;g Sbelf
?.7
27,990
12,973
12,973
-
8.0
28:840
8,524
21,497
Bottom of Freeboard
8.8
31,115
23,982
45,479
-
9.0
1 31,680
1 6.279
1 51,759
10.0
34,920
1 33,300
85,059
Top of Bank. 1
11.0
1 37,380 1
69,060
1 120,819
Volume Provided = 45,479 ft OK
Peak Flow Calculation - Rational C, Pre -Development
Area Description
Table 3-2
Runoff
Coefficicn C
Area
(ac
Wooded
0.15
750
Composite Runoff Coefficient, C = 0.15
Peak Flow Calculation - Rational C. Post -Development
Area Description
Table 3-2
Runoff
Coefficient, C
Area
ac
Lawns.. sandy soil, flat
0.1
406
Impenioub
0.95
344
Composite Runoff Coefficient, C 0.49
Peak Flow Calculation - Pre -Development
Peak Flowrate, Q = C'I'A
C =
0.15
1=
016 inlhr
A =
7.50 acres
Q =
0.18 cfs
Elevation of next outlet above Permanent Pool
Page 2of7

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
Jos NO.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 08/20/ 13) CHECKED BY: JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS - WET DETENTION POND 2
Peak Flow Calculation - Post -Development
'l l,re lra ac equation for oriftees 6-
() _: C'A:1,J2.
Whoru': Q = IXwhargl; (efa)
C i,. = Coefficient of disehar& (dimensionleuf - we "Fable 3-8
A = Cross -sectional area of f1mv at the orifice entrance (sq ft)
S. = ,Acceleration of gravity (32.2 ft/,--1
li,,> = Driving head (ft), measured from the centroid of Lhe orifice area to
the water surface - Note: Usually use Aa/3 to. compute
drawdown through an orifice to reflect the fact that head its
decreasing, as the drawdown occurs.
NOTE: For peak flow, use maximum driving head, Ho
hpc 3.t
rfCfw"infirW1Cl6CMdI Rj'. all gelf�..
Q
'Fable 3-8
Values of C oeff civitt of DiEwbarge CD Q'Wallcunr, l )
Fertrant'e Condition C.t3
Typical default valor 0.60
Square -edged entrance (�i9
Concrete pike, grooved end 0.65
Corrugated metal pipe; nutted to slope 0.52
Corr Wted metal Biers, proiectirrg from fill_ 1.00
Page 3 of 7

PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REv 08/20/ 13) CHECKED BY: JDR
THOMAS & HUTTON
SUPPLEMENTAL, CALCULATIONS • WET DETENTION POND 2
All variables to calculate maximum discharge, Q are known except driving head, Ho
Need temporary pool in detention pond for design storm
Label Basin Elevations
ELEV.
AREA
(ft'
INCR.
VOLUME (W)
CUM.
VOLUME R'
Permanent Pool
7.20
23,900.00
0.00
0.00
Top of Veg Shelf
7.70
27,990.00
12,972.50
12,972.50
8.00
28,840.00
8,524.50
21,497.00
Bottom of Freeboard
8.80
31,115.00
23,982.00
45 479.00
-
9.00
31,680.00
6,279.50
51,758.50
10.00
34,920.00
33,300.00
85,058.50
T of Bank
11.00
37,380.0
669,060.00
120,818.50
Volume required to contain from design stonn (fe) = 43,088
Therefore, temporary pool elevation is between stages and cumulative volumes:
Stage
Cum. Volume
8.00
21,497.00
9.00
51 758.50
Using Interpolation to Determine Temporary Pool elevation at Volume = 43,088
Calculated Temporary Pool Elevation (feet) = 8.71
Provided Temporary Pool Elevation (feet) = 8.80 (Elevation of next outlet above Permanent Pool)
Other Variables for Orifice Equation
CD = 0.6
Diameter of Orifice (in.) = 3
Normal Pool Elevation (ft) = 7,20
Head (ft) = 1.48 (Based on "Provided" temporary pool elevation)
Max Discharge, Q (cfs) = 0.29
Page 4 of 7

Mr.PROJECT NAIVE: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REv 08/20/ 13) CHECKED BY: JDR
THOMAS
SUPPLEMENTAL CALCULATIONS • WET DETENTION POND 2
Basin Elevations
Label Basin Elevations
ELEV.
AREA
fta
INCR
VOLUME W
CUM.
VOLUME(W)
Bottom Sod. Stma a
-1.00
4,484.00
0.00
0.00
Top Sod Storage
0.00
6,196.00
0.00
0.00
1.00
8,012.00
7,104.00
7,104.00
2.00
9,921.00
9,966.50
16,070.50
-
3.00
11,917,00
10,919.00
26,989.50
4.00
13,995.00
12,956.00
39,945.50
Bottom of%;cg Shelf
6",0
20,014.00
45,912.15
85,857.65
Permenent Pool
7.20
23,900.00
10,978.50
96,836.15
Label Basin Elevations
ELEV.
AREA
ftz
INCR.
VOLUME fY
CUM.
VOLUME ft'
Permanent Pool
7.20
23,900.00
0.00
0.00
Top of Veg Shelf
7.70
27,990.00
12,972.50
12,972.50
8.00
28,840.00
8,524.50
21,497.00
Bottom of Freeboard
8.80
31,115.00
23,982.00
45,479.00
9.00
31,680.00
6,279.50
51758.50
10.00
34,920.00
33,300.00
85,058.50
To of Bank
1 11.00
37,380.00
69,060.00
120,818.50
Information as shown in Figure 10-2b
Sediment Cleanout Bottom =
Sediment Cleanout Top (Bottom Pond) =
Bottom of Vegetated Shelf =
Pcrmenant Pool =
Seasonal High Water Table =
Top of Vegetated Shelf=
Temporary Pool (Peak During Design Storm) =
Elevation Area (if) Iner. Vol. Cum. Vol
-1.00
4,484.00
0.00
0.00
0.00
6196.00
0.00
0.00
6.70
20,014.00
45,912.15
85,857.65
7.20
23,900.00
10,978.50
96,936.15
720
-
-
-
7.20
27,990.00
12,972.50
12,972.50
8.71
Page 6 of 7

Mr PROJECT NAME: THE OVERLOOK
F1PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
Joe No.: 24039 CALCULATED By, BDR
DATE: 10/8/2012 (REv 08/20/ 13) CHECKED BY: JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS • WET DETENTION POND 2
Volume and Surface Area Calculations - SA / DA Ratio
Figure 10-2b from BMP Manual Errata (8-5-08)
*Kegetatton not skown d ,,: Average depth ofpermanent pool to use in the $AIDA tables (ft)
Option 1: de
�tiaxr+„Y
`4P..,R Poor
-nor ahcwrr Option 2: _ = 0.25 x rl+ -,i p + x_, r _P� Die th
w"'Stde alcg a �ta8ri?zed AP,., -,.. )] L� 2 (Ai ,a, , I
per PE,-dr ne.zt Ten porarvpool Vegetated"
Freeb:+azd level
E'z-rmaaent fiaol �tidr �loPs {1$ ab•�ve max ctage
Outlet above Bottom of vegetated shelf ��
tem Drat noI— Bottom of pond (Sediment Vegetated"' Ma.: Stage
p 9 p clean-«ot tcT rin.•atvan) _
neif Fcrebav
utletorifice eduneat clean -AA �1c[ft.1[)l Sideslopea
b mo,n elevatx n Side iope —
_ T a
r- fi
Farehay Berm
r Sft
aedisnr ht ptoragr. (tnm 1 ft)
>r
Depth Distance between bottom of ahelf and bottorn ofpond (excludes sediment) (a)
Ayo, Syr Sul £�c! ae•ea of h •,r1.>su �•f sticlf (iit�lullra tt,ain y�trl foret.ay(r}] ltl ��
_-..-- Ap__,_, Surface area at permanent pool (ntcludas main pond & P)rebay(t)]
—A6veyv„d: Surface area at bottom o£pnnd excluding sediment storage (ntaln pond only) (fk')
Vr,,,, _j—1 Volume of. permanent pool uriCIUAti main pond & forA-ay(i), excludes sediment) (ft�
Permanent Pool Volume (ft3) 96,836.2
Permanent Pool Area (ft) 23,900.0
Option I - Average Depth (ft) 4.05
Bottom Vegetated ShelfArea (ftZ)
20014.0
Permanent Pool Area (fe)
23900.0
Bottom Pond Area (ft)
6196.0
Depth (ft)
6.7
Option 2 - Average Depth (ft)
4.9465
Average Depth for use in Table (ft) 4.5 (rounded down to nearest 0.5)
Impervious Area (ftZ) 150,000.00
Drainage Area (ftZ) 326,700.00
Impervious Area % (Use in Table) 45.91 % Use 46%
TSS Removal Required (%) 90
SA / DA Ratio (Table L1) 3.58
Page 6 of 7

Mr.PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB NO.: 24039 CALCULATED BY: BDR
DATE: 1 O/8/2012 (REv 08/20/ 13) CHECKED BY: JDR
Tt•HOMAS & Ml`YiTON
SUPPLEMENTAL, CALCULATIONS - WET DETENTION POND 2
Volume and Surface Area Calculations - Surface Area Required
SA / DA Ratio (Table I.1) 3.59
Drainage Area (fF) 326,700.00
SA Required (ft') 11,696
SA Provided (fe) 23,900 OK
Volume and Surface Area Calculations - Forebav Volume
Label Basin Elevations
ELEV.
AREA
ft2
INCR.
VOLUME (W)
CUM.
VOLUME fN
Bottom Sod. Storage
4.00
991.00
0.00
0.00
Top Sed Storage
0.00
1,290.00
0.00
0.00
1.00
1,629.00
1,459.50
1,459.50
-
2.00
2,00300
1,816.00
3,275.50
-
3.00
2.408.00
2.205.50
5A81.00
Pormenant Pool
7.20
4,390.00
14.254.80
19.735.80
From AutoCAD Forebay Volume (ft) = 19,736
Percentage of Permanent Pool Volume = 20%
Volume and Surface Area Calculations - Temn Pool SA Provided
Use interpolation to find surface area provided by temporary pool:
Elevations and areas around temporary pool surface area:
Elevation Surface Area
8.00 27.990.00
9.00 28,940.00
Temp Pool Elevation = 8.80
Temp Pool Surface Area (fe) = 28,670.00
Drawdown Calculations - Treatment Volume Drawdown Time
Using Orifice Equation and driving head of Hs / 3 to account for head decreasing over time
Co = 0.6
Diameter of Orifice (in.) = 3
Driving Head (ft) = 0.49
Average Discharge (cfs) = 0.17
To get drawdown time, divide design volume by average discharge:
Required Design Volume (fP) = 43,088
Average Discharge (cfs) = 0.17
Drawdown Time (sec) = 259,987.12
Drawdown Time (days) = 3.01
Page 7 of 7

Mr.PROJECT DAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
FJOB NO.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 08/20/ 13) CHECKED BY: JDR
T OMAS & HUTTON
SUPPLEMENTAL CALCULATIONS • DRY DETENTION POND 92
Site Characteristics
Drainage area
326,700.00
ft 7.50 acre
Impervious area
150,000.00
a 3.44 acre
% impervious
45.91
%
Design rainfall depth
1.50
in
Storaae Volume Reauired:
The Dry Detention Basin will be.a Secondary BMP in series with Wet Detetion Pond #2 to meet
the NCDENR DWQ requirements for high density in a SA waterdsbed and therefore must be sized for the Wet Pond Discharge Volume.
Wet Detention Pond #2 Discharge Volume = 45,479 ft3
Storatre Volume Provided
Insert elevation and corresponding surface area
Start with permanent pool elevation and work to freeboard elevation (min. F from top of bank)
Label Basin Elevations
ELEV.
AREA
ft'
INCR.
VOLUME ft'
CUM.
VOLUME W
Bottom
7.0
11,379
0
0
Top of Sediment Stmage
8.00
13,388
12,384
0
9.0
15,463
14,426
14,426
10.0
17,596
16,530
30,955
108
19,345
14,776
45,731
1
I of Bank 1
118
21,580
20,463
66,194
Volume Provided= 45,731 ft° OK
Peak Flow Calculation - Rational C. Pre -Development
Area Description
Table 3-2
Runoff
Coefficient, C
Area
ac
Wooded
015
750
Composite Runoff Coefficient, C = 0.15
Peak Flow Calculation - Rational C. Post -Development
Area Description
Table 3-2
Runoff
Coefficient C
Area
ac
Lawns, sandy soil; flat
0.1
4.06
Itn eivious
0.95
3.44
Composite Runoff Coefficient, C = 0.49
Page 1 of 4

T. PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
JOB No.: 24039 CAI..cULATED BY: BDR
DATE: 10/8/2012 (REv 08/20/ 13) CHECKED BY: JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS - DRY DETENTION POND #2
Peak Flow Calculation - Pre -Development
Peak Flowrate, Q = C'I"A
C = 0.15
I= 0.16 in4ir
A = 7.50 acres
Q = 0.18 cfs
Peak Flow Calculation - Post -Development
The basic equation for orifices is:
Q
140wre: ( Visdiargp(efs)
Ci� = Coefficient of di*charge (dimensionless) - see IabPe ,"
A - Cross -sectional aroa of flow at tlu orifice vatranw, (.sy it)
g Acceleration of gravity 132.2 ft/secz)
li. � - Driving head (ft), nu mitavd fret tha c troid of the orificx- trim to
the water surfacx- • • Note: L'sually use HqG to compute
drawdown through an orifice tit reflect the fact that head is
decreasing a; the drawdown crease.
NOTE: For peak flow, use maximum driving head, He
k-j me 3W'Z
sdwwAtir a row fiWW.0 m orifr
Table
Values of Coefficient of Discharge. CD (Malcom, 1989w
[atrxince Coatdittort Co
i"ypiC.alde.Martvalue (ttrit ---
Sgvinr.-cdg i entrance Q59
Cuncmte pipe, Smoved end 0.0
Conugawd awtal pipe, mitred to slope. (XW
C'orrujated tt ceWj ipe, po'ec#M fiM fill,- 1.00
Page 2 of 4

PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
Joi3 No.: 24039 CALCULATED BY: BDR
DATE: 10/8/2012 (REV 08/20/ 13) CHECKED BY: JDR
T? OMA-33 & KF i.a —0',' ;
SUPPLEMENTAL CALCULATIONS - DRY DETENTION POND #2
All variables to calculate maximum discharge, Q are known except driving head, Ho
Need temporary pool in detention pond for design storm
Label Basin Elevations
ELEV.
AREA
(W
[NCR.
VOLUME (W)
cum.
VOLUME (ft )
Bottom
7.00
11,379.00
0.00
0.00
Top of Sediment Storage
8.00
13,388.00
12,383.50
0.00
9.00
15,463.00
14,425.50
14,425.50
10.00
17,596.00
16,529.50
30,955.00
10.80
19,345.00
14,776.40
45,731.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
To of Bank
11.80
21,580.00
20,462.50
66,193.90
Volume required to contain from design storm (ft) = 45,479
Therefore, temporary pool elevation is between stages and cumulative volumes:
Stage
Cum. Volume
11.00
30,955.00
11.80
45,73140
Using Interpolation to Determine Temporary Pool elevation at Volume = 45,479
Calculated Temporary Pool Elevation (feet) = 11.79
Provided Temporary Pool Elevation (feet) = 11.80 (Elevation of next outlet above Orfice Elev)
Other Variables for Orifice Equation
Co = 0.6
Diameter of Orifice (in.) = 2.5
Normal Pool Elevation (ft) = 7.00
Head (ft) = 4.70 (Based on 'Provided' temporary pool elevation)
Max Discharge, Q (cfs) = 0.36
Volume and Surface Area Calculations - Temu Pool SA Provided
Use interpolation to find surface area provided by temporary pool:
Elevations and areas around temporary pool surface area:
Elevation Surface Area
11.00 17-596.00
11.80 19,345.00
Temp Pool Elevation = 11.80
Temp Pool Surface Area (ft2) = 19,345.00
Page 3 of 4

Mr PROJECT NAME: THE OVERLOOK
PROJECT LOCATION: MIDDLE SOUND LOOP ROAD
Joe No.: 24039 CALCULATE
DATE: 1 O/8/2012 (REV 08/20/ 13) CHECKE
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS • DRY DETENTION POND #2
Drawdown Calculations - Treatment Volume Drawdown Time
Using Orifice Equation and driving head of Ho / 3 to account for head decreasing over time
Co =
0.6
Diameter of Orifice (in.) =
2.5.
Driving Head (ft)
157
Average Discharge (cfs) =
0.21
To get drawdown time, divide design volume by average discharge: t .
Wet Pond Discharge Volume - Design Volume (ft') =
45,479
Average Discharge (cfs) =
0.21
Drawdown Time (sec) =
221,469.34
Drawdown Time (days) =
2.56
Page 4 of 4

a PROJECT NAME: THE OVERLOOK AT MIDDLE SOUND
PROJECT LOCATION: 3210 MIDDLE SOUND LOOP RD
JOB NO.: 24039 CALCULATED BY: BDR
DATE: 1 /8/2013 (REv 08/20/ 13) CHECKED BY: JDR
SUPPLEMENTAL LS HIGH FLOW BYPASS DESIGN
LS#2 High Flow Bypass
Determine 10-Year Flow for Channel
Level Spreader #2 receives flow from Wet Detention Pond #2 in which an engineered flow splitter box is provided to limit the
flow to the level spreader and provide a high flow bypass. The high flow bypass is a 24" pipe that is at a higher elevation than
the discharge pipe to the Level Spreader. During high flows, the 24" pipe will act as a bypass for the level spreader. The
bypass pipe was modeled in the ICPR report enclosed in Appendices C & D of this report. The Link Maximum Conditions
report in Appendix D provides the 10-year design flow for the pipe (Link "Pipe 213').
Qis = 6.47 efs From Link Max Report of ICPR output for link "Pipe 2B" (attached)
Size Rip Rao Outlet Stabilization at Pipe End
Pipe Dia (in) = 24
Qis = 6.47 efs From Above
Velocity = 2.06 fUsec < 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator IS NOT required. Provide anyway as an extra measure.
Zone of Apron: 1 (See Figure 50-14, pg. 50-25 in NHC Stonmwater Manual)
Length of Apron (4*pipe dia., 5' min.): 8 ft (See Figure 50-15, pg. 50-26 in NHC Stonnwater Manual)
Width (3*pipe dia., 5' min.): 6 ft (See Figure 50-15, pg. 50-26 in NHC Stonmvater Manual)
Minimum Stone Size: 3 in. (See Figure 50-15, pg. 50-26 in NHC Stonmwater Manual)
Depth of Rip -Rap: 12 in. (See Figure 50-15, pg. 50-26 in NHC Stonnwater Manual)
Z:\24039\24039.0000\Engineering\Calculations\Storm Water\24039 By Pass Swale Calc.xlsx Page 1 of 1

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STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX H
RIP RAP OUTLET STRUCTURE DESIGN CONSIDERATIONS
24039.0001
Fj THOMAS Sc HUTTON

The Overlook at Middle Sound
Job: 24039.0001.402
3210 Middle Sound Loop Road
Date: 12/3/12
H Thomas & Hutton Engineering Co.
Revised: 8/20/13
Rip Rap Outlet Design Considerations
By: BDR/JDR
RIP RAP OUTLET #1 DESIGN - Dual 24" Culverts
Calculate Max Capacity of Culvert
Use Mannings Equation to Calculate Maximum Allowable Flow
Qm=(1.49/n)x A x R^.67 x S^.5
where: Qm = Maximum Flowrate (cfs)
n = Mannings Roughness Coefficient
A = Cross Sectional Area (sf)
R = Hydraulic Radius (ft)
S = Slope (ft/ft)
Calculate Cross Sectional Area of Pipe
Dia (in) = 24 (Single Pipe)
A(sf)=PIxd^2/4
A (sf) =
Calculate Hydraulic Radius
R(ft) = Area / Wetted Perimeter
R(ft) = (PI x d^2 / 4)/(PI x d)
R(ft) = 0.50
Select Variables
n= 0.013
S (ft/ft) = 0.0027
Q. (cfs) = 11.75 per 24" pipe Total flow for dual pipes 23.51
Velocity = 3.74 ft/sec > 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator required.
Zone of Apron: (See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (4*pipe dia., 5' min.): ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): ft Width has been doubled to accommodate dual pipes
Minimum Stone Size: in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Z:124039124039.00001EngineeringlCalculationslStonn WaterX24039 - Rip Rap Calcs.xlsx

The Overlook at Middle Sound
Job: 24039.0001.402
3210 Middle Sound Loop Road
Date: 12/3/12
Thomas & Hutton Engineering Co.
R
Revised: 8/20/13
THcMa#, z, . o, , : Rip Rap Outlet Design Considerations
By: BDR/JDR
RIP RAP OUTLET #2 DESIGN - Quadruple 36" Culverts
Calculate Max Capacity of Culvert
Use Mannings Equation to Calculate Maximum Allowable Flow
Qm=(1.49/n)x A x R^.67 x S^.5
where: Qm = Maximum Flowrate (cfs)
n = Mannings Roughness Coefficient
A = Cross Sectional Area (sf)
R = Hydraulic Radius (ft)
S = Slope (ft/ft)
Calculate Cross Sectional Area of Pipe
Dia (in) = 36 (Single Pipe)
A(sf)=PIxd^2/4
A (sf) = 7.07
Calculate Hydraulic Radius
R(ft) = Area / Wetted Perimeter
R(ft) _ (PI x d^2 / 4)/(PI x d)
R(ft) = 0.75
Select Variables
n= 0.013
S (ft/ft) = 0.0033
Q. (cfs) = 38.36 per 36" pipe Total flow for quadruple pipes = 153.45
Velocity = 5.43 ft/sec > 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator IS required.
Zone of Apron: 2 (See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (6*pipe dia., 5' min.): 18 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): 23 ft Width has been modified to accommodate quadruple pipes
Minimum Stone Size: 6 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: 18 in. (See Figure 50-1.5, pg. 50-26 in NHC Stormwater Manual)
Z:124039124039.00001EngineeringlCalculationslStorm Water124039 - Rip Rap Calcs.xlsx

!� The Overlook at Middle Sound
Job: 24039.0001.402
Middle Sound Loop Road
Date: 12/3/12
H3210
Thomas & Hutton Engineering Co.
Revised: 8/20/13
T6AOMAS Rip Rap Outlet Design Considerations
By. BDR/JDR
RIP RAP OUTLET #3 DESIGN -15" Outlet from Dry Pond #1
The Pipe was modeled in ICPR report that can be found in Appendices C & D of this report.
The 25^year peak flow was taken from the model output and listed below.
Pipe Dia (in) = 15
Q25 = 0.18 cfs From Link Max Report of ICPR output for link "DS1B" (Appendix D)
Velocity = 0.15 ft/sec < 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator IS NOT required.
Provide 5' x 5' apron as an extra measure. 3" minimum stone size, 12" depth
Zone of Apron: (See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (6*pipe dia., 5' min.): ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Minimum Stone Size: in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
RIP RAP OUTLET #4 DESIGN -15" Outlet from JB #1 B-3
The Pipe was modeled in ICPR report that can be found in Appendices C & D of this report.
The 25 year peak flow was taken from the model output and listed below.
Pipe Dia (in) = 15
Q25 = 3.12 efs From Link Max Report of ICPR output for link "Pipe 113" (App. D)
Velocity = 2.54 ft/sec > 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator IS required.
Zone of Apron: 1 (See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (4*pipe dia., 5' min.): 5 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): 5 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Minimum Stone Size: 3 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: 12 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Z:124039124039.00001EngineeringlCalculations\Storm Water124039 - Rip Rap Calcs.xlsx

