SW8100907_HISTORICAL FILE_20100921

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \O Co 9 0-1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
0 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zo 10 o g 2 t
YYYYMMDD

�r
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
September 21, 2010
Allen Jefferson Earp, Manager
Funston Land and Timber, LLC
1007 Evangeline Drive
Leland, NC 28451
Subject: State Stormwater Management Permit No. SW8 100907
Brunswick Forest — Phase 5A Hammock Park
High Density Commercial Wet Detention Pond Project
Brunswick County
Dear Mr. Earp:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for Brunswick Forest —Phase 5A Hammock Park on September 14, 2010. Staff review of
the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 100907 dated September 21, 2010, for the construction of the subject
project.
This permit shall be effective from the date of issuance until September 21, 2020, and shall be
subject to the conditions and -limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system for
operation and maintenance of the stormwater management system will result in future compliance
problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right
to request an adludicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and
binding.
If you have any questions, or need additional information
Bak er, or me at [phone].
Sincerely,
Q`rNgettScott
Stormwater Supervisor
Division of Water Quality
concerning this matter, please contact Chris
GDS/csb: S:\WQS\STORMWATER\PERMIT\100907.sep10
cc: David Hollis, P. E., Hanover Design Services
Town of Leland Inspections
Brunswick County Engineering
Wilmington Regional Office
Central Files
Wilmington Regional Once One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Q��tuCNorthCarol ina
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 �
Internet: w .nmaterqualitl,.org Nb[ r

State Stormwater Management Systems
Permit No. SW8 100907
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
Funston Land and Timber, LLC
Brunswick Forest — Phase 5A Hammock Park
Shelmore Way, Leland, Brunswick County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until September 21, 2020, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 48,258 square feet of
impervious area.
3. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 27,108 square feet.
All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
6. The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 100907
7. The following design criteria have been provided in the wet detention pond and
must
be maintained at design condition:
a.
Drainage Area, acres:
11.08
Onsite, ft :
482,577
Offsite, ftZ:
None
b.
Total Impervious Surfaces, ftZ:
48,258
Onsite, ft :
48,258
Offsite, ftZ:
None
C.
Design Storm, inches:
1.5
d.
Average Pond Design Depth, feet:
3
e.
TSS removal efficiency:
90%
f.
Permanent Pool Elevation, FMS
18
9.
Permanent Pool Surface Areq, ft :
10,000
hh.
Permitted Storage Volume, ft :
11,500
i.
Temporary Storage Elevation, FMSL:
19
j.
Pre-dev. 1 yr-24 hr. discharge rate, cfs:
4.31
k.
Controlling Orifice:
1.5" 0 pipe
I.
Orifice flowrate, cfs:
0.03
M.
Permitted Forebay Volume, ft3:
6,100
n.
Fountain Horsepower
N/A
o.
Receiving Stream/River Basin:
Mallory Creek / Cape Fear
p.
Stream Index Number:
18-78
q.
Classification of Water Body:
"C;Sw"
II. SCHEDULE OF COMPLIANCE
1. 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.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains require a minimum permanent pool volume of 30,000
cubic feet. The permanent pool volume for this stormwater pond is 29,800 cubic
feet and does not meet the minimum criteria for the allowance of a fountain.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 100907
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
7. 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. A
modification may be required for those deviations.
8. 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.
9. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
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 any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease 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.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
13. 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.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change Form
signed by both parties, to the Division of Water Quality, accompanied by the
supporting documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 100907
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the transfer of common area to a third party constitutes an approved transfer
of the stormwater permit.
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components.of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes.
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 21st day of September, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
GoleenOH. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 100907
Brunswick Forest — Phase 5A Hammock Park
Stormwater Permit No. SW8 100907
Brunswick County
Designer's Certification
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 included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 100907
Certification Requirements:
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 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 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 and located 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,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Town of Leland Building Inspections
Page 7 of 7

(+3k� `u?:....F�}s` �P,a �9veiYt 't 14 a p, �r q
.'DWQ: USEONLY :"
Date Received
cc Paid
Permit Number
Applicable Rules: n Coastal SW -1 5
❑ Coastal SW - 20 8 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW
Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt 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.):
Brunswick Forest -Phase 5A Hammock Park
2. Location of Project (street address):
Hwy 17; 2.4 miles south of intersection of US 74/76
City:Town of Leland County:Brunswick Zip:28451
3. Directions to project (from nearest major intersection):
4. Latitude:34° 10' 49" N Longitude:78° 00' 47" W of the main entrance to the project.
II. PERMIT INFORMATION
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , 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):
❑CAMA Major
❑Sedimentation/Erosion Control:
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
ac of Disturbed Area
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Erosion Control DLQ BRUNS-2009-043 Issued 11 /7/08
SEP 14 2010
Form SWU-101 Version 071un2010 Page I 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 proiect):
Applicant/ Organization:Fu nston Land & Timber, LLC
Signing Official & Title:Allen Jefferson Earp, Manager
b. Contact information for person listed in item 1a above:
Street Address:1007 Evangeline Drive
Mailing Address (if applicable):same
City:
Phone: (910 ) 383-1425
Eniail:[e-mail]
State:NC Zip:28451
Fax: (910 ) 383-1424
c. 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:
Mailing Address
City:
Phone:
State:
Fax:
4r<
0ZO
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor
person who can answer questions about the project:
Other Contact Person/Organizationaeff Earp
v
Signing Official & Title:Manager
b. Contact information for person listed in item 3a above:
Mailing Address:1007 Evangeline Drive
City:Leland State:NC Zip:28451
Phone: (910 ) 383-1425
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of
Fax: (910 ) 383-1424
Phone #: (910 ) 371-1073
Form SWU-101 Version 07Jun2010 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
1 wet retention/detention pond
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:11.1 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*:11.1 acres
Total project area shall be calculated to exclude thefollowing: the normal pool of inipounded structures, the area
between the banks of streams and rivers, flue area below the Normal High Water (NHIM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MH[title. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal evetlosds landward of the NHW (or MHW) lino nay
be included in the,total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project -Area) X 100 =10 %
9. How many drainage areas does the project have?l (For high density, count I foreach proposed engineered
storartoater BMP. For loco density and other projects, use I for tine 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.
�Ba$inInfocniatioh^" ��'° 4
'Drama eAreavl-,
_
A _
"Draina ee tea
i
aDraina e,Area,.
aDraina e Area a
_
Receiving Stream Name
Mallory Creek
Stream Class *
C;Sw
Stream Index Number *
18-78
Total Drainage Area (sf)
482,577
On -site Drainage Area (so
482,577
Off -site Drainage Area (so
NA
Proposed Impervious Area** s
48,258
Impervious Area** total
10
Im ervious' Surface Area _
Draina e Ar&Q
Diaina e Area
Drama e A't6W,
Draina e Area,_'
On -site Buildings/Lots (so
On -site Streets (so
0
0
On -site Parking (so
0
On -site Sidewalks (sf)
21,150
Other on -site (so
0
f r +
Future (so
27,108
Off -site (so
0-
Existing BUA*** (so
0
Total (so:
48,258
* Streams Class and Index Member call be determined at: httm://mortaLncdenr.orghveb/eoq&s/csu/classifications
" hnpervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
** Report only that muount of existing BUA that will rennin after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version 07Jun2010 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement 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
fronihttp://portal.iicdenr.org/web/wq/ws/su/bnip-maiival. .
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 http://portal.ncdennorg/web/wq/ws/su/statesw/forms does. 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/wq/ws/su/maps.)
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 http://portalmcdennorg/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. �Y3�
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.envhelp.org/12ages/onestopexpress.litml 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'/z
mile radius on the map.
7. Sealed, signed and dated calculations.
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.
I. 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 r
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.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished Floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
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).
.NW
OG '
.t Y
FormSWU-101 Version 07Jun2010 Page 4of6

9. Copy of any applicable soils report with the associated SHWf 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"xll" 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 verifij the SHWI prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 1833 Page No: 0180 %�f3
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC ` S6
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 NCAC 21-1.1003(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.secretary.state.iic.us/Corpor,itions/CSearch.asipx
VIL 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
http://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 liste&
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.
VIIL 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:David S. Hollis, PE,PLS
Consulting Firm: Hanover Design Services, P.A.
Mailing Address:1123 Floral Parkway
City:Wilmington State:NC Zip:28403
Phone: (910 ) 343-8002
Email:[e-mail]
Fax: (910 ) 343-9941
IX. PROPERTY OWNER AUTHORIZATION (if Contact hnformation, item 2 has been filled out, cmuplete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2n) I certify that 1
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or hjpe name of organization listed in
Contact Infornmtion, item In) 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.
SEP 14 2010
Form S WU-101 Version 07Jun2010 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
lease 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.
a Notary Public for the State of I County of
do hereby certify that
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hype name of person Listed in Contact tnfonnntion, item 1a) Allen iefferson Enrp, Manager
certify that the information included on this permit plication form is, to the best of my knowledge, correct and
that the project will be constructeV'nco ormc ith the approved plans, that the required deed restrictions
and protective covenants will rndtl the proposed project complies with the requirements of the
applicable stormwater rules nCA 000, SL 2006-246 (Ph. II -Post Construction) or SL 2008-211.
Date: I - (0 - k-l J
v
I,�11Al2 L JSS2 , 'Notary Public for the State of t7RTN GRM IAIiCounty of
do hereby certify that ALL -EN TEFFE(LSON EAR-0 personally appeared
before me thisLNay of _,101 a ,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal U K�
L
OC3
U
.01-U4 COV�``�:
SEAL
My commission expires
Form S WU-101 Version 07Jun2010 Page 6 of 6

-Pco->JiD t30 302
Brunswick Forest — Phase 5A Hammock Park
Stormwater Permit No. SW8 100907
Brunswick County
Designer's Certification
State Stormwater Management Systems
Permit No. SW8 100907
I, p&Lr.d_SAC--.%{ It 5 as a duly registered per, F'(—S in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for Et..s 5iVl,% U"k-d- t (Iwtkng.4u L(.C(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 included in the Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
I—05OC-,
Date I CU - (e - CCU
J�V% - 6 C414-(E-
D...... G -47 7

`* State Stormwater Management Systems
Permit No. SW8 100907
Certification Requirements:
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.
1--'3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
Lf4_. All roo drains are located such at t e runoff is directed into the system.
� --- vlo � �u-5
v 5. The outlet structure elevations are per the approved plan.
t,,- 6. The outlet structure is located per the. approved plans.
;,17. Trash rack is provided on the outlet structure.
✓8. All slopes are grassed with permanent vegetation.
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.
1. The permitted amounts of surface area and/or volume have been
provided.
✓12. Required drawdown devices are correctly sized and located per the
approved plans.
L,,"'13. All required design depths are provided.
�,14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easeme
cc: NCDENR-DWQ Regional Office
Town of Leland Building Inspections LO j
Page 7 of 7

MEMORY TRANSMISSION REPORT
TIME :09-22-'10 10:54
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
648
DATE
09.22 10:52
TO
993831424
DOCUMENT PAGES
a
START TIME
09.22 10:52
END TIME
09.22 10:54
PAGES SENT
8
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
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137 Cvdin.l Oelva 6rtnn.loM Wil min pion. NC 2a705 � (9l0)'19b12L3 � M 6Que1 Oppeman lay A1Rn�. a[Ivn Action Employe.

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET
Date:
To:
r
Co: /J STD J Ggi7ci /iy/dP�
Dee Freeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: Fax: [phone]
Re: '�AUDI..Sedic,e.�<rS"YL S."y4ly//J0r/e �/d/•�'_.
.S/,yS /Do 90.7
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] a An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
649
09.22 10:53
S 93439941
8
09.22 10:54
09.22 10:57
8
OK
*** SUCCESSFUL TX NOTICE
TIME :09-22-'10 10:57
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
. sm�a or iiartn c..oue.
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_S'iv sl /d d SD �7
i 2'] Cvain.i p�iv. Hale nsl e,4 Wlimingion. NC 16703 + (9i 0)'196-22 i3 + M Equsi Oppoeu�n rty ARir,n N(ve Aeelon 8mploy er

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: Z/�� No. Pages (excl. cover):._
To: From: Jo Casmer
Co:A�o ✓l �� 5 9 5 Phone: [phone]
Fax: —3 3 e
/ 9 Fax: [phone]
Re:
Sw8 /a�fo �
P/mom i 55 `/1- .1710 i d cv,,P7y
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] ® An Equal Opportunity Affirmative Action Employer

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
September 13, 2010
Mr. Chris Baker, Environmental Engineer
Wilmington Regional Office
Water Quality Section
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 27405-3845
Re: Brunswick Forest
Phase 5A Hammock Park
Brunswick County
High Density Fast -Track submittal
Dear Chris:
Enclosed:
• Please find 2 sets of the Water Quality Plan.
• 2 sets of the Storm Water Management and Drainage Calcs
• The original Storm Water application, with the Pond Supplement and the O.M.A and one copy of
each.
• A check in the amount of $4,000.00 (Express Fee)
• 1 original of the "Level Spreader Operation and Maintenance Agreement" and one copy.
• 2 copies of the Master Stormwater plan for Brunswick Forest
• 2 copies of the revised sheets 1 8 2 of the previously permitted Phase 5A stormwater plans.
If you have any questions or require additional information, please do not hesitate to call me.
Sincerely,
David Brown
Hanover Design Services
[e-mail]
8829-P5A-HP-dwq-1.doc
SEP 14 2010
1123 Floral Parkway Wilmington, N.C. 28403 Phone [phone] Fax [phone]
Business Firm License No. C-0597

STORM SEWER CALCULATIONS
and Stormwater Management & Water Quality Computations
for
BRUNSWICK FOREST
Phase 5 Hammock Park — Pond 32
PREPARED FOR
Funston Land & Timber LLC
1007 Evangeline Drive
Leland, NC
910-383-1425
•••••�� CAROt
• Y
e ...5StQj�•w,9
•°' SEAL
20007
�g•2.-7 10
David S. Hollis, PE, PLS
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

STORM WATER NARRATIVE
BRUNSWICK FOREST
Phase 5A Hammock Park
for
FUNSTON LAND & TIMBER, LLC
September, 2010
NARRATIVE and
PROJECT DESCRIPTION -
NOTE: To be reviewed in conjunction with "The Erosion and Sediment Control and
Water Quality Plan for Brunswick Forest -Phase 5A Hammock Park", Hanover Design
Services, PA, Drawings No. 8829-P5A—HP-ECP Sheets 1-4.
PROJECT DESCRIPTION -
The purpose of this plan is to identify measures to be implemented during construction
of a multiuse path and land grading associated with this project.
Impervious runoff will be directed into the existing amenity pond and channeled into a
water quality detention/retention pond sized for treatment. There is no off -site drainage
or previously existing impervious.
The site is located south of US Highway 17 between Mallory Creek and Wire Road
within Phase 5 of the Brunswick Forest community. The developable site is gently
rolling and wooded and is bordered to the North and East by wetlands and to the West
and South by the Brunswick Forest and future and existing residential areas.
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

B ess
/ 1
Ipp
Melvin o0
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112 or i kwy.
n' Wilmington, NC 28403