The Overlook at Middle Sound
Job: 24039.0001.402
3210 Middle Sound Loop Road
Date: 12/3/12
Thomas & Hutton Engineering Co.
Revised: 8/20/13
Rip Rap Outlet Design Considerations
By: BDR/JDR
RIP RAP OUTLET #5 DESIGN -15" Outlet from Dry- Pond #2
The Pipe was modeled in ICPR report that can be found in Appendices C & D of this report.
The 25 year peak flow was taken from the model output and listed below.
Pipe Dia (in) _
Q25 =
Velocity =
15
0.15 efs From Link Max Report of ICPR output for link "DS 2B" (Appendix D)
0.12 ft/sec < 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator IS NOT required.
Provide 5' x 5' apron as an extra measure. 3" minimum stone size, 12" depth
Zone of Apron: i (See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (4*pipe dia., 5' min.): 5 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): 5 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Minimum Stone Size: 3 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: 12 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
RIP RAP OUTLET#6 DESIGN -15" Outlet from JB #2C-1
The Pipe was modeled in ICPR report that can be found in Appendices C & D of this report
The 25 year peak flow was taken from the model output and listed below.
Pipe Dia (in) = 24
Q25 = 7.89 efs From Link Max Report of ICPR output for link "Pipe 2B" (App. D)
Velocity = 2.51 ft/sec > 2.5 fps (Permissible Velocity of Bare Soil)
Therefore, an energy dissipator required.
Provide 5' x 5' apron as an extra measure. 3" minimum stone size, 12" depth
Zone of Apron: 1 (See Figure 50-14, pg. 50-25 in NHC Stormwater Manual)
Length of Apron (4*pipe dia., 5' min.): 8 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Width (3*pipe dia., 5' min.): 6 ft (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Minimum Stone Size: 3 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Depth of Rip -Rap: 12 in. (See Figure 50-15, pg. 50-26 in NHC Stormwater Manual)
Z:124039124039.00001Engineering\CalculationslStorm Water124039 - Rip Rap Calcs.xlsx

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX
SEDIMENT BASIN DESIGN CONSIDERATIONS
24039.0001
Fl THOMAS Sc HUTTON

THE OVERLOOK AT MIDDLE SOUND Wet Pond 1 Sediment Basin
3210 Middle Sound Loop Road Design Considerations
New Hanover County, NC
Skimmer Basin
Okay
9.91 Disturbed Area (Acres)
47-6,11299 Peak Flow from 10-year Storm (cfs)
17838 Required Volume ft3 (1800 ft3 per disturbed acre)
15484 Required Surface Area ft2 (325 ft2 per Q10 inflow)
88.0 Suggested Width ft
176.0 Suggested Length ft
Storage volume - Actual Volume Provided
Surface areas taken from CAD
Label Basin Elevations
ELEV.
AREA
INCR.
VOLUME
CUM.ftZ
VOLUME ft3
Permanent Pool
6.5
21,750
0
0
Top of Veg Shelf
7.0
25,422
11,793
11,793
80
27,700
26,561
38,354
Weir Elev. above Orfice
8.6
29,095
17,039
55,393
Top of Bank
11.0
34,875
76,764
132,157
Volume Provided =
18 Trial Weir Length ft
1.5 Trial Depth of Flow ft
99.2 Spillway Capacity cfs
55,393 ft3 OK
Emergency Spillway length
Okay
Prepared By: BDR/JDR
Thomas Hutton Engineering Co.
12/03/2012
Size Skimmer based on actual
storm water volume

THE OVERLOOK AT MIDDLE SOUND Wet Pond 1 Sediment Basin
3210 Middle Sound Loop Road Design Considerations
New Hanover County, NC
Selection of Sediment Control Measure
9 P,1 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
9.91 Disturbed Area (Acres)
47.E. Peak Flow from 10-year Storm (cfs)
10-Year Peak Inflow
Description
C
Area ac
Graded"
0.45
5.65
Impervious
0.95
4.26
Woods
0.15
0
User entry
Prepared By: BDR/JDR
Thomas Hutton Engineering Co.
12/03/2012
Calculated Value
* For Graded areas, a C value range for smooth, bare packed soil was used.
Compusiie Runoff Coefficient, C = 0.66
Peak Flowrate, Q10 = C * I * A
where: C = 0.66
1 = 7.23 in/hr**
A = 9.91 acres
Q10 = 47.64 cfs
** Table 40-3B, Page 40-5 of New Hanover County Storm Water Design Manual (Tc = 5 min)

THE OVERLOOK AT MIDDLE SOUND Wet Pond 1 Sediment Basin
3210 Middle Sound Loop Road Design Considerations
New Hanover County, NC
Prepared By: BDR/JDR
Thomas Hutton Engineering Co.
12/03/2012
Calculate Skimmer Size
Basin Volume in Cubic Feet I.. 55,30Cu.Ft Skimmer Size Inch
Days to Drain* 3 Days Orifice radius 41.5 Inch[es]
Orifice Diameter 3.8 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
(Bottom dimensions in feet Feet
Depth in feet Feet

THE OVERLOOK AT MIDDLE SOUND Wet Pond 2 Sediment Basin
3210 Middle Sound Loop Road Design Considerations
New Hanover County, NC
Selection of Sediment Control Measure
7.65 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
7.5 Disturbed Area (Acres)
6.84 Peak Flow from 10-year Storm (cfs)
10-Year Peak Inflow
Description
C
Graded*
0.45
Impervious
0.95
13-44]
Woods
0.15
User entry
Prepared By: BDR/JDR
Thomas Hutton Engineering Co.
12/03/2012 (Rev 08/20/13)
Calculated Value
* For Graded areas, a C value range for smooth, bare packed soil was used.
Composite Runoff Coefficient, C = 0.68
Peak Flowrate, Q10 = C * I * A
where: C = 0.68
1 = 7.23 in/hr**
A = 7.5 acres
Qio = 36.84 cfs
** Table 40-313, Page 40-5 of New Hanover County Storm Water Design Manual (Tc = 5 min)

THE OVERLOOK AT MIDDLE SOUND Wet Pond 2 Sediment Basin
3210 Middle Sound Loop Road Design Considerations
New Hanover County, NC
Skimmer Basin
Okay
7.11 Disturbed Area (Acres)
36.r '�68. Peak Flow from 10-year Storm (cfs)
13500 Required Volume ft3 (1800 ft3 per disturbed acre)
11972 Required Surface Area ft2 (325 ft2 per Quo inflow)
77.4 Suggested Width ft
154.7 Suggested Length ft
Storage Volume - actual Volume Provided
Surface areas taken from CAD
Label Basin Elevations
ELEV.
AREA
INCR.
VOLUME
CUM.ft2
VOLUME ft'
Permanent Pool
7.2
23,900
0
0
Top of Veg Shelf
7.7
27,990
12,973
12,973
Weir Elev. above Orrice
8.8
31,115
32,508
45,480
-
10.0
34,920
39,621
85,101
Top of Bank
12.5
37,870
90,988
176,089
Volume Provided =
25 Trial Weir Length ft
1 Trial Depth of Flow ft
75.0 Spillway Capacity cfs
45,480 ft3 OK
Emergency Spillway length
Okay
Prepared By: BDR/JDR
Thomas Hutton Engineering Co.
12/03/2012 (Rev 08/20/13)
Size Skimmer based on actual
storm water volume

THE OVERLOOK AT MIDDLE SOUND Wet Pond 2 Sediment Basin
3210 Middle Sound Loop Road Design Considerations
New Hanover County, NC
Prepared By: BDR/JDR
Thomas Hutton Engineering Co.
12/03/2012 (Rev 08/20/13)
Calculate Skimmer Size
Basin Volume in Cubic Feet I 45,480 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 1 31 Days Orifice Radius 11.7 inches]
Orifice Diameter 3.5 Inch[es]
In NC assume 3 days to drain
'Estimate Volume of Basin Length width
Top of water surface In feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX J
POND ROUTING CALCULATIONS
(PRIMARY OUTLET STRUCTURE NON-FUNCTIONAL)
22667
H
THOMAS ScHUTTON

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STORMWATER MANAGEMENT REPORT
THE OVERLOOK AT MIDDLE SOUND
APPENDIX K
COUNTY SWALE, CULVERT,
AND SEDIMENT TRAP CALCS
22667
Fl THOMAS Sc HUTTON

-01
Overlook at Middle Sound Loop Road
DR Horton, Inc
Thomas & Hutton Engineering Co.
Job: 24039.0001
Date: 5/14/13
Revised:
Swale Design Considerations By: BDR/JHR
Rear Lot Swale (Uts 24/34)
I. Determine Design Flow usine
Rational Method
10 Year
25 Year
Draiange Area (A)=
36154.8 sf
Draiange Area (A)=
36154.8 sf
Runoff Coefficient C =
0.2 (Lots & streets)
Runoff Coefficient C =
0.2 (Lots & streets)
10 Year Intensity (I)=
9.7 in/hr (Tc = 5min)
25 Year Intensity (I)=
11.0 in/hr (Tc = 5min)
Q10= CIA =
1.6 cfs
Q25 CIA =
1.8 cfs
U. Check Swale Permissible Velocity and Flow
Proposed Channel Grade = 0.01 ft/ft
Proposed Vegitation = Grass - Legume Mixture
Soil Type = Easily Erodable
Permissable Velocity, Vp = 3.5 ft/sec (Table 8.05a, NCDENR Erosion and Sediment Control Planning and Design Manual)
Retardance Class = "D" cut (Table 8.05c)
Trapezoidal Shape Channel Dimensions:
designing to meet low retardance condition (class "D")
design to meet Vp
Note: All Grass Swales have Z = 5:1 (max) and d = 1.5 ft (min)
Z=5
T = b+2dZ = 1 Oft
A = bd + Zd2
R _ (bd + Zd2)/((b + (2d(Z2 + 1)os)
S = 0.01
*from Figure 8.05c
**from Manning's Eq.
10 Year
"max Flow Wet Area Hydr. **V10 **V.. Qmax
b (ft) d (ft) A (ft) (ft) Depth (ft) (ft) R (ft) *n (fps) (ft/sec) (ft3/sec) Comments
0 1.50 11.25 0.74 0.14 0.10 0.07 0.059 0.43 2.06 23.15 V10 < Vp, OK
Qmax > Q10, OK
25 Year
R.. Flow Wet Area Hydr. **V25 **Vma Qmn
b (ft) d (ft) A (ftz) (ft) Depth (ft) (ftz) R (R) *n (fps) (ft/sec) (ff/sec) Comments
0 1.50 11.25 0.74 0.16 0.13 0.08 0.059 0.47 2.06 23.15 V2s < Vp, OK
Qmax > Q25, OK
III. Evaluate need for Temporary Liner
Permissable Velocity for bare earth, Vp = 2.5 ft/sec (Table 8.05d)
2 Year Intensity (I)= 7.4 in/hr (Tc = 5min)
Q2= CIA = 1.2 cfs
Determine Velocity and Depth of Flow for 2 year, 24 hour Storm. Use mannings "n" of 0.022
Wet
Flow Area **V2 **Vmax Q..
A. (ftz) R. (ft) Depth (ft) (ftz) R2 (ft) n (fps) (ft/sec) (ft3/sec) Comments
11.25 0.74 0.11 0.06 0.05 0.022 0.96 5.52 62.08 Q > Q2i OK
V2 < Vp, Temp Liner
Not Needed
5/23/2013 Z:124039124039.0001\Engincaing\Calc"fftimslStm Wate,124039.0001-Appm&xK-Co,mtySWe=dSedim=1TtapCales.xlsx Page 1 of

(K)
Overlook at Middle Sound
DR Horton, Inc.
Thomas & Hutton Engineering Co.
Job: 24039.0001
Date: 5/14/13
Revised:
Sediment Storage Design Considerations By: BDR/JHR
TEMPORARY SEDIMENT TRAM'
Check Capacity of Trap (Lot 34)
Required Capacity:
Minimum Volume = 3600 ft3 per acre of disturbed area
where: Disturbed area (ac) = 0.83
Min. Volume = 2988 ft3
Minimum Surface Area 435 sf per cfs of Q10 peak inflow
where: Q10 = 1.6 (from swale calculations - Lots 24/34)
Min Surface Area = 696 ft2
Design Dimensions: Width = 20 ft
Length = 50 ft
Depth = 3.0 ft
Volume Provided = 2990 ft3
Surface Area Provided= 1000 ft2
5/23/2013 Z:124039\24039.00011Engineering\Calmlatiom\Stom Water124039.0001-Appendix K- County Swale and Sediment Tree Caks.xlsx Page 2 of 2

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CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. He is a duly elected, qualified and acting Assistant Secretary of D.R. Horton, Inc., a
Delaware corporation (the "C npaBy"), is familiar with the facts herein certified and is duly
authorized to certify the same.
2. The following is a true, correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Executive Committee of the Board of rNri-ctors of the Company
dated April 22, 2013 (the "Resolutions"). The Resolutions have not been amended, rescinded or
modified and remain in full force and effect as of the date hereof.
Election of Vice President of City Operations
RESOLVED, that David G. Lee is hereby elected to the office of Vice
P ' ent of the Company (the "Vice President ") in the Company's Coastal Carolina
Division (the "Division "), to serve until the next annual meeting of the directors of
the Company and until his successor is duly elected and qualified or until his earlier
death, resignation or removal.
RESOLVED FURTHER, that the Vice President is hereby authorized and
empowered, in the Wilmington area (the "Area") of the Division and in the name
and on behalf of (A) the Company, (B) any partnership of which the Company is a
general partner, manager or agent, and (C) any limited liability company of which the
Company is a member, manager or agent (collectively the " Entities "), (i) subject to
written approval by any one of the following officers of the Company: (a) Chairman,
of the Board, (b) President, (c) Senior Executive Vice President, (d) Executive Vice
President or (e) the Region President of the Division (the "Approving (fficers"), to
execute and deliver contracts, agreements and other documents and instruments
(other than promissory notes) for the purchase of real property, and any
improvements or appurtenances constructed thereon or affixed thereto, or any interest
therein, including without limitation any right-of-way, easement, leasehold or other
tangible or intangible property, right or interest, and any personal property relating
or incident thereto, (ii) subject to written approval by any one of the Approving
Officers, to execute and deliver contracts, agreements, deeds, conveyances or other
obligations of the Entities, closing statements and other documents and instni Tents`
for the sale of improved or unimproved real property, or any interest or right therein,
owned, leased or otherwise controlled by the Entities and (iii) to execute and deliver
model home leases and such other agreements, instruments or documents as the
Approving Officers shall direct.
RE SOLVED FURTHER, that in connection with the manage m �IVE
Entities' business, the Vice President is hereby authorized and empowe e
name and on behalf of the Entities in the Area, to execute and deliver (i) 5 ��3 BY:

!:
ti
agreements and other documents and instruments for the subdivision, development
and/or improvement of real property, (ii) contracts, agreements, deeds, closing
statements and other documents and instruments for the sale, transfer and/or
conveyance of mineral rights, groundwater and other water rights owned, leased or
controlled by any of the Entities to DRH Energy, Inc., an affiliate of the Entities, (iii)
home sales contracts, sales person employment agreements and similar or equivalent
agreements, documents or instruments and (iv) personal property leases for, among
other things, office equipment and construction trailers.
RESOLVED FURTHER, that in connection with the management of the
Entities' business in the Area, the Vice President shall be authorized and empowered,
in the name and on behalf of the Entities in the Area, to execute and deliver any and
all documents and instruments necessary to sell and convey title to single-family
homes.
IN WITNESS WHEREOF, the undersigned has set his hand on the 26`h day of April, 2013.
ltWtE- 1
Thomas B. Montano
Assistant Secretary
U:UTEWAL'ilMADMI3Apr26-COAS3.wpd 2

CERTIFICATE OF.sSECRETARY
The undersigned hereby certifies as follows:
1. He is a duly elected, qualified and acting Secretary of C. Richard Dobson Builders,
Inc., a Virginia corporation (the "Compaq"), is familiar with the facts herein certified and is duly
authorized to certify the same.
2. The following is a true, correct and complete copy of resolutions related to the subject
matter as adopted by the Co ole Director of the Company dated April 22, 2013 (the
"Resolutions "). The Resolutions have not been amended, rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Vice President of City Operations
RESOLVED, that David G. Lee is hereby elected to the office of Vice
President of the Company (the "Vice President ") in the Company's Coastal Carolina
Division (the "Division "), to serve until the next annual meeting of the directors of
the Company and until his successor is duly elected and qualified or until his earlier
death, resignation or removal.
RESOLVED FURTBER, that the Vice President is hereby authorized and
empowered, in the Wilmington area (the "Area") of the Division and in the name
and on behalf of (A) the Company, (B) any partnership of which the Company is a
general partner, manager or agent, and (C) any limited liability company of which the
Company is a member, manager or agent (collectively the "Entities"), (i) subject to
written approval by any one of the following officers of the Company: (a) Chairman
of the Board, (b) President, (c) Senior Executive Vice President, (d) Executive Vice
President or (e) the Region President of the Division (the "Approving O 'cers "), to
execute and deliver contracts, agreements and other documents and instruments
(other than promissory notes) for the purchase of real property, and any
.i nprovements or appurtenances constructed thereon or affixed thereto, or any interest
therein, including without limitation any right-of-way, easement, leasehold or other
tangible„or intangible property, right or interest, and any personal property relating
or incident thereto, (ii) subjc*t to written.. ' , ' val. by any one o -- ie Approving
Officers,, execute and delive( contracts, ag ents, deeds, con ` ces or other
obligations of the Entities, closing statements'a :d other documents- - fd instruments
for the sale of improved or unimproved real property, or any interest or right therein,
owned, leased or otherwise controlled by the Entities and (iii) to execute and deliver
model home leases and such other agreements, instruments or documents as the
Approving Officers shall direct.
RESOLVED ]FURTHER, that in connection with the management of the
Entities' business, the Vice President is hereby authorized and empowered, in the
name and on behalf of the Entities in the Area, to execute and deliver (i) contracts,

agreements and other documents and instruments for the subdivision, development
and/or improvement of real property, (ii) contracts, agreements, deeds, closing
statements and other documents and instruments for the sale, transfer and/or
conveyance of mineral rights, groundwater and other water rights owned, leased or
controlled by any of the Entities to DRH Energy, Inc., an affiliate of the Entities, (iii)
home sales contracts, sales person employment agreements and similar or equivalent
agreements, documents or instruments and (iv) personal property leases for, among
other things, office equipment and construction trailers.
RESOLVED FURTHER, that in connection with the management of the
Entities' business in the Area, the Vice President shall be authorized and empowered,
in the name and on behalf of the Entities in the Area, to execute and deliver any and
all documents and instruments necessary to sell and convey title to single-family
homes.
IN WITMESS WHEREOF, the undersigned has set his hand on the 26`h day of April, 2013.
Thomas B. Montano
Secretary
LI. VTE WAL7MIin1Oo&onV.3Apr26-COS.NNd 2

CERTIFICATE OF SECRETARY
The undersigned hereby certifies as follows:
1. He is a duly elected, qualified and acting Secretary old D.R. Horton, Inc. - Torrey, a
Delaware corporation (the "Corrapany"), is familiar with the facts herein certified and is duly
authorized to certify the same.
2. The following is a true, cornet and complete copy of resolutions related to the subject
matter as adopted by the Consent of Sole Director of the Company dated April 22, 2013 (the
"Resolutions"). The Resolutions have not been amended, rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Vice President of City Operations
RESOLVER, that David G. Lee is hereby elected to the office of Vice
President of the Company (the "Vice President ") in the Company's Coastal Carolina
Division (the "Division "), to serve until the next annual meeting of the directors of
the Company and until his successor is duly elected and qualified or until his earlier
death, resignation or removal.
RESOLVED FURTHER, that the Vice President is hereby authorized and
empowered, in the Wilmington area (the "Area ") of the Division and in the name
and on behalf of (A) the Company, (B) any partnership of which the Company is a
general partner, manager or agent, and (C) any limited liability company of which the
Company is a member, manager or agent (collectively the "Entities"), (i) subject to
written approval by any one of the following officers of the Company: (a) Chairman
of the Board, (b) President, (c) Senior Executive Vice President, (d) Executive Vice
President or (e) the Region President of the Division (the "AR,2roving_Q icers"), to
execute and deliver contracts, agreements and other documents and instruments
(other than promissory notes) for the purchase of real property, and any
improvements or appurtenances constructed thereon or affixed thereto, or any interest
therein, including without limitation any right-of-way, easement, leasehold or other
tangible or intangible property, right or interest, and any personal property relating
or incident thereto, (ii) subject to written approval by any one of the Approving
Officers, to execute and deliver contracts, agreements, deeds, conveyances or other
obligations of the Entities, closing statements and other documents aM instruments
for the sale of improved or unimproved real. property, or any interest or right therein,
owned, leased or otherwise controlled by the Entities and (iii) to execute and deliver
model home leases and such other agreements, instruments or documents as the
Approving Officers shall direct.
RESOLVED FURTHER, that in connection with the management of the
Entities' business, the Vice President is hereby authorized and empowered, in the

name and on behalf of the Entities in the Area, to execute and deliver (i) contracts,
agreements and other documents and instruments for the subdivision, development
and/or improvement of real property, (ii) contracts, agreements, deeds, closing
statements and other documents and instruments for the sale, transfer .and/or
conveyance of mineral rights, groundwater and other water rights owned, leased or
controlled by any of the Entities to DRIB Energy, Inc., an affiliate of the Entities, (iii)
home sales contracts, sales person employment agreements and similar or equivalent
agreements, documents or instruments and (iv) personal property leases for, among
other things, office equipment and construction trailers.
RIES®1'i..V1ED FURTHER, that in connection with the management of the
Entities' business in the Area, the Vice President shall be authorized and empowered,
in the name and on behalf of the Entities in the Area, to execute and deliver any and
all documents and instruments necessary to sell and convey title to single-family
homes.
IN WITNESS W'IIrRICiGF, the undersigned has set his hand on the 261h day of April, 2013.
OWt - felt
Thomas E. Montano
Secretary
r t.
U.VTEWALMiinWORREYV.iApr26-COS2 up] 2

CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. He is a duly elected, qualified and acting Assistant Secretary of DRHI, Inc., a
Delaware corporation (the "Company "), is familiar with the facts herein certified and is duly
authorized to certify the same.
2. The following is a true, correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Sole Director of the Company dated April 22, 2013 (the
"Resolutions"). The Resolutions have not been amended, rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Vice President of City Operations
RESOLVED, that David G. Lee is hereby elected to the office of Vice
President of the Company (the "Vice President ") in the Company's Coastal Carolina
Division (the "Division "), to serve until the next annual meeting of the directors of
the Company and until his successor is duly elected and qualified or until his earlier
death, resignation or removal.
RESOLVED FURTHER, that the Vice President is hereby authorized and
empowered, in the Wilmington area (the "Area") of the Division and in the name
and on behalf of (A) the Company, (B) any partnership of which the Company is a
general partner, manager or agent, and (C) any limited liability company of which the
Company is a member, manager or agent (collectively the "Entities "), (i) subject to
written approval by any one of the following officers of the Company: (a) Chairman
of the Board, (b) President, (c) Senior Executive Vice President, (d) Executive Vice
President or (e) the Region President of the Division (the "Approving Offcers "), to
execute and deliver contracts, agreements and other documents and instruments
(other than promissory notes) for the purchase of real property, and any
improvements or appurtenances constructed thereon or affixed thereto, or any interest
therein, including without limitation any right-of-way, easement, leasehold or other
tangible or intangible property, right or interest, and any personal property relating
or QW dent thereto, (ii) subject to writtch approval by any one of the Approving
OffWrs, to execute and deliver contracts; agreements, deeds, conveyances or other
obligations of the Entities, closing statenlents'and other documents and instruments
for the sale of improved or unimproved real property, or any interest or right therein,
owned, leased or otherwise controlled by the Entities and (iii) to execute and deliver
model home leases and such other agreements, instruments or documents as the
Approving Officers shall direct.
RESOLVED FURTHER, that in connection with the management of the
Entities' business, the Vice President is hereby authorized and empowered, in the

name and on behalf of the Entities in the Area, to execute and deliver (i) contracts,
agreements and other documents and instruments for the subdivision, development
and/or improvement of real property, (ii) contracts, agreements, deeds, closing
statements and other documents and instruments for the sale, transfer and/or
conveyance of mineral rights, groundwater and other water rights owned, leased or
controlled by any of the Entities to DRIB Energy, Inc., an affiliate of the Entities, (iii)
home sales contracts, sales person employment agreements and similar or equivalent
agreements, documents or instruments and (iv) personal property leases for, among
other things, office equipment and construction trailers.
RESOLVED FUR' Y-1ER, that in connection with the management of the
Entities' business in the Area, the Vice President shall be authorized and empowered,
in the name and on behalf of the Entities in the Area, to execute and deliver any and
all documents and instruments necessary to sell and convey title to single-family
homes.
IN WITNESS WHEREOF, the undersigned has set his hand on the 26" day of April, 2013.
GtMA� th1CA
Thomas E. Montano
Assistant Secretary
U:UTEWALnMjn%DRH[U 3AK26-COAS2 wpd 2
or

THOMAS Sc HUTTON
1350 FARROW PARKWAY I MYRTLE BEACH, SC 29577
POST OFFICE BOX 8000 1 MYRTLE BEACH, SC P-9578-8000
843.839.3545 1 WWW,THOMASANDHUTTON.COM
July 10, 2013
Ms, Christine Nelson
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
EC E IVE
JUL 15 2013
By:
Re: Stormwater Management
Permit Application Comment responses
The Overlook at Middle Sound, NC
24039,0001.303
Dear Ms. Nelson:
Per review comments dated May 24, 2013 we offer the following responses:
1, In Section IV,3 of the application, please complete the river basin associated with this
project.
RESPONSE: The application has been revised to correct the river basin and the current
property owner (Dr Horton, Inc.). Attached is a copy of the revised application and current
deed. We understand a permit transfer will be processed by DWQ concurrently with issuance
of the permit to modify to DR Horton.
2. The provided deed restriction form has been signed by Mr. Bradford Brundage, Please either
have Pat G. Davis sign this form or provide a letter of authorization from Pat G. Davis
authorizing Mr. Brundage to sign on his behalf,
RESPONSE: Please see #1 above. Mr. Brundage is signing on behalf of DR Horton, Inc.
3. 3. Please explain how the seasonal high water table (SHWT) elevations were determined for
the basins.
a. Basin 1: In an e-mail from Jack Reel, Thomas and Hutton dated April 3, 2013 it was noted
that, for wet detention basin 1, the "normal pool pretty much matches their design, and
pretty much matches the top of water that exists out there now in the partially
constructed pond". Please expand this response to provide a detailed, site specific
evaluation used to arrive at the identified SHWT, Please add this discussion to the
narrative.
RESPONSE: Pond 1: According to the report from ECS, the SHWT is 52" from existing grade, or
4.33'. The existing grade where the test was taken is approximately 11.0 so the SHWT elevation is
approximately 6.7. The normal pool for Pond 1 is proposed at 6.5 so the pond appears to meet
the intent of the DENR's requirements.
Dry Pond from Pond 1: According to the report from ECS, the SHWT is 48" from existing grade, or
4'. The existing grade where the test was taken is approximately 10.0 so the SHWT elevation is
SAVANNAH, GA I CHARLESTON, SC I WILMINGTON, NC I BRUNSWICK, GA

Ms. Christine Nelson
NCDENR
July 10, 2013
Page 2
approximately 6.0. The bottom elevation of the dry pond is proposed at 6.0 so the dry pond
appears to meet the intent of the DENR's requirements.
Please see the attached ECS report for the SHWT for Pond 1.
b. Basin 2; The supplements indicate a SHWT elevation of 6 ff for the two basins associated
with the second drainage area. The submitted soils report indicates that the depth to the
SHWT is 12 inches within the vicinity of the wet detention basin. The contours provided on
the SHWT map appear to indicate the corresponding elevations of the borings range from
12 to 8 ft, which would put the SHWT elevations between 11 and 7 ft.
RESPONSE: Pond 2: According to the report from ECS, the average SHWT for Pond 2 is
approximately 8.0'. The normal pool elevation for Pond 2 is has been revised to 8.5.
Dry Pond from Pond 2: Based on the average SHWT for Pond 2 of 8.0', the bottom elevation of
dry pond 2 has been revised to 8.0'.
4. Although the rules do not require a minimum separation from the seasonal high water table
(SHW D for the secondary BMPs, the bottom of the dry detention basin may not be set below
the SHWT, Please re -consider the design of the dry detention basins such that the bottom
elevations are set at or above the SHWT.
RESPONSE: The bottom elevation of Dry Pond 2 is set at 8.0' based on Item 3.b above.
5. The drawdown time listed for wet detention basin 2 is slightly slower than expected given the
provided design. Ploase re-evaluate the drawdown calculation, especially the driving head.
Also, please note that the volume used to determine the drawdown time is the required
storage volume, not the provided storage volume, For this project, the two volumes are very
close so it likely will not impact the time, but it is something to keep in mind for future projects.
RESPONSE: Drawdown times were recalculated using the "required" volume and a driving
head based on "provided" volume (Elevation of next outlet). New calculations are included
in the Stormwater Report Appendix G.
6, Please clarify the designs of the dry detention basins 1 and 2, The information seems to be
mislabeled and/or is inconsistent between the calculations, supplements, and plans;
a. Plan sheet C3,11 lists the temporary pool elevations to be 6 and 5.5 ff for dry detention
basins 1 and 2, respectively, which are the same elevations reported in the dry detention
basin supplements for the basin bottom.
RESPONSE: Temporary pool elevations have been updated. Plans, supplements, and
calculations have been revised to match.
b. The calculations identify that both dry detention basins have a normal pool elevation of
6.5 ff; however the water storage volume starts at the top of the sediment storage
elevation, which is 7,25 ff and 6A ff for dry detention basins 1 and 2, respectively.
RESPONSE: Normal pool and sediment storage elevations have been updated. Plans,
supplements, and calculations have been revised to match.
c. The supplements and calculations indicate that the required storage volume in dry
detention basins 1 and 2 is contained at an elevation of 11 and 9 ff respectively. However
the plans indicate that the top of the control structure is set at 8 and 7 ff, respectively. In
order to control the required volume, please adjust the contro! structure to contain the
entire required storage volume.
RESPONSE: The control structure top elevations have been revised to be equal to or above
the required storage volume elevation. Plans, supplements, and calculations have been
revised to match.

Ms. Christine Nelson
NCDENR
July 10, 2013
Page 3
d. Please provide additional detail labels for the dry detention basin control structure on
plan sheet C3.11 in order to clarify the outlet design.
RESPONSE: Outlet detail has been updated.
7. Please ensure the information presented in the submittal documents is accurate and
consistent. The following differences were noted:
a. There appears to be a typo on the storage volume listed in Section II (page 2) of the
supplement for wet detention basin 2.
RESPONSE: Supplement has been revised and a copy is attached for review.
b. For dry detention basin 2, the supplement reports the sediment storage volume as 14,228
ff3; however the calculations indicate that this value may be the surface area at the
storage elevation.
RESPONSE: Supplement has been revised and a copy is attached for review.
c. The elevations associated with the vegetated filter strips are reported different between
the supplements and plan sheet EC1.5.
RESPONSE: Plans have been revised to match supplements.
8. Plan sheet C1.2 includes a grey lined feature within the wetlands on the east side of the
property. Please identify this feature and if it is considered surface waters, provide the
necessary 50 foot buffer from the delineated top of bank, normal pool elevation, or the
mean high water line.
RESPONSE: The grey line is considered a seasonal RPW by the Corps of Engineers. The 50'
buffer is shown on sheet C3.4.
9. Please indicate how the roof drainage and any impervious areas constructed at the rear of
the lots will be directed to the stormwater collection system. The grading is pretty evident for
lots 1-19 however it is unclear if roof drain lines are being proposed or if other means of
directing the runoff to the collection system will be used for the remainder of the site.
RESPONSE: The impervious areas for lots 1-42 are graded to drain toward the front of the lot.
The roof drains will be directed toward the front of the lot.
10. It appears that the sides and/or the rear of the lots will be used as the stormwater collection
system and have been provided with a standard width easement, However the grading
plan appears to indicate that portions of the collection system exlend beyond the limits of
the drainage easements. Please ensure the drainage easements encompass the swales,
pipes, and other features of the stormwater collection system.
RESPONSE: Please see C3.1-C3.4 as drainage easements are shown. Also attached is the
preliminary subdivision plat with drainage easement locations.
11. Plan sheet EC 1.6 provides a detail for an existing road side swale with 2:1 side slopes, Please
confirm where this existing road side swale is located as swales and vegetated slopes are
generally required to have 3:1 side slopes.
RESPONSE: The detail has been removed per County/NCDOT comments. All proposed
swales have a minimum 3:1 side slope.
12. Plan sheets C3.3 and 3A appear to indicate that a portion of the vegetated shelf and
temporary pool side slopes will be covered in rip rap. Piease note that the stormwater rules
require these areas to be vegetated. Please reconsider the material used in this vicinity and
if necessary, the inlet design such that the rip rap is not needed,
RESPONSE: The rip rap has been removed from the vegetated shelf and temporary pool side

Ms. Christine Nelson
NCDENR
July 10, 2013
Page 4
slopes.
13, The vegetated shelf planting plan listed on plan sheet C3.12 identifies that cattails are a
sample species that may be planted, Please note that Chapter 9 of the BMP manual does
not recommend cattails as they can quickly take over the wet detention basin. It is
recommended to select a different sample species,
RESPONSE: Please see revised notes on sheet C3.12. Note #4 has been rewritten to
address your comment.
14. The Division understands that it is desired to phase this project to allow the construction of a
model home prior to the installation of the high density stormwater treatment devices. It is
possible to permit a phased construction so that the project will initially be considered a low
density development and will transition to a high density development at an agreed upon
level of construction. In order to permit a phased approach, you must submit application
forms, plans, specifications, and any other required documentation in order to demonstrate
that the first phase meets the low density requirements,
RESPONSE: The Owner has decided not to phase this project at this time.
Please feel free to contact me at [phone] should you have any questions or
comments, Thank you for your time and assistance with this project.
Sincerely,
'7�.UTT?ILL
John Richards, PE
Principal/Project Manager
Enclosures; as listed above
cc; DR Horton, Inc,
Jack Reel, PE/Thomas and Hutton

THOMAS & HUTTON
Engineering I Surveying I Planning I GIS I Consulting
TO: Ms. Christine Nelson
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Letter of Transmittal
Date: 7/11 /13
Job 24039.0001,500
Re: Overlook
WE ARE SENDING YOU THE FOLLOWING ITEMS (❑ attached) (❑ under separate cover via UPS )
❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ❑ Other:
Copies
Date
Description
1
7/10/13
Cover Letter
1
Revised application
1
Current deed
1
Pond 1 information
1
Pond 2 information
1
6/12/13
ECS report
1
7/ 10/ 13
Stormwater report
2 sets
Site Plans
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Approval ❑ Approved as Submitted
❑ For Your Use ❑ Approved as Noted
❑ As Requested ❑ Returned for Corrections
❑ For Review and Comment
Remarks
Copy to
❑ Resubmit Copies for Approval
❑ Submit Copies for Distribution
❑ Return Corrected Prints
RECEIVE
JUL 15 2013
BY.•
Signed Idalhu4sey
1350 Farrow Parkway I P© Box 80001 Myrtle Beach, SC 295781843.839.35451 Fax [phone]

r
ECS C A R O L f N A S; L L P -Setting the. Standard for Sc; r," Ice •
a�■�,. S,
Ceotechnical - Construction Materials -, Environmental • i' arilit:ics
June 12, 2013
Mr. David G. Lee
D.R. Horton
4073 Belle Terre Boulevard
Myrtle Beach, South Carolina 29579 FEC E IVE
Reference: Report of Seasonal High Water Table Estimation JUL 15 20B
The Overlook at Middle Sound Loop
Wilmington, New Hanover County, North Carolina By;
ECS Project No. 22.19029
Dear Mr, Lee:
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table
(SHWT) along side of the existing stormwater best management practice (BMP) areas at the
Overlook at Middle Sound Loop site in Wilmington, New Hanover County, North Carolina. This
letter, with attachments, is the report of our est-, ation.
Field Testing
On June 10, 2013, ECS conducted an exploration of the subsurface soil and groundwater
conditions at four requested locations shown on the attached Boring Location Plan (Figure 1).
The purpose of this exploration was to estimate the SHWT of the in place soils along side of the
existing stormwater BMP areas. A boring location plan was provided to ECS by Thomas &
Hutton Engineering. ECS explored the subsurface soil and groundwater conditions by
advancing one hand auger boring into the existing ground surface at the requested boring
locations. ECS visually classified the subsurface soils and obtained representative samples of
each soil type encountered. ECS recorded the SHWT and groundwater level observed at the
time of each hand auger boring. The attached SHWT sheet provides a summary of the
subsurface conditions encountered at each hand auger boring location.
The groundwater level and the SHWT were estimated at each boring location below the existing
grade elevation. Below is a summary of each boring location.
Location
Water Level
SHWT
1
65 inches
48 inches
2
65 inches
48 inche_s
3
65 inches
52 inches
4
65 inches
521nches
The SHWT may vary within the proposed site due to changes in subsurface conditions and
elevation.
7211 Ogden Rusiness Perk., Staite 201, Wilmington, NC 28411 T: 910-686-9114 • '. � l.r•Rs � � www,e�slitl E +:+i„,;�11a
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Report of SHWT Estimation
The Overlook at Middle Sound Loop
Wilmington, New Hanover County, North Carolina
ECS Project No. 22.19029
June 12, 2013
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed in assessments of this type. Our testing of site conditions has been based on
our understanding of the project information and the data obtained during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Geologist
CC: Jack Reel, P.E. — Thomas & Hutton Engineers
Attachments: Boring Location Plan
SHWT sheet
)L r
Kris J. Stamm
Principal

Season High Water Table Estimation
The Overlook at Middle Sound
Wilmington, New Hanover Co., North Carolina
ECS Project No. 22.19029
June 10, 2013
Location Depth Soil Description
1 0-48" Gray silty SAND w clay lenses (fill)
48 -65" Tan/gray/orange sandy CLAY
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-48" Gray silty SAND w clay lenses (fill)
48"-65" Tan/gray/orange sandy CLAY
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation..
Location Depth Soil Description
3 0-65" Tan/gray/orange sandy CLAY (fill)
Seasonal High Water Table was estimated to be at 52 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Depth Soil Description
4 0-65" Tan/gray/orange sandy CLAY (fill)
Seasonal High Water Table was estimated to be at 52 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.

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0) APPROXIMATE BORING LOCATIONS
The Overlook at Middle Sound
Wilmington, NC
ECS Project # 19029
June 10, 2013
KBW
Figure 1— Boring Location Plan
Provided by: Thomas & Hutton
Engineers
r r

Nelson, Christine
From:
Nelson, Christine
Sent:
Monday, June 24, 2013 4:09 PM
To:
'Richards, John'
Cc:
Reel, Jack; Hussey, Ida
Subject:
RE: Overlook at Middle Sound
The 30 days extension is granted. Thanks for keeping me up to date on the status.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Richards, John fmailto:richards.jC&thomasandhutton.com]
Sent: Monday, June 24, 2013 3:37 PM
To: Nelson, Christine
Cc: Reel, Jack; Hussey, Ida
Subject: RE: Overlook at Middle Sound
We request an extension to July 24, 2013.
Thanks,
John
John H. Richards, P.E.
Principal/Project Manager
Thomas & Hutton
richards.IgDthomasandhutton.com
(P) 843-839-8424 (F) 843-839-3565
(M) 843-458-0455
Website
From: Nelson, Christine[mailto:christine.nelsonOncdenr.govl
Sent: Monday, June 24, 2013 12:20 PM
To: Richards, John
Cc: Reel, Jack; Hussey, Ida
Subject: RE: Overlook at Middle Sound
John
Within the regular stormwater review program, an extension of 30 days may be granted. If you need more than a 30
day extension, then justification must be submitted for review and approval. The requested information was due today.
A 30 day extension would put the new due date as July 24.
Please re -consider the requested extension date and if you need more than the 30 days, please provide additional
justification.
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405

Phone:[phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Richards, Johnfmailto:[e-mail]]
Sent: Monday, June 24, 2013 11:28 AM
To: Nelson, Christine
Cc: Reel, Jack; Hussey, Ida
Subject: Overlook at Middle Sound
Christine,
We respectfully request a time extension to respond to your comments on this project. We anticipate resubmittal to
you no later than July 31, 2013.
Thanks,
John
John H. Richards, P.E.
Principal/Project Manager
Thomas & Hutton
[e-mail]
(P) 843-839-8424 (F) 843-839-3565
(M) 843-458-0455
Website

Nelson, Christine
From: Nelson, Christine
Sent: Wednesday, June 12, 2013 8:57 AM
To: 'Reel, Jack'
Subject: RE: Overlook at middle sound
Jack,
I haven't looked at the plans in detail, but what you have described sounds ok to me. We just need to make sure the
documentation / justification supports the selected SHWT.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Reel, Jack[mailto:[e-mail]]
Sent: Tuesday, June 11, 2013 1:06 PM
To: Nelson, Christine
Subject: RE: Overlook at middle sound
Christine,
In reference to your letter I am navigating my way through these comments. Under #3.b. you estimate a range of SHWT
from 11 to 7. 1 actually have 11 to 6.5 which is close, and which is why we set the PPool at 6. Since you are saying we
should average and I think more of the shots are in the 8 range, will you accept 8 for the permanent pool? A lot of
things snowball out of control for us by making this change so I wanted to make sure you agree before we go through
that heartache. Thanks
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
rreel.igbthomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: Nelson, Christine fmailto:christine.nelson(&ncdenr.aov]
Sent: Wednesday, June 05, 2013 12:41 PM
To: Reel, Jack
Cc: Richards, John; Scott, Georgette
Subject: RE: Overlook at middle sound
Jack,
As I mentioned before, DWQ can't have 2 open applications at the same time on a permit. (A modification and a
transfer are both considered types of applications) Ideally, the transfer would have been submitted prior to the
modification request. However since the approach for this project is a bit backwards, I think we have come up with a
solution for this project that will please everyone.
DWQ will accept and review the modification on behalf of DR Horton. However, instead of issuing the permit to the
bank or DR Horton once the modification is found to be complete, we will draft the modified permit for DR Horton in
preparation for its approval once the transfer is finalized. At this point, the transfer can be processed. The final,
approved permit will be issued as part of the transfer approval. Depending on when the transfer paperwork is
submitted, these two actions can be processed fairly consecutively.
Please let me know if you have any questions.

Nelson, Christine
From:
Reel, Jack [[e-mail]]
Sent:
Tuesday, June 04, 2013 3:55 PM
To:
Nelson, Christine
Cc:
Richards, John
Subject:
RE: Overlook at middle sound
Please do ask if we can transfer, keep the clock going and just do it while we are working on the comments. We can't
afford to lose any time but we would lose more time having to explain the modfications to the bank for the phased
permit that they don't even care about.
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.16thomasandhutton.com
(P)910-332-3400 (F) 910-332-3361
From: Nelson, Christine [mailto:[e-mail]]
Sent: Tuesday, June 04, 2013 3:49 PM
To: Reel, Jack
Cc: Richards, John
Subject: RE: Overlook at middle sound
That is certainly one option. If that is how you want to proceed, I would have to check with Georgette (who isn't here
today) to ask how she would want to move forward as we already have an application open to modify the permit. We
can't have 2 open applications at once and I'm not certain how that open application would transition to a transfer, if it
can even transition to a transfer. Now you could ask to withdraw the application in order to submit the transfer, but
that would likely start the clock over.
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Reel, Jack fmaiito:reel.jCalthomasandhutton.com]
Sent: Tuesday, June 04, 2013 3:45 PM
To: Nelson, Christine
Cc: Richards, John
Subject: RE: Overlook at middle sound
I am doing everything I can to keep from having to return to the bank since they are not the property Owner. Why don't
we just transfer the existing permit to DR Horton so that when we revise this application, we can have it in Horton's
name?
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhufton.com
reel. UMthomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: Nelson, Christine fmailto:christine.nelson(dncdenr oovl
Sent: Tuesday, June 04, 2013 3:37 PM
To: Reel, Jack

Cc: Richards, John
Subject: RE: Overlook at middle sound
Jack,
It looks like I have not done a good job explaining the phased permitting on this one very well. The high density and low
density will be the SAME permit. Each section and condition of the permit will have an indicator as to whether it applies
to phase 1(LD) or phase 2 (HD) as well as a condition that identifies when the project is no longer considered LD and the
HD BMPs will be required.
There is only 1 application needed, but it will have multiple sets of pages. For instance, there will be 2 versions of page
3, one documenting the LD conditions and one for the HD conditions.
I hope this is clearer.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Reel, Jack[mailto:reel.j(&thomasandhutton.com]
Sent: Tuesday, June 04, 2013 9:26 AM
To: Nelson, Christine
Cc: Richards, John
Subject: RE: Overlook at middle sound
Good point, I forgot that we were modifying a permit in the bank's name. Can we do the low density part in Horton's
name so we don't have to get the bank to sign again? Horton is the Owner now. We can just transfer the high density
part post -modification.
Jack D. Reel, P.E., LEEUP AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel. [e-mail]
(P) 910-332-3400 (F) 910-332-3361
From: Nelson, Christine Finailto:christine.nelson(&ncdenr.gov]
Sent: Tuesday, June 04, 2013 9:01 AM
To: Reel, Jack
Cc: Richards, John
Subject: RE: Overlook at middle sound
Jack,
A transfer is different than a modification. They cannot be combined in the same action but can be done subsequently.
In other words, right now you are set up to modify the permit under the current permittee. Once the modification is
found complete and the modification is issued, then the transfer can be processed once all of the appropriate transfer
documents are submitted.
I was just looking for the one or two pages of the application that describes the type of project to add to the one already
submitted - a page for each scenario. The LD limits would be applied across the entire project area, but it would be ideal
to demonstrate that any areas of higher density are located in upland areas and away from surface waters and
drainageways to the maximum extent practicable (required by the rules).
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

From: Reel, Jack fmailto:reel.jC&thomasandhutton.com]
Sent: Monday, June 03, 2013 4:30 PM
To: Nelson, Christine
Cc: Richards, John
Subject: Overlook at middle sound
Christene,
Since the time that we submitted, DR Horton has since just closed on the property. Considering that we are going to
need to add applications for low density for the model home, we have decided that when we resubmit to you, we will
change all the applications to DR Horton. Please let us know if the attached is sufficient to do so and for David Lee to
sign.
On another note, for the low density application, do we show the model and parking impervious as a ratio of the entire
development tract?
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhufton.com
reel. Athomasandh utton.com
(P) 910-332-3400 (F) 910-332-3361
From: David G Lee [mailto:DGL.eeCaldrhorton.coml
Sent: Monday, June 03, 2013 1:47 PM
To: Richards, John; Reel, Jack
Subject: Corp Resolutions
David G. Lee
Vice President of City Operations - Wilmington, NC
1001 Olde Waterford Way
Leland, NC 28451
Mobile: [phone]
Office: [phone]
D. R. Horton, Inc.
,. #1 FOR 11 YMS IN A ROW
AMERICA'S #1 HOMEnBUIL DER
e� a BUILDER MAGAZINr
* R5 REPORTED BY BUILDER MR6R2I11JE
This e-mail and any files transmitted with it are confidential and are Intended solely for the use of the Individual or entity to which they are addressed.
This communication may contain PRIVILEGED CLIENT COMMUNICATIONS. If you are not one of those Intended recipients, any use, dissemination,
forwarding, printing, or copying of this e-mail is strictly prohibited. Please immediately destroy all copies of versions you have of this message and
notify the sender at 843-367-8400 or dglee&drhorton.com in order that we can take steps to prevent any further inadvertent disclosure.

N C D F R N,'
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E. John E. Skvarla, III
Governor Director Secretary
May 24, 2013
Pat G. Davis, Senior Vice President
Gateway Bank & Trust Company
Attn: Special Assets / OREO Department
112 Corporate Drive
Elizabeth City, NC 27909
Subject: Request for Additional Information
Stormwater Project No. SW8 070303
The Overlook at Middle Sound (formerly Ridge Field at Middle Sound)
New Hanover County
Dear Mr. Davis:
The Wilmington Regional Office received and accepted a modified State Stormwater
Management Permit Application for The Overlook at Middle Sound on April 3, 2013. A
preliminary in-depth review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
A' In Section IV.3 of the application, please complete the river basin associated with this
project.
The provided deed restriction form has been signed by Mr. Bradford Brundage. Please
°� ,.zr either have Pat G. Davis sign this form or provide a letter of authorization from Pat G.
Davis authorizing Mr. Brundage to sign on his behalf.
3. Please explain how the seasonal high water table (SHWT) elevations were determined
✓for the basins.
a. Basin 1: In an e-mail from Jack Reel, Thomas and Hutton, dated April 3, 2013, it
was noted that, for wet detention basin 1, the "normal pool pretty much matches their
design, and pretty much matches the top of water that exists out there now in the
partially constructed pond". Please expand this response to provide a detailed, site
specific evaluation used to arrive at the identified SHWT. Please add this discussion
to the narrative.
Basin 2: The supplements indicate a SHWT elevation of 6 ft for the two basins
associated with the second drainage area. The submitted soils report indicates that
the depth to the SHWT is 12 inches within the vicinity of the wet detention basin.
The contours provided on the SHWT map appear to indicate the corresponding
elevations of the borings range from 12 to 8 ft, which would put the SHWT elevations
between 11 and 7 ft.
If the permanent pool elevation of the wet detention basin is desired to be set below a
conservatively selected SHWT elevation, then a detailed, site speck evaluation
discussing the items identified on pages 10-9 and 10-10 of the BMP manual must be
provided.
�4. Although the rules do not require a minimum separation from the seasonal high water
table (SHWT) for the secondary BMPs, the bottom of the dry detention basin may not be
set below the SHW T T. Please re -consider the design of the dry detention basins such
that the bottom elevations are set at or above the SHWT.
Wilmington Regional Orifice
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX [phone] DENR Assistance:1-877-623-6748 NOrthCarolina
Internet www.ncwaterqualigr.org � I��/��
An Equal Opportunlq 1 Afflnnallve Action Employer ���u `

Pat G. Davis
May 24, 2013
Stormwater Application No. SW8 070303
�., 5. The drawdown time listed for wet detention basin 2 is slightly slower than expected given
j the provided design. Please re-evaluate the drawdown calculation, especially the driving
head. Also, please note that the volume used to determine the drawdown time is the
required storage volume, not the provided storage volume. For this project, the two
volumes are very close so it likely will not impact the time, but it is something to keep in
mind for future projects.
6. Please clarify the designs of the dry detention basins 1 and 2. The information seems to
be mislabeled and/or is inconsistent between the calculations, supplements, and plans:
✓a. Plan sheet C3.11 lists the temporary pool elevations to be 6 and 5.5 ft for dry
detention basins 1 and 2, respectively, which are the same elevations reported in the
dry detention basin supplements for the basin bottom.
mob. The calculations identify that both dry detention basins have a normal pool elevation
of 6.5 ft; however the water storage volume starts at the top of the sediment storage
elevation, which is 7.25 ft and 6.4 ft for dry detention basins 1 and 2, respectively.
L,Ao The supplements and calculations indicate that the required storage volume in dry
detention basins 1 and 2 is contained at an elevation of 11 and 9 ft, respectively.
However the plans indicate that the top of the control structure is set at 8 and 7 ft,
respectively. In order to control the required volume, please adjust the control
structure to contain the entire required storage volume.
;d. Please provide additional details/labels for the dry detention basin control structure
on plan sheet C3.11 in order to clarify the outlet design.
7. Please ensure the information presented in the submittal documents is accurate and
consistent. The following differences were noted:
There appears to be a typo on the storage volume listed in Section II (page 2) of the
supplement for wet detention basin 2.
b. For dry detention basin 2, the supplement reports the sediment storage volume as
14,228 ft3; however the calculations indicate that this value may be the surface area
f at the storage elevation.
Vc. The elevations associated with the vegetated filter strips are reported different
between the supplements and plan sheet EC1.5.
A Plan sheet C1.2 includes a grey lined feature within the wetlands on the east side of the
property. Please identify this feature and if it is considered surface waters, provide the
necessary 50 foot buffer from the delineated top of bank, normal pool elevation, or the
mean high water line.
9. Please indicate how the roof drainage and any impervious areas constructed at the rear
of the lots will be directed to the stormwater collection system. The grading is pretty
evident for lots 1-19 however it is unclear if roof drain lines are being proposed or if other
means of directing the runoff to the collection system will be used for the remainder of
the site.
/10. It appears that the sides and/or the rear of the lots will be used as the stormwater
collection system and have been provided with a standard width easement. However
the grading plan appears to indicate that portions of the collection system extend beyond
the limits of the drainage easements. Please ensure the drainage easements
encompass the swales, pipes, and other features of the stormwater collection system.
�1. Plan sheet EC1.6 provides a detail for an existing road side swale with 2:1 side slopes.
Please confirm where this existing road side swale is located as swales and vegetated
slopes are generally required to have 3:1 side slopes.
IVII2. Plan sheets C3.3 and 3.4 appear to indicate that a portion of the vegetated shelf and
temporary pool side slopes will be covered in rip rap. Please note that the stormwater
rules require these areas to be vegetated. Please reconsider the material used in this
vicinity and if necessary, the inlet design such that the rip rap is not needed.
Page 2 of 3

Pat G. Davis
May 24, 2013
Stormwater Application No. SW8 070303
13. The vegetated shelf planting plan listed on plan sheet C3.12 identifies that cattails are a
sample species that may be planted. Please note that Chapter 9 of the BMP manual
does not recommend cattails as they can quickly take over the wet detention basin. It is
recommended to select a different sample species.
v414. The Division understands that it is desired to phase this project to allc.,r the con 3tructicn
of a model home prior to the installation of the high density stormwater treatment
devices. It is possible to permit a phased construction so that the project will initially be
considered a low density development and will transition to a high density development
at an agreed upon level of construction. In order to permit a phased approach, you must
submit application forms, plans, specifications, and any other required documentation in
order to demonstrate that the first phase meets the low density requirements.
Please remember that a change to one number may have a domino effect on other numbers.
Please check all plans, calculations and forms to ensure that the numbers are consistent
throughout.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to June 25, 2013, or the
application will be returned as incomplete. The return of a project will necessitate resubmission
of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone] or
email me at [e-mail].
Sincerely,
Christine Nelson
Environmental Engineer
GDS/can: S:1WQS1StormwaterlPermits & Projects120071070303 HD12013 05 addinfo 070303
cc: John Richards, Thomas & Hutton - Myrtle Beach
Jack Reel, Thomas & Hutton - Wilmington
Wilmington Regional Office Stormwater File
Page 3 of 3

Nelson, Christine
From:
Reel, Jack [[e-mail]]
Sent:
Thursday, May 23, 2013 10:40 AM
To:
Nelson, Christine
Cc:
Richards, John
Subject:
RE: Overlook at Middle Sound
Thanks much. Please recall that we want to try and implement a model home into the permit with allowance to have
some impervious prior to certification of the stormwater. Thanks
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas S Hutton
www.thomasandhufton.com
reel. itiidtthomasandh utton.com
(P) 910-332-3400 (F) 910-332-3361
From: Nelson, Christine fmailto:christine.nelson(&ncdenr.gov]
Sent: Thursday, May 23, 2013 10:33 AM
To: Reel, Jack
Cc: Richards, John
Subject: RE: Overlook at Middle Sound
Jack,
This project has been on my desk for several days undergoing its review, I hope to wrap it up today.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Reel, Jack fmailto:reel.jCabthomasandhutton.com]
Sent: Thursday, May 23, 2013 10:20 AM
To: Nelson, Christine
Cc: Richards, John
Subject: Overlook at Middle Sound
Christine,
Can you please update us on where you are with review of this project? It has been in the stack for a while. Thank you
much.
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhufton.com
reel.i0thomasandhutton.com
(P) 910-332-3400 (F)910-332-3361
"Relationships and Soludons for Success"
P1V'LF=G<4JAiVU + 7i'11"tt)�f�1Tt/1L. ]lil:; C:6'CIr(d;, ul ....:.7 aoa 61ly ' "I", N+Of i.ifnff'<'o .+ irt�; iliir.,7r+curUrr r_,
rarer;tied only for Lire use of the person to •vhom it is eddrassod. Any O hor i; 7te,cepv0 a copying, ac,aassir�q, of d sciosure of this rness:,ge is ptohioilv(i
f you Frave received Ihrs `+s.' r : error alcas! inarner9i:,tety notif, 7honmq r: NntMr) ,and nurse tiro + iccived. Uo ,,t fr.>n.,arri
/�Gtrmis 'on

Nelson, Christine
From: Reel, Jack [[e-mail]]
Sent: Tuesday, May 07, 2013 9:17 AM
To: Nelson, Christine
Cc: Richards, John
Subject: Overlook at Middle Sound
Christine,
Per our conversation this morning, please place this email with the referenced file that is in line for your review. We
would love the opportunity to work with DENR on a creative solution for how to begin our model home construction
prior to the stormwater management system being fully operational and certified. We look forward to a meaningful
dialogue concerning the matter. As we discussed, the intended homebuilder will also be the developer of the site so
hopefully that mitigates any concern over a disconnect. Thank you much.
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhufton.com
reel. i 0th omasand h utton. corn
(P) 910-332-3400 (F) 910-332-3361

Completeness Review Checklist
Project Name: pee�—eiv(tctDate: �� N 13
Project Location:iLmNnR-,�u� Accepte Date:�c�l
Rule(s) ®loos Coastal ®1995 Coastal ®Phase II (WiRO) ®Universal 1:31988 Coastal
Type of Permit: New or ; MQ or PR Existing Permit # (Mod or PR): �PE Cert on File?
Density: HD or LD
Type: Commercial or
Residential
EJNCG:
%: (% 00)
Stream Class:
®SA Map
®Offsite to SW8
Subdivided?: Subdivision
or Single Lot
FJORW Map
MExempt
Paperwork Emailed Engineer on: 7%I Ji :, , 44 L f
®Supplement(s) (1 original per BMP) BMP Type(s): a 90MO 5
®O&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
®Application with correct/original signatures
®Corp or LLC: Sig. Auth. Der SoS or letter Deed
✓�505 (within 6mo)
11 Soils Report with SHWT Hate W Rewtevwer,
Calculations (signed/sealed) of
No obviI �� Sous obvious errors \ Tii5Ou,E 4*
3 Lcn S
MDensity includes common areas, etc \� j � 1�('�1(V�j� oA D "
Deed Restrictions, if subdivided: ;1- (DI 1-t� S1� 1�M A4 ES
° 1' v kau- T(? AN3rEdZ
®Signed & Notarized -WtAn Ta A4
®Correct Template (Comm/Res & HD/LD) or Dec. Covenants & Rest. - NO '5k6mvU RE 6 ffOQ-'Z �S
ON VkLc- -a N6--D CE'? 5C-
Plans
ED2 Sets Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading ®Wetlands: Delineated or No Wetlands
®Vicinity Map Layout (proposed BUA dimensions)
®Legend ®DA Maps El Project Boundaries
Infiltration Wet Pond Offsite
71 Soils Report Soils Report ®PE Cert for Master Lot #:
SHWT: SHWT: ®Deed Rest for Master ®Lot # Matches Master
Bottom: PP: BUA Permitted (Master): sf
Visited: BUA Proposed (Offsite): sf
Additional Information:
BUA (sf)
DA (sf)
PP (el)
CI-IWT (el)
Depth (ft)
SA (sf)

Johnson, Kelly
From: Johnson, Kelly
Sent: Wednesday, April 03, 2013 2:46 PM
To: 'Reel, Jack'
Cc: Richards, John; Hussey, Ida; Riley, Brian
Subject: RE: SW8 070303, The Overlook at Middle Sound
Jack,
This is more than I want to get into at this stage. I will give it to admin to login, and then once it is assigned the reviewer
will go through the data in detail.
Thanks,
Kelly
From: Reel, Jack [mailto:[e-mail]]
Sent: Wednesday, April 03, 2013 2:44 PM
To: Johnson, Kelly
Cc: Richards, John; Hussey, Ida; Riley, Brian
Subject: RE: SW8 070303, The Overlook at Middle Sound
Kelly,
The existing permit had infiltration basins associated with it for sure, but from our review of DENR's file, we understand
the pond you reference, (in the same location as our proposed pond), was designed wet... and there was a pump that
was supposed to pump water up to the highest elevation of the site where infiltration could be achieved. Our pond
normal pool pretty much matches their design, and pretty much matches the top of water that exists out there now in
the partially constructed pond. Please let me know if we need to discuss on the phone.
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas B Hutton
www.thomasandhutton.com
reel.igOthomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: Johnson, Kelly fmailto:kelly.p.johnson@)ncdenr.gov�
Sent: Wednesday, April 03, 2013 2:10 PM
To: Reel, Jack
Cc: Richards, John; Hussey, Ida; Riley, Brian
Subject: RE: SW8 070303, The Overlook at Middle Sound
Jack,
Why are all of the borings in Pond #2, and not Pond #1 as well? Pond 1 is labeled as previously permitted, but the
permit was written for 5 infiltration basins?
KJ
From: Reel, Jack rmailto:reel.j@)thomasandhutbon.com
Sent: Tuesday, April 02, 2013 5:29 PM
To: Johnson, Kelly

Cc: Richards, John; Hussey, Ida; Riley, Brian
Subject: RE: SW8 070303, The Overlook at Middle Sound
Kelly,
Please find the attached exhibit in response to your #1 comment below. Please let us know if this project can now move
to a reviewer while we continue to work with the bank to satisfy #2. Thanks again.
.lack D. Reel, P.E., t-EEV AP ED+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.iAthomasandhutton.com
(P) 910-332-3400 (F)910-332-3361
From: Johnson, Kelly [mailto:kelly.p.johnson(&ncdenr.00vl
Sent: Tuesday, April 02, 2013 9:06 AM
To: Reel, Jack
Cc: Richards, John
Subject: RE: SW8 070303, The Overlook at Middle Sound
Jack,
1.) Soils: The soils report includes a map of boring locations, but the map isn't overlaid with the BMP locations. We
will need a boring in the footprint of each BMP. Has that been done? If so, which boring(s) are in each BMP?
The soils report shows the depth to the SHWT (121n for each boring), but it does not show the existing grade
elevations where the boring were taken. Please submit a summary of this data (see the list in Section VI(9) of
the application).
2.) Signature Authority: The current permit is written to Gateway Bank, but the signature authority documents
showing the connection between Gateway Bank and the Bank of Hampton Roads as well as the signature
authority for Pat Davis to sign for permit is not on file. It looks like the Attorney General's Office was involved in
this, and so I am sure that it can be worked out. But, we will need to get that paperwork before the
modification can be issued.
3.) Other: If there are other items from the 3/13/13 letter the person assigned to this project will go through them
during the review.
If #1 has been addressed, please send me that information and then I will give it to admin to log in so that it can be
assigned to someone.
Thanks,
Kelly
From: Reel, Jack fmailto:reel.j(dthomasandhutton.com1
Sent: Monday, April 01, 2013 11:43 AM
To: Johnson, Kelly
Cc: Richards, John
Subject: FW: SW8 070303, The Overlook at Middle Sound
Kelly,
John Kuske has been working for the bank and he told us that all this had been worked out when the permit was
transferred to Gateway Bank. Attached is the information he sent with the Trustee's Deed. Gateway Bank is a Division
of Hampton Roads. We understand Pat Davis still has signature authority. Gateway is still the applicant because they
are the permittee. I thought the SHWT report was in the package, but if not, I have attached it to this email. Please let
us know if this email and its contents are not sufficient to proceed.

Jack D. Reel, P.E., LEEO AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.00thomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: Richards, John
Sent: Monday, April 01, 2013 11:29 AM
To: Reel, Jack
Subject: FW: SW8 070303, The Overlook at Middle Sound
John H. Richards, P.E.
Principal/Project Manager
Thomas & Hutton
richa rds.i@thomasand hutton.com
(P)843-839-8424 (F)843-839-3565
(M) 843-458-0455
From: Johnson, Kelly [mailto:kelly.p.johnson(dncdenr aovl
Sent: Monday, April 01, 2013 11:11 AM
To: Richards, John
Subject: FW: SW8 070303, The Overlook at Middle Sound
John,
Did you mean to include a cover letter with this submittal? I see that the applicant is now Gateway Bank, but what
about the other items in the 3/13/13 letter (attached)? For instance, what is the connection between Gateway and the
Bank of Hampton Roads? I looked quickly at the Sec of State's website, and it looks like the two merged and Hampton is
the surviving entity? If so, why is Gateway the applicant for this application? Does Pat Davis still have signature
authority? Also, did you mean to also submit the soils info? There may be other items in the letter as well. Perhaps the
full package did not get mailed?
KJ
From: Johnson, Kelly
Sent: Wednesday, March 13, 2013 1:09 PM
To: Casmer, Jo
Cc: '[e-mail]'
Subject: FW: SW8 070303, The Overlook at Middle Sound
Jo,
I have prepared this return letter. Will you please email Jack Reel (cc'd) when it is ready for pick up?
Thanks,
KJ
From: Reel, Jack fmailto:reel.j(&thomasandhutton.com]
Sent: Wednesday, March 13, 2013 10:17 AM
To, Johnson, Kelly
Subject: RE: SW8 070303, The Overlook at Middle Sound

Kelly,
Can you call me about this at your convenience? 332-3400
Jack D. Reel, P.E., LEED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.60thomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: Richards, John
Sent: Tuesday, March 12, 2013 11:45 AM
To: Hussey, Ida
Cc: Reel, Jack; Riley, Brian; Landen, Kenneth
Subject: Fwd: SW8 070303, The Overlook at Middle Sound
Sent from my iPhone
John Richards
Thomas & Hutton
www.thomasandhutton.com
(P) 843.839.8424 (F) 843.839.3565
Begin forwarded message.
From: "Johnson, Kelly" <kellv.D.iohnson0ncdenr-Rov>
To: "Richards, John"<[e-mail]>
Subject: SW8 070303, The Overlook at Middle Sound
John,
We received this application, and I have a few questions for you:
1.) Applicant: The current permit is written to Gateway Bank and Trust (attached). The applicant
on the application is DR Horton, Inc.
a. If there will be a change in the permittee (which appears to be the case from Gateway
Bank and Trust to DR Horton, Inc) please submit a name/ownership change form. This
form is available on our website under "miscellaneous forms",
http://Portal.ncdenr.ore/web/wa/ws/su/statesw/forms docs.
b. There is a letter submitted dated 12/11/12 addressed to land Quality stating that DR
Horton can develop on behalf of the Bank of Hampton Roads. I have two questions
about this:
Please see Section III(c) of the application. If DR Horton, Inc. is the lessee,
purchaser, or the developer developing on behalf of Gateway Bank and Trust (or
any entity that Gateway may transfer to) then, please fill out the application
following the instructions in this section and have the appropriate individuals
sign the application. Please keep in mind the NC regulations require that an
individual with signature authority sign the forms. A person has signature
authority if they are the President or VP of a corporation, a manager of a
manager -managed LLC, or a member of a member -managed LLC. Or, a person
with signature authority can designate a different individual to sign on his/her
behalf. Please submit the annual report from each entity signing the form
4

showing the individuals who have signature authority. These reports are
available online, http://www.secretary.state.nc.us/corporations/. And, if
applicable, please also submit any letters designating signature authority.
ii. What is the connection between the Bank of Hampton Roads and Gateway Bank
and Trust? I see that a CEO's certification from Hampton Roads Bankshares, Inc.
and The Bank of Hampton Roads has been submitted which designates several
people to sign documents for that bank but I am not sure how this document
and the proposed permit are related?
2.) Signature Authority: I have attached the NC Secretary of State's Annual Report for DR Horton,
Inc. Do you have a letter showing that Brad Brundage has been designated to sign for the
permit that you can send me (he signed the application)?
3.) Signatures on Other Forms: If the required signatures on any of the forms (application, O&M,
deed restrictions, etc) change as a result of the items above, please submit updated forms.
4.) BMPs:
a. SHWT v/s Permanent Pool Elevations: Please submit a soils report showing soil borings
in the footprint of the BMP determining the SHWT elevation.
b. History: It took quite a bit of time to review the history of this permit, and so I want to
leave the following notes on file for the DWQ review engineer who ends up reviewing
this file. Both the original 2007 permit (as well as its most recent
modification/ownership transfer on 12/17/12), and the current application cover
—30.71ac. The permit was originally written in 2007 for 5 infiltration basins close
together along Middle Sound Loop Road under the 1995 rule. The permitted plans also
show three ponds which, according to the file, are/were permitted by the county and
collect/store water that is then pumped to the infiltration basins. I understand that that
design has not been built. The current application shows that the 5 infiltration basins
will not be built, and instead two wet ponds will be built. These ponds have not
previously been permitted for treatment and so they will be permitted under the 2008
rule which requires that wet ponds subject to SA requirements discharge to a secondary
BMP.
c. Secondary BMP: You have proposed two 90% ponds each draining to a dry pond which
then drains to a level spreader/filter strip. This is an unusual set-up (with the dry pond
in the middle), and so the review engineer will have to review the various flows to
determine compliance with the "SA no discharge" rule under 2008. That is more than I
go through at this stage.
We need to have this information before we can accept the permit for review. These items may or may
not be time-consuming to obtain. Can this information be submitted by COB Thursday? If not, I will
have to return the application so that you can have some additional time to pull the information
together because we cannot hold uncashed checks for very long. Just let me know.
Thanks,
Kelly
I.-�.eLL�Johwsovi.
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
5

Office: 910.796.7331
Fax: [phone]

V7�I�NIVN1I���I�2013017221
;FOR REGISTRRTION REGISTER OF DEED
NEIRJMMMT 4EER COBER EyC
2013 MY 13 c 27, 5
BK 5736 FG 1422-1429 FEE $26 00
9C REV ST" $1,400 00
INSrI�r 2�f917221
NORTH CAROLINA SPECIAL WARRANTY DEED
THIS INSTRUMENT WAS PREPARED BY CHRISTOPHER H ROEDE. ATTORNEY AT
LAW, POYNER SPRUILL LLP, P O BOX 1801, RALEIGH, NC 27602-1801, WHO IS A
LICENSED NORTH CAROLINA ATTORNEY
Return to Christopher A. Crowson, Bagwell Holt Smith P A., 111 Cloister Court, Suite 200,
Chapel Hill, NC 27514
*Without Title Examination*
NORTH CAROLINA
• PIN(s) R04400-004-006-002, R04400-
004-006-000, R04400-004-004-001
NEW HANOVER COUNTY Revenue $1,400 00
Grantor states that the Property does not include the primary residence of Grantor
This Special Warranty Deed is made as of " -"' - bbjpiWFwby THE BANK OF
HAMPTON ROADS, a Virginia banking corporation ("Grantor"), and successor in interest to
Gateway Bank & Trust Co, via merger, being the same entity as Gateway Bank & Trust
Company, a division of The Bank of Hampton Roads, successor in interest by merger to
Gateway Bank & Trust Company, with a mailing address of 112 Corporate Drive, Elizabeth
City, North Carolina, 27909, a►.: --1 �,�..... xLA - ", =' a Delaware corporation ("Grantee"),
whose mailing address is 503 Wando Park Blvd,, Ste 200, Mount Pleasant, SC 29464 The
designations "Grantor" and "Grantee" as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine, feminine, or neuter as
required by context.