BRUNSWICK FOREST — Phase 5 Hammock Park wet detention / retention pond
POND No. 32
Additional Calculation Summary for NCDENR / DWQ :
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 48,258 sf
TOTAL AREA DRAINING TO POND = 11.08 acres = 482,577 sf
SA REQUIRED: 48258 / 482577 = 0.10 or 10%
At 3.0' average depth, 90% TSS removal, from chart — SA/DA factor = 1.3
482577 x 0.01 x 1.3 = 6,300 sf SA REQUIRED
At Elev. = 18.0 10,000 sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1.5"
(Pj)= 0.9
(Rv)= 0.05 + 0.9(48258/482577) = 0.14
(A)= 482577
R= [(1.5)(0.14)/12](482577) = 0.20 acre-feet
= 8,500 cf REQUIRED STORAGE
At Elev. = 19.0 = 11,500 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
19.0 — 18.0 / 3 = 0.33
1-1/2" PVC drain to draw -down pond required storage volume:
Orifice equation: Q = CA(2gh)A1/2
Q = 0.6(.0123)(64.4 X 0.33)A1/2 = 0.034 cfs
T = 249,200 sec. = 3 days OKAY
FOREBAY REQUIREMENTS —
Approximate required capacity = 29,800 X 20% = 5,960 cf
Provided capacity = 6,100 cf OKAY
8829-Ph5-D W Q32.doc
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

r
Brunswick Forest - Pond 32
STAGE - STORAGE TABLES:
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR.
INCR
INCR.
ELEV.
AREA
VOL.
STORAGE
STORAGE
(ft)
(so
(Cf)
(co
(ac-ft)
18.0
10,000
-
-
-
19.0
13,000
11,500
11,500
0.26
20.0
14,500
13,750
25,250
0.58
21.0
16,000
14,500
39,750
0.91
22.0
17,500
16,750
56,500
1.30
STATE STORAGE VOLUME
stage8829-32.xis
11,500 0.26
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Brunswick Forest - Pond 32
STAGE - STORAGE TABLES:
MAIN BODY OF POND -
Below WSEL
MAIN
INCR.
INCR.
ELEV.
AREA
VOL.
STORAGE
(ft)
(sf)
(cf)
(cf)
18.0
7,300
-
-
17.0
5,000
6,150
6,150
16.0
4,150
4,575
10,725
15.0
3,350
3,750
14,475
14.0
2,700
3,025
17,500
13.0
2,050
2,375
19,875
12.0
1,500
1,775
21,650
11.0
1,000
1,250
22,900
10.0
600
800
23,700
FOREBAY 1
INCR.
INCR.
AREA
VOL.
STORAGE
(sf)
(cf)
(cf)
2,700
-
-
2,000
2,350
2,350
1,500
1,750
4,100
1,000
1,250
5,350
500
750
6,100
Note: 3:1 side slopes below normal pool shelf, pond may be over -excavated for sediment storage.
Average depth= 3.0 (volume/SA)
TOTAL SURFACE AREA - 10,000 FOREBAY -
TOTAL POND VOLUME - 29,800 Percent Volume= 20%
TOTAL FOREBAY VOLUME - 6,100
PERCENT OF TOTAL - 20%
storage-8829-32.xls

i s' `
dry C = � Q�> ta.& c
C = �i ,a G = o, z Q = t , CD �t-rC 1 q- = eD ="to,--, - (�a . � -
D.Ee
"' PIPE DATA
ProleoENo. ��-'� I.D.No. .SZ County'BVU'V-su-tc�
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stationz
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Direction of Flow: �P' 7
Hydrological
H.W. Control Elev.: �� • s
In.. Elo.. CG" O
SIZE & TYPE PIPENAL Allow
IzM� I IoQo I IH.W. I ILW.
n' F
SUI�Z�ARY
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SHEET
D.ijnA Br Ch..k.d By I>s "
PLAN SUMMARY DAT
rainage ran _
Design F'req. _
Design Disch.
H s
Design .H.W. Elev.
T.W. Q100 Disch. s
�✓ Lv Q100 H.W. Elev. _
I, El., Overtopping Ereq-
L- -"/ (" f Overtopping Disch
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ET CONT. OUTLET CONTROL
T.W. I HW/ D
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G�015
AND RECOMMENDATIONS I U—) � 2 u 4�JY K 4:- � Cit C9 C cs t c�{� r & tt
M.

ISO -
10,000
166
8,000 EXAMPLE
(2)
(3)
6.
i
156
6,000 D•42 inch.. (3.5 h.1)
6.
5.
144
5,000 0-120 f.
4,000 ji-W^ Ifw
6.
5.
132
D f..t
4,
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5'
4.
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-
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4.
3'
108
3.
96
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3.
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r
.
84
600
500
72
400
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1.5
1.5
z
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z_
54W
100
48
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u
60
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FOR
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CULVERTS
>,
FHWA
WITH INLET
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.
NOMOGRAPH 1
'
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
BRIDGE DIVISION HYDRAULIC MANUAL
12-85
4 - 35

2000
1000
Boo
600
500
400
K6Z6'
fN
w
U
Z
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w
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a
x
cD 60
to
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30
20
10
8
6
5
4
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z
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08
96
84
72
66
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UNSUBMERGED OUTLET SUBMERGED OUTLET
ry
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Op ,h00 Fj,
2
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C 0*
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EQUATION: H 2.5204 (1•C.) t 466.18 nz L 0 2
De Dls e - To )
H - Head in feel
C. w Entrance loss coefficient
D Diameter of pipe in feel
n - M anning's roughness coefficient
L Length of culvert in feet
0 Design discharge rate in cfs
.4
.5
8
10
20
FHWA HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
In 0.012
NOMOGRAPH K Hanover Design Services
1123 Floral Pkvvy.
Wilmington, NC 28403
BRIDGE DIVISION HYDRAULIC MANUAL 12-85
4 - 39

300O..�.
2000
OY
500
78
400
0.80
172 300
.60
— 54
—48
--42
<
36
33
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E
15
12
200
0.70
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0.60
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0.50
40
30
20
0.40
5 0.30
4
3
2
0.20
DHT
CRITICAL DEPTH OF FLOW
. FOR
CIRCULAR CONDUITH&ver Design Services
1123 Floral Pkwy.
NOMOGRAPH G Wilmington, NC 28403,--�
BRIDGE DIVISION HYDRAULIC MANUAL 12-85

Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
Project: Ph5-Hammock-32.GPW I OF: newhanover.IDF 19 hyd's 1 08-10-2010

r r
Reservoir Report
Reservoir No. 1 - Hammock-32
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cuft cult
0.00
18.00
10,000
0
0
1.00
19.00
13,000
11,500
11,500
2.00
20.00
14,500
13,750
25,250
3.00
21.00
16,000
15,250
40,500
4.00
22.00
17,500
16,750
57,250
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in
= 24.0
1.5
0.0
0.0
Span in
= 24.0
1.5
0.0
0.0
No. Barrels
= 1
1
0
0
Invert El. ft
= 18.00
18.00
0.00
0.00
Length ft
= 50.0
10.0
0.0
0.0
Slope %
= 0.10
0.01
0.00
0.00
N-Value
= .012
.011
.000
.000
Crif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Stage / Storage / Discharge Table
Weir Structures
[A]
Crest Len ft
= 2.0
Crest El. ft
= 19.00
Weir Coeff.
= 3.30
Eqn. Exp.
= 1.50
Multi -Stage
= Yes
Page 1
English
[B] [C] [D]
16.0
80.0
0.0
19.50
20.70.
0.00
3.30
3.00
0.00
1.50
1.50
0.00
Yes
No
No
Tailwater Elevation = 18.00 tt
Note: All outflows have been analyzed under inlet and outlet control.
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C. Wr D
Discharge
ft
cuft
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs
cfs
0.00
0
18.00
0.00
0.00
--- --- 0.00
0.00
0.00 ---
0.00
1.00
11,500
19.00
2.09
0.04
--- --- 0.00
0.00
0.00 ---
0.04
2.00
25,250
20.00
3.96
0.00
--- --- 6.60
18.67
0.00 ---
3.96
3.00
40,500
21.00
18.15
0.00
--- --- 18.67
97.00
39.44 ---
57.59
4.00
57,250
22.00
25.37
0.00
--- --- 34.29
208.71
355.73 ---
381.10
Hanover Design Services
1123 Floral Pl
Wilmington, INC 28403

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.31
6
756
38,670
1
----
------
------
tyr Predev-24hr
2
SCS Runoff
16.13
6
750
127,953
10
----
------
------
10yr Predev
3
SCS Runoff
29.03
6
750
227,501
100
----
------
------
100yr Predev
4
SCS Runoff
5.66
6
750
47,839
1
----
------
------
1yr Postdev-24hr
5
SCS Runoff
18.38
6
750
144,483
10
----
------
------
1Oyr Postdev
6
SCS Runoff
31.69
6
750
248,561
100
----
------
------
100yr Postdev
7
Reservoir
2.74
6
804
46,166
1
4
19.53
18,814
1yr Post-Route-24h
8
Reservoir
14.84
6
774
142,789
10
5
20.65
35,208
1Oyr Post -Route
9
Reservoir
32.87
6
744
246,860
100
6
I
20.86
i
38,371
100yr Post -Route
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
Proj. file: Ph5-Hammock-32.GP
OF file: newhanover.IDF
Run date: 08-10-2010

Hydrograph Report
Page 1
English
Hyd. No. 1
1yr Predev-24hr
Hydrograph type
= SCS Runoff
Peak discharge
= 4.31 cfs
Storm frequency
= 1 yrs
Time interval
= 6 min
Drainage area
= 11.00 ac
Curve number
= 66
Basin Slope
= 0.5 %
Hydraulic length
= 1200 ft
Tc method
= USER
Time of conc. (Tc)
= 25 min
Total precip.
= 3.80 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 38,670 cult
Hydrograph Discharge Table
Time Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
11.70
0.09
14.90
0.96
18.10
0.42
21.30
0.28
11.80
0.20
15.00
0.93
18.20
0.41
21.40
0.28
11.90
0.42
15.10
0.91
18.30
0.40
21.50
0.28
12.00
0.93
15.20
0.89
18.40
0.39
21.60
0.27
12.10
1.81
15.30
0.87
18.50
0.39
21.70
0.27
12.20
2.80
15.40
0.85
18.60
0.38
21.80
0.27
12.30
3.61
15.50
0.82
18.70
0.37
21.90
0.26
12.40
4.05
15.60
0.80
18.80
0.37
22.00
0.26
12.50
4.28
15.70
0.78
18.90
0.36
22.10
0.26
12.60
4.31 <<
15.80
0.76
19.00
0.36
22.20
0.27
12.70
4.20
15.90
0.74
19.10
0.35
22.30
0.28
12.80
4.02
16.00
0.71
19.20
0.35
22.40
0.27
12.90
3.80
16.10
0.69
19.30
0.35
22.50
0.27
13.00
3.55
16.20
0.67
19.40
0.34
22.60
0.27
13.10
3.26
16.30
0.65
19.50
0.34
22.70
0.27
13.20
2.95
16.40
0.63
19.60
0.34
22.80
0.26
13.30
2.63
16.50
0.61
19.70
0.33
22.90
0.26
13.40
2.30
16.60
0.59
19.80
0.33
23.00
0.26
13.50
1.98
16.70
0.58
19.90
0.33
23.10
0.25
13.60
1.72
16.80
0.56
20.00
0.32
23.20
0.25
13.70
1.55
16.90
0.55
20.10
0.32
23.30
0.24
13.80
1.43
17.00
0.54
20.20
0.32
23.40
0.24
13.90
1.34
17.10
0.53
20.30
0.32
23.50
0.24
14.00
1.27
17.20
0.52
20.40
0.31
23.60
0.23
14.10
1.22
17.30
0.51
20.50
0.31
23.70
0.23
14.20
1.18
17.40
0.49
20.60
0.31
23.80
0.23
14.30
1.13
17.50
0.48
20.70
0.30
23.90
0.22
14.40
1.10
17.60
0.47
20.80
0.30
24.00
0.22
14.50
1.07
17.70
0.46
20.90
0.30
24.10
0.21
14.60
1.04
17.80
0.45
21.00
0.29
24.20
0.19
14.70
1.01
17.90
0.44
21.10
0.29
24.30
0.16
14.80
0.98
18.00
0.43
21.20
0.29
24.40
0.14
Continues on next page...
Hanover Design services
1123 Floral Pkvvy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 2
10yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 11.00 ac
= 0.5 %
= USER
= 7.00 in
= 24 hrs
Page 1
English
Peak discharge = 16.13 cfs
Time interval
= 6 min
Curve number
= 66
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 25 min
Distribution
= Type III
Shape factor =
242
Total Volume = 127.953 cuft
Hydrograph Discharge Table
Time
Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
10.10
0.19
13.30
8.15
16.50
1.61
19.70
0.86
10.20
0.23
13.40
6.94
16.60
1.56
19.80
0.85
10.30
0.28
13.50.
5.82
16.70
1.52
19.90
0.84
10.40
0.33
13.60
4.97
16.80
1.48
20.00
0.83
10.50
0.38
13.70
4.43
16.90
1.44
20.10
0.82
10.60
0.45
13.80
4.03
17.00
1.41
20.20
0.81
10.70
0.51
13.90
3.76
17.10
1.38
20.30
0.80
10.80
0.58
14.00
3.56
17.20
1.35
20.40
0.80
10.90
0.66
14.10
3.40
17.30
1.32
20.50
0.79
11.00
0.74
14.20
3.25
17.40
1.29
20.60
0.78
11.10
0.83
14.30
3.13
17.50
1.26
20.70
0.77
11.20
0.94
14.40
3.02
17.60
1.23
20.80
0.76
11.30
1.07
14.50
2.92
17.70
1.20
20.90
0.75
11.40
1.22
14.60
2.83
17.80
1.17
21.00
0.74
11.50
1.40
14.70
2.75
17.90
1.15
21.10
0.74
11.60
1.65
14.80
2.67
18.00
1.12
21.20
0.73
11.70
2.08
14.90
2.60
18.10
1.09
21.30
0.72
11.80
2.80
15.00
2.52
18.20
1.06
21.40
0.71
11.90
3.93
15.10
2.46
18.30
1.04
21.50
0.70
12.00
6.08
15.20
2.39
18.40
1.02
21.60
0.69
12.10
9.27
15.30
2.33
18.50
0.99
21.70
0.68
12.20
12.58
15.40
2.27
18.60
0.98
21.80
0.67
12.30
14.91
15.50
2.20
18.70
0.96
21.90
0.67
12.40
15.87
15.60
2.14
18.80
0.95
22.00
0.66
12.50
16.13 <<
15.70
2.08
18.90
0.93
22.10
0.67
12.60
15.79
15.80
2.02
19.00
0.92
22.20
0.68
12.70
15.04
15.90
1.95
19.10
0.91
22.30
0.70
12.80
14.08
16.00
1.89
19.20
0.90
22.40
0.69
12.90
13.02
16.10
1.83
19.30
0.89
22.50
0.68
13.00
11.88
16.20
1.77
19.40
0.88
22.60
0.68
13.10
10.66
16.30
1.71
19.50
0.87
22.70
0.67
13.20
9.40
16.40
1.66
19.60
0.86
22.80
0.66
Continues on next page...
Hanover Design services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 3
100yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 11.00 ac
= 0.5 %
= USER
= 10.00 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 29.03 cfs
Time interval
= 6 min
Curve number
= 66
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 25 min
Distribution
= Type III
Shape factor
= 242
Total Volume = 227,501 cult
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
9.00
0.30
12.20
23.65
15.40
3.66
18.60
1.56
9.10
0.35
12.30
27.48
15.50
3.55
18.70
1.53
9.20
0.40
12.40
28.85
15.60
3.45
18.80
1.51
9.30
0.46
12.50
29.03 <<
15.70
3.35
18.90
1.48
9.40
0.52
12.60
28.20
15.80
3.25
19.00
1.46
9.50
0.58
12.70
26.67
15.90
3.14
19.10
1.45
9.60
0.64
12.80
24.81
16.00
3.04
19.20
1.43
9.70
0.71
12.90
22.80
16.10
2.94
19.30
1.42
9.80
0.78
13.00
20.66
16.20
2.84
19.40
1.40
9.90
0.86
13.10
18.41
16.30
2.74
19.50
1.39
10.00
0.94
13.20
16.10
16.40
2.66
19.60
1.37
10.10
1.02
13.30
13.83
16.50
2.58
19.70
1.36
10.20
1.11
13.40
11.67
16.60
2.50
19.80
1.35
10.30
1.21
13.50
9.69
16.70
2.44
19.90
1.33
10.40
1.31
13.60
8.22
16.80
2.37
20.00
1.32
10.50
1.43
13.70
7.29
16.90
2.31
20.10
1.30
10.60
1.55
13.80
6.63
17.00
2.26
20.20
1.29
10.70
1.68
13.90
6.16
17.10
2.20
20.30
1.28
10.80
1.82
14.00
5.83
17.20
2.15
20.40
1.26
10.90
1.97
14.10
5.55
17.30
2.11
20.50
1.25
11.00
2.13
14.20
5.31
17.40
2.06
20.60
1.24
11.10
2.31
14.30
5.10
17.50
2.01
20.70
1.22
11.20
2.51
14.40
4.92
17.60
1.97
20.80
1.21
11.30
2.76
14.50
4.76
17.70
1.92
20.90
1.19
11.40
3.06
14.60
4.60
17.80
1.88
21.00
1.18
11.50
3.42
14.70
4.46
17.90
1.83
21.10
1.17
11.60
3.91
14.80
4.33
18.00
1.78
21.20
1.15
11.70
4.75
14.90
4.21
18.10
1.74
21.30
1.14
11.80
6.17
15.00
4.09
18.20
1.69
21.40
1.12
11.90
8.32
15.10
3.97
18.30
1.65
21.50
1.11
12.00
12.27
15.20
3.86
18.40
1.62
21.60
1.10
12.10
17.93
15.30
3.76
18.50
1.58
21.70
1.08
Continues on next page...
Hanover Design services
1123 Floral Pkwy.
Wilmington, NC 26403