WITNESSETH
That Grantor, for a valuable consideration paid by Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto Grantee in fee
simple, all that certain lot or parcel of land situated in New Hanover County, North Carolina
("property"), and more particularly as follows
TRACT ONE
All of that certain lot or parcel of land, lying and being in New Hanover County, and being more
particularly described as follows
To arrive at the true point of beginning, commence at the intersection of the center -line of
Wellington Drive (100 foot right-of-way at this point), also known as SR 1814 and the northerly
right-of-way line of Middle Sound Loop Road (60 foot right-of-way), also known as SR 1403
and sometimes known as Queens Point Road Go thence South 58 degrees 43 minutes 17
seconds East 707 43 feet, as measured along said northerly right-of-way line to a point Said
point being the southernmost corner of Lot 1, as shown on a map of "Queens Point -Section 1"
recorded in Map Book 10 at Page 6 of the New Hanover County Registry Go thence North 40
degrees 49 minutes 43 seconds East 1,209 30 feet, along the easterly line of said Section 1,
Queens Point and along the easterly line of "Queens Point -Section 2A" as shown on a map
recorded in Map Book 11 at Page 20 of said Registry to a point Continuing along last said
easterly line, and beyond, North 42 degrees 19 minutes 33 seconds East 823.81 feet, to a new
iron pipe, THE TRUE POINT OF BEGINNING Said beginning pipe being the westernmost
corner of a tract deeded to Renee Mallette by deed recorded in Deed Book 1815 at Page 1023 of
the New Hanover County Registry Said beginning point being on the easterly line of a tract
deeded to William E Lewis by deed recorded in Book 3146 at Page 269 of said Registry
Running thence from said point
North 40 degrees 18 minutes 06 seconds East 612.36 feet, along the easterly line
of said Lewis Tract to a new iron pipe, thence
2 South 46 degrees 56 minutes 12 seconds East 1,605 49 feet, along the northerly
line of said Mallette Tract to a new iron pipe Last said pipe being the easternmost
corner of said Mallette Tract Last said pipe also being the northernmost corner of
a tract deeded to Inland Harbour Properties, LLC by deed recorded in Book 2997
at Page 590 of said Registry, thence
3 South 48 degrees 01 minute 56 seconds West 57133 feet, along the southerly line
of said Mallette Tract to an old iron pipe, thence
4 North 47 degrees 33 minutes 14 seconds West 116 24 feet, along the southerly
line of said Mallette Tract to a point at the easternmost corner of the dividing line
between Lot 19A and Lot 20B of Sandybrook Subdivision, as shown on a map
-2-

recorded in Map Book 26 at Page 45 of the New Hanover County Registry,
thence
5 North 48 degrees 02 minutes 17 seconds West 912 11 feet, along the northerly
line of Sandybrook Subdivision to an old iron pipe on the northerly line of Lot
37A of said Sandybrook, thence
6 North 49 degrees 18 minutes 24 seconds West 293 86 feet, continuing along the
northerly line of said Sandybrook Subdivision to an old iron pipe at the
northernmost corner of said Sandybrook Subdivision and at the northernmost
comer of Lot 38B of said Sandybrook, thence
7 North 50 degrees 09 minutes 42 seconds West 205 04 feet to the point of
beginning
The same being all of that tract deeded to Renee Mallette by deed recorded in Book 1815 at Page
1023 of the New Hanover County Registry
The above described tract contains 2103 acres, more or less
Bearings are relative to NC GRID NAD 83
TRACT TWO
All of that certain lot or parcel of land, lying and being in New Hanover County, and being more
particularly described as follows
To arrive at the true point of beginning at the intersection of the center -line of Wellington Drive
(100 foot right-of-way at this point), also known as SR 1814 and the northerly right-of-way line
of Middle Sound Loop Road (60 foot right-of-way), also known as SR 1403 and sometimes
known as Queens Point Road Go thence South 58 degrees 43 minutes 17 seconds East 707.43
feet, as measured along said northerly right-of-way line to a point Said point being the
southernmost comer of Lot 1, as shown on a map of "Queens Point -Section 1" recorded in Map
Book 10 at Page 6 of the New Hanover County Registry Go thence North 40 degrees 49
minutes 43 seconds East 19191 feet, along the easterly line of said Queens Point Subdivision to
the point of beginning Running thence from said beginning point
North 40 degrees 49 minutes 43 seconds East 1,017 39 feet, along the easterly line of said
Queens Point Subdivision and along the easterly line of "Queens Point -Section 2A"
recorded in Map Book 11 at Page 20 of said Registry to a new iron pipe, thence
2 North 42 degrees 19 minutes 33 seconds East, continuing along said Section 2A, and
beyond, 823 81 feet, to a new iron pipe at the northernmost comer of a tract deeded to
Ketner by Commissioners Deed recorded in Book 940 at Page 731 of said Registry to a
new iron pipe, thence
3 South 50 degrees 09 minutes 42 seconds East 205.04 feet, to an old iron pipe Usi said
point being the northernmost comer of Lot 38 B, Sandybrook, as shown on a map
-3-

recorded in Map Book 29 at Page 45 of the New Hanover County Registry Last said
point also being the northeasterly corner of a tract deeded to Ketner by Commissioners
Deed recorded in Book 940 at Page 731 of said Registry, thence
4 South 41 degrees 34 minutes 39 seconds West 2,002 84 feet, along the westerly line of
said Sandybrook and along the westerly line of Sandybrook as shown on maps recorded
in Map Book 24 at Page 60 and Map Book 23 at Page 44 of said Registry to a new iron
pipe on the northerly right-of-way line of said Middle Sound Loop Road, thence
5 North 58 degrees 43 minutes 17 seconds West 103 17 feet, along last said northerly line
to a point Last said point being the intersection of said northerly right-of-way line with
the easterly line of a tract deeded to Steven W McCartney and wife Tonya K. McCartney
recorded in Book 1338 at Page 1093 of said Registry, thence
6 North 40 degrees 49 minutes 43 seconds East 166 89 feet, along the easterly line of said
McCartney Tract to a point, thence
7 North 44 degrees 22 minutes 47 seconds West 98 93 feet, along the northerly line of said
McCartney Tract to a point of beginning
The above described tract contains 9 28 acres more or less The same being all of those tracts
deeded to Billy Ketner and wife Evola G Ketner by deed recorded in Book 838 at Page 815,
Book 1387 at Page 1562, Book 1167 at Page 966, and Book 940 at Page 731 of the New
Hanover County Registry, excepting however the tract deeded to Steven W McCartney and wife
Tonya K McCartney by deed recorded in Book 1438 at Page 1093 of said Registry The said
Evola G Ketner died in 1996 thereby vesting all of her right, title and interest in said property in
Billy E Ketner
TRACT THREE
All of that certain lot or parcel of land, lying and being in New Hanover County, and being more
particularly described as follows
Beginning at a point in the northerly right-of-way line of Middle Sound Loop Road (60
foot right-of-way), also known as SR 1403 and sometimes known as Queens Point Road Said
beginning point being the southernmost corner of Lot 1, as shown on a map of "Queens Point -
Section 1" recorded in Map book 10 at Page 6 of the New Hanover County Registry Said
beginning point being located South 58 degrees 43 minutes 17 seconds East 70743 feet, as
measured along said northerly right-of-way line from the intersection of said northerly right-of-
way line with the center -line of Wellington Drive (100 foot right-of-way at this place) Said
beginning point being in the westerly line of a tract deeded to Steven W McCartney and wife
Tonya K. McCartney by deed recorded in Book 1438 at Page 1093 of said Registry Said
beginning point being North 40 degrees 49 minutes 43 seconds East 8 09 feet, from the
intersection of the westerly line of said McCartney Tract with the old (22 feet from center -line)
- 4 -

The right-of-way line of said Middle Sound Loop Road Running thence from said beginning
point
North 40 degrees 49 minutes 43 seconds East 19191 feet, along the easterly line of said
Queens Point Subdivision to a point, thence
2 South 44 degrees 22 minutes 47 seconds East 98 93 feet, to the point, thence
3 South 40 degrees 49 minutes 43 seconds West 166.89 feet, to a point on the northerly
right-of-way line of said Middle Sound Loop Road (30 feet from its center -line), thence
4 South 40 degrees 49 minutes 43 seconds West 8.09 feet, to a point on the old northerly
right -of --way line of said Middle Sound Loop Road (22 feet from its centerline), thence
5 North 58 degrees 43 minutes 17 seconds West 100 00 feet, along the old northerly right-
of-way line of said Middle Sound Loop Road to a point Last said point being the point
of beginning of said deed recorded in Book 1438 at Page 1093 of said Registry, thence
6 North 40 degrees 49 minutes 43 seconds East 8 09 feet to the point of beginning
The same being all of that tract described in said deed recorded in Book 1438 at Page
1093 of the New Hanover County Registry
Bearings are relative to NCGRID, NAD 83
Subject however to an 8 foot wide strip lying between the old northerly right-of-way line
of said Middle Sound Loop Road and the present right-of-way line of said Middle Sound Loop
Road
The above described tract contains 0 42 acres, including said 8 foot wide Right-Uf-Way
Exception
The property hereinabove described was acquired by Grantor by instruments recorded in
Book 5544, Page 462, New Hanover County Registry, and in Book 5544, Page 467, New
Hanover County Registry
To Have and To Hold the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to Grantee in fee simple
And Grantor covenants with Grantee, that Grantor has done nothing to impair such title
as Grantor received to such land, and that Grantor will warrant and defend such title against the
lawful claims of all persons claiming by, under, or through Grantor, except that title is conveyer!
-5.

subject to the lien for any and all taxes for the year 2013 and all subsequent years not yet due and
payable, and all easements, restrictions, rights of way, covenants, encumbrances and other
matters appearing of record
SIGNATURE ON NEXT PAGE

fn Witness Whereof, the Grantor has caused this instrument to be signed the day and year
'rst above written.
GRANTOR
THE BANK OF HAMPTON ROADS, successor in interest
by merger to Gateway Bank & Trust Comp
P Marshall, Real Estate Coordinator
* 0LLok
STATE OF
COUNTY OF ra ii a 1" v--zmjr
1 certify that the following person(s) personally appeared before me this day, each
acknowledging. to me that he or she voluntarily signed the foregoing document for the purpose
stated therein and in the capacity indicated Gregga P Marshall Real Estate Coordinator and
authorized anent for The Bank of Hampton Roads, successor m interest by merger to Gatewav
ank & Trust Corn
Date- hday of tASW1 2013
Official Signature o`fNotary
Notary's Printed or Typed Name �10.YY1 S P.rYi h�r� , Notary Public
My Commission Expires I-,qj- I U
(Official Seal)
EPAto ai''EMPLEZ'ON
NOTARY PUBLICmonwealth of Virginia
Reg #234709
-7-

0
r
N
�9�IItIif���
TAMMY THEUSCH BEASLEY
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
Filed For Registration, 0511312013 04.27:51 PM
Book, RE 5736 Page- 1422-1429
Document No.. 2013017221
8 PGS $26.00
NC REAL ESTATE EXCISE TAX $1,400.00
Recorder- JOHNSON, CAROLYN
State of North Carolina, County of New Hanover
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT.
*2013017221*
2013017221

ATiLA
MDE-14k
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
March 13, 2013
Mr. Brad Brundage, City Manager— Myrtle Beach & Wilmington
DR Horton, Inc.
4073 Belle Terre Blvd
Myrtle Beach, SC 29579
Subject: APPLICATION RETURN: SW8 070303
Ridge Field at Middle Sound (Future Name: The Overlook at Middle Sound)
New Hanover County
Dear Mr. Brundage:
John E. Skvarla, IN
Secretary
On March 11, 2013, the Division received an incomplete State Stormwater Management Application for the project
listed above. The application and check number 490367, in the amount of $505 are being returned because the
application package lacked the necessary elements to accept it for review. Please provide the following information
upon the next submittal of this application package:
1.) Applicant: The current permit is written to Gateway Bank and Trust. The applicant on the application is DR
Horton, Inc.
a. If there will be a change in the permittee (which appears to be the case from Gateway Bank and
Trust to DR Horton, Inc) please submit a name/ownership change form. This form is available on
our website under "miscellaneous forms
http://portal.ncdenr.org/webtm/ws/Su/Statesw/forms dots.
b. There is a letter submitted dated 12/11 /12 addressed to land Quality stating that DR Horton can
develop on behalf of the Bank of Hampton Roads. I have two questions about this:
i. Please see Section III(c) of the application. If DR Horton, Inc. is the lessee, purchaser, or
the developer developing on behalf of Gateway Bank and Trust (or any entity that
Gateway may transfer to) then, please fill out the application following the instructions in
this section and have the appropriate individuals sign the application., Please keep in
mind the NC regulations require that an individual with signature authority sign the forms.
A person has signature authority if they are the President or VP of a corporation, a
manager of a manager -managed LLC, or a member of a member -managed LLC. Or, a
person with signature authority can designate a different individual to sign on his/her
behalf. Please submit the annual report from each entity signing the form showing the
individuals who have signature authority. These reports are available online,
http:/ANwww.secretary.state.nc.us/corporations/. And, if applicable, please also submit any
letters designating signature authority.
ii. What is the connection between the Bank of Hampton Roads and Gateway Bank and
Trust? I see that a CEO's certification from Hampton Roads Bankshares, Inc. and The
Bank of Hampton Roads has been submitted which designates several people to sign
documents for that bank but I am not sure how this document and the proposed permit
are related?
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St Raleigh, North Carolina 27604 ne
Phone: [phone] FAX [phone] DENR Assistance:1-877-623-6748 N°�o� Carohna
Internet: www.n=teMW tv oro a vlatmalill

adage
arch 13, 2013
Page 2 of 2
2.) Signature Authority: Please submit a letter showing that Brad Brundage of DR Horton, Inc. has been
designated to sign for the permit (he signed the application).
3.) Signatures on Other Forms: If the required signatures on any of the forms (application, 0&M, deed
restrictions, etc) change as a result of the items above, please submit updated forms.
4.) BMPs:
a. SHWT v/s Permanent Pool Elevations: Please submit a soils report showing soil borings in the
footprint of the BMP determining the SHWT elevation.
b. History: Both the original 2007 permit (as well as its most recent modification/ownership transfer
on 12/17/12), and the current application cover—30.71ac. The permit was originally written in 2007
for five infiltration basins close together along Middle Sound Loop Road under the 1995 rule. The
permitted plans also show three ponds which, according to the file, are/were permitted by the
county and collect/store water that is then pumped to the infiltration basins. I understand that that
design has not been built. The current application shows that the five infiltration basins will not be
built, and instead two wet ponds will be built. These ponds have not previously been permitted for
treatment and so they will be permitted under the 2008 rule which requires that wet ponds subject
to SA requirements discharge to a secondary BMP.
c. Secondary BMP: You have proposed two 90% ponds each draining to a dry pond which then
drains to a level spreader/filter strip. This is an unusual set-up (with the dry pond in the middle),
and so the review engineer will have to review the various flows to determine compliance with the
"SA no discharge" rule under 2008.
Please visit DWQ's website at htto://h2o.enr.state.nc.us/su/bmo forms htm to download the latest available forms.
Please provide the requested information and return the package to the address below. Note that the 90-day
statutory permit review time begins upon receipt of a complete application. If you have any questions, please do not
hesitate to call me at [phone] or email me at [e-mail].
Sincerely,
I
ell �Joh on
Environmental Engineer
GDS/kpj: S:IWQS1StormwaterlPermits & Projects120071070303 HD12013 03 retum_app 070303
cc: John Richards, PE, Thomas & Hutton
Wilmington Regional Office Stormwater File

Johnson,Kelly
From: Johnson, Kelly
Sent: Wednesday, March 13, 2013 1:09 PM
To: Casmer, Jo
Cc: [e-mail]'
Subject: FW: SW8 070303, The Overlook at Middle Sound
Jo,
i have prepared this return letter. Will you please email Jack Reel (cc'd) when it is ready for pick up?
Thanks,
KJ
From: Reel, Jack [mailto:[e-mail]]
Sent: Wednesday, March 13, 2013 10:17 AM
To: Johnson, Kelly
Subject: RE: SW8 070303, The Overlook at Middle Sound
Kelly,
Can you call me about this at your convenience? 332-3400
Jack D. Reel, P.E., LEER® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.00thomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: Richards, John
Sent: Tuesday, March 12, 2013 11:45 AM
To: Hussey, Ida
Cc: Reel, Jack; Riley, Brian; Landen, Kenneth
Subject: Fwd: SW8 070303, The Overlook at Middle Sound
Sent from my iPhone
John Richards
Thomas & Hutton
www.thomasandhutton.com
(P) 843.839.8424 (F) 843.839.3565
Begin forwarded message:
From: "Johnson, Kelly" <[e-mail]>
To: "Richards, John"<richards.iLtDthomasandhutton.com>
Subject: SW8 070303, The Overlook at Middle Sound
John,
We received this application, and I have a few questions for you:

Completeness Review checklist �,aL e
Project Name: O'�EZLOO+-0 m♦7-OF �ns ntl Received Date:
Project Location: Accepted Date:
Paperwork
u pplement(s) (1 original per BMP)
Emailed Engineer on:
BMP Type(s): oN,pS V_
LO&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
®Application with correct/original signatures
�OCorp or LLC: Sig. Auth. per SoS or letter F 1 Deed
505 (within 6mo)
OOSoils Report with SHWT Note ',?a Rayk�gan
rt culations (signed/sealed)
No obvious errors 15MO-7 17 �� i�m5�,$ SEN`7 133k
(yym�
n1�� Cw�n 'ram �S 'Cl CI�rr1n;G�
�D.a a 4Y ir'r nee nn fr
..n�e�� ,,,.,lud,.� COii'iiYinvi, 'ar2a5, �c�% � "�1-i��Q ♦ 1�1�
rr. i 1
Teed Restrictions, if subdivided: V L,(j'TS
ned & Notarized .C� Va nsl
- SVnglle�c S
�rect Template (Comm/Res & HD/LD) or Dec. Cove,iants &Rest. �-
Plans
��2 Sets EJ,Details (roads, cul-L -sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading Wetlands: Delineated or No Wetlands
®Vicinity Map Layout (proposed BUA dimensions)
Legend ®DA Maps Project Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
®Soils Report
®PE Cert for Master Lot #:
SHWT:
SHWT:
Deed Rest for Master ®Lot # Matches Master
Bottom:
PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Aaaitionai mtormation:
Permitted
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
(Proposed:

(.au
NILF-W71
...
OF
NP
CAVIL i ECHNICAL 3PECIFICATIONS
ECEIVE
MAR 1 1 20f3
BY:
IS
FOR:
OVERLOOK
PREPARED FOR:
DR HORTON, INC.
FEBRUARY 2013
J -24039
Prepared by:
TH0MAS & HUTTON
Savannah, GA I Charleston. SC I Myrtle Beach. SC I Brunswick. GA I Wilmington, NC

INDEX TO
SECTION 02902 - GRASSING
Paragraph Title Page
PART 1 - GENERAL
1.1
Section Includes
02902-1
1.2
Related Work
02902-1
1.3
Delivery, Storage & Handling
02902-1
1.4
Planting Dates
02902-1
1.5
Measurement and Payment
02902-1
PART 2 - PRODUCTS
2.1
Seed
02902-2
2.2
Fertilizer
02902-2
2.3
Seeding Schedule
02902-2
2.4
Lime
02902-2
2.5
Sod
02902-2
2.6
Accessories
02902-2
2.7
Product Review
02902-3
PART 3 - EXECUTION
3.1
Preparation
02902-3
3.2
Stand of Grass
02902-3
3.3
Seeding Dates
02902-3
3.4
Application Lime and Fertilizer
02902-3
3.5
Seeding
02902-4
3.6
Seed Protection (Straw Mulch)
02902-4
3.7
Seed Protection (Excelsior Mulch)
02902-4
3.8
Seed Protection (Wood Cellulose Fiber Mulch)
02902-5
3.9
Sodding
02902-5
3.10
Maintenance
02902-5
3.11
Acceptance
02902-5
Z:\24039\24039.0001 \Documents\Specifications\02902.doc Revised July 2009