Hydrograph Report
Page 1
English
Hyd. No. 4
1yr Postdev-24hr
Hydrograph type
= SCS Runoff
Peak discharge
= 5.66 cfs
Storm frequency
= 1 yrs
Time interval
= 6 min
Drainage area
= 11.00 ac
Curve number
= 70
Basin Slope
= 1.0 %
Hydraulic length
= 1200 ft
Tc method
= USER
Time of conc. (Tc)
= 20 min
Total precip.
= 3.80 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 47,839 cult
Hydrograph Discharge Table
Time
Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
11.30
0.08
14.50
1.24
17.70
0.53
20.90
0.33
11.40
0.11
14.60
1.20
17.80
0.52
21.00
0.33
11.50
0.16
14.70
1.17
17.90
0.50
21.10
0.33
11.60
0.22
14.80
1.14
18.00
0.49
21.20
0.32
11.70
0.34
14.90
1.11
18.10
0.48
21.30
0.32
11.80
0.55
15.00
1.08
18.20
0.47
21.40
0.32
11.90
0.89
15.10
1.05
18.30
0.46
21.50
0.31
12.00
1.61
15.20
1.03
18.40
0.45
21.60
0.31
12.10
2.75
15.30
1.00
18.50
0.44
21.70
0.30
12.20
4.01
15.40
0.97
18.60
0.43
21.80
0.30
12.30
4.97
15.50
0.95
18.70
0.42
21.90
0.30
12.40
5.45
15.60
0.92
18.80
0.42
22.00
0.29
12.50
5.66 <<
15.70
0.90
18.90
0.41
22.10
0.30
12.60
5.63
15.80
0.87
19.00
0.41
22.20
0.30
12.70
5.43
15.90
0.84
19.10
0.40
22.30
0.31
12.80
5.15
16.00
0.82
19.20
0.40
22.40
0.31
12.90
4.83
16.10
0.79
19.30
0.39
22.50
0.31
13.00
4.46
16.20
0.77
19.40
0.39
22.60
0.30
13.10
4.06
16.30
0.74
19.50
0.39
22.70
0.30
13.20
3.64
16.40
0.72
19.60
0.38
22.80
0.30
13.30
3.20
16.50
0.70
19.70
0.38
22.90
0.29
13.40
2.77
16.60
0.68
19.80
0.38
23.00
0.29
13.50
2.36
16.70
0.66
19.90
0.37
23.10
0.28
13.60
2.04
16.80
0.65
20.00
0.37
23.20
0.28
13.70
1.83
16.90
0.63
20.10
0.36
23.30
0.28
13.80
1.68
17.00
0.62
20.20
0.36
23.40
0.27
13.90
1.57
17.10
0.60
20.30
0.36
23.50
0.27
14.00
1.49
17.20
0.59
20.40
0.35
23.60
0.26
14.10
1.43
17.30
0.58
20.50
0.35
23.70
0.26
14.20
1.37
17.40
0.56
20.60
0.35
23.80
0.26
14.30
1.32
17.50
0.55
20.70
0.34
23.90
0.25
14.40
1.28
17.60
0.54
20.80
0.34
24.00
0.25
Continues on next page...
Hanover Design services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 5
10yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 11.00 ac
= 1.0 %
= USER
= 7.00 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 18.38 cfs
Time interval
= 6 min
Curve number
= 70
Hydraulic length
= 1200 ft
Time of conc. (Tc) =
20 min
Distribution =
Type III
Shape factor =
242
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Total Volume = 144,483 cult
Time -- Outflow
(hrs cfs)
9.50
0.19
12.70
16.99
15.90
2.09
19.10
0.97
9.60
0.23
12.80
15.85
16.00
2.02
19.20
0.96
9.70
0.27
12.90
14.61
16.10
1.95 -.
19.30
0.95
9.80
0.31
13.00
13.28
16.20
1.89
19.40
0.94
9.90
0.36
13.10
11.87
16.30
1.83
19.50
0.93
10.00
0.40
13.20
10.42
16.40
1.77
19.60
0.92
10.10
0.45
13.30
8.98
16.50
1.72
19.70
0.91
10.20
0.51
13.40
7.61
16.60
1.67
19.80
0.90
10.30
0.56
13.50
6.35
16.70
1.62
19.90
0.89
10.40
0.63
13.60
5.40
16.80
1.58
20.00
0.88
10.50
0.70
13.70
4.80
16.90
1.54
20.10
0.87
10.60
0.77
13.80
4.37
17.00
1.50
20.20
0.86
10.70
0.85
13.90
4.06
17.10
1.47
20.30
0.85
10.80
0.94
14.00
3.85
17.20
1.44
20.40
0.85
10.90
1.03
14.10
3.67
17.30
1.40
20.50
0.84
11.00
1.13
14.20
3.51
17.40
1.37
20.60
0.83
11.10
1.23
14.30
3.37
17.50
1.34
20.70
0.82
11.20
1.36
14.40
3.25
17.60
1.31
20.80
0.81
11.30
1.51
14.50
3.15
17.70
1.28
20.90
0.80
11.40
1.70
14.60
3.05
17.80
1.25
21.00
0.79
11.50
1.91
14.70
2.96
17.90
1.22
21.10
0.78
11.60
2.21
14.80
2.87
18.00
1.19
21.20
0.77
11.70
2.73
14.90
2.79
18.10
1.16
21.30
0.76
11.80
3.59
15.00
2.71
18.20
1.13
21.40
0.75
11.90
4.92
15.10
2.64
18.30
1.10
21.50
0.74
12.00
7.40
15.20
2.57
18.40
1.08
21.60
0.73
12.10
11.01
15.30
2.50
18.50
1.06
21.70
0.72
12.20
14.69
15.40
2.43
18.60
1.04
21.80
0.72
12.30
17.22
15.50
2.36
18.70
1.02
21.90
0.71
12.40
18.19
15.60
2.29
18.80
1.01
22.00
0.70
12.50
18.38 <<
15.70
2.23
18.90
0.99
22.10
0.71
12.60
17.91
15.80
2.16
19.00
0.98
22.20
0.72
Continues on next page...
Hanover Design services
1123 floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 11.00 ac
= 1.0 %
= USER
10.00 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 31.69 cfs
Time interval
= 6 min
Curve number
= 70
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 20 min
Distribution
= Type III
Shape factor
= 242
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Total Volume = 246,561 cult
Time -- Outflow
(hrs cfs)
8.50
0.34
11.70
5.63
14.90
4.40
18.10
1.81
8.60
0.38
11.80
7.23
15.00
4.28
18.20
1.76
8.70
0.42
11.90
9.62
15.10
4.16
18.30
1.72
8.80
0.47
12.00
13.97
15.20
4.04
18.40
1.68
8.90
0.53
12.10
20.11
15.30
3.93
18.50
1.65
9.00
0.58
12.20
26.23
15.40
3.82
18.60
1.62
9.10
0.64
12.30
30.26
15.50
3.71
18.70
1.59
9.20
0.70
12.40
31.61
15.60
3.61
18.80
1.56
9.30
0.77
12.50
31.69 <<
15.70
3.50
18.90
1.54
9.40
0.84
12.60
30.68
15.80
3.39
19.00
1.52
9.50
0.92
12.70
28.94
15.90
3.28
19.10
1.50
9.60
0.99
12.80
26.86
16.00
3.17
19.20
1.49
9.70
1.07
12.90
24.62
16.10
3.06
19.30
1.47
9.80
1.16
13.00
22.25
16.20
2.96
19.40
1.46
9.90
1.24
13.10
19.76
16.30
2.86
19.50
1.44
10.00
1.33
13.20
17.23
16.40
2.77
19.60
1.43
10.10
1.43
13.30
14.75
16.50
2.69
19.70
1.41
10.20
1.53
13.40
12.40
16.60
2.61
19.80
1.40
10.30
1.64
13.50
10.26
16.70
2.54
19.90
1.38
10.40
1.76
13.60
8.67
16.80
2.47
20.00
1.37
10.50
1.89
13.70
7.69
16.90
2.41
20.10
1.36
10.60
2.03
13.80
6.98
17.00
2.35
20.20
1.34
10.70
2.18
13.90
6.48
17.10
2.30
20.30
1.33
10.80
2.34
14.00
6.12
17.20
2.24
20.40
1.31
10.90
2.51
14.10
5.83
17.30
2.19
20.50
1.30
11.00
2.69
14.20
5.58
17.40
2.14
20.60
1.28
11.10
2.89
14.30
5.36
17.50
2.10
20.70
1.27
11.20
3.11
14.40
5.16
17.60
2.05
20.80
1.25
11.30
3.39
14.50
4.99
17.70
2.00
20.90
1.24
11.40
3.73
14.60
4.83
17.80
1.95
21.00
1.22
11.50
4.13
14.70
4.68
17.90
1.90
21.10
1.21
11.60
4.69
14.80
4.54
18.00
1.86
21.20
1.20
Continues on next page...
Hanover Design services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 7
1yr Post-Route-24hr
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 4
Max. Elevation = 19.53 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 2.74 cfs
= 6 min
= Hammock-32
= 18,814 cuft
Total Volume = 46,166 cuff
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D
Wr A
Wr B
Wr C Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs
cfs
12.40
5.45
18.58
0.91
0.03
----- -----
-----
-----
----- -----
0.03
12.50
5.66 <<
18.75
1.35
0.03
----- -----
-----
-----
----- -----
0.03
12.60
5.63
18.93
1.85
0.04
----- -----
-----
-----
----- -----
0.04
12.70
5.43
19.08
2.26
0.04
----- -----
0.17
-----
----- -----
0.21
12.80
5.15
19.21
2.63
0.04
----- -----
0.62
-----
----- -----
0.67
12.90
4.83
19.31
2.85
0.04
----- -----
1.16
-----
-----
1.20
13.00
4.46
19.40
3.08
0.04
----- -----
1.65
-----
----- -----
1.69
13.10
4.06
19.46
3.23
0.04
----- -----
2.06
0.00
----- -----
2.10
13.20
3.64
19.50
3.34
0.03
----- -----
2.34
0.01
----- -----
2.38
13.30
3.20
19.52
3.39
0.03
----- -----
2.51
0.41
----- -----
2.66
13.40
2.77
19.53 <<
3.40
0.03
----- -----
2.57
0.53
----- -----
2.74 <<
13.50
2.36
19.53
3.39
0.03
----- -----
2.54
0.47
----- -----
2.70
13.60
2.04
19.52
3.37
0.03
----- -----
2.46
0.28
----- -----
2.56
13.70
1.83
19.50
3.34
0.03
----- -----
2.35
0.04
----- -----
2.40
13.80
1.68
19.49
3.30
0.03
----- -----
2.25
0.00
----- -----
2.28
13.90
1.57
19.47
3.26
0.04
----- -----
2.14
0.00
----- -----
2.18
14.00
1.49
19.46
3.23
0.04
----- -----
2.04
0.00
----- -----
2.08
14.10
1.43
19.44
3.19
0.04
----- -----
1.94
0.00
----- -----
1.98
14.20
1.37
19.43
3.15
0.04
----- -----
1.85
0.00
----- -----
1.89
14.30
1.32
19.41
3.12
0.04
----- -----
1.76
0.00
----- -----
1.80
14.40
1.28
19.40
3.09
0.04
----- -----
1.68
0.00
----- -----
1.72
14.50
1.24
19.39
3.06
0.04
----- -----
1.62
-----
----- -----
1.65
14.60
1.20
19.38
3.03
0.04
----- -----
1.55
-----
----- -----
1.59
14.70
1.17
19.37
3.01
0.04
----- -----
1.50
-----
----- -----
1.53
14.80
1.14
19.36
2.98
0.04
----- -----
1.44
-----
----- -----
1.48
14.90
1.11
19.35
2.96
0.04
----- -----
1.39
-----
----- -----
1.43
15.00
1.08
19.34
2.93
0.04
----- -----
1.34
-----
----- -----
1.38
15.10
1.05
19.34
2.91
0.04
----- -----
1.30
-----
----- -----
1.34
15.20
1.03
19.33
2.89
0.04
----- -----
1.26
-----
----- -----
1.30
15.30
1.00
19.32
2.87
0.04
----- -----
1.22
-----
----- -----
1.25
15.40
0.97
19.32
2.86
0.04
----- -----
1.18
-----
----- -----
1.22
15.50
0.95
19.31
2.84
0.04
----- -----
1.14
-----
----- -----
1.18
15.60
0.92
19.30
2.82
0.04
----- -----
1.11
-----
----- -----
1.15
15.70
0.90
19.30
2.81
0.04
----- -----
1.07
-----
----- -----
1.11
15.80
0.87
19.29
2.80
0.04
----- -----
1.05
-----
----- -----
1.09
15.90
0.84
19.29
2.79
0.04
----- -----
1.02
-----
----- -----
1.06
Continues on next page...
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 8
10yr Post -Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 5
Max. Elevation = 20.65 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 14.84 cfs
= 6 min
= Hammock-32
= 35,208 cuft
Total Volume = 142,7891
Time
Inflow
Elevation
Civ A
Clv B
Clv C Clv D
Wr A
Wr B
Wr C Wr D
Outflow
(hrs)
cfs
It
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs
cfs
12.00
7.40
19.06
2.22
0.04
----- -----
0.13
-----
----- -----
0.18
12.10
11.01
19.29
2.79
0.04
----- -----
1.03
-----
----- -----
1.07
12.20
14.69
19.57
3.48
0.03
----- -----
2.84
1.16
----- -----
3.18
12.30
17.22
19.89
3.97
-----
----- -----
5.57
13.05
----- -----
3.97
12.40
18.19
20.18
8.38
-----
----- -----
8.42
29.39
----- -----
8.38
12.50
18.38 <<
20.37
11.50
-----
----- -----
10.62
43.11
----- -----
11.50
12.60
17.91
20.51
13.24
-----
----- -----
12.24
53.55
----- -----
13.24
12.70
16.99
20.60
14.25
-----
----- -----
13.32
60.66
----- -----
14.25
12.80
15.85
20.64
14.73
-----
----- -----
13.90
64.52
0.00 -----
14.73
12.90
14.61
20.65 <<
14.84
-----
----- -----
14.03
65.42
0.00 -----
14.84 <<
13.00
13.28
20.63
14.64
-----
----- -----
13.79
63.81
0.00 -----
14.64
13.10
11.87
20.59
14.18
-----
----- -----
13.24
60.17
----- -----
14.18
13.20
10.42
20.53
13.46
-----
----- -----
12.47
55.05
----- -----
13.46
13.30
8.98
20.45
12.51
-----
----- -----
11.53
48.95
----- -----
12.51
13.40
7.61
20.36
11.38
-----
----- -----
10.52
42.46
----- -----
11.38
13.50
6.35
20.28
10.08
-----
----- -----
9.51
36.10
----- -----
10.08
13.60
5.40
20.19
8.71
-----
----- -----
8.60
30.44
----- -----
8.71
13.70
4.80
20.12
7.33
-----
----- -----
7.86
26.04
----- -----
7.33
13.80
4.37
20.07
6.09
-----
----- -----
7.34
22.97
----- -----
6.09
13.90
4.06
20.04
5.13
-----
----- -----
7.01
21.04
----- -----
5.13
14.00
3.85
20.02
4.53
-----
----- -----
6.80
19.82
----- -----
4.53
14.10
3.67
20.01
4.14
-----
----- -----
6.66
19.02
----- -----
4.14
14.20
3.51
19.88
3.96
-----
----- -----
5.48
12.59
----- -----
3.96
14.30
3.37
19.89
3.96
-----
----- -----
5.51
12.70
----- -----
3.96
14.40
3.25
19.89
3.97
-----
----- -----
5.53
12.84
----- -----
3.97
14.50
3.15
19.89
3.97
-----
----- -----
5.57
13.00
----- -----
3.97
14.60
3.05
19.90
3.98
-----
----- -----
5.60
13.19
----- -----
3.98
14.70
2.96
19.90
3.98
-----
----- -----
5.59
13.15
----- -----
3.98
14.80
2.87
19.87
3.95
-----
----- -----
5.34
11.86
----- -----
3.95
14.90
2.79
19.84
3.92
-----
----- -----
5.08
10.52
----- -----
3.92
15.00
2.71
19.81
3.88
-----
----- -----
4.81
9.11
----- -----
3.88
15.10
2.64
19.78
3.84
-----
----- -----
4.54
7.81
----- -----
3.84
15.20
2.57
19.75
3.79
-----
----- -----
4.26
6.56
----- -----
3.79
15.30
2.50
19.71
3.73
-----
----- -----
3.99
5.28
----- -----
3.73
15.40
2.43
19.68
3.68
0.01
----- -----
3.72
4.16
----- -----
3.68
15.50
2.36
19.65
3.63
0.02
----- -----
3.46
3.16
----- -----
3.63
Continues on next page...
Hanover Design Services
1123 Floral Pli
Wilminqton, NC 29403