SECTION 02902
GRASSING
PART 1 —GENERAL
1.1 SECTION INCLUDES
02902-1
A. Seeding, planting grass, and fertilizing graded areas behind the structures, pipeline
rights -of -way, roadway shoulders and other disturbed areas.
B. Seed protection.
C. Maintaining seeded areas until final acceptance.
1.2 RELATED WORK
A. Section 02204 - Earthwork: Grading.
1.3 DELIVERY, STORAGE, AND HANDLING
A. Deliver grass seed in original containers showing analysis of seed mixture,
percentage of pure seed, year of production, net weight, date of packaging, and
location of packaging. Damaged packages are not acceptable.
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer. Damaged bags are not acceptable.
C. Deliver sod on pallets.
D. All material shall be acceptable to Engineer prior to use.
1.4 PLANTING DATES
A. This specification provides for the establishment of a permanent grass cover
between the dates of March 1 and September 30. If finished earth grades are not
completed in time to permit planting and establishment of the permanent grass
during the favorable season between the dates specified above unless otherwise
accepted, the Contractor will be required to plant a temporary cover to protect the
new graded areas from erosion and to keep windbome dust to a minimum. The
temporary cover shall be planted between October 1 and February 28 unless
otherwise permitted.
1.5 MEASUREMENT AND PAYMENT
A. As specified in contract.
7:\24039\24039.0001 \Documents\Specifications\02902.doc Revised July 2009

02902-2
PART 2 — PRODUCTS
2.1 SEED
A. Permanent Cover: Per Landscape Plan. Temporary seeding per plan.
All seed shall conform to all State Laws and to all requirements and regulations of
the State Department of Agriculture.
C. The several varieties of seed shall be individually packaged or bagged, and tagged
to show name of seed, net weight, origin, germination, lot number, and other
information required by the State Department of Agriculture.
D. The Engineer reserves the right to test, reject, or accept all seed before seeding.
2.2 FERTILIZER
A. 4-12-12, commercial fertilizer of approved type, conforming to state fertilizer laws.
2.3 SEEDING SCHEDULE
A. Per the Landscape Plan.
B. In areas where existing grass is to be matched, Contractor shall sow seed at the rate
and dates recommended by seed distributor.
2.4 LIME
A. Agricultural grade, ground limestone. 1.5 tons/acre
2.5 SOD
A. Sod shall be densely rooted, good quality centipede grass, free from noxious weeds.
The sod shall be obtained from areas where the soil is reasonably fertile. The sod
shall be raked free of all debris and the grass mowed to 2 inches before cutting. The
sod shall contain practically all of the dense root system and not be less than 1-inch
thick. Sod shall be cut in uniform strips not less than 12 inches in width and not less
than 24 inches in length.
2.6 ACCESSORIES
A. Straw Mulch: Oat or wheat straw, reasonably free from weeds, foreign matter
detrimental to plant life, and in dry condition.
B. Excelsior Mulch: Excelsior mulch shall consist of wood fibers cut from sound, green
timber. The average length of the fibers shall be 4 to 6 inches. The cut shall be
made in such a manner as to provide maximum strength of fiber, but at a slight
angle to the natural grain of the wood to cause splintering of the fibers when
weathering in order to provide adherence to each other and to the soil.
C. Wood cellulose fiber shall be made from wood chip particles manufactured
particularly for discharging uniformly on the ground surface when dispersed by a
hydraulic water sprayer. It shall remain in uniform suspension in water under
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02902-3
agitation and blend with grass seed and fertilizer to form a homogenous slurry. The
mulch fibers shall intertwine physically to form a strong moisture holding mat on the
ground surface and allow rainfall to percolate into the underlying soil. The mulch
shall be heat processed to contain no germination or growth -inhibiting fc-tors. It
shall be dyed (non -toxic) an appropriate color to facilitate metering of material.
2.7 PRODUCT REVIEW
A. The Contractor shall provide
products before ordering. Th
ordered.
PART 3 - EXECUTION
3.1 PREPARATION
e
the Engineer with a complete description of all
Engineer will review all products before they are
A. The areas to be seeded shall be made smooth and uniform and shall conform to the
finished grade indicated on the plans.
B. Remove foreign materials, plants, roots, stones, and debris from surfaces to be
seeded.
C. Grassing areas, if not loose, shall be loosened to a minimum depth of 3 inches before
fertilizer, seed or sod is applied.
3.2 STAND OF GRASS
A. Before acceptance of the seeding performed for the establishment of permanent
vegetation, the Contractor will be required to produce a satisfactory stand of
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of re-establishment in the spring.
B. Before acceptance of the seeding performed for the establishment of temnnrnry
vegetation, the Contractor will be required to produce a stand of grass sufficient to
control erosion for a given area and length of time before the next phase of
construction or the establishment of permanent vegetation is to commence.
3.3 SEEDING DATES
A. Seeding shall be performed during the periods and at the rates specified in the
seeding schedules. Seeding work may, at the discretion of the Contractor, be
performed throughout the year using the schedule prescribed for the given period.
Seeding work shall not be conducted when the ground is frozen or excessively wet.
The Contractor will be required to produce a satisfactory stand of grass regardless of
the period of the year the work is performed.
3.4 APPLYING LIME AND FERTILIZER
A. Following advance preparation and placing selected material .for shoulders and
slopes, lime, if called for based on soil tests and fertilizer, shall be spread uniformly
over the designated areas, and shall be thoroughly mixed with the soil to a depth of
approximately 2 inches. Fertilizer shall be applied at the rate of 500 pounds per acre
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02902-4
for the initial application unless otherwise directed by the Engineer. Lime shall be
applied at the rate specified on the plans. Unless otherwise provided, lime will not
be applied for temporary seeding. In all cases where practicable, acceptable
mechanical spreaders shall be used for spreading fertilizer. On steep slopes subject
to slides and inaccessible to power equipment, the slopes shall be adequately
scarified. Fertilizer may be applied on steep slopes by hydraulic methods as a
mixture of fertilizer and seed. When fertilizer is applied with combination seed and
fertilizer drills, no further incorporation will be necessary. The fertilizer and seed shall
be applied together when Wood Cellulose Fiber Mulch is used. Any stones larger
than 2'/2 inches in any dimension, larger clods, roots, or other debris brought to the
surface shall be removed.
3.5 SEEDING
A. Seed shall be sown within 24 hours following the application of fertilizer and lime and
preparation of the seedbed as specified in Section 3.4. Seed shall be uniformly sown
at the rate specified by the use of acceptable mechanical seed drills. Rotary hand
seeders, power sprayers or other satisfactory equipment may be used on steep
slopes or on other areas inaccessible to seed drills.
The seeds shall be covered and lightly compacted by means of cultipacker or light
roller if the drill does not perform this operation. On slopes inaccessible to
compaction equipment, the seed shall be covered by dragging spiked chains, by
light harrowing or by other satisfactory methods.
C. Apply water with fine spray immediately after each area has been sown.
D. Do not sow seed when ground is too dry, during windy periods or immediately
following a rain.
E. If permitted by the special provisions, wood cellulose fiber mulch or excelsior fiber
mulch may be used.
3.6 SEED PROTECTION (STRAW MULCH)
A. All seeded areas seeded with permanent grasses shall be uniformly mulched in a
continuous blanket immediately following seeding and compacting operations,
using at least 2 tons of straw per acre. Mulch shall be anchored by weighted farm
disc and/or suitable mechanical equipment. Bond straw mulch by spraying with
asphalt emulsion at a rate of 10 to 13 gal/1000 sq. ft. Take precautions to prevent
damage or staining of adjacent structures.
3.7 SEED PROTECTION (EXCELSIOR MULCH)
A. Seed shall be sown as specified in Section 3.5. Within 24 hours after the covering of
seed, excelsior mulch shall be uniformly applied at the rate of 2 tons per acre. The
mulch may be applied hydraulically or by other acceptable methods. Should the
mulch be placed in a dry condition, it shall be thoroughly wetted immediately after
placing. The Engineer may require light rolling of the mulch to form a tight mat.
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02902-5
3.8 SEED PROTECTION (WOOD CELLULOSE FIBER MULCH)
A. After the lime hos been applied and ground prepared as specified in Section 3.4,
wood cellulose fiber mulch shall be applied at the rate of 1,500 pounds per acre in a
mixture of seed and fertilizer. Hydraulic equipment shall be used for the application
of fertilizer, seed, and slurry of the prepared wood pulp. This equipment shall have a
built-in agitation system with an operating capacity sufficient to agitate, suspend,
and homogeneously mix a slurry of the specified amount of fiber, fertilizer, seed, and
water. The slurry distribution lines shall be large enough to prevent stoppage. The
discharge line shall be equipped with a set of hydraulic spray nozzles which will
provide an even distribution of the slurry on the various areas to be seeded. The
slurry tank shall have a minimum capacity of 1,000 gallons.
The seed, fertilizer, wood pulp mulch, and water shall all be combined into the slurry
tank for distribution of all ingredients in one operation by the hydraulic seeding
method specified herein. The materials shall be combined in a manner
recommended by the manufacturer. The slurry mixture shall be regulated so the
amounts and rates of application shall result in a uniform application of all materials
at rates not less than the amount specified. Using the color of the wood pulp as a
guide, the equipment operator shall spray the prepared seedbed with a uniform
visible coat. The slurry shall be applied in a sweeping motion, in an arched stream to
fall like rain, allowing the wood fibers to build upon each other until an even coat is
achieved.
3.9 SODDING
A. Sod shall be placed between March 1 st and December 1 st.
B. Sod shall be placed within 48 hours of cutting.
C. Sod shall be moist when laid and placed on moist ground. The sod shall be carefully
placed by hand, beginning at the toe of slopes and working upwards. The length of
the strips shall be at right angles to the flow of surface water. All joints shall be tightly
butted and end joints shall be staggered at least 12 inches. The sod shall be
immediately pressed firmly into the ground by tamping or rolling. Fill all joints
between strips with fine screened soil. Sod on slopes shall be pegged with sod pegs
to prevent movement. The sod shall be watered, mowed, weeded, repaired, or
otherwise maintained, to insure the establishment of a uniform healthy stand of grass
until acceptance.
3.10 MAINTENANCE
A. Maintain seeded surfaces until final acceptance.
B. Maintenance shall consist of providing protection against traffic, watering to ensure
uniform seed germination and to keep surface of soil damp, and repairing any areas
damaged as a result of construction operations or erosion.
3.11 ACCEPTANCE
A. Before acceptance of the seeding performed for the establishment of permanent
vegetation, the Contractor will be required to produce a satisfactory stand of
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02902-6
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of reestablishment in the spring.
B. A minimum coverage of 907o is required before project acceptance.
END OF SECTION
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INDEX TO
SECTION 02720 -STORM DRAINAGE
Paragraph Title Page
PART 1 - GENERAL
1.1
Section Includes
02720-1
1.2
Related Sections
02720-1
1.3
Options - Omitted
02720-1
1.4
References
02720-1
1.5
Quality Assurance
02720-2
1.6
Product Delivery, Storage, and Handling
02720-3
1.7
Sequencing and Scheduling
02720-3
1.8
Alternatives
02720-3
1.9
Guarantee
02720-3
1.10
Existing Utilities
02720-3
1.11
Measurement and Payment
02720-3
1.12
Testing
02720-4
PART 2 - PRODUCTS
2.1 Pipe 02720-4
2.2 Drainage Structures 02720-5
2.3 Filter Fabric 02720-6
2.4 Soils and Stone Aggregates 02720-7
2.5 Product Review 02720-8
PART 3 - EXECUTION
3.1
On Site Observations of Work
02720-8
3.2
Excavation for Pipe and Structures
02720-8
3.3
Trenching for Pipe
02720-9
3.4
Protection of Utility Lines
02720-9
3.5
Foundation and Bedding
02720-9
3.6
Haunching, Initial Backfill, and Final Backfill
02720-10
3.7
Placing Pipe
02720-11
3.8
Joints in Pipes
02720-12
3.9
Field Quality Control
02720-13
3.10
Drainage Structures
02720-14
3.11
Remove and Replace Pavement
02720-14
3.12
Connect Pipe to Existing Structures
02720-14
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SECTION 02720
STORM DRAINAGE
PART 1 — GENERAL
1.1 SECTION INCLUDES
02720-1
A. Construction of pipes, drainage inlets, manholes, headwalls, and various drainage
structures.
1.2 RELATED SECTIONS
A. Section 03305 -Site Concrete
1.3 OPTIONS - Omitted
1.4 REFERENCES (Latest Revision)
A. ASTM D 3740 - Minimum Requirements for Agencies Engaged in Testing and/or
Inspection of Soil and Rock as Used in Engineering Design and Construction.
B. ASTM E 329 - Agencies Engaged in Construction Inspection and/or Testing.
C. ASTM C 76 - Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.
D. ASTM C 443 - Joints for Concrete Pipe and Manholes, Using Rubber Gaskets.
E. ASTM B 745/B 745M - Corrugated Aluminum Pipe for Sewers and Drains.
F. ASTM D 1056 - Flexible Cellular Materials - Sponge or Expanded Rubber.
G. ASTM F 2306/F 2306M - 12 to .60-Inch (300 to 1,500 mm) Annular Corrugated
Profile -Wall Polyethylene (PE) Pipe and Fittings for Gravity -Flow Storm Sewer and
Subsurface Drainage Applications.
H. ASTM D 1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural
Construction (Non -extruding and Resilient Bituminous Types).
I. ASTM D 1752 - Preformed Sponge Rubber Cork and Recycled PVC Expansion
Joint Fillers for Concrete Paving and Structural Construction.
J. ASTM D 2321 - Underground Installation of Thermoplastic Pipe for Sewers and
Other Gravity Flow Applications.
K. ASTM C 150 Portland Cement.
L. ASTM C 144 Aggregate for Masonry Mortar.
M. ASTM C 207 Hydrated Lime for Masonry Purposes.
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02720-2
N. ASTM C 62 - Building Brick (Solid Masonry Units Made From Clay or Shale).
O. ASTM C 55 - Concrete Brick.
P. ASTM C 478 - Precast Reinforced Concrete Manhole Sections.
Q. ASTM C 1433 - Precast Reinforced Concrete Box Sections for Culverts, Storm
Drains, and Sewers.
R. ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort.
S. ASTM D 2922 - Test Methods For Density Of Soil and Soil Aggregate In Place by
Nuclear Methods (Shallow Depth).
T. ASTM F 405 - Corrugated Polyethylene (PE) Tubing and Fittings.
U. ASTM C 913 - Precast Concrete Water and Wastewater Structures.
V. ASTM D 3212 - Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric
Seals.
W. ASTM F 477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
X. AASHTO M 294 - Corrugated Polyethylone Pipe, 300 to 1500-mm Diameter.
Y. ASTM F667 - Large Diameter Corrugated Polyethylene Pipe and Fittings.
1.5 QUALITY ASSURANCE
A. Material Review - Contractor will furnish the Engineer and Owner a description of
all material before ordering. Engineer will review the Contractors submittals and
provide in writing an acceptance or rejection of material.
B. Manufacturer - Material and equipment shall be standard products of a
manufacturer who has manufactured them for a minimum of 2 years and
provides published data on their quality and performance.
C. Subcontractor - A subcontractor for any part of the work must have experience
on similar work, and if required, furnish the Engineer with a list of projects and the
Owners or Engineers who are familiar with their competence.
D. Design - Devices, equipment, structures and systems not designed by the Engineer
and the Contractor wishes to furnish, shall be designed by either a Registered
Professional Engineer or by someone the Engineer accepts as qualified. If
required, complete design calculations and assumptions shall be furnished to the
Engineer or Owner before ordering.
E. Testing Agencies - Soil tests shall be taken by a testing laboratory operating in
accordance to ASTM D-3740 and E-329 and be acceptable to the Engineer prior
to engagement. Mill certificates of tests on materials made by manufacturers will
be accepted provided the manufacturer maintains an adequate testing
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02720-3
laboratory, makes regularly scheduled tests, spot checked by an outside
laboratory and furnishes satisfactory certificates.
F. Codes and Standards - Contractor responsible for compliance with all local, state
and federal permits on behalf of the Owner for this project including, but not
limited to, sediment and erosion control monitoring inspection logs, etc.
1.6 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Material shall be unloaded in a manner avoiding damage and shall be stored
where it will be protected and will not be hazardous to traffic. Contractor shall
repair any damage caused by the storage. Material shall be examined before
installation. Neither damaged nor deteriorated material shall be used in the work.
1.7 SEQUENCING AND SCHEDULING
A. Contractor shall arrange the work so sections of pipes between structures are
backfilled, checked, pavement replaced and the section placed in service as
soon as reasonable after installation.
1.8 ALTERNATIVES
A. The intention of these specifications is to produce the best system for the Owner.
If the Contractor suggests alternate material, equipment or procedures will
improve the results at no additional cost, the Engineer and Owner will examine
the suggestion, and if accepted, it may be used. The basis upon which
acceptance of an alternate will be given is its value to the Owner and not for the
Contractor's convenience.
1.9 GUARANTEE
A. Contractor shall guarantee the quality of materials, equipment and workmanship
for a minimum period of 12 months or as required by the local governing agency
after acceptance. Defects discovered during this period shall be repaired by the
Contractor at no cost to the Owner.
1.10 EXISTING UTILITIES
A. All known utility facilities are shown schematically on the construction drawings,
and are not necessarily accurate in location as to plan or elevation. Utilities such
as service lines or unknown facilities not shown, will not relieve the Contractor of
responsibility under this requirement. "Existing Utilities Facilities" means any utility
existing on the project in its original, relocated or newly installed position.
Contractor will be held responsible for the cost of repairs to damaged
underground facilities; even when such facilities are not shown on the drawings.
B. The Contractor shall contact all utility companies and request locations of their
respective utility lines.
1.11 MEASUREMENT AND PAYMENT
A. As specified in contract.
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02720-4
1.12 TESTING
A. Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557, (Modified Proctor).
B. In place density tests in accordance with ASTM D 1556 or ASTM D 2922.
C. Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and
be acceptable to the Engineer.
D. Testing laboratory and Project Engineer/Project Representative shall be given a
minimum of 48 hours notice prior to taking any tests.
E. Owner shall select and engage the testing laboratory. Testing laboratory shall be
responsible to the Owner and Owner's Engineer. Payment for laboratory and all
tests shall be by the Owner, except Owner specifically reserves the right to deduct
from Contractor's payment, expenses and charges of testing laboratory when:
Contractor gives notice the work is ready for inspection and testing, and
fails to be ready for the test, and/or
2. testing of the Contractor's work, products, or materials fail, and retesting is
required, and/or
3. Contractor abuses the services or interferes with the work of the testing
laboratory in the conduct of this work.
F. Test results shall be furnished to the Owner prior to continuing with associated or
subsequent work.
PART 2 - PRODUCTS
2.1 PIPE
A. Concrete Pipe - Shall be reinforced Class III, Class IV, or Class V and shall conform
to ASTM Specification C-76. Pipe less than 48 inch inside diameter shall be
manufactured without lifting holes. Joints shall be either 'O' ring watertight
flexible rubber, or tongue and groove as indicated on the plans. Gasketed single
offset joints may be used in lieu of 'O' ring joints if approved by the Engineer.
1. 'O' Ring Joints - Shall be water tight flexible rubber gasket and shall meet
ASTM Specification C-443.
2. Gasketed single offset joint shall be soil tight and shall meet ASTM
Specification C-443.
3. Tongue and groove joints shall utilize mastic sealant and the exterior shall
be wrapped with geotextile material.
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02720-5
B. Corrugated Aluminum Alloy Pipe - Shall conform to ASTM B745. Pipe may be
annular or helical.
Joints - Coupling bands shall be one piece lap -type, having a width
conforming to the pipe manufacturer's recommendations. They shall be
of the angle lug, rod and lug, or U-bolt type. The type, size and gauge of
the bands and size of angles, bolts and rods shall be as specified in the
applicable standards or specifications for the pipe. The exterior rivet
heads in the longitudinal seam under the coupling band shall be
countersunk or the rivets shall be omitted and the seam welded.
2. Gaskets - Gaskets shall be made of 3/8 inch thick by 6 '/2 inch minimum
width closed cell expanded synthetic rubber, fabricated in the form of a
cylinder with a diameter approximately 107o less than the nominal pipe
size. The gasket material shall conform to the requirements of ASTM D1056,
Grade Number SBE-43.
Bends - Where specified, shall be shop fabricated to the angles and
dimensions shown on the construction drawings.
C. Polyethylene - Shall be high density polyethylene corrugated pipe having an
integrally formed smooth interior, equivalent to Advanced Drainage Systems N-
12WT, N-12STIB or Hancor Blue Seal or Sure-Lok ST. Pipe shall conform to ASTM F667
and F2306.
1. Joints - Pipe shall be joined using an integral bell and spigot joint meeting
ASTM F2306 specifications. The joint shall be soil tight and gaskets, when
applicable, shall meet the requirements of ASTM F477. A joint lubricant
supplied by the manufacturer shall be used on the gasket and bell during
assembly.
D. Subgrade Drain - Shall be heavy duty corrugated polyethylene perforated pipe
manufactured by Advanced Drainage Systems (ADS) or equivalent and shall
conform to ASTM F-405.
2.2 DRAINAGE STRUCTURES
A. Details - See plans.
B. Concrete - Reinforced and non -reinforced.
Minimum compressive strength = 3,000 p.s.i. at 28 days.
Reinforcing shall be covered by a minimum 1 inch of concrete for top
slabs and 1 '/2 inches for walls and bases and 3 inches where concrete is
deposited directly against the ground.
3. Expansion joint filler materials shall conform to ASTM D 1751 or D 1752.
C. Mortar - Connection of pipe and drainage structures shall be composed of one
part by volume of Portland cement and two parts of sand. The Portland cement
shall conform to ASTM C-150, Type I or II. The sand shall conform to ASTM C-144
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02720-6
and shall be of an approved gradation. Hydrated lime may be added to the
mixture of sand and cement in an amount equal to 25% of the volume of cement
used. Hydrated lime shall conform to ASTM C-207, Type S. The quantity of water
in the mixture shall be sufficient to producc a workable mortar, but shall in no
case exceed 7 gallons of water per sack of cement. Water shall be clean and
free of harmful acids, alkalies and organic impurities. The mortar shall be used
within 30 minutes from the time the ingredients are mixed with water.
D. Brick Masonry - Brick shall conform to ASTM Specification C-62, Grade SW or C-55,
Grade S. Mortar for jointing and plastering shall consist of one part Portland
cement and two parts fine sand. Lime may be added to the mortar in the
amount not more than 25% of the volume of cement. The joints shall be
completely filled and shall be smooth and free from surplus mortar on the inside of
the structure. Brick structures shall be plastered with '/2 inch of mortar over the
entire outside surface of the walls. For square or rectangular structures, brick shall
be laid in stretcher courses with a header course every sixth course, and for round
structures, brick shall be laid radially with every sixth course a stretcher course.
E. Precast - Shall be constructed in accordance with ASTM C-478, C-913, or C-1433
and conform to the details on the project drawings.
1. Joints - Shall be tongue and groove sealed with flexible gaskets or mastic
sealant. Gaskets shall be O-Ring or Type A or B "Tylox" conforming to
ASTM C443 and mastic shall be "Ram-nek" or equivalent with primer. The
primer shall be applied to all contact surfaces of the manhole joint ai the
factory in accordance with the manufacturer's instructions.
2. Steps - Shall be polypropylene equivalent to M.A. Industries, Type PS-1 or
PS-1-PF. The steps shall be installed at the manhole factory and in
accordance with the recommendations of the step manufacturer.
Manholes will not be acceptable if steps are not installed accordingly.
3. Leaks - No leaks in the manhole will be acceptable. All repairs made from
inside the manhole shall be made with mortar composed of one part
portland cement and two parts clean sand; the mixing liquid shall be
straight bonding agent equivalent to "Acryl 60."
Frame, cover & grating shall conform to the details shown on the project
drawings. Grates in pavement and in other flush -mounted type surfaces shall be
of a "bicycle -safe" configuration consisting of 45 degree diagonal bars or slotted
grates with a maximum clear opening of 1 inch and a maximum length of 9-
inches. In any case, the long dimension of the openings should be located
transverse to the direction of traffic when possible.
2.3 FILTER FABRIC
A. Shall be a non -woven heat -bonded fiber of polypropylene and nylon filaments
equivalent to Mirafi 140 N. The fabric shall be finished so the tilaments will retain
their relative position with respect to each other. The fabric shall contain
stabilizers and/or inhibitors added to the base plastic to make the filaments
resistant to deterioration due to ultraviolet and/or heat exposure. The product
shall be free of flaws, rips, holes, or defects.
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0272oa
2.4 SOILS AND STONE AGGREGATES
A. Stone aggregate shall be clean crushed granite or concrete meermg the
gradation requirements of grade No. 57.
B. Soils used for bedding, haunching, and initial backfill shall be as shown in the
following table and shall meet the requirements and classifications of ASTM D2321
and ASTM D2487.
Percentage
Passing
Sieve Sizes
Soil
1-1 /2
No.
Group
inch
No.4
200
Symbol
(40
(4.75
(0.075
Class
Type
D 2487
Description
mm)
mm)
mm
Angular, crushed stone (or
Manufactured,
other Class lA materials) and
IB
Processed
Aggregates;
None
stone/sand mixtures with
100%
:550%
<5%
gradations selected to minimize
dense -graded,
migration of adjacent soils;
clean.
contain little or no fines.
Well -graded gravels and
GW
gravel -sand mixtures, little or no
<50% of
fines.
"Coarse
Fraction
Poorly -graded gravels and
Coarse
Grained Soils,
GP
gravel -sand mixtures; little or no
100%
<570
fines.
clean
Well -graded sands and gravelly
>50% of
II
SW
sands; little or no fines.
"Coarse
Fraction
Poorly -graded sands and
SP
ravel) sands; little or no fines.
"
Coarse -Grained
Eg•
Sands and gravels that are
5%
Soils, borderline
GW-
borderline between clean and
100%
Varies
to
clean to w/fines.
GC, SP-
with fines.
12%
SM.
Silty gravels, gravel -sand -silt
<50% of
GM
mixtures.
"Coarse
Fraction
Clayey gravels, gravel -sand-
III
Coarse -Grained
GC
clay mixtures.
100%
fy
5%
SM
Silty sands, sand -silt mixtures.
>50% of
Soils with Fines
Clayey sands, sand -clay
"Coarse
SC
mixtures.
Fraction
Inorganic silts and very fine
sands, rock flour, silty or clayey
ML
fine sands, silts with slight
IVA
Fine-grained soils
g
plasticity.
100%
100%
>50%
(inorganic)
Inorganic clays of low to
CL
medium plasticity, gravely
clays. sandy clays, silty clays,
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02720-8
2.s PRODUCT REVIEW
A. The Contractor shall provide the Owner with a complete description of all
products before ordering. The Owner will review all products by the submittal of
shop drawings before they are ordered.
PART 3 — EXECUTION
3.1 ON SITE OBSERVATIONS OF WORK
A. The line, grade, deflection, and infiltration of storm sewers shall be tested by the
Contractor under the direction of the Owner or Engineer. The Owner's
Representative or Engineer will have the right to require any portion of the work
be completed in their presence and if the work is covered up after such
instruction, it shall be exposed by the Contractor for observation. However, if the
Contractor notifies the Engineer such work is scheduled and the Engineer fails to
appear within 48-hours, the Contractor may proceed. All work completed and
material furnished shall be subject to review by the Engineer or Project
Representative. All improper work shall be reconstructed. All materials that do
not conform to the requirements of the specifications shall be removed from the
work upon notice being received from the Engineer for the rejection of such
materials. Engineer shall have the right to mark rejecied materials to distinguish
them as such.
Contractor shall give the Project Engineer or Project Representative a minimum of
48-hours notice for all required observations or tests. Storm sewers shall be dry for
observation by the Engineer. Lines under water shall be pumped out by the
Contractor prior to observation, at no additional cost to the Owner.
It will also be required of the Contractor to keep accurate, legible records of the
location of all storm sewer lines and appurtenances. These records will be
prepared in accordance with the paragraph on "Record Data and Drawings" in
the Special Conditions. Final payment to the Contractor will be withheld until all
such information is received and accepted.
3.2 EXCAVATION FOR PIPE AND STRUCTURES
A. Excavated material shall be piled a sufficient distance from the trench banks to
avoid overloading to prevent slides or cave-ins.
Remove from site all material not required or suitable for backfill.
C. Grade as necessary to prevent water from flowing into excavations.
D. Remove all water accumulating in the excavation, from surface flow, seepage, or
otherwise, by pumping or ether approved rnethod.
E. Sheeting, bracing or shoring shall be used as necessary for the protection of the
work and safety of personnel.
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02720-9
3.3 TRENCHING FOR PIPE
A. Trenching for Pipe - The width of trenches at any point below the top of pipe shall
be not greater than the outside diameter of the pipe plus 4 feet to permit
satisfactory jointing and thorough bedding, haunching, backfilling and
compacting under and around pipes. Sheeting and bracing where required shall
be placed within the trench width as specified. Care shall be taken not to over -
excavate. Where trench widths are exceeded, redesign with a resultant increase
in cost of stronger pipe or special installation procedures shall be necessary. Cost
of this re -design and increased cost of pipe or installation shall be borne by the
Contractor without additional cost to the Owner. When installing pipe in a
positive projecting embankment installation, the embankment shall be installed to
an elevation of at least 1 foot above the top of the pipe for a width of five pipe
diameters on each side of the pipe before installation of the pipe.
B. Removal of Unsuitable Material - Where wet or otherwise unstable soil, incapable
of supporting the pipe is encountered in the bottom of the trench, such material
shall be removed to the depth required and replaced to the proper grade with
stone or sand foundation as determined by the Owner's Geotechnical
representative. This foundation shall be compacted to 95% modified proctor.
3.4 PROTECTION OF UTILITY LINES
A. Existing utility lines shown on the drawings or the locations of which are made
known to the Contractor prior to excavation, and are to be retained, as well as
utility lines constructed during excavation operations, shall be protected from
damage during excavation and backfilling, and if damaged, shall be repaired at
the Contractor's expense. If the Contractor damages any existing utility lines not
shown on the drawings or the locations of which are not known to the Contractor,
report thereof shall be made immediately. If the Engineer determines repairs shall
be made by the Contractor, such repairs will be ordered under the clause of the
GENERAL CONDITIONS of the contract entitled "CHANGES." When utility lines to
be removed are encountered within the area of operations, the Contractor shall
notify the Engineer in ample time for the necessary measures to be taken to
prevent interruption'of service.
3.5 FOUNDATION AND BEDDING
A. Stone Foundation - Where the subgrade of the pipe is unsuitable material, the
Contractor shall remove the unsuitable material to a depth determined by the
Engineer or Geotechnical Consultant and furnish and place stone foundation in
the trench to stabilize the subgrade.
Sand Foundation - Where the character of the soil is unsuitable, even though
dewatered, additional excavation to a depth determined by the Engineer or
Geotechnical Consultant shall be made and replaced with clean sand furnished
by the Contractor.
C. Bedding for the pipe shall provide a firm surface of uniform density throughout the
entire length of pipe. Before laying pipe, the trench bottom shall be de -watered
by the use of well points. Where well points will not remove the water, the
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02720-10
Contractor shall construct sumps and use pumps to remove all water from the
bedding surface. The pipe shall be carefully bedded in stone accurately shaped
and rounded to conform to the lowest 1 /3 of the outside portion of circular pipe,
or to the !ower curved portion of arch pipe for the entire length of the pipe. Bell
holes and depressions. for joints shall be only of such length, depth, and width as
required for properly making the particular type joint.
D. Concrete Pipe:
Materials for bedding concrete pipe shall be either Class II, Class III, or
Class IB if processed, to minimize migration of adjacent material.
The depth of bedding shall be equal to 1/24 the outer diameter of the
pipe or 3 inches, whichever is greater.
3. The bedding area under the center of the pipe for a width of 1 /3 the outer
diameter of the pipe, known as the middle bedding, shall be loosely
placed. The remainder of the bedding for the full width of the trench shall
be compacted to a minimum density of 85% for Class II bedding and 90%
for Class III bedding as determined by ASTM D1557.
Polyethylene and Corrugated Aluminum Alloy Pipe
Materials for bedding polyethylene and corrugated aluminum alloy pipe
shall be either Class II, Class III, or Class IB if processed to minimize
migration of adjacent materials.
2. The depth of bedding shall be equal to 1/10 the outer diameter of the
pipe or a minimum of 6 inches, whichever is greater.
3. The bedding area under the center of the pipe for a width of 1/3 the outer
diameter of the pipe, known as the middle bedding shall be loosely
placed. The remainder of the bedding for the full width of the trench shall
be compacted to a minimum density of 90% for Class II bedding and 95%
for Class III bedding.
3.6 HAUNCHING, INITIAL BACKFILL, AND FINAL BACKFILL
A. Haunching - After the bedding has been prepared and the pipe is installed, Class
II or Class III soil shall be placed along both sides of the pipe in layers not
exceeding 6 inches in compacted depth. Care shall be taken to insure thorough
compaction and fill under the haunches of the pipe. Each layer shall be
thoroughly compacted with mechanical tampers and rammers. Haunching shall
extend up to the spring line of the pipe and be compacted to the following
densities:
RCP: Minimum density shall be 90% as determined by ASTM D1557.
2. HDPE and Corrugated Aluminum Alloy Pipe: Minimum density shall be 95%
as determined by ASTM D1557.
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02720-1 1
Initial Backfill HDPE and corrugated aluminum alloy pipe require initial backfill
material of either Class II or Class III soils to be placed from the spring line to a
minimum of 6 inches above the top of the pipe in 6 inch lifts. This initial backfill
shall be compacted to a minimum density of 95% as determined by ASTM D1557.
Reinforced concrete pipe does not specifically require initial backfill. Initial
backfill for reinforced concrete pipe can be the same as final backfill.
C. Final Backfill - For all pipes, it should extend to the surface and shall be select
materials compacted to a minimum of 98% as determined by ASTM D1557 if the
pipe is under pavement. If the pipe is in grassed areas final backfill may be native
materials compacted to a minimum density of 90% as determined by ASTM
D 1557.
3.7 PLACING PIPE
A. Each pipe shall be carefully examined before being laid, and defective or
damaged pipe shall not be used. Pipe lines shall be laid to the grades and
alignment indicated. Proper facilities shall be provided for lowering sections of
pipe into trenches. Under no circumstances shall pipe be laid in water, and no
pipe shall be laid when trench conditions or weather are unsuitable for such work.
Diversion of drainage or dewatering of trenches during construction shall be
provided as necessary. All pipe in place shall have been checked before
backfilling. When storm drain pipe terminates in a new ditch, the headwall or end
section together with ditch pavement, if specified, shall be constructed
immediately as called for on the plans. Ditch slopes and disturbed earth areas
shall be grassed and mulched as required. The Contractor will be responsible for
maintaining these newly constructed ditches and take immediate action subject
to approval to keep erosion of the ditch bottom and slopes to a minimum during
the life of the contract. No additional compensation will be given to the
Contractor for the required diversion of drainage and/or dewatering of trenches.
Grassing the trench backfill shall conform to requirements of Section 02902 -
"Grassing."
Concrete Pipe: Laying shall proceed upgrade with the spigot ends of bell and
spigot pipe and the tongue ends of tongue and groove pipe pointing in the
direction of the flow. Place pipe in trench with the invert conforming to required
elevations, slopes and alignment. Provide bell holes in pipe bedding in order to
insure uniform pipe support. Fill all voids under the pipe by working in backfill
material.
C. Corrugated Aluminum Pipe: Shall be laid with the separate sections joined firmly
together, with the outside laps of circumferential joints pointing upstream and
with longitudinal laps on the side. Lifting lugs; where used, shall be placed to
facilitate moving the pipe without damage to the exterior or interior coatings.
Place pipe in trench with the invert conforming to required elevations, slopes and
alignment. Fill all voids under the pipe by working in backfill material.
D. Polyethylene Pipe - Laying shall proceed upgrade with the spigot ends of the bell
and spigot pipe pointing in the direction of the flow. Place pipe in trench with the
invert conforming to required elevations, slopes, and alignment. Provide bell
holes in pipe bedding in order to ensure uniform pipe support. Fill all voids under
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02720-12
the pipe by working in bedding material. Pipe shall be installed in accordance
with ASTM D-2321.
E. Subgrade Drain Tubing - Shall be laid as detailed on the construction � drawings
with the invert conforming to required elevations and alignment.
3.8 JOINTS IN PIPES
A. Concrete Pipe - Joints in concrete pipe shall be either 'O' ring watertight flexible
rubber or tongue and groove as indicated on the plans. Gasketed, single offset
joints may be used if approved by the Engineer. Maintain pipe alignment and
prevent infiltration of fill material at joints during installation.
'O' ring and single offset joints shall meet the requirements of ASTM C443.
They shall utilize either a rubber gasket with a circular cross section or a
rectangular cross section. Gaskets shall have no more than one splice,
except two splices of the gasket will be permitted if the nominal diameter
of the pipe exceeds 54 inches. Manufacturer's recommendations and
requirements shall be followed.
2. Tongue and groove joints shall utilize a bituminous mastic such as Ram-Nek
or approved equal. The joint surfaces shall be primed according to
manufacturer's recommendations. Care shall be taken to insure the
mastic material completely and uniformly seals the joint.
3. All tongue and groove joints shall receive one layer of filter fabric
completely around the exterior of the joint. The filter fabric shall be a
minimum of 2 feet wide, centered on the ,joint, and overlapped a
minimum of 1 foot.
B. Corrugated Aluminum Pipe - Maintain pipe alignment and prevent infiltration of fill
material at joints during installation.
Installation of Gaskets - Shall be in accordance with the recommendations
of the manufacturer in regard to the use of lubricants and cements and
other special installation requirements. The gasket shall be placed over
one end of a section of pipe for half the width of the gasket. The other
half shall be doubled over the end of the some pipe. When the adjoining
section of pipe is in place, the double -over half of the gasket shall then be
rolled over the adjoining section. Any unevenness in overlap shall be
corrected so the gasket covers the ends of the pipe sections equally.
Connecting bands shall then be centered over the adjoining sections of
pipe, and rods or bolts placed in position and nuts tightened. The band
shall be tightened evenly. Tension shall be kept on the rods or bolts and
the gasket shall be closely observed to see it is seating properly in the
corrugations.
2. Installation of Filter Fabric at Joint - After the connecting band has been
tightened; the Contractor shall place one layer of filter fabric completely
around the exterior of the joint, a minimum of 2 feet wide, centered on the
joint, and overlapped a minimum of 1 foot.
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3.9
02720-13
C. Polyethylene Pipe Maintain pipe alignment and prevent infiltration of fill material
at joints during installation
Joints shall be gasketed soil -tight bell and spigot meeting ASTM F2306.
Gaskets shall meet the requirements of ASTM F477. A joint lubricant
supplied by the manufacturer shall be used on the gasket and bell during
assembly. Pipe shall be inserted into the bell using methods
recommended by the manufacturer. Pipe shall be kept true to line and
grade during assembly.
2. Installation of Filter Fabric at Joint - All polyethylene pipe joints shall
receive one layer of filter fabric completely around the exterior of the
joint. The filter fabric shall be a minimum of 2 feet wide, centered on the
joint, and overlapped a minimum of 1 foot.
D. Subgrade Drain Tubing - Joints shall be joined using snap couplings. When
installing sock wrapped pipe, overlap sock ends over coupling and secure with
polyethylene tape.
FIELD QUALITY CONTROL
A. Soil and density tests shall be made by a testing laboratory approved by the
Engineer and shall be made at the Contractor's expense. Laboratory tests of the
soil shall be made in accordance with ASTM D 1557. In -place density tests shall be
made in accordance with ASTM D 2922. Results of the tests shall be furnished to
the Engineer.
The minimum number of tests required shall be:
Haunching and Initial
Backfill in all areas.... 1 per 100-linear feet of pipe, minimum of one per run of
pipe for both the haunching and initial backfill zones.
Final Backfill over pipe
in traffic areas........... 1 per 100-linear feet or less for each 4-feet of depth or
portion thereof.
Final Backfill over pipe
in non -traffic areas..... 1 per 500-linear feet or less for each 6-feet of depth or
portion thereof.
The minimum percent of compaction of the backfill material (in accordance to
ASTM D1557) shall be the following:
In traffic Areas....... 98% of maximum laboratory density.
In non -traffic Areas ... 90% of maximum laboratory density, unless otherwise
approved by the Engineer.
It is the Contractor's responsibility to assure Backfill is sufficient to limit pipe
deflection to no more than 5%. When flexible pipe is used, a deflection test shall
be made by the Contractor on the entire length of installed pipeline, not less than
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02720-14
30-days after completion of all backfill and placement of any fill. Deflection shall
be determined by use of a deflection device or by use of a spherical, spheroidal,
or elliptical ball, a cylinder, or circular sections fused to a common shaft. The ball,
cylinder, or circular sections shall have a diameter, cr minor diameter as
applicable, of 95% of the inside pipe diameter. The ball, cylinder, or circular
sections shall be of a homogeneous material throughout, shall have a density
greater than 1.0 as related to water at 39.2 degrees F, and shall have a surface
brinell hardness of not less than 150. The device shall be center bored and
through bolted with a '/4 inch minimum diameter steel shaft having a yield
strength of 70,000 p.s.i. or more, with eyes at each end for attaching pulling
cables. The eye shall be suitably backed with flange or heavy washer, a pull
exerted on the opposite end of the shaft shall produce compression throughout
the remote end of the ball, cylinder, or circular section. Circular sections shall be
spaced so the distance from the external faces of the front and back sections
shall equal or exceed the diameter of the circular section. Failure of the ball,
cylinder, or circular section to pass freely through a pipe run, either by being
pulled through by hand or by being flushed through with water, shall be cause for
rejection of that run. When a deflection device is used for the test in lieu of the
ball, cylinder, or circular sections described, such device shall be approved prior
to use. The device shall be sensitive to 1.0% of the diameter of the pipe being
measured and shall be accurate to 1.0% of the indicated dimension. Installed
pipe showing deflections greater than 5% of the normal diameter of the pipe shall
be retested by a run from the opposite direction. If the retest also fails, the
suspect pipe shall be repaired or replaced at no cost to the Owner.
C. 50% of pipes under roadways shall be televised and video recorded. The video
observation shall include a complete pan view of each joint. If the video
observation indicates problems, further televising may be required. Additional
televising and video recording will be at no additional cost to the Owner.
3.10 DRAINAGE STRUCTURES
A. Drainage structures shall be constructed of the materials specified for each type
and in accordance with the details shown on the drawings.
3.11 REMOVE AND REPLACE PAVEMENT
A. Pavement shall only be removed after prior written authorization by the Owner.
Pavement removed and replaced shall be constructed in accordance with the
latest specifications of the State Department of Transportation. Traffic shall be
maintained and controlled per State Department of Transportation regulations..
3.12 CONNECT PIPE TO EXISTING STRUCTURES
A. The Contractor shall connect pipe to the existing structure where indicated. For
brick or precast structures, a hole not more than 4 inches larger than the outside
diameter of the new pipe shall be cut or cored neatly in the structure, the new
pipe laid so it is flush with the inside face of the structure, and the annular space
around the pipe filled with a damp, expanding mortar or groui to snake a
watertight seal.
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02720-15
END OF SECTION
Z:\24039\24039.0001 \Documents\Specifications\02720.doc Revised January 2010

THOMAS►
& HUTTON
1350 FARROW PARKWAY
I MYRTLE BEACH, SC 29577
POST OFFICE BOX 8000 1
MYRTLE BEACH, SC 29578-8000
843.839.3545 1 WWW.THOMASANDHUTTON.COM
March 8, 2013
Ms. Christine Nelson
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Management
Permit Application
The Overlook at Middle Sound, NC
24039.0001.303
Dear Ms. Nelson:
On behalf of DR Horton, Inc. we are pleased to submit the Stormwater Management
Permit Application for the. above referenced project for your review. The following items are
included for your review:
• Application fee
• One (1) original and one (1) copy of the completed Stormwater Management
Application Form;
• One (1) copy of the Certificate of Authority for DR Horton, Inc.;
• One (1) High Density Residential Subdivisions Deed Restrictions & Protective Covenances;
• One (1) original copy of the Wet detention Basin Supplement including the required item
checklist and executed Operation and Maintenance agreement,
• One (1) original level spreader -vegetated filter strip (LS-VPS) supplement and executed
Operation and Maintenance agreement;
• One (1) original copy of the Dry extended detention Basin Supplement and executed
Operation and Maintenance agreement;
• One (1) copy of current deed;
• One (1) copy of the Letter of Agency from the property owner;
• One (1) copy each of the ACOE letter and plat
• One (1) copy of Stormwater and Erosion Control Design Considerations including Project
Narrative, USGS Vicinity Map; and
• Two (2) copies of Site Development. Plans.
Please review the application, and if everything is in order, we respectfully request
NCDENR approval. Please feel free to contact me at [phone] should you have any
questions or comments. -I hank you for your time and assistance with this project.
IECEsVED
MAR 1 1 1013
BY•
SAVANNAH, GA I CHARLESTON, SC I WILMINGTON, NC 1 ORUNSWICK, GA

Ms. Christine Nelson
NCDENR
March 8, 2013
Page 2
Sincerely,
TH S & HUTT
Jo Richards, PE
Principal/Project Manager
Enclosures: as listed above
cc:
Jack Reel, PE/Thomas and Hutton