Hydrograph Report
Page 1
Hyd. No. 9
100yr Post -Route
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
Storage indication method used.
= Reservoir
= 100 yrs
= 6
= 20.86 ft
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 32.87 cfs
= 6 min
= Hammock-32
= 38.371 cuft
Total Volume = 246,860 cult
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D
Wr A
Wr B
Wr C
Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs
cfs
11.20
3.11
19.15
2.45
0.04
----- -----
0.39
-----
-----
-----
0.44
11.30
3.39
19.22
2.65
0.04
----- -----
0.68
-----
-----
-----
0.72
11.40
3.73
19.29
2.79
0.04
----- -----
1.03
-----
-----
-----
1.07
11.50
4.13
19.36
2.97
0.04
----- -----
1.42
-----
-----
-----
1.46
11.60
4.69
19.43
3.16
0.04
----- ----=
1.86
0.00
-----
-----
1.90
11.70
5.63
19.51
3.35
0.03
----- -----
2.39
0.12
-----
-----
2.46
11.80
7.23
19.60
3.54
0.03
----- -----
3.05
1.63
-----
-----
3.52
11.90
9.62
19.72
3.75
-----
----- -----
4.06
5.64
-----
-----
3.75
12.00
13.97
19.89
3.97
-----
----- -----
5.59
13.11
-----
-----
3.97
12.10
20.11
20.19
8.67
-----
----- -----
8.58
30.32
-----
-----
8.67
12.20
26.23
20.48
12.92
-----
----- -----
11.92
51.47
-----
-----
12.92
12.30
30.26
20.76
15.91
-----
----- -----
15.38
74.51
4.37
-----
20.28
12.40
31.61
20.86 <<
16.90
-----
----- -----
16.75
83.82
15.97
-----
32.87 <<
12.50
31.69 <<
20.85
16.80
-----
----- -----
16.61
82.85
14.52
-----
31.32
12.60
30.68
20.85
16.79
-----
----- -----
16.60
82.75
14.36
-----
31.15
12.70
28.94
20.84
16.68
-----
----- -----
16.44
81.69
12.77
-----
29.45
12.80
26.86
20.82
16.56
-----
----- -----
16.26
80.47
10.92
-----
27.48
12.90
24.62
20.81
16.42
-----
----- -----
16.06
79.10
8.85
-----
25.27
13.00
22.25
20.79
16.24
-----
----- -----
15.82
77.46
6.90
-----
23.14
13.10
19.76
20.77
15.99
-----
----- -----
15.49
75.24
5.00
-----
20.99
13.20
17.23
20.74
15.70
-----
----- -----
15.11
72.65
2.78
-----
18.48
13.30
14.75
20.71
15.42
-----
----- -----
14.73
70.06
0.56
-----
15.97
13.40
12.40
20.66
14.95
-----
----- -----
14.16
66.25
0.00
-----
14.95
13.50
10.26
20.59
14.13
-----
----- -----
13.20
59.86
-----
-----
14.13
13.60
8.67
20.49
13.01
-----
----- -----
12.01
52.03
-----
-----
13.01
13.70
7.69
20.39
11.76
-----
----- -----
10.83
44.41
-----
-----
11.76
13.80
6.98
20.30
10.50
-----
----- -----
9.80
37.87
-----
-----
10.50
13.90
6.48
20.23
9.29
-----
----- -----
8.97
32.75
-----
-----
9.29
14.00
6.12
20.17
8.23
-----
----- -----
8.34
28.92
-----
-----
8.23
14.10
5.83
20.13
7.37
-----
----- -----
7.89
26.17
-----
-----
7.37
14.20
5.58
20.09
6.69
-----
----- -----
7.56
24.20
-----
-----
6.69
14.30
5.36
20.07
6.07
-----
----- -----
7.34
22.93
-----
-----
6.07
14.40
5.16
20.06
5.66
-----
----- -----
7.19
22.10
-----
-----
5.66
14.50
4.99
20.05
5.36
-----
----- -----
7.09
21.50
-----
-----
5.36
14.60
4.83
20.04
5.13
-----
----- -----
7.01
21.03
-----
-----
5.13
14.70
4.68
20.03
4.94
-----
----- -----
6.94
20.64
-----
-----
4.94
Continues on next page...
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Reservoir Report
Reservoir No. 1 - Hammock-32
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
It ft sqft cuft cult
0.00
18.00
10,000
0
0
1.00
19.00
13,000
11,500
11,500
2.00
20.00
14,500
13,750
25,250
3.00
21.00
16,000
15,250
40,500
4.00
22.00
17,500
16,750
57,250
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in
= 24.0
1.5
0.0
0.0
Span in
= 24.0
1.5
0.0
0.0
No. Barrels
= 1
1
0
0
Invert El. ft
= 18.00
18.00
0.00
0.00
Length ft
= 50.0
10.0
0.0
0.0
Slope %,
= 0.10
0.01
0.00
0.00
N-Value
= .012
.011
.000
.000
Crif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Stage / Storage / Discharge Table
Weir Structures
[A]
Crest Len ft
= 2.0
Crest El. ft
= 19.00
Weir Coeff.
= 3.30
Eqn. Exp.
= 1.50
Multi -Stage
= Yes
Page 1
English
[B] [C] [D]
16.0
80.0
0.0
19.50
20.70
0.00
3.30
3.00
0.00
1.50
1.50
0.00
Yes
No
No
Tailwater Elevation = 18.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
18.00
0.00
0.00 ---
--- 0.00
0.00
0.00 ---
0.00
1.00
11,500
19.00
2.09
0.04 ---
--- 0.00
0.00
0.00 ---
0.04
2.00
25,250
20.00
3.96
0.00 ---
6.60
18.67
0.00 ---
3.96
3.00
40,500
21.00
18.15
0.00 ---
18.67
97.00
39.44 ---
57.59
4.00
57,250
22.00
25.37
0.00 ---
--- 34.29
208.71
355.73 ---
381.10
Hanover Design Services
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Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.31
6
756
38,670
1
----
------
------
1yr Predev-24hr
2
SCS Runoff
16.13
6
750
127,953
10
----
------
------
10yr Predev
3
SCS Runoff
29.03
6
750
227,501
100
----
------
------
100yr Predev
4
SCS Runoff
5.66
6
750
47,839
1
----
------
------
tyr Postdev-24hr
5
SCS Runoff
18.38
6
750
144,483
10
----
------
------
10yr Postdev
6
SCS Runoff
31.69
6
750
248,561
100
----
------
------
100yr Postdev
7
Reservoir
2.74
6
804
46,166
1
4
19.53
18,814
1yr Post-Route-24h
8
Reservoir
14.84
6
774
142,789
10
5
20.65
35,208
10yr Post -Route
9
Reservoir
32.87
6
744
246,860
100
6
20.86
38,371
100yr Post -Route
10
Rational
7.81
1
25
11,712
2
----
---...
------
1-year Rational pr
11
Rational
8.67
1
20
10,398
2
----
------
------
1-year post
12
Reservoir
0.04
1
40
3,005
2
11
18.90
10,347
1-year routed
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
Proj. file: Ph5-1­lammock-32.GP
OF file: newhanover.IDF
Run date: 09-02-2010

Hydrograph Report Page 1
English
Hyd. No. 10
1-year Rational pre
Hydrograph type
= Rational
Peak discharge =
7.81 cfs
Storm frequency
= 2 yrs
Time interval =
1 min
Drainage area
= 11.0 ac
Runoff coeff. =
0.2
Intensity
= 3.55 in
Time of conc. (Tc) =
25 min
I-D-F Curve
= newhanover.IDF
Reced. limb factor =
1
Total Volume = 11,712 cuff
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
0.02
0.31
0.55
5.31
0.03
0.62
0.57
5.00
0.05
0.94
0.58
4.68
0.07
1.25
0.60
4.37
0.08
1.56
0.62
4.06
0.10
1.87
0.63
3.75
0.12
2.19
0.65
3.44
0.13
2.50
0.67
3.12
0.15
2.81
0.68
2.81
0.17
3.12
0.70
2.50
0.18
3.44
0.72
2.19
0.20
3.75
0.73
1.87
0.22
4.06
0.75
1.56
0.23
4.37
0.77
1.25
0.25
4.68
0.78
0.94
0.27
5.00
0.80
0.62
0.28
5.31
0.82
0.31
0.30
5.62
0.32
5.93
0.33
6.25
...End
0.35
6.56
0.37
6.87
0.38
7.18
0.40
7.50
0.42
7.81, <<
0.43
7.50
0.45
7.18
0.47
6.87
0.48
6.56
0.50
6.25
0.52
5.93
0.53
5.62
Hanover Design Services
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Hydrograph Report
Page 1
English
Hyd. No. 11
1-year post
Hydrograph type
= Rational
Peak discharge
= 8.67 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 11.0 ac
Runoff coeff.
= 0.2
Intensity
= 3.94 in
Time of conc. (Tc)
= 20 min
I-D-F Curve
= newhanover.IDF
Reced. limb factor
= 1
Total Volume = 10,398 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
0.02
0.43
0.55
3.03
0.03
0.87
0.57
2.60
0.05
1.30
0.58
2.17
0.07
1.73
0.60
1.73
0.08
2.17
0.62
1.30
0.10
2.60
0.63
0.87
0.12
3.03
0.65
0.43
0.13
3.47
0.15
3.90
0.17
4.33
...End
0.18
4.77
0.20
5.20
0.22
5.63
0.23
6.07
0.25
6.50
0.27
6.93
0.28
7.37
0.30
7.80
0.32
8.23
0.33
8.67 <<
0.35
8.23
0.37
7.80
0.38
7.37
0.40
6.93
0.42
6.50
0.43
6.07
0.45
5.63
0.47
5.20
0.48
4.77
0.50
4.33
0.52
3.90
0.53
3.47
Hanover Design services
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Hydrograph Report Page 1
English
Hyd. No. 12
1-year routed
Hydrograph type
= Reservoir
Peak discharge
= 0.04 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 11
Reservoir name
= Hammock-32
Max. Elevation
= 18.90 ft
Max. Storage
= 10,347 cuft
Storage Indication method used. Total Volume = 3,005 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C
Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs
cfs
0.10
2.60
18.04
0.02
0.00
----- ----- ----- ----- -----
-----
0.00
0.12
3.03
18.06
0.02
0.00
----- ----- ----- ----- -----
-----
0.00
0.13
3.47
18.07
0.03
0.00
----- ----- ----- ----- -----
-----
0.00
0.15
3.90
18.09
0.04
0.00
----- ----- ----- ----- -----
-----
0.00
0.17
4.33
18.11
0.06
0.00
----- ----- ----- ----- -----
-----
0.00
0.18
4.77
18.14
0.08
0.01
----- ----- ----- ----- -----
-----
0.01
0.20
5.20
18.16
0.11
0.01
----- ----- ----- ----- -----
-----
0.01
0.22
5.63
18.19
0.14
0.01
----- ----- ----- -----
-----
0.01
0.23
6.07
18.22
0.19
0.01
----- ----- ----- ----- -----
-----
0.01
0.25
6.50
18.25
0.24
0.02
----- ----- ----- ----- -----
-----
0.02
0.27
6.93
18.29
0.30
0.02
----- ----- ----- ---- -----
-----
0.02
0.28
7.37
18.33
0.37
0.02
----- ----- ----- ----- -----
-----
0.02
0.30
7.80
18.37
0.44
0.02
----- ----- ----- ----- -----
-----
0.02
0.32
8.23
18.41
0.51
0.02
----- ----- ----- ----- -----
-----
0.02
0.33
8.67 <<
18.45
0.61
0.03
----- ----- ----- ----- -----
-----
0.03
0.35
8.23
18.50
0.70
0.03
----- ----- ----- ----- -----
-----
0.03
0.37
7.80
18.54
0.81
0.03
----- ----- ----- ----- -----
-----
0.03
0.38
7.37
18.58
0.91
0.03
----- ----- ----- ----- -----
-----
0.03
0.40
6.93
18.61
1.00
0.03
----- ----- ----- ----- -----
-----
0.03
0.42
6.50
18.65
1.10
0.03
----- ----- ----- ----- -----
-----
0.03
0.43
6.07
18.68
1.20
0.03
----- ----- ----- ----- -----
-----
0.03
0.45
5.63
18.71
1.27
0.03
----- ----- ----- ----- -----
-----
0.03
0.47
5.20
18.74
1.33
0.03
----- ----- ----- ----- -----
-----
0.03
0.48
4.77
18.77
1.38
0.04
----- ----- ----- ----- -----
-----
0.04
0.50
4.33
18.79
1.43
0.04
----- ----- ----- ----- -----
-----
0.04
0.52
3.90
18.81
1.48
0.04
----- ----- ----- ----- -----
-----
0.04
0.53
3.47
18.83
1.54
0.04
----- ----- ----- ----- -----
-----
0.04
0.55
3.03
18.85
1.60
0.04
----- ----- ----- ----- -----
-----
0.04
0.57
2.60
18.86
1.64
0.04
----- ----- ----- ----- -----
-----
0.04
0.58
2.17
18.87
1.68
0.04
----- ----- ----- ----- -----
-----
0.04
0.60
1.73
18.88
1.71
0.04
----- ----- ----- ----- -----
-----
0.04
0.62
1.30
18.89
1.74
0.04
----- ----- ----- ----- -----
-----
0.04
0.63
0.87
18.90
1.75
0.04
----- ----- ----- ----- -----
-----
0.04
0.65
0.43
18.90
1.76
0.04
----- ----- ----- ----- -----
-----
0.04
0.67
0.00
18.90 <<
1.77
0.04
----- ----- ----- ----- -----
-----
0.04 <<
0.68
0.00
18.90
1.76
0.04
----- ----- ----- ----- -----
-----
0.04
Continues on next page...
Hanover Design Services
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Brunswick Forest Phase 5A — SHWT determination
POND No. 32
Field visit: 8-25-10
References:
Soils at the pond site are mapped as Leon and Baymeade Series fine sands (USDA
NRCS National Cooperative Soil Survey map and Official Series Description attached),
well drained soils with rapid to poor permeability and relatively flat slopes of 0-8%,
abutting the delineated wetlands soils which are mapped as predominantly Muckalee
Series foams, poorly drained with moderately poor permeability and flat slopes.
Observations:
One soil boring was observed as follows (location map attached):
The seasonal high water table is normally evident by observation of
redoximorphic features suggesting past conditions of saturation and reduction,
indicated by colors of chroma 2 or less (Munsell) at greater than 2% of soil
volume in mottles or a distinct horizon subdivision.
There was evidence of redoximorphic features at about 2'-4" (2.37') in the bore
with a distinct chroma and evidence of wetness at that depth (the first 3" at the
test site was vegetation and root mat, not soil). This observation was in line with
the expected depth to seasonal high water in the soil profile of 18" to 36" for
Leon Series soils. Elevation read at the boring for Pond 32 was 19.92 MSL,
resulting in a SHWT elevation of 17.6 MSL (19.92 — 2.37 = 17.55).
Summary:
Observed indications of SHWT depth were in line with predicted values.
Pond No.32 SHWT = 17.6 MSL.
•°" 'CAX.
Q.
•.JJ e�
SEAL
2GG0�
s .
8829-shwt-32.doc
8\2Co•tc�>
David S. Hollis, PE, PLS
Ha')u-..' ,-ro,Ces
1 1I"J Flora, Pk WY.
Wilmington, NC 28403

W 10, 51"
W 10'38
Soil Map —Brunswick County, North Carolina
(Brunswick Forest Phase 5)
Nep Srale: 1:2,930 it printed on A size (8.5' x 11') sheet.
N Meters
A 0 40 80 160 240
Feet
0 150 300 600 900
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
U. 10' 511.
4' 10, 38
n5240
8/26/2010
Page 1 of 3

Soil Map -Brunswick County, North Carolina
Map Unit Legend
Brunswick Forest Phase 5
�•. Brunswick County, North Carolina.(NC019)
Map UnifSymbol`
- Map llnit'Name
'Acres in AOI
Percent of AOI.
BaB
Baymeade fine sand, 1 to 6 percent
slopes
Foreston loamy fine sand
14.8
1.7
33.7%
3.9%
Fo
j Lo
Leon fine sand
17.8
40.4 %
!Mk
Muckalee loam
1.2
2.7%
Mu
Murville mucky fine sand
8.5
19.2%
Totals for Area of Interest
44.0
100.0 %
Hanover Design Services
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USDA Natural Resources Web Soil Survey 8/26/2010
m Conservation Service National Cooperative Soil Survey Page 3 of 3

MAP LEGEND
Area of Interest(AOI)
0
Area of Interest (AOI)
Soils
Soil Map Units
Special
Point Features
�J
Blowout
®
Borrow Pit
X'.%
Clay Spot
♦
Closed Depression
X
Gravel Pit
.,
Gravelly Spot
8
Landfill
,1
Lava Flow
,lt,
Marsh or swamp
R
Mine or Quarry
Do
Miscellaneous Water
�.
Perennial Water
.�
Rock Outcrop
}
Saline Spot
Sandy Spot
Severely Eroded Spot
p
Sinkhole
�r
Slide or Slip
0
Sodic Spot
Spoil Area
Q
Stony Spot'
USDA Natural Resources
® Conservation Service
Soil Map -Brunswick County, North Carolina
(Brunswick Forest Phase 5)
MAP INFORMATION
LZ
Very Stony Spot
Map Scale: 1:2,930 if printed on A size (8.5" • 11 ") sheet.
+[
Wet Spot
The soil surveys that comprise your AC I were mapped at 1:24,000.
A
Other
Please rely on the bar scale on each map sheet for accurate map
Special
Line Features
measurements.
Gully
Source of Map: Natural Resources Conservation Service
�.,
Web Soil Survey URL: http://websoilsuNey.nres.usda.gov
Short Steep Slope
Coordinate System: UTM Zone 17N NAD83
e
Other
This product is generated from the USDA-NRCS certified data as of
Political Features
the version date(s) listed below.
p
Cities
Soil Survey Area: Brunswick County, North Carolina
Water Features
Survey Area Data: Version 12, Feb 27, 2008
O
Oceans
Date(s) aerial images were photographed: 7/2/2006
,...�
Streams and Canals
The orthophoto or other base map on which the soil lines were
Transportation
compiled and digitized probably differs from the background
ayy;
Rails
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
N
Interstate Highways
N
US Routes
cy
Major Roads
N
Local Roads
Web Soil Survey
National Cooperative Soil Survey
8/26/2010
Page 2 of 3

Official Series Description - LEON Series Page I of 5
LOCATION LEON FL+AL GA MD MS NC SC VA
Established Series
Rev. AGH, GWH, DL, JNS
03/2009
LEON SERIES
The Leon series consists of very deep, poorly and very poorly drained, moderately to moderately slowly
permeable soils on upland flats, depressions, stream terraces and tidal areas. They formed in sandy
marine sediments of the Atlantic and Gulf Coastal Plain. Near the type location, the mean annual
temperature is about 68 degrees F., and the mean annual precipitation is about 65 inches. Slopes range
from 0 to 5 percent.
TAXONOMIC CLASS: Sandy, siliceous, thermic Aerie Alaquods
TYPICAL PEDON: Leon sand --forested; slash pine, gallberry, wax myrtle, saw palmetto, goldenrod,
lyonia ligustrina, dog fennel, and lowbush blueberry. (Colors are for moist soil)
A--O to 4 inches; 70 percent black (IOYR 2/1) and 30 percent light gray (IOYR 7/1) sand; weak fine
granular structure; very friable; many fine, medium, and large roots; many clean sand grains give a salt -
and -pepper appearance; very strongly acid; clear smooth boundary. (2 to 9 inches thick)
EgI--4 to 10 inches; gray (10YR 6/1) sand; common medium faint very dark gray (10YR 3/1) streaks
and splotches of organic matter accumulations deposited in former root channels and krotovinas, ranging
from about 20 percent in upper part to 0 percent in lower part; single grain; loose; many fine, medium,
and large roots; very strongly acid; clear wavy boundary. (2-12 inches thick)
Eg2--10 to 15 inches; gray (10YR 6/1) sand; 20 percent faint light gray (10YR 7/1) oval splotches of
organic matter depletions; single grain; loose; few fine and medium roots; very strongly acid; abrupt
smooth boundary. (2 to 13 inches thick)
Bhl--15 to 18 inches; 50 percent dark brown (7.5YR 3/3) and 50 percent black (7.5YR 2.5/1) sand;
weak medium and coarse subangular blocky structure; firm; common fine and medium roots; many fine
and medium pores; more than 95 percent of sand grains have organic coatings; extremely acid; clear
smooth boundary.
Bh2--18 to 22 inches; dark brown (7.5YR 3/4) sand; weak medium and coarse subangular blocky
structure; firm; few fine and medium roots; common fine and medium pores; more than 95 percent of
sand grains have organic coatings; extremely acid; clear wavy boundary. (Combined thickness of the Bh
horizons ranges from 4 to 35 inches)
Bw and Bh--22 to 25 inches; 80 percent (Bw) dark yellowish brown (10YR 4/4) and 20 percent (Bh)
dark brown (10YR 3/3) sand; very weak medium and coarse subangular blocky structure; very friable;
common fine and medium pores; very strongly acid; clear wavy boundary. (0 to 14 inches thick)
Eg and Bh--25 to 30 inches; 95 percent (Eg) weak red (2.5YR 5/2) and 5 percent (Bh) dark brown
(7.5YR 3/3) sand; single grain; loose; common fine and medium pores; very strongly acid; diffuse
httr)://www2.ftw.nits.usda.gov/osd/dat/L/LEON.html
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, Official Series Description - LEON Series
Page 2 of 5
irregular boundary. (0 to 10 inches thick)
E'g--30 to 42 inches; pinkish gray (7.5YR 7/2) sand; single grain; loose; very strongly acid; clear wavy
boundary. (0 to 36 inches thick)
B'h--42 to 77 inches; 50 percent very dark brown (l OYR 2/2) and 50 percent dark yellowish brown
(10YR 3/4) sand; weak medium and coarse subangular blocky structure; friable; common fine and
medium pores; very strongly acid; clear wavy boundary. (0 to 50 inches thick)
B'w and B'h--77 to 108 inches; 60 percent (Bw) brown (IOYR 4/3), 40 percent Bh of very dark brown
(10YR 2/2) and very dark grayish brown (IOYR 3/2) sand; very weak medium and coarse subangular
blocky structure; very friable; common fine and medium pores; very strongly acid.
TYPE LOCATION: Bay County, Florida. USGS Panama City Beach topographic quadrangle.
Approximately 1.2 miles north of U.S. Highway 98, about 2.7 miles south of West Bay in Panama City
Beach, Florida. SW 1/4, Sec. 20; T. 3 S., R. 15 W. 30 degrees 12.0 minutes 19.9 seconds N.; 85 degrees
46.0 minutes 20.4 seconds W.
RANGE IN CHARACTERISTICS: The Bh horizon is within 30 inches of the soil surface. Reaction
ranges from extremely acid to slightly acid throughout. In tidal areas, the soil reaction ranges from very
strongly acid to moderately alkaline throughout.
The A or Ap horizon has hue of 7.5YR or IOYR, value of 2 to 4, and chroma of I or 2; or is neutral with
value of 2 to 4. When dry, this horizon has a salt -and -pepper appearance due to mixing of organic matter
and sand grains. A thin O horizon of muck is present in some pedons. Texture is sand, fine sand, mucky
fine sand, or mucky sand.
The E horizon, where present, has hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of 3 to 4; or is
neutral with value of 5 to 8. Streaks and splotches of organically enriched material in shades of black to
gray range from common to many. Texture is sand or fine sand.
The Eg or E'g horizons, where present, have hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of 1 or 2.
Redoximorphic features of oval faint splotches (depletions) range from none to many. Streaks and
masses of organic matter accumulation (Bh material) in shades of black to brown range from none to
common. Texture is sand or fine sand.
A transitional horizon may be present between the lower E horizon and the BhI horizon. Where present,
it has hue of 10YR, value of 2 to 4, and chroma of 1. Thickness ranges from 0.5 to 2.0 inches. Texture is
sand or fine sand.
The Bh horizon has hue of 5YR to IOYR, value of 2 or 4, and chroma of 1 to 4; or is neutral with value
of 2 to 4. This horizon burns white on ignition. Texture is sand, fine sand, loamy sand or loamy fine
sand.
The Bw horizon, where present, has hue of 5YR to IOYR, value of 2 or 4, and chroma of 3 to 4; or is
neutral with value of 2 to 4. Streaks and masses of organic matter accumulation (Bh material) in shades
of black to brown range from none to common. Texture is sand or fine sand.
B'h, B"h. B"'h horizons, where present, have similar colors and textures as the Bh horizon but occurs
below the BE, E', E" and E"' horizons.
http://www2. ftw. nres.Llsda.gov/osd/d,it/L/LEON.litm L
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Wilmington, NC 28403
8/26/2010

Official Series Description - LEON Series
Page 3 of 5
The C horizon, where present, has hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of 1 to 6. Texture
is sand or fine sand.
COMPETING SERIES: The Talquin and Witherbee series are the only known series in the same
family. They are on similar to slightly higher positions. In addition, Talquin soils have a spodic horizon
less than 6 inches in thickness and the somewhat poorly drained Witherbee soils have less than 0.06
organic carbon in the upper 12 inches of the spodic horizon.
GEOGRAPHIC SETTING: Leon soils are on upland flats, depressions, stream terraces and tidal
marshes of the lower Atlantic and Gulf Coastal Plain. They formed in thick beds of acid sandy marine
sediments. The climate is humid subtropical. Slopes range from 0 to 5 percent. The average annual
temperature ranges from 66 to 70 degrees F., and the average annual precipitation ranges from 61 to 69
inches at the sample location.
GEOGRAPHICALLY ASSOCIATED SOILS: These include the Chipley, Foxworth, Hurricane,
Kershaw, Lakeland, Lynn Haven, Mascotte, Olustee, Ortega, Osier, Plummer, Portsmouth, Pottsburg,
Ridgeland, Scranton, and Wesconnett series. Chipley, Foxworth, Kershaw, Lakeland, and Ortega soils
are on higher positions and lack spodic horizons. In addition, Chipley soils are somewhat poorly
drained, Foxworth soils are moderately well drained to excessively drained, Kershaw and Lakeland soils
are excessively drained, and Ortega soils are moderately well drained. Hurricane and Pottsburg soils
have a spodic horizon at depths greater than 50 inches. In addition, Hurricane soils are somewhat poorly
drained and on higher positions and Pottsburg soils are somewhat poorly to poorly drained and on
similar to slightly higher positions. Lynn Haven soils are on similar positions but have an umbric
epipedon. Mascotte and Olustee soils are on similar positions but are underlain by argillic horizons
under the Bh horizon. Osier soils, are on flood plains and lack spodic horizons. Plummer soils are on
similar to lower positions and are grossarenic. The very poorly drained Portsmouth is on lower positions
and lack spodic horizons. Ridgeland and Wesconnett soils and lack E horizons between the A and Bh
horizons. In addition, Ridgeland soils are on slightly higher positions and are somewhat poorly drained
while Wesconnett soils are in lower depressional areas and are very poorly drained. The poorly drained
Scranton soils are on similar to slighter higher positions and lack spodic horizons.
DRAINAGE AND PERMEABILITY: Poorly drained and very poorly drained; moderate to
moderately rapid permeability in the Bh horizons, moderate to moderately slow permeability in the Bh
horizons, and rapidly permeable in the other layers.
USE AND VEGETATION: Most areas of Leon soils are used for forestry, rangeland and pasture.
Areas with adequate water control are used for cropland and vegetables. The natural vegetation consists
of longleaf pine, slash pine, water oak, myrtle, with a thick undergrowth of sawpalmetto, running oak,
fetterbush and other lyionia, inkberry (gallberry), chalky bluestem, creeping bluestem and pincland
threeawn (wiregrass). In depressions, the vegetation is dominated by brackenfern, smooth sumac and
swamp cyrilla are common. Vegetation in the tidal marshes includes bushy seaoxeye, marshhay
cordgrass, seashore saltgrass, batis, and smooth cordgrass.
DISTRIBUTION AND EXTENT: The Atlantic and Gulf Coastal Plain from Mississippi, Alabama,
Florida, Georgia, South Carolina, North Carolina, Virginia and Maryland. The series is of large extent.
MLRA OFFICE RESPONSIBLE: Auburn, Alabama.
SERIES ESTABLISHED: Leon County, Florida; 1905.
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%' , Official Series Description - LEON Series Page 4 of 5
REMARKS: Diagnostic horizons and features recognized in this pedon:
Ochric epipedon - the zone from 0 to 15 inches (A, E and Eg horizons).
Albic horizons - the zones from 4 to 15 inches (E and Eg horizons) and from 30 to 42 inches (E'g
horizon).
Spodic horizon within 30 inches - the zones from 15 to 22 inches (BhI and Bh2 horizons) and from 42
inches to 77 inches (B'h horizon).
Aquic conditions - endosaturation throughout.
The water table is at depths of 6 to 18 inches for I to 4 months during most years. In low flats or sloughs
it is at a depth of 0 to 6 for periods of more than 3 weeks during most years. It is between depths of 18
and 36 inches for 2 to 10 months during most years. It is below 60 inches during the dry periods of most
years. Depressional areas are covered with standing water for periods of 6 months or more in most
years.
ADDITIONAL DATA: IFAS Soil Characterization Data: S2-1-(1-9), S2-2-(1-8), S3-3-(1-5), S4-8-(1-
9), S10-12-(1-7) S12-17-(1-7), S16-9-(1-7), S19-6-(1-5), S33-24-(1-7), S37-28-(1-8), S45-27-(1-7),
S46-2-(1-6), S57-46-(1-6), S66-24-(1-8); samples by IFAS, University of Florida, Gainesville, FL.
NSSL Soil Characterization Data: S08FL-005-1 (1-10); sample by NSSL, Lincoln, NE.
Soil Name Slope Airtemp FrFr/Seas Precip Elevation
LEON 0-5% 65-70F 230-310 60-69 in 8-135 ft
FloodL FloodH Water table Kind Months Bedrock
F10051 NONE 0.5-1.5 APPARENT MAR-SEP 60-60
FL0093 NONE 0 - 0.5 APPARENT FEB-SEP 60-60
FL0406 RARE COMMON 0 - 1.0 APPARENT MAR-SEP 60-60
FL0501 NONE - APPARENT - 60-60
FL0508 FREQ 0 - 0.5 APPARENT JAN-DEC 60-60
Depth Texture 3-Inch No-10 Clay%-CEC-
FL0051 0- 3 S FS 0- 0 100-100 1- 5 2 - 12
FL0051 3-15 S FS 0- 0 100-100 0- 3 .3- 1
FL0051 15-30 S FS LS 0- 0 100-100 2- 8 8 - 30
FL0051 30-66 S FS 0- 0 100-100 1- 4 .5- 3
FL0051 66-80 0- 0 100-100 2- 8 8 - 30
FL0093 0- 4 MK-S MK-FS 0- 0 100-100 1- 6 12 - 30
FL0093 0- 4 S FS 0- 0 100-100 1- 5 2 - 12
FL0093 4-16 S FS 0- 0 100-100 0- 3 .3- 1
FL0093 16-25 S FS LS 0- 0 100-100 2- 8 8 - 30
FL0093 25-80 S FS 0- 0 100-100 1- 4 .5- 3
FL0406 0- 3 FS S 0- 0 100-100 1- 5 2 - 12
FL0406 0- 3 MK-FS MK-S 0- 0 100-100 1- 6 12 - 30
FL0406 3-15 FS S 0- 0 100-100 0- 3 .3-1
htto://www2. ftw.nres.uscia.2ov/osd/dat/L/LEON. htm I
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. Official Series Description - LEON Series Page 5 of 5
FL0406 15-23 FS S LS 0- 0 100-100 2- 8 8 - 30
FL0406 23-80 FS S 0- 0 100-100 1- 4.5-3
Depth Texture 3-Inch No-10 Clay% CEC
FL0501 0- 3 MUCK 0- 0 90-200 --- ---
FL0501 3-17 S FS 0- 0 100-100 0- 3 3- 2
FL0501 17-80 S FS LFS 0- 0 100-100 2- 8 8.0- 30
FL0508 0-26 S FS 0- 0 100-100 1- 3 1.0- 12
FL0508 26-40 S FS 0- 0 100-100 2- 8 12 - 30
FL0508 40-80 S FS 0- 0 100-100 2-10 .5- 3
S01-5 Depth pH O.M. Salin Permeab Shnk-Swll
FL0051 0- 3 3.6- 6.5 0.5-4.0 0- 2 6.0-20 LOW
FL0051 3-15 3.6- 6.5 0.0-0.5 0- 2 6.0-20 LOW
FL0051 15-30 3.6- 6.5 2.0-4.0 0- 2 0.6- 6.0 LOW
FL0051 30-66 3.6- 6.5 0.0-0.5 0- 2 2.0-20 LOW
FL0051 66-80 3.6- 6.5 1.0-3.0 0- 2 0.2- 2.0 LOW
FL0093 0- 4 3.6- 6.5 10-20 0- 2 6.0- 20 LOW
FL0093 0- 4 3.6- 6.5 2.-5. 0- 2 6.0- 20 LOW
FL0093 4-16 3.6- 6.5 0.-.5 0- 2 6.0- 20 LOW
FL0093 16-25 3.6- 6.5 L-4. 0- 2 0.6- 6.0 LOW
FL0093 25-80 3.6- 6.5 0.-.5 0- 2 2.0- 20 LOW
FL0406 0- 3 3.6- 5.5 0.5-4. 0- 2 6.0- 20 LOW
FL0406 0- 3 3.6- 5.5 10-20 0- 2 6.0- 20 LOW
FL0406 3-15 3.6- 5.5 0.-.5 0- 2 6.0- 20 LOW
FL0406 15-23 3.6- 5.5 L-4. 0- 2 0.6- 6.0 LOW
FL0406 23-80 3.6- 5.5 0.-.5 0- 2 0.6- 20 LOW
FL0501 0- 3 3.6- 5.5 20-80 0- 2 6.0- 20 LOW
FL0501 3-17 3.6- 5.5 0.-.5 0- 2 6.0- 20 LOW
FL0501 17-80 3.6- 5.5 L-4. 0- 2 0.6- 6.0 LOW
FL0508 0-26 4.5- 9.4 L-3. 8-16 2.0- 6.0 LOW
FL0508 26-40 4.5- 8.4 L-4. 8-16 0.6- 6.0 LOW
FL0508 40-80 4.5- 8.4 0,5 2- 8 0.6- 6.0 LOW
National Cooperative Soil Survey
U.S.A.
Hanover Design Services
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http://www2.ftw.nres.usda.gov/osd/clzttiL/LEON.html 8/26/2010