Johnson, Kelly
From: Johnson, Kelly
Sent: Tuesday, March 12, 2013 11:38 AM
To: 'Richards, John'
Subject: SW8 070303, The Overlook at Middle Sound
Attachments: SW8 070303�Current Permit.pdf: DR Horton_ Signature Authority.pdf
John,
We received this application, and I have a few questions for you:
1.) Applicant: The current permit is written to Gateway Bank and Trust (attached). The applicant on the application
is DR Horton, Inc.
a. If there will be a change in the permittee (which appears to be the case from Gateway Bank and Trust to
DR Horton, Inc) please submit a name/ownership change form. This form is available on our website
under "miscellaneous forms", http:/Iportal.ncdenr.ore/web/wci/ws/su/statesw/forms dots.
b. There is a letter submitted dated 12/11/12 addressed to Land Quality stating that DR Horton can
develop on behalf of the Bank of Hampton Roads. I have two questions about this:
i. Please see Section 111(c) of the application. If DR Horton, Inc. is the lessee, purchaser, or the
developer developing on behalf of Gateway Bank and Trust (or any entity that Gateway may
transfer to) then, please fill out the application following the instructions in this section and
have the appropriate individuals sign the application. Please keep in mind the NC regulations
require that an individual with signature authority sign the forms. A person has signature
authority if they are the President or VP of a corporation, a manager of a manager -managed
LLC, or a member of a member -managed LLC. Or, a person with signature authority can
designate a different individual to sign on his/her behalf. Please submit the annual report from
each entity signing the form showing the individuals who have signature authority. These
reports are available online, http://www.secretary.state.nc.us/corporations/. And, if applicable,
please also submit any letters designating signature authority.
ii. What is the connection between the Bank of Hampton Roads and Gateway Bank and Trust? I
see that a CEO's certification from Hampton Roads Bankshares, Inc. and The Bank of Hampton
Roads has been submitted which designates several people to sign documents for that bank but
I am not sure how this document and the proposed permit are related?
2.) Signature Authority: I have attached the NC Secretary of State's Annual Report for DR Horton, Inc. Do you have
a letter showing that Brad Brundage has been designated to sign for the permit that you can send me (he signed
the application)?
3.) Signatures on Other Forms: If the required signatures on any of the forms (application, O&M, deed restrictions,
etc) change as a result of the items above, please submit updated forms.
4.) BMPs:
a. SHWT v/s Permanent Pool Elevations: Please submit a soils report showing soil borings in the footprint
of the BMP determining the SHWT elevation.
b. History: It took quite a bit of time to review the history of this permit, and so I want to leave the
following notes on file for the DWQ review engineer who ends up reviewing this file. Both the original
2007 permit (as well as its most recent modification/ownership transfer on 12/17/12), and the current
application cover—30.71ac. The permit was originally written in 2007 for 5 infiltration basins close
together along Middle Sound Loop Road under the 1995 rule. The permitted plans also show three
ponds which, according to the file, are/were permitted by the county and collect/store water that is
then pumped to the infiltration basins. I understand that that design has not been built. The current
application shows that the 5 infiltration basins will not be built, and instead two wet ponds will be built.
These ponds have not previously been permitted for treatment and so they will be permitted under the
2008 rule which requires that wet ponds subject to SA requirements discharge to a secondary BMP.

c. Secondary BMP: You have proposed two 90% ponds each draining to a dry pond which then drains to a
level spreader/filter strip. This is an unusual set-up (with the dry pond in the middle), and so the review
engineer will have to review the various flows to determine compliance with the "SA no discharge" rule
under 2008. That is more than I go through at this stage.
We need to have this information before we can accept the permit for review. These items may or may not be time-
consuming to obtain. Can this information be submitted by COB Thursday? If not, 1 will have to return the application
so that you can have some additional time to pull the information together because we cannot hold uncashed checks for
very long. Just let me know.
Thanks,
Kelly
K,CLLIW DVI IASOIA,
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

Hussey, Ida
From: Reel, Jack
Sent: Monday, February 04, 2013 10:35 AM
To: Richards, John; Hussey, Ida
Subject: Fwd: Overlook at Middle Sound (COD Field Check)
For comet.
Sent from my iPhone
Begin forwarded message:
From: "Burgess, Sam" <[e-mail]>
Date: February 4, 2013, 10:32:50 AM EST
To: "Reel, Jack" <reel.' 2thomasandhutton.com>
Subject: Overlook at Middle Sound (COD Field Check)
Jack,
The following information confirms our field visit to determine the presence and amount of the
conservation resource Swamp Forest (WSF) located on the Overlook residential project site, on Friday,
February 1, 2013:
In conjunction with Section 59.4 (Conservation Overlay District) of the County's Zoning Ordinance, a field
visit was made to the Overlook at Middle Sound residential project located near the 3100 block of
Middle Sound Loop Road to determine the amount of Swamp Forest (WSF) on site. Based on an
empirical observation of the site, specifically in the south/southwest portion of the project and adjacent
to Demarest Village, it was determined that the resource swamp forest was present and followed the
404 wetland jurisdictional boundary as depicted on a site map of the project dated December 11, 2012.
The only additional County requirement based on Section 59.4 will be a twenty-five foot setback (25')
from the resource.
As noted in the draft approval of the 42 lot proposal of Overlook, please remit four full size paper copies
of the plan for TRC signature reflecting our field visit. If you have questions, please contact me.
Sam Burgess
02/04/13
Saris Burgess I Senior Planner
Planning & Inspections - Planning & Zoning I New Hanover County
230 Gove-Mcnent Center Dive, Suite 110
WilmiI�gton, NC 28403

The Overlook at Middle Sound Stormwater Management Report and
--Erosion Control Desian Considerations
SECTION 2 - PROJECT NARRATIVE
The Overlook at Middle Sound is a 30.6-acre single-family development located at 3610 Middle
Sound Loop Road thQrI was previously designed by Mapiass Engineering, P.C. and partially
constructued in 2007. The stormwater management system was permitted under New Hanover
County ATC # GP 6-07 and North Carolina Department of Natural Resources Division of Water
Quality (NCDENR DWQ) Permit SW8 070303. The site has been abandoned and repossessed by
the bank after being partially cleared with gravity sewer installed and several stormwater ponds
partially constructed. The developer of the new site plan is D.R. Horton Inc. The new
development plan will consist of 42 lots, new road layout and a new stormwater management
system. The new plan will utilize the existing sewer installed.
The site currently consists of partial clearing, wooded uplands and wetlands, with terrain ranging
from 0 to 5 percent slopes. This tract drains to the northeast to an unnamed tributary of Pages
Creek that is part of the Cape Fear River Basin. Pages Creek is classified as SA/HQW, index # 18-
87-22. Based on the above referenced NCDENR DWQ permit, the site is within '/2 mile and
draining to the SA/HQW waters of Pages Creek. The predominant soil types on site are classified
as hydrologic soil group A, B, B/D and C.
The proposed project will remain a High Density project under the State Stormwater Rules
established by NCDENR DWQ. A piped collection system will route runoff of all impervious
surfaces to the two proposed wet detention ponds. Each wet detention pond will consist of
three separate discharges. The water quality volume (the difference between the 1-year pre
and post runoff) will discharge via orfice flow to a secondary dry detention basin before being
released to the adjacent wetlands over a 2-5 day period. The excess volume above the water
quality volume up to the 10-year runoff volume, will discharge to a level spreader with a 50'
engineered filter strip. Each level spreader will have an engineered flow splitter box to act as a
high flow bypass. The volume above the 10-year event will discharge over a wide rip rap wier
along the bank of the wet detention pond.
The area of land disturbance for the proposed improvements is approximately 21.79 acres.
Erosion control devices will consist of, but not limited to, temporary silt fencing, temporary gravel
construction entrance/exit, two sediment skimmer basins, inlet protections, grassing, and energy
dissipaters at outlets and areas of concentrated flows. Silt fence will be installed around the
perimeters of the disturbance areas where practical to prevent sediment from leaving the
construction areas. The two sediment skimmer basins will be converted to permanent wet
detention ponds once the site is stabilized.
The site has an existing jurisdictional ditch that is currently being permitted for a culvert crossing
by the ACOE. The ditch will be preserved during initial clearing & grubbing operations until such
time the culvert is installed. Culvert installation will be scheduled during around a forecasted dry
period. The fill slopes from the culvert installation will be permanently stabilized immediately
after culvert installation.
The anticipated construction sequence consists of the following:
1. Install gravel construction entrance/exit, silt fence and tree protection.
2. Culvert installation at ditch crossing including stabilization.
3. Clearing and grubbing.
4. install sediment basins.
5. Install remaining drainage conveyances and erosion control.
6. Site rough grading and infrastructure.
R THOM AS & HUTTON
Z:\24039\24039.0001 \Engineering\Calculations\Storm Water\01 D\94039 Stormwater Management Report.doc Page 2

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Vicinity Map
PROPOSED ACTIVITY:
Overlook at Middle Sound
CLIENT:
D.R. Horton, Inc.
LOCATION: Wilmington, North Carolina
DATE: February 19, 2u i 3
JOB NUMBER: J - 24039.0001
SI'IEEi: 1 of 1
SCALE: 1" = 2000'
NTHOMAS & HUTTON
Engineering I Surveying I Manning I GIS I Consulting
1350 Farrow Parkway • PO Box 8000
Myrtle Beach, SC 29578-8000 • 843.839-3545
www.thomosandhutton.com
Savannah, GA I Brunswick GA I Charieston, SC I Wilmington, NC I

ECS CAROLINAS, LLP
-L 3 ()'70 303
"Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities NC Regiderod Engineering Flrm F-1078
January 16, 2013
Mr. David G. Lee
D. R. Horton
4073 Belle Terre Boulevard
Myrtle Beach, South Carolina 29579
Reference: Report of Seasonal High Water Table Estimation
The Overlook at Middle Sound
Wilmington, New Hanover County, North Carolina
ECS Project No. 22.18475
Dear Mr. Lee:
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table
(SHWT) for the proposed stormwater best management practice (BMP) areas at the proposed
The Overlook at Middle Sound in Wilmington, New Hanover County, North Carolina. This letter,
with attachments, is the report of our estimation.
Field Testing
On January 4, 2013, ECS conducted an exploration of the subsurface soil and groundwater
conditions at seven requested locations shown on the attached Boring Location Plan (Figure 1).
The purpose of this exploration was to estimate the SHWT of the in place soils for the design of
for the proposed stormwater BMP areas. The borings were located with GPS equipment. ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring
into the existing ground surface at the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS
recorded the SHWT and groundwater level observed at the time of each hand auger boring.
The attached SHWT sheet provides a summary of the subsurface conditions encountered at
each hand auger boring location.
The groundwater level and the SHWT were estimated at each boring location below the existing
grade elevation. Below is a summary of each boring location.
Location
Water Level
SHWT
1
65 inches
12 inches
2
65 inches
12 inches
3
65 inches
12 inches
4
65 inches
12 inches
5
65 inches
12 inches
6
65 inches
12 inches
7
65 inches
12 inches
7211 Ogden Business Park, Suite 201, Wilmington. NC 28411 T: 910-686-9114 F: 910-686-9666 www.ecslimited.com
ECS Carolinas. LLP • ECS Florida, LLC • ECS ?AdAvest, LLC • ECS Mid -Atlantic, LLC ECS Southeast, LLC ECS Texas. LLP

Report of SHWT Estimation
The Overlook at Middle Sound
Wilmington, New Hanover County, North Carolina
ECS Project No. 22.18475
January 16, 2013
The Si-ivvT may vary within the proposed site due to changes in subsurface conditions and
elevation.
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed in assessments of this type. Our testing of site conditions has been based on
our understanding of the project information and the data obtained during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Geologist
Attachments: Boring Location Plan
SHWT sheet
2
?e�' �0�
Kris J. Stamm
Principal

Season High Water Table Estimation
The Overlook at Middle Sound
Wilmington, New Hanover Co., North Carolina
ECS Project No. 22.18475
January 4, 2013
Location Depth Soil Description
1 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Dew Soil Description
4 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.

Season High Water Table Estimation
The Overlook at Middle Sound
Wilmington, New Hanover Co., North Carolina
ECS Project No. 22.18475
jan nary 4, 2013
Location Depth Soil Description
5 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Death Soil Description
6 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.
Location Depth Soil Description
7 0-12" Gray clayey SAND
12"-65" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 65 inches below the existing grade
elevation.

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NOTE:
SHWT BORING LOCATIONS ARE BASED ON LAT/LONG
COORDINATES PROVIDED BY ECS 04/02/13
THAT CORRESPOND TO THE LOCATIONS REPORTED
IN FIGURE I OF THEIR REPORT DATED 01/16/13.
THE OVERLOOK AT MIDDLE SOUND
PROPOSED ACTIVITY:
SINGLE FAMILY SUBDIVISION - SHWT MAP
CLIENT:
D.R. HORTON INC.
LOCATION: NEW HANOVER COUNTY, NC
DATE: April 2, 2013 SHEET: SHWT-1
JOB NUMBER: J - 24039.0001 SCALE: V = 200'
POND 1F2
SCALE: I"=200'
0 100 200 400
WET POND 01
PROPOSED NWL ■ ORIGINAL
DESIGNED d PERMITTED NWL OF 6.5
Li �
NTHOMAS & HUTTON
'cnglneedng i Sunreying I Planning I GIS I Consulttng
215 South Kerr Avenue • Unit B
Wilmington, NC 28403 • 910.332.3360
www.thomosandhufon.com
Savannah, GA I Brunswick, GA I Charleston, SC I Myrtle Beach, SC

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2012-01185. County: New Hanover U.S.G.S: Quad: Scotts Hill
NOTIFICATICN OF jyJRYSDICTIONAI, 'DETE'' .ZMINATION
Property Owner: Bank of Hampton Roads Agent: ECS Carolinas. LLP
Attn: Mr. David Twiddv Attu: Paul Pascarosa
Address: 112 Corporate Drive Address: 7211 Ogden Business Park, Ste 201
Elizabeth City NC 27909. Wilmington. NC 28411
[phone] (9101686-9114
Property description
Size 0.7 (acres) 3Nearest Town Wilmington
Nearest Waterway Pages Creek . River Basin White Oak
USGS HUC 03030001 Coordinates N 34:265481, W 77.793292
Location description: Property is located within the address range of 3208 and 3216 Middle Sound Loop Road,
Wilmington. New Hanover Countv. North Carolina. PINs R04400-004-006-002, R04400-004-006-000 and R04400-004-
004-001.
Indicate Which of the Following Apply:
A. Preliminary Determination
_ Based on preliminary. information, there maybe wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be' considered final, a
jurisdictional.determination must be verified by the Corps. This preliminary determination is not an appealable action'
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331). If you wish, you may
request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also, you may
provide new information for farther consideration by the Corps to reevaluate. the JD.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water'Act: Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are waters of the U.S. including wetlands on the above described property subject to the peg
of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To. be zonsidered final-, any delineation must be verified by the Corps.
_ The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
X The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the
plat signed by the Corps ReRplatory Official identified below on 1/14/2013. Unless there is a change in the law or
our published regulations this, determination may relied upon for a period not to exceed five years from the date
LA this notification.
There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
Pege 1 of 2-

published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X The aropyc[V is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management
Act (CAMA). You should contact the Division of Coastal Management in Wilmington, NC at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Emily- Hughes at [phone].
C. Basis For Determination
This site exhibits wetland criteria as described in the 1987 Corps Wetland Delineation Manual and Coastal Plain
Supplement and is adjacent to Pages Creek, a tributary to the Atlantic Intrcoastal Waterway, a Navigable Water of the
U.S. The property also contains features that exhibit an ordinary high water mark and are unnamed tributaries to
Pages Creek. This determination is based on information provided by ECS Carolinas. LLC and a site visit by Emily-
Hughes on 7/12/2012.
D. Remarks
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This Information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations of 33. CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic.Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by 3/14/2013.
**It is not necessary to su 't an RFA form to a Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date: 1/14/2013 Exp a Date . 1/14/2018
The Wilmington District is committed to providing the highest level of support to. the public.. To.help us ensure -we continue to
do so, please complete the attached customer Satisfaction Survey or visit M://pert.riwp.usace.army.mil/survey.ruiil to
complete the survey online.
Copy furnished:
Brad Brundage, D.R. Horton, 4073 Belle Terre -Boulevard, Myrtle Beach, SC 29579

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Johnson, Kelly
From:
Reel, Jack [[e-mail]]
Sent:
Tuesday, January 08, 2013 8:40 AM
To:
Johnson, Kelly
Cc:
Bradford C Brundage; David G Lee ([e-mail]); Richards, John; Spruill
Thompson ([e-mail]); Riley. Brian
Subject:
Overlook at Middle Sound, SW8 070303
Attachments:
Untitled.PDF
Kelly,
On behalf of the applicant to New Hanover County's TRC, DR Horton, we acknowledge receipt of the attached letter and
the need for a stormwater permit modification. Please consider this as written notice as indicated in your letter that we
intend to submit for a modification no later than February of this year. Thank you for your attention to this matter.
Jack D. Reel, P.E., t-EED® AP BD+C
Wilmington Regional Director
Thomas & Hutton
www.thomasandhutton.com
reel.0(&thomasandhutton.com
(P) 910-332-3400 (F) 910-332-3361
From: WIL Docman
Sent: Tuesday, January 08, 2013 8:35 AM
To: Reel, Jack
Subject: Untitled.PDF

MCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
December 28, 2012
Gateway Bank & Trust
C/o Pat G. Davis, Senior Vice President
Special Assets / OREO Department,112 Corporate Drive
Elizabeth City, NC 27909
Subject: Request for State Stormwater Management Permit Application
Ridge Field (Alternate Name: Overlook at Middle Sound)
Stormwater Project No. SW8 070303
New Hanover County
Dear Mr. Davis,
Dee Freeman
Secretary
The Wilmington Regional Office was notified by New Hanover County on December 27, 2012 that the subject project
will be undergoing modification to reduce the number of lots, change the road configuration, and to make several
other changes. Please be advised that these changes will require a permit modification to State Stormwater permit
number SW8 070303. Any unpermitted construction on the subject site, prior to receipt of the required permit, will
constitute a violation of 15A NCAC 21-1.1000 and may result in appropriate enforcement action by this Office.
Either a Stormwater Permit Application Package including 2 sets of plans, completed application form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal date
must be received in this Office no later than January 28, 2013. Failure to respond to this request may result in the
initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter must
NOT be considered the Coastal Stormwater Management Permit, which will be signed by the Supervisor of the
Surface Water Protection Section. Please reference the Project Number above on all correspondence. If you
have any questions, please call me at (910)-796-7215.
Sincerply,
I I yyVos
Environmental Engineer
GDS/kpj: S:IWQSIStormwateAPermits & Projects120001001104\201212 req_swapp 070303
cc: New Hanover County Building Inspections
Jack Reel, PE, Thomas & Hutton
Sam Burgess, NHC Senior Planner (sburgessenhcarov.com, via email only)
Division of Coastal Management
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance:1-877-623-6748
Internet: www.ncwaterquality.org
Nne
orthCarolina
NwAtrall-

NEW HANOVER COUNTY
�• o
PLANNING & INSPECTIONS
3. DEPARTMENT
I2 AGENCY CHECKLIST
•��ast�ewtn+5�
:5w-3
c 303
Sam Burgess
Senior Planner C�
230 Government Center Dr, Suite 110
)Wilmington, NC 28403
910-798-7441 phone
910-798-7053 fax
[e-mail]
www.nhcgov.com
Project Name: Q,01,t tj�) miaa1tg, S0,118 Date: p2c,�b2.t 2t� tIL
✓ Preliminary Plan (Conventional, Performance, High Density)
• Engineering/ Jim lannucci/Jason Clark
• Soil & Water Conservation District/ Dru Harrison
• Emergency Services/ Warren Lee
• Fire Services/ Matt Davis/Tom Sosebee
• E91 l/ Deborah Cottle
• Environmental Health/Cathy Timpy (only if plan proposes well or septic tank)
• Cape Fear Public Utility Authority/ Bernice Johnson/Ken Harrell
V Additional Agencies:
• Corps of Engineers/ Emily Hughes
• School System/ Mick Wayne
• NCDOT/ David Leonard
• MPO/ Tara Murphy
• Division of Coastal Management/ Robb Mains (plan sent if land is adjacent to coastal water)
• D.E.M./ Linda Lewis
• City of Wilmington Development Services/ Ron Satterfield
Minor Subdivisions are sent to the following agencies for additional comments.
• Engineering/ Jim lannucci/Jason Clark
• Environmental Health/ Cathy Timpy
E C E f V E
• CFPUA/ Bernice Johnson/Kent Harrell
DEC 2 7 2012
Final subdivisions are sent to the following agencies for additional comments.
• Fire Services/ Matt Davis/Tom Sosebee
• Engineering/ Jim lannucci/Jason Clark
• CFPUA/ Bernice Johnson/Kent Harrell
Upon receipt, please provide your written comments on the attached site plan back to
Planning & Inspections within (3) three weeks.
Sender Comments: P lteo_b),el' �DQ r-V C" `Lk cttl ac Ld
A m zuv,c k.-/a a.. �Q ©, tt+ U)
CLtLo,ckcl ,

Mr.
FJ THOMAS & HUTTON
Engineering I Surveying I Planning I GIS I Consulting
Overlook of Middle .So �n (.formerly ,Rldgefie d,'
Middle Sound Loop Road, New Hanover County 12117112
DR Horton, Inc. J-24039.0001
PROJECT NARRATIVE
Overlook at Middle Sound is a partially -constructed subdivision off of Middle Sound Loop Road in
New Hanover County, North Carolina. The project was approved as a Low Impact
Development, (LID), Performance Subdivision by TRC allowing for 60 single family units as
indicated on the letter dated November 16, 2009. Since the time of the approval, some activity
has taken place on the site such as construction of 2 ponds, clearing and limited gravity sewer
work. Work ceased on the site some time ago and the property is now owned by the Bank. DR
Horton, Inc. has the property under contract to purchase. The intent of this re -submittal of the
preliminary plan to New Hanover County TRC is to request approval of modifications to the plan
including, but not limited to reduction of the number of lots to 42, to slightly reconfigure the
street network, to change the subdivision name, to remove the LID components of the plan and
to redesign aspects of the stormwater, potable water and sewer and grading.
The following bullet items represent general summary of the updates to the plan since 2009:
1. Thomas & Hutton is now the Engineer and Surveyor of record for the subdivision,
2. The streets are proposed to be privately owned maintained,
3. Approval of this plan will necessitate transfer of permits, and in all cases modification to
those permits for water, sewer, land disturbance, stormwater and wetland impacts. The
permit numbers on file are as follows: County Land Disturbance GP 6-07, DEH Water ATC
Serial Number 07-01162, DENR Sewer W00030320, and DWQ Stormwater SW8 070303,
4. DOT encroachment permits were not previously obtained. The project will necessitate
application for permits. As the project is proposed now, the driveway connection on
Middle Sound Loop will not require a left turn lane with symetrical widening as
determined by NCDOT thresholds,
5. Street names proposed are consistent with what was previously approved except for the
proposed change from Ridgefield Drive to Overlook Drive,
6. We have re -surveyed trees and the tree save plan has been updated,
7. The wetlands have been re -delineated and a new US Army Corps of Engineers signed
plat is forthcoming. The new wetlands are illustrated on the plan. Impact permits for
proposed crossing will be requested,
8. The stormwater concept has been revised to eliminate infiltration, and
9. The plan illustrates other modification.
The project will adhere to the requirements as defined by New Hanover County. In addition, the
setbacks for the project will be as shown on the plat as defined by New Hanover County Zoning
Ordinance for Performance Residential,
z:\24039\24039.0001\documents\applications\hanover county\trc\overlook zoning prof narative.docx
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