Official Series Description - BAYMEADE Series Page I of 3
LOCATION BAYMEADE NC
Established Series
Rev. REH:ENH
07/ 1999
BAYMEADE SERIES
The Baymeade series consists of deep, well drained soils with moderately rapid permeability. They
formed in loamy and sandy marine sediments of the lower Coastal Plain. Slopes range from 0 to 12
percent. Mean annual temperature is 63 degrees F., and mean annual precipitation is 54 inches.
TAXONOMIC CLASS: Loamy, siliceous, semiactive, thermic Arenic Hapludults
TYPICAL PEDON: Baymeade sand --on a 3 percent slope under mixed hardwood and pine. (Colors are
for moist soil unless otherwise stated.)
A--O to 3 inches; dark gray (10YR 4/1) fine sand; weak granular structure; loose; many fine and medium
roots; many uncoated sand grains; moderately acid; abrupt smooth boundary. (2 to 10 inches thick)
E--3 to 12 inches; light gray (10YR 7/2) fine sand; single grained; loose; many fine and medium roots;
slightly acid; gradual wavy boundary. (0 to 15 inches thick)
E/Bh--12 to 36 inches; very pale brown (IOYR 7/4) fine sand; single grained; loose; common irregular
bodies of friable organic coated sand that are dark brown (7.5YR 3/2) and brown (7.5YR 4/4) (Bh) make
up about 12 percent of this horizon; many fine and medium roots; moderately acid; abrupt smooth
boundary. (0 to 26 inches thick)
Bt--36 to 49 inches; strong brown (7.5YR 5/6) fine sandy loam; weak coarse subangular blocky
structure that parts into weak fine granular structure; very friable; many fine and medium roots;
moderately acid; gradual wavy boundary. (5 to 40 inches thick)
BC--49 to 58 inches; strong brown (7.5YR 5/6) loamy fine sand; weak fine granular structure; very
friable; few fine roots; moderately acid; gradual wavy boundary. (0 to 17 inches thick)
C1--58 to 75 inches; mottled white (10YR 8/1) and very pale brown (10YR 7/4) fine sand; single
grained; loose; moderately acid; gradual wavy boundary.
C2--75 to 78 inches; very pale brown (10YR 8/3) fine sand and loamy fine sand; single grained; loose;
moderately acid.
TYPE LOCATION: New Hanover County, North Carolina; Wilmington, 0.5 mile south of Dawson
and Sixteenth Streets on west side of Sixteenth Street road bank.
RANGE IN CHARACTERISTICS: Solum thickness is 35 to more than 60 inches. Reaction ranges
from very strongly acid to slightly acid, unless litned. Some pedons have extremely acid A and E
horizons.
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1. , Official Series Description - BAYMEADE Series
Page 2 of 3
The A or Ap horizon has hue of IOYR to 2.5Y value of 4 to 6, and chroma of I or 2 or is neutral with
value of 4 to 6 with common clean grains that are white or light gray. Texture of the A horizon is sand,
fine sand, loamy sand, or loamy fine sand.
The E horizon has hue of 10YR or 2.5Y, value of 4 to 8, and chroma of 1 to 6 or is neutral with value of
6 to 8. Texture is sand, fine sand, loamy sand, or loamy fine sand. The Bh portion of E/Bh horizon or Bh
horizon, where present, is granular to massive with hue of 5YR to IOYR, value of 3 to 7, and chroma of
2to8.
The E' horizon, where present has hues of 7.5YR to 2.5Y, values of 4 to 8, and chroma of 2 to 6 or it is
neutral with values of 6 to 8. It is sand, fine sand, loamy sand or loamy fine sand.
The Bt horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 4 to 8. Mottles are in shades of
yellow, brown, or gray at depths below 25 inches in some pedons. A gray matrix may be present in the
lower Bt horizons of some pedons. Texture is commonly sandy loam or fine sandy loam but some
pedons are sandy clay loam. The lower Bt horizon may occur as lamella of sandy loam.
The BC horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 2 to 8. Mottles are in shades
of yellow, brown, or gray in some pedons. Texture is loamy sand, loamy fine sand, sandy loam, fine
sandy loam or in some pedons sandy clay loam.
The C horizon has hue of 7.5YR to 2.5Y, value of 5 to 8, and chroma of 1 to 8 or is mottled in shades of
these colors. Texture is sand or fine sand or stratifiedsandy, loamy, or clayey material. Some pedons
have thin discontinuous Bh bodies in the C horizon.
COMPETING SERIES: Ailey, Blaney, Chipola, Chisolm, Coosaw, Garcon, Gomery, Kenansville,
Remlik, Tenaha, Tomahawk, Uchee, and Valhalla in the same family. Closely related soils are the
Alaea, Eustis, Kureb, Onslow, Seagate, Wagram, and Wakulla series. All of these soils except Kureb
lack irregular intermittent Bh bodies in the E/Bh horizon. Kureb soils lack argillic horizons. Onslow
soils lack an arenic epipedon and contain gray mottles indicative of wetness in the Bt horizon. Seagate
and Valhalla soils have continuous Bh horizons. Seagate soils have poorer drainage.
GEOGRAPHIC SETTING: Baymeade soils occur on broad, gently sloping surfaces of the lower
Coastal Plain, generally above 20 feet. Slopes range from 1 to 12 percent. They formed in (stratified)
interbedded sandy and loamy Coastal Plain sediments. The mean annual precipitation ranges from 47 to
60 inches and mean annual temperature ranges from 53 to 74 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Kureh and the Blanton,
Foreston, Goldsboro, Lakeland, Leon, Norfolk and Rimini series. Blanton soils have a Grossarenic
epipedon. Foreston, Goldsboro and Norfolk lack an arenic epipedon. Lakeland soils lack light gray E
horizons and an argillic horizon. Leon and Rimini soils have continuous Bh horizons, and the Leon soils
have poorer drainage.
DRAINAGE AND PERMEABILITY: Well drained; slow runoff; moderately rapid permeability.
Measured watertable levels at two sites show that the water table is 45 to 60 inches below the surface in
December to April and other wet periods.
USE AND VEGETATION: Most of these soils are in forest of mixed hardwood and pine. Native
vegetation is turkey oak, long leaf pine, dwarfed huckleberry, small myrtle, wire grass, and astor. Large
areas are in residential and urban uses in New Hanover County.
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Official Series Description - BAYMEADE Series
Page 3 of 3
DISTRIBUTION AND EXTENT: Lower Coastal Plains of North Carolina and possibly South
Carolina. The series is extensive.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1973
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface to a depth of 36 inches (the Ap and E horizons)
Arenic feature - the zone of sandy sediments from 0 to 36 inches (the A, E, E/Bh horizons)
Argillic horizon - the zone from a depth of 36 to 58 inches (the Bt and BC horizons)
ADDITIONAL DATA: None
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp-FrFr/Seas Precip Elevation
NCO083 BAYMEADE 0- 12 59- 63 190-250 46- 57 20- 70
SOI-5 F1oodL FloodH Watertable Kind Months Bedrock Hardness
NCO083 NONE 4.0-5.0 APPARENT DEC -APR 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NCO083 0-36 FS S 0- 0 100-100 0- 8 1- 3
NCO083 0-36 LS LFS 0- 0 100-100 5-13 1- 4
NCO083 36-49 FSL SCL SL 0- 0 100-100 8-26 2- 6
NCO083 49-78 LFS S SL 0- 0 100-100 0-12 0- 3
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO083 0-36 4.5- 6.5 .5-1. 0- 0 6.0- 20 LOW
NCO083 0-36 4.5- 6.5 .5-1. 0- 0 6.0- 20 LOW
NCO083 36-49 4.5- 6.5 0.-.5 0- 0 2.0- 6.0 LOW
NCO083 49-78 4.5- 6.5 0.-.5 0- 0 6.0- 20 LOW
National Cooperative Soil Survey
U.S.A.
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G LC
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7771�- -0I
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LIMITED LIABILITY COMPANY
P ANNUAL REPORT
-1-0-5570284
For year 2010
,Do not data enter manually,
JAME OF LIMITED LIABILITY COMPANY: Funston Land & Timber, LLC
ECRETARY OF STATE L.L.C. ID NUMBER: 0648424
4ATURE OF BUSINESS: Land and Timber Investment
;EGISTERED AGENT: Farp, Jeff
tEGISTERED OFFICE MAILING ADDRESS: PO Box 100
Winnabow, NC 28479
STATE OF INCORPORATION: NC
LEGISTFRED OFFICE STREET ADDRESS: 7406 Funston Road SE
Winnabow, NC 28479 Brunswick County
,RINCIPAL OFFICE TELEPHONE NUMBER: [phone]
,RINCIPAL OFFICE MAILING ADDRESS: 7406 Funston Road SE
Winnabow, NC 28479
RINCIPAL OFFICE STREET ADDRESS: 7406 Funston Road SE
Winnabow, NC 28479
AANAGER S/MEMBER S/ORGANIZERS:
lame: Lord Baltimore Capital Corporation Name: Allen jerrerson earp Earp
sFp1`fL
¢1p10
'itle: Manager
Title: Manager
Iddress:
Address:
;225 Smith Avenue
7406 Funston Road SE
taltintore, MD 21209
Winnabow, NC 28479
;ERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Lord Baltimore Capital Corporation
FORM MUST BE SIGNED BY A MANAGER/MEMBER
Lord Baltimore Capital Corporation
1619I[0Itau I1lea IIOP-10M4
04/I 5/20I0
DATE
Manager
TYPE OR PRINT TITLE
ANNUAL REPORT FEE: $200 MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

/ae, ��'HLPo°tr�ic,15� untY--Register of Deeds
Robert `,�� Cobirtson
09/26/2003 Inst 817902B Book .1833Page 180
09/26/2 03 I4 09/2G/2003 02:36:01pm RL0 14,336
$28,000y
ann,TM
yK�r"auYa. �:�l; Mel Esmle
j � Eaclaa Tax
TOTAL REv Yam• TCq "00
RECC,,—CKAMT 039CN$(:
CASH .- Rr.r_.... . BY 7
lecal"M
Tax Lot No. Parcel Identifier No.
Verified by
Recording Time, Book and Page
MY DEED
County on the_ day of_. 2003, by
Moil after recording to Funston land & Timb�g2('`LLC, P. O.O. Be. Wl a w, NC 28479
This instrument was prepared by: Internatiotp'�Paper Renity'fi4,tQoretioII��
Brief description for the Index
4,854.64 acres, more or less, Bnmswick County, North Carolina
THIS DEED made this 2$1ay of September, 2003 ;by and between:
GRANTOR
International Paper Realty Corpomtion,
a Delaware corporation
3 Paragon Drive
Montvale, N3 07645
02
Hnterin appropriate blockror oam Party: name, addnd, If apii Prlare,
a
Ftmston Land & Timber, LLC,
a North Carolina limited liability company
P. O. Box 100
Witmabow, NC 28479
S:\GroupsVPLegal-188\dstiver\SALES2003\Funsto onTract\Deed.dm
a

c�aQ�Q��D
Inst # 179028 Book 1833Page: 183.
The designation Grantor and Grantee as used herein shall include said parties, their successors and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, fqq,,��a'valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these p`r�Emsdoesgrai,� am, sell and convey unto the Grantee in fee simple,
subject to the exceptions described belgvl all th0ce certain oft IM of land situated in Brunswick County,
North Carolina being more particularly described Exhibit A attar od hereto and made a part hereof (the
"Property").
TO HAVE AND TO HOLD the aforesaid Property and all privileges and appurtenances thereto belonging
to the Grantee in fee simple.
01
And the Grantor covenants with th n nonce, thatSCce $rr has done nothing to impair such title in and to the
Property as Grantor received, and Grant will warrant and de en�t f#S i ego the Property against the lawful claims
of all persons claiming by, under or ttuough Grantor, ,kept for the exceptions hereinafter stated.
Title to the Property hereinabove described is subject to the following exceptions:
I. Rights, if any, relating to the construction and maintenance in connection with any public utility of
wires, poles, pipes, conduits and appu enances thereto, on, under or across the Property.
2. Real estate taxes for the currentVy,�e`water rated other governmental charges, if any.
3. Restrictions on Grantee's abilitK* buil"n of it'�af "7c�ity imposed by any current or future
development standards, buildiijg or zoninj%r finances or anyUtli�r law or regulation of any
governmental authority.
4. Rights of parties in possession and any state of facts which an accurate survey or an inspection of the
Property would reveal, including, but not limited to, the location of boundary lines, improvements and
encroachments, if any.
5. All outstanding easements, servitudes,ghts-of-way, flowage rights, restrictions, licenses, leases,
reservations, convenants and all othepirights in third parties of record or acquired through prescription or
adverse possession. 11%cel
6. All roll back taxes, if any, for any year an"�jhe current y-Fa�r- s'�, assessments and other changes of any
kind or nature imposed uponTr levied against aeon account of the Property by an governmental
authority, which taxes, assessments and other charges are not yet due and payable but are liens on the
Property.
7. All previous reservations, exceptions and conveyances of the oil, gas, associated hydrocarbons, minerals
and mineral substances and royalty and other mineral rights and interests together with the mineral
royalty reservation set forth on Exhibit➢B attached hereto and made a part hereof for all purposes.
8. All claims of governmental authoR'(2 sin and to ortion of the Property lying in the bed of any
streams, creeks or waterways 0 er submnergMd�3PJ� now or formerly subject to the ebb and
flow of tidal waters or any claj s of ripA4r *hts.
9. Any and all restrictions on use of the Property due to environmental protection laws, including, without
limitation, wetlands protection laws, rules, regulations and orders.
10. Such other matters as set forth in owner's policy of title insurance, if any, issued pursuant to the title
8:\Groups\IPIxgal-188\dstivetSA1.E52003\Fyt onTract\Deed.doc
't-4

179028 Book 1833Page: 182
� DD
commitment with respect to Grantee's purchase of the Property from Grantor.
I L Mechanics', materialmen's warehousemen's and similar liens attaching by operation of law, incurred in
the ordinary course of business and securing payments not yet delinquent or payments that are being
contested in good faith.
12. Any interests created by or limitationOn use imposed by the Federal Coastal Zone Management Act or
other Federal law and regulations by compar North Carolina statutes or any regulations
promulgated pursuant to said�s�uu&Federa or sta e l ii fim.,_D
All ad valorem taxes for the current year have bee prorated by and between Grantor and Grantee as of the
date of delivery of this Deed. Grantor agrees to pay all ad valorem taxes for 2002 and Grantee, by Grantee's
acceptance hereof, assumes and agrees to pay all ad valorem taxes for years subsequent to 2002.
THE PROPERTY IS CONVEYED BY GRANTOR AND ACCEPTED BY GRANTEE "AS IS AND
WITH ALL FAULTS" AND, OTHER T rfN THE WARRANTY OF TITLE HEREIN MADE, GRANTOR
MARES NO REPRESENTATIONS ,O WARRAh PE; �. �ATSOEVER, WHETHER EXPRESSED,
RESPPIT TO THE PRSP,�ERTY. GRANTEE, BY GRANTEE'S
IMPLIED OR STATUTORY, W17�ACCEPTANCE HEREOF, AGREES THAT GaN,7,'EE IS NOT RELYING ON ANY WARRANTY OR
REPRESENTA TIONOF GRANTOR OR OFANYA GENT, EMPLOYEE, REPRESENTATIVE, DIRECTOR
OR OFFICER OF GRANTOR WITH RESPECT TO THE PROPERTY, AND THAT GRANTEE IS
ACQUIRING THE PROPERTY ' AS IS AND WITH ALL FAULTS" AND WITHOUT ANY EXPRESSED,
IMPLIED OR STATUTORY WARRANTIES OF ANY RIND INCLUDING, WITHOUT LIMITATION,
WARRANTIES AS TO THE CONDITIO�OF THE PROPERTY, HABITABILITY, TENANTABILITY,
FITNESS FOR A PARTICULAR PfiRPOSE, MEEK ANTABILITY OR THE ENVIRONMENTAL
TO OR FROM THE
CONDITION OF THEPROPERTY, ST
ESS
PROPERTY OR ANY PORTION,2'HEREOF,, M THE§ CE OF ORCCONTAMINATION BY
HAZARDOUS SUBSTANCES THEREON, IFANY. NO GRANTOR HEREBYEXPRESSLYDISCLAIMS
ANYSUCH WARRANTIES GRANTEE HAS DETERMINED (1) THE PHYSICAL CONDITION OF THE
PROPERTY AND THAT THERE IS NO DEFECT OR CONDITION THEREON . WHICH IS
UNACCEPTABLE TO GRANTEE, (II) WHETHER ANY PORTION OF THE PROPERTY LIES IN ANY
FLOOD PLAIN, FLOODWAY OR ANY §PECL4L FLOOD HAZARD AREA, (III) WHETHER ANY
GEOLOGICAL FAULTOR UNSATISF &ORYSOIL CONDITIONEXISTS ONANYPORTIONOF THE
PROPERTY, AND (IV) THAT ALL EN RONMEN&I keMITIONS RELATING TO THE PROPERTY
ARE ACCEPTABLE TO GRANTS MT ft
[Remainder ojpage intentionally left blank]
S:\Groups\IPLegal-188\dstiver\SALES2003\FunstonertonTract\Deed.doe
,
� �

0
It 179028 Book 1833Page: 183
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this
instrument to be signed in its corporate name by its duly authorized officers and its seal to be hereunto affixed by
authority of its Board of Directors, the day and year first above written.
INTERNA TIONAL P4PER REALTY CORPORATION
Y. •,.D
L. H.si Ronnie, Jr. (SEAL)
AY;Pr srdlen�t I
: .S� ak
Deborah SSttivers
SEAL -STAMP Bergen Cau ty, NewBJqrs y,
I, a Notary Public of the County and State aforesaid, certify that L. H. RONNIE, JR., personally came before
me this day and acknowledged that he is PRESIDENT of INTERNATIONAL PAPER REALTY CO
a Delaware corporation, and that by authority duly given and as the act of the corporation, the to 'g81
was signed in its name by its PRESIDENT, sealed with its corporate seal and Nested by De 'StivtivS•aQil
Assistant Secretary. Witness my hand and fficial stamp or seal, this day of Sep {r� r0 d i+�
My commission expires dlONr�,
STATE OF NORTH CAROLINA --
COUNTY OF BRUNSWICK MINNIE L GREEN
The Foregoing (or annexed) Certificate(s) of
Notary(ies) Public is (are) Certified to be Co ct. (jmcQ
v ��{pp September 2003
This Instrument was filed for Registration 9w his Day o 1 ^
in the Book and page shown on the First Page hereof.
S:1GroupsUPLegal-1gg\dsdi cr\SALES2003\FF go6nTmcnDeed.doc
pE�zeD
a "+ate

79028 Book 1.833page: 184
GGG"'""" EXAY'p�T A
Legal Description
4,854.64 acres - Orton Tract
A certain tract or parcel 0 landlying and being in Townereek
Township, Brunswick Coun•'i', North C �`,�na and being that tract as
shown on a map for Int��R},t?�'atio�al Pape Y"Qtpvfiorporation and recorded
at map cabinet 24 pagpy r37,23 and 240, aDds of Brunswick
County, North Carolin and being particularly described as
follows:
Beginning at a right of way monument on the southern right of way of
Highway 17 public right of way, right of way monument is the western
most monument as shown on said map cabinet 24 page 237: Proceed from
said point and beginning awith the right of way of said Highway 17 N
67-14-16 E a distance of �,q 53 Et. o a point, thence S 72-23-07 E a
distance of 65.88 ft. tpf point, t�yfi�6,-,58-90 E a distance of
fi 72.71 ft. to a point enceI 72-45-4.3 urtarJ p�nee of 39.09 ft. to a
point, thence N 26-48$y 9 E a disc a,�DJ,,c,e of 70.25"�(. to a right of way
monument, thence N 66-48-45 1 a dia nee of 414.29 ft. to a right of
way monument, thence N 67-13-43 E a distance of 165.92 ft. to a right
of way monument, thence N 65-18-53 E a distance of 1014.65 ft. to a
right of way monument, thence N 68-16-10 E a distance of 454.45 ft. to
a right of way monument, thence N 68-13-30 E a distance of 60.32 ft. to
a right of way monument, thence N 67-12-13 E a distance of'2173.40 ft.
to a right of way monument hence N 67-00-11 E a distance of 61.84 ft.
to an iron and has N.C. d CoordiIN N 166, 317.87 ft. E
2,288,888.70 f0. , thenG+i eavi�ng sar� way and with the
centerline of a priva r� soil r S 26-51- (listance of 114.90 ft.
to a point, thence 5 11-15-19 w a�-19� �stance of 49.99 ft. to a point,
thence S 01-39-52 E a distance of N 98 ft. to a point, thence S 08-49-
00 E a distance of 100.00 ft. to a point, thence S 16-02-11 E a
distance of 2630.14 ft. to an iron, thence N 61-50-10 E a distance of
616.34 ft. to an iron, thence N 68-58-28 E a distance of 1264.11 ft. to
an iron, thence N 78-07-06 E a distance of 99.95 ft. to an iron, thence
S 77-31-33 E a distance of 0.01 ft. to an iron, thence S 57-34-33 E a
distance of 1387.86 ft. t paint, thence S 88-42-54 E a distance of
656.57 ft. to a point, nce S 89- a distance of 660.10 ft. to
a point, the N 74-1 0 E 6�istance ��13'2o,¢,{Z tt. to a point on the
western line of a Coolies Pewe A d Light rig f way, thence with
said right of way S 20-31-57 E a dance of 372.91 ft. to a iron,
thence S 20-43-40 E a distance of 4400.16 ft. to a concrete monument,
thence leaving said right of way and with the southern line of the
Mallory Creek North tract (plat book 19 page 223)N 80-27-11 E a
distance of 205.97 ft. to a point, thence N 73-46-55 E a distance of
� "4NI D

'i V
In�tug%.?LR,028 Hoak 1833Yaye: 185
474.26 ft. to a point, thence N 76-16-31 E a distance of 427.09 ft, to
a point, thence N 80-50-32 E a distance of 201.88 ft. to a point,
thence N 73-53-43 E a distance of 196.26 ft. to a point, thence S 72-
00-29 E a distance of 199.97 ft. to a point, thence N 73-15-13 E a
distance of B9. 34 ft. to a pDint, thence N 87-22-03 E a distance of
88.79 ft. to a point, theS 89-19-40 E a distance of 494.50 ft. to e
point, thence N 79-50-0�%�4} a distan� 9.27 ft. to a point, thence
S 64-34-32 E a distanof 73 f4,�4 ft. to thence S 43-04-09 E e
distance of 573.32 ft� to a pain thence S 55-�19 E a distance of
620.49 ft. to a point, thence S 52- -07 E a distance of 367.92 ft_ to
a point, thence S 71-56-54 E a distance of 281.14 ft. to a point,
thence S 12-57-30 E a distance of 298.69 ft. to a point, thence S 56-
25-40 E a distance of 331.42 ft. to a point, thence S 39-02-56 E a
distance of 778.51 ft. to a point, thence S 46-11-38 E a distance of
833.81 ft. to a point on the northern bank of Mallory Creek, thence
with said bank of Mallory ask S 87-56-58 E a distance of 422.65 ft.
to a point, thence S SB- 41 E a do ce of 229.44 ft. to a point,
thence S 80-40-23 E a tane of 276°.2�$ [�a�point, thence S 84-
01-35 E a tlistance oft� 2.54 f 0 an iron iron is located S 46-
02-4B W 1946.45 ft. tYom USC&6S .8NW ent 'Johnson 2"), thence S 00-05-
59 E a distance of 1618.53 ft. to an iron, thence S 25-02-29 E a
distance of 2849.34 ft. to an iron in the run of a small branch, thence
with said small branch S 44-55-51 E a distance of 103.25 ft. to a
point, thence S 29-50-37 E a distance of 145.09 ft. to a point, thence
S 16-36-30 E a distance of 96.B5 ft. to a point, thence S 57-33-40 E a
distance of 296. 62 ftto a. oint, thence S 53-41-07 E a distance of
217.58 ft. to a point, th e S 39-35-07 E a distance of 152.36 ft. to
a point, thence S 12-03- E a distaff 108.16 ft. to a point,
thence S 33-16-36 E a�C�y tano 55. 64 Yt^�%%$ oint, thence S 38-33-
49 E a distance of 5 5 £t. to �e�P int, thence 29-16-17 E a distance
of 83.73 ft. to a point, thence S 49-19 E a distance of 78.18 ft. to
a point in the run of Beaver Dam Branch, thence with said run S 76-04-
48 W a distance of 865.17 ft. to a point, thence S 66-45-50 W a
distance of 1211.40 ft. to a point, thence S 62-30-11 W a distance of
1249.38 ft. to a point, thence S 59-50-05 W a distance of 288.48 ft. to
a point, thence S 70-40-24 W a distance of 608.11 ft. to a point,
thence S 51-51-37 W a disc e of 424.05 ft. to a point, thence N 88-
11-26 W a distance of 29S ft. to „point, thence N 50-32-50 W a
distance of 672.45 Lt. a pay nt9,�t LYe�igft' 17-12 W a distance of
762.54 ft. to a point,enceY-53 W a ca of 206.24 Et. to
an iron, thence with 'the eastern of the Trask Family Holdings
tract (deed book 98] page 849) N 20- 1-52 W a distance of 3990.14 ft.
to a point, thence with another Trask line S 6B-59-43 W a distance of
6079.76 ft. to a granite stone, thence S 46-43-20 W a distance of
1636.33 ft. to a point on the eastern right of way of the Sunny Point
Railroad, thence S 46-43-20 W a distance of 248.33 ft. to a point on
the western right of way of aid Railroad, thence S 46-43-20 W a
distance of 591.73 ft. too le, thence with the lines of the Hugh
McRae II tract (deed boo 002 page (B,>,b//��N��03-30-30 W a distance of
1778.51 ft. to a axle, ence 54-38- '41( tance of 883.53 ft. to
an iron in the run oE� or se Bra thence wii Mid run, thence S 48-
15-30 W a distance of 299.66 ft. t point, thence S 34-29-06 W a
distance of 183.05 ft. to a point, thence S 19-41-36 W a distance of
420.79 ft. to a point, thence S 10-16-53 E a distance of 265.59 ft. to
a point, thence S 55-16-41 W a distance of 216.61 ft. to a point,
thence N 82-11-10 W a distance of 206.87 ft. to a point, thence S 81-
24-45 W a distance of 261.47 ft. to a point, thence N 84-06-29 W a
/ &41 V%C QS c7ft

d4 1941DI79028 Book 1833Page: 186
distance of 247.09 ft. to a point, thence S 65-58-21 W a distance of
274.59 ft. to a point, thence S 59-43-32 W a distance of 201.13 ft. to
a point, thence S 19-43-10 W a distance of 305.37 ft. to a point,
thence S 33-58-09 W a distance of 220.63 ft. to a point, thence S 66-
44-57 W a distance of 172.1 ft. to a point, thence S 11-14-36 E a
distance of 230. 53 ft. too point, hence S 38-06-33 E a distance of
348.73 ft. to a point, ; nce S 38- distance of 341.78 ft. to
a point in the run of'nwn Cry thence Atgrun of Town Creek S
59-02-19 W a distant E 369.O1'YNto a point, ence S 39-56-56 W a
distance of 505.20 ft, to a point, 2ftence S 68-06-44 W a distance of
599.95 ft. to a point, thence N 73-58-34 W a distance of 146.56 ft. to
a point, thence N 18-21-53 W a distance of 178.70 £t. to a point,
thence N 04-25-46 E a distance of 321.73 ft. to a point, thence N 19-
47-27 E a distance of 333.86 ft. to a point, thence N 01-23-25 W a
distance of 195.27 ft. to a oint, thence N 31-57-33 W a distance of
194.22 ft. to a point, the N 53-38-29 W a distance of 198.28 ft. to
a point, thence N 59-59- W a dist$$((pp� of 311.31 ft. to a point,
thence N 51-12-06 W a d-Astanc of 152�2�gZ v/ar�a point, thence N 60-
35-44 W a distance oftf49.91 ft. o a poi of,u enyepN 87-50-11 W a
distance of 337.90 ftf to a point, once S 70-40-37 W a distance of
1309.23 ft. to a point, thence S 54- 7-29 W a distance of 403.15 ft. to
a point, thence S 52-39-34 W a distance of 173.72 ft. to a point,
thence N 80-08-29 W a distance of 121.23 ft. to a point, thence N 23-
14-47 W a distance of 128.14 ft. to a point, thence N 24-04-23 E a
distance of 410.55 ft. to a point, thence N 05-03-15 W a distance of
239.93 ft. to a point, thenV N 19-40-26 W a distance of 401.44 ft. to
a point, thence N 09-41-5 a distapce of 91.79 ft. to a point, thence
N 28-15-46 E a distance 218.29 £/�e� Dint, thence N 79-08-02 E a
distance of 150.47 ft..Ob a poll thence 4 �33 E a distance of
163.71 ft. to a pointer thence S 8-53 W a dis''�t����jjace of 311.25 ft. to
a point, thence S 27-20-23 E a dis Ca a of 172.05 ft. to a point,
thence S 78-10-50 E a distance of 151.98 ft. to a point, thence N 39-
05-05 E a distance of 136.64 ft. to a point, thence N 09-49-45 E a
distance of 380.26 ft. to a point, thence N 24-15-52 E a distance of
310.39 ft. to a point, thence N 34-08-48 E a distance of 441.65 ft. to
a point, thence N 1B-26-47 E a distance of 774.81 ft. to a point,
thence N 33-56-02 E a distah2te of 511.12 ft. to a point, thence N OB-
14-37 W a distance of 310OW ft. to t r,��. t, thence N 25-56-12 W a
distance of 286.17 ft5. f� a pozn[, t11 &JFX�-33-48 W a distance of
149.14 ft. to a point 'j�ence ]� ing said-ry(�[( D own Creek N 04-10-32
E a distance of 118. ft. to a gte stone, thence N 04-10-32 E a
distance of 4443.56 ft. to a granite stone, thence N B3-19-15 W a
distance of 295.79 ft. to an iron, thence with the eastern line of the
Edward Burton Estate (plat book Q page 110) N 38-08-51 E a distance of
2612.54 ft. to an iron, thence S 88-09-30 W a distance of 2172.65 £t.
to an iron, thence N 01-32-52 E a distance of 407.67 ft. to an iron by
a disturbed axle, thence4} -50-27 W a distance of 1019.23 ft, to a
point in the centerline of ewitt Busr�t�,o^n Road, thence with said
centerline N 01-29-42 E� distance W 71 ft. to a point, thence N
00-05-54 E a distance gv100. 1d,nft. to A 4ap,,6�ience N 03-44-22 W a
distance of 100.12 ft� o a poin thence N 0 1 W a distance of
100. 08 ft. to a point, thence N 14 i -37 W a distance of 100. 15 ft. to
a point, thence N 20-31-20 W a distance of 100.08 ft. to a point,
thence N 27-12-37 W a distance of 100.09 ft. to a point, thence N 32-
45-36 W a distance of 100.11 ft. to a point, thence N 35-39-00 W a
distance of 100.13 ft. to a point, thence N 36-11-03 W a distance of
72.41 ft. to a point, thence N 36-37-35 W a distance of 73.69 ft. to a
6,,E gb\�CzM? ZZA
^Qm

b 'OP�/�Glss.028 Book 1833Page: 187
point, thence leaving said centerline and with the southern line of the
Ellen Hibbard tract (deed book 1181 page 946( N 87-05-06 E a distance
of 1352.15 ft. to an iron, thence N 01-04-25 E a distance of 1929.01
ft. to a axle, thence N 00-39-25 W a distance of 151.16 ft. to the
point of beginning, having area of 4940.83 acres
Excepting from the abov escribed t��fy^Pzo a right of way of Hewitt
Burton Road (0.81 acre , the ht of w�e Road 1553 (10.82
acres), the right of y of SunnF9P%nt Railroa 28.59 acres) and the
Towncreek Heights out parcel (45.9 cres), net total 4,854.64 acres.
Said tract is also subject to the North Carolina Natural Gas Line
easement, the Carolina Power and Light easement, the Exxon Gas Line
right of way, and the private Ingress\Egress casement all being shown
on maps recorded at map cabinet 24 pages 237, 238, 239 and 240.
All bearings are N.C.Gri er recor",(5s
� fty�Oo

�aQ�a
�xHIBIT B@D
Inst A 179026 Book 1633Page: 1II6
MINERAL ROYALTY RESERVATIONS
There is hereby reserved to Grantor, its`Ysuccessor$b�7d,assigns, and excepted from this conveyance, an
undivided five percent (5%) participating roolty interest n' ftasgand associated hydrocarbons and an
undivided five percent (5%) participating roya ti) erest in all lead, zinc, copper, coal, lignite, sulphur,
phosphate, iron, ore, sodium, salt, leudoxene, ilmenite, zircon, monzonite, uranium, thorium,
molybdenum, vanadium, titanium and other fissionable materials, gold, silver, bauxite, limestone,
geothermal energy and all other mineral substances and ore deposits of any kind or character, whether
solid, liquid or gaseous, and without limitation by enumeration of the minerals expressly mentioned
above (but not including sand, clay and ravel) developed and produced from the Premises by Grantee,
its successors (in title), assigns or hei.
S:\Groups\IPLegal-tg6\ dverlSALES2003TumwnQTtoonTract\Deed.doc

STORM SEWER CALCULATIONS
and Stormwater Management & Water Quality Computations
for
BRUNSWICK FOREST
Phase 5 Hammock Park — Pond 32
PREPARED FOR
Funston Land & Timber LLC
1007 Evangeline Drive
Leland, NC
910-383-1425
IF1111w �Ir9I
CARot�`'e,
r rerrr /y�
CCtn!
SF Al
20ooT
,C!3.2,7.10
David S. Hollis, PE, PLS
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

L
STORM WATER NARRATIVE
BRUNSWICK FOREST
Phase 5A Hammock Park
for
FUNSTON LAND & TIMBER, LLC
September, 2010
NARRATIVE and
PROJECT DESCRIPTION -
NOTE: To be reviewed in conjunction with "The Erosion and Sediment Control and
Water Quality Plan for Brunswick Forest -Phase 5A Hammock Park", Hanover Design
Services, PA, Drawings No. 8829-P5A—HP-ECP Sheets 1-4.
PROJECT DESCRIPTION -
The purpose of this plan is to identify measures to be implemented during construction
of a multiuse path and land grading associated with this project.
Impervious runoff will be directed into the existing amenity pond and channeled into a
water quality detention/retention pond sized for treatment. There is no off -site drainage
or previously existing impervious.
The site is located south of US Highway 17 between Mallory Creek and Wire Road
within Phase 5 of the Brunswick Forest community. The developable site is gently
rolling and wooded and is bordered to the North and East by wetlands and to the West
and South by the Brunswick Forest and future and existing residential areas.
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

-k3791
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Wilmington, NC 8403

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BRUNSWICK FOREST — Phase 5 Hammock Park wet detention / retention pond
POND No. 32
Additional Calculation Summary for NCDENR / DWQ :
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 48,258 sf
TOTAL AREA DRAINING TO POND = 11.08 acres = 482,577 sf
SA REQUIRED: 48258 / 482577 = 0.10 or 10%
At 3.0' average depth, 90% TSS removal, from chart — SA/DA factor = 1.3
482577 x 0.01 x 1.3 = 6,300 sf SA REQUIRED
At Elev. = 18.0 10,000 sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1.5"
(Pi)= 0.9
(Rv)= 0.05 + 0.9(48258/482577) = 0.14
(A)= 482577
R= [(1.5)(0.14)/121(482577) = 0.20 acre-feet
= 8,500 cf REQUIRED STORAGE
At Elev. = 19.0 = 11,500 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
19.0 — 18.0 / 3 = 0.33
1-1/2" PVC drain to draw -down pond required storage volume:
Orifice equation: Q = CA(2gh)A1/2
Q = 0.6(.0123)(64.4 X 0.33)A1/2 = 0.034 cfs
T = 249,200 sec. = 3 days OKAY
FOREBAY REQUIREMENTS —
Approximate required capacity = 29,800 X 20% = 5,960 cf
Provided capacity = 6,100 cf OKAY
8829-Ph5-D W D32.doc
Hanover Design Services
1123 floral Pkwy.
Wilmington, NC 28403

Brunswick Forest - Pond 32
STAGE - STORAGE TABLES:
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR.
INCR.
INCR.
ELEV.
AREA
VOL.
STORAGE
STORAGE
(ft)
(so
(co
(co
(ac-ft)
18.0
10,000
-
19.0
13,000
11,500
11,500
0.26
20.0
14,500
13,750
25,250
0.58
21.0
16,000
14,500
39,750
0.91
22.0
17,500
16,750
56,500
1.30
STATE STORAGE VOLUME -
stage8829-32.x1s
11,500 0.26
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

r
Brunswick Forest - Pond 32
STAGE - STORAGE TABLES:
MAIN BODY OF POND -
Below WSEL
MAIN
INCR.
INCR.
ELEV.
AREA
VOL.
STORAGE
(fr)
(sf)
(cf)
(cf)
18.0
7,300
-
-
17.0
5,000
6,150
6,150
16.0
4,150
4,575
10,725
15.0
3,350
3,750
14,475
14.0
2,700
3,025
17,500
13.0
2,050
2,375
19,875
12.0
1,500
1,775
21,650
11.0
1,000
1,250
22,900
10.0
600
800
23,700
FOREBAY 1
INCR.
INCR.
AREA
VOL.
STORAGE
(sfl
(cf)
(if)
2,700
-
-
2,000
2,350
2,350
1,500
1,750
4,100
1,000
1,250
5,350
500
750
6,100
'A
Note: 3:1 side slopes below normal pool shelf, pond may be over -excavated for sediment storage.
Average depth= 3.0 (volume/SA)
TOTAL SURFACE AREA - 10,000 FOREBAY -
TOTAL POND VOLUME - 29,800 Percent Volume= 20%
TOTAL FOREBAY VOLUME - 6,100
PERCENT OF TOTAL - 20%
storage-8829-32.x1s

8-to-cc.:> PIPE E DATA
G�( CS�'5� ° ' ✓ EleT.
ulder
StationzlJ•�
a
Skew:
Size/ Type Pipe:T_y--
Type Entrance:—�
Direction of Flow:
Hydrological Method:/ 2:kn P -
H.W. Control Elev.:G ( . s
PH.W.
Z�.crJ
LSo_1
l lfJ CJ
SIZE & TYPE PIPE I Freq. I Q I N.E. I Allow.
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S]E-3[lE]ET
D H
� TW
[J 5
L= W= A4-�Ao -LSD
ET CONT. 11 OUTLET CONTROL
S1..E I .{ ( .
PLAN SUMMARY DAT
Drainage Area (I - d
Design Freq. OJFL
Design Disch.
Design -H.W.Elev.
Q100 Disch. Eon
Q100 H.W• Elev. l 9
Overtopping Freq. E
Overtopping Diecb. Q A
Overtopping Elev. 06_�
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H.W. Ve COMMENTS
Elo.. (f.a•r.)
Y AND RECOMMENDATIONS?
F.
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3

180
10,000
(1)
(2)
(3)
1,
168
8,000 EXAMPLE
6.
i
156
6,000 D•42 inch.. (3.5 f.et)
6.
5.
5,000 0•120 f.
144
6.
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4.000 t)_( HW
132
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5'
4.
120
(2) 2.1 7.4
2,000 (3) 2.2 7.7
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108
s0
3'
in NO
96
1,000
3,
800
.
84
600 /
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72
400 //
2.
=
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1.5
1.5
Z
N
'�
1.5
_ Z
60 p
200 / F
—
Z_
54
/ w
100
- �
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a
=
42
Go
^
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50 i — ENTRANCE
0
0
40 Hp SCALE - -. TYPE w
1.0
F
36
.9
w
30, (1) Square adae-elth
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headrall
.9
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33
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(3) Groove.. end'.
'8
.
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-
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0 and O'acale.. or reverse as
.. -
illustrated.
3
.6
.6
.6
18
15
w
L •5 L .5
5
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
FHWA WITH INLET CONTROL .
NOMOGRAPH
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
BRIDGE DIVISION HYDRAULIC MANUAL 12-85
4 - 35

2000
1000
800
600
500
400
Ee0
F- 200
In
w
U
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CY
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n - M anninQ s roughness coefficient
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NOMOGRAPH K Hanover Design Services
1123 Floral Pkwy.
Wilmington. NC 28403
BRIDGE DIVISION HYDRAULIC MANUAL 12-85
4 - 39

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Wilmington,
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BRIDGE DIVISION HYDRAULIC MANUAL 12-85

Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
Project: Ph5-Hammock-32.GPW J OF: newhanover.IDF 1 9 hyd's 1 08-10-2010

u
Reservoir Report
Page 1
English
Reservoir No. 1 - Hammock-32
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
ft
ft
sqft
cuft
cuft
0.00
18.00
10,000
0
0
1.00
19.00
13,000
11,500
11,500
2.00
20.00
14,500
13,750
25,250
3.00
21.00
16,000
15,250
40,500
4.00
22.00
17,500
16,750
57,250
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 24.0
1.5
0.0
0.0
Crest Len ft
= 2.0
16.0
80.0
0.0
Span in
= 24.0
1.5
0.0
0.0
Crest El. ft
= 19.00
19.50
20.70
0.00
No. Barrels
= 1
1
0
0,
Weir Coeff.
= 3.30
3.30
3.00
0.00
Invert El. ft
= 18.00
18.00
0.00
0:00
Eqn. Exp.
= 1.50
1.50
1.50
0.00
Length ft
= 50.0
10.0
0.0
0.0
Multi -Stage
= Yes
Yes
No
No
Slope %
= 0.10
0.01
0.00
0.00
N-Value
= .012
.011
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation =
18.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D
Discharge
ft
cuft
ft
cis
cfs
cfs cfs cfs
cfs
cfs cfs
cfs
0.00
0
18.00
0.00
0.00
--- --- 0.00
0.00
0.00 ---
0.00
1.00
11,500
19.00
2.09
0.04
--- --- 0.00
0.00
0.00 ---
0.04
2.00
25,250
20.00
3.96
0.00
--- --- 6.60
18.67
0.00 ---
3.96
3.00
40,500
21.00
18.15
0.00
--- --- 18.67
97.00
39.44 ---
57.59
4.00
57,250
22.00
25.37
0.00
--- --- 34.29
208.71
355.73 ---
381.10
Hanover Design services
1123 Floral Pkvvy.
Wilmington, NC 28403

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.31
6
756
38,670
1
----
------
------
lyr Predev-24hr
2
SCS Runoff
16.13
6
750
127,953
10
----
------
-----
10yr Predev
3
SCS Runoff
29.03
6
750
227,501
100
----
------
------
t00yr Predev
4
SCS Runoff
5.66
6
750
47,839
1
----
------
------
1yr Postdev-24hr
5
SCS Runoff
18.38
6
750
144,483
10
----
------
------
10yr Postdev
6
SGS Runoff
31.69
6
750
248,561
100
----
------
------
100yr Postdev
7
Reservoir
2.74
6
804
46,166
1
4
19.53
18,814
1yr Post-Route-24h
8
Reservoir
14.84
6
774
142,789
10
5
20.65
35,208
10yr Post -Route
9
Reservoir
32.87
6
744
246,860
100
6
20.86
38,371
100yr Post -Route
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
Proj. file: Ph5-Hammock-32.GP OF file: newhanover.IDF
Run date: 08-10-2010

Hydrograph Report
Hyd. No. 1
1yr Predev-24hr
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 11.00 ac
= 0.5 %
= USER
= 3.80 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge = 4.31 cfs
Time interval
= 6 min
Curve number
= 66
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 25 min
Distribution
= Type III
Shape factor
= 242
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Page 1
English
Total Volume = 38,670 cuft
Time -- Outflow
(hrs cfs)
11.70
0.09
14.90
0.96
18.10
0.42
21.30
0.28
11.80
0.20
15.00
0.93
18.20
0.41
21.40
0.28
11.90
0.42
15.10
0.91
18.30
0.40
21.50
0.28
12.00
0.93
15.20
0.89
18.40
0.39
21.60
0.27
12.10
1.81
15.30
0.87
18.50
0.39
21.70
0.27
12.20
2.80
15.40
0.85
18.60
0.38
21.80
0.27
12.30
3.61
15.50
0.82
18.70
0.37
21.90
0.26
12.40
4.05
15.60
0.80
18.80
0.37
22.00
0.26
12.50
4.28
15.70
0.78
18.90
0.36
22.10
0.26
12.60
4.31 <<
15.80
0.76
19.00
0.36
22.20
0.27
12.70
4.20
15.90
0.74
19.10
0.35
22.30
0.28
12.80
4.02
16.00
0.71
19.20
0.35
22.40
0.27
12.90
3.80
16.10
0.69
19.30
0.35
22.50
0.27
13.00
3.55
16.20
0.67
19.40
0.34
22.60
0.27
13.10
3.26
16.30
0.65
19.50
0.34
22.70
0.27
13.20
2.95
16.40
0.63
19.60
0.34
22.80
0.26
13.30
2.63
16.50
0.61
19.70
0.33
22.90
0.26
13.40
2.30
16.60
0.59
19.80
0.33
23.00
0.26
13.50
1.98
16.70
0.58
19.90
0.33
23.10
0.25
13.60
1.72
16.80
0.56
20.00
0.32
23.20
0.25
13.70
1.55
16.90
0.55
20.10
0.32
23.30
0.24
13.80
1.43
17.00
0.54
20.20
0.32
23.40
0.24
13.90
1.34
17.10
0.53
20.30
0.32
23.50
0.24
14.00
1.27
17.20
0.52
20.40
0.31
23.60
0.23
14.10
1.22
17.30
0.51
20.50
0.31
23.70
0.23
14.20
1.18
17.40
0.49
20.60
0.31
23.80
0.23
14.30
1.13
17.50
0.48
20.70
0.30
23.90
0.22
14.40
1.10
17.60
0.47
20.80
0.30
24.00
0.22
14.50
1.07
17.70
0.46
20.90
0.30
24.10
0.21
14.60
1.04
17.80
0.45
21.00
0.29
24.20
0.19
14.70
1.01
17.90
0.44
21.10
0.29
24.30
0.16
14.80
0.98
18.00
0.43
21.20
0.29
24.40
0.14
Continues on next page...
Hanover Design Services
1123 Floral Pkvry.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 2
10yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 11.00 ac
= 0.5 %
= USER
= 7.00 in
= 24 hrs
Page 1
English
Peak discharge = 16.13 cfs
Time interval
= 6 min
Curve number
= 66
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 25 min
Distribution =
Type III
Shape factor =
242
Total Volume = 127,953 cuff
Hydrograph
Discharge Table
Time
Outflow
Time -- Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
10.10
0.19
13.30
8.15
16.50
1.61
19.70
0.86
10.20
0.23
13.40
6.94
16.60
1.56
19.80
0.85
10.30
0.28
13.50
5.82
16.70
1.52
19.90
0.84
10.40
0.33
13.60
4.97
16.80
1.48
20.00
0.83
10.50
0.38
13.70
4.43
16.90
1.44
20.10
0.82
10.60
0.45
13.80
4.03
17.00
1.41
20.20
0.81
10.70
0.51
13.90
3.76
17.10
1.38
20.30
0.80
10.80
0.58
14.00
3.56
17.20
1.35
20.40
0.80
10.90
0.66
14.10
3.40
17.30
1.32
20.50
0.79
11.00
0.74
14.20
3.25
17.40
1.29
20.60
0.78
11.10
0.83
14.30
3.13
17.50
1.26
20.70
0.77
11.20
0.94
14.40
3.02
17.60
1.23
20.80
0.76
11.30
1.07
14.50
2.92
17.70
1.20
20.90
0.75
11.40
1.22
14.60
2.83
17.80
1.17
21.00
0.74
11.50
1.40
14.70
2.75
17.90
1.15
21.10
0.74
11.60
1.65
14.80
2.67
18.00
1.12
21.20
0.73
11.70
2.08
14.90
2.60
18.10
1.09
21.30
0.72
11.80
2.80
15.00
2.52
18.20
1.06
21.40
0.71
11.90
3.93
15.10
2.46
18.30
1.04
21.50
0.70
12.00
6.08
15.20
2.39
18.40
1.02
21.60
0.69
12.10
9.27
15.30
2.33
18.50
0.99
21.70
0.68
12.20
12.58
15.40
2.27
18.60
0.98
21.80
0.67
12.30
14.91
15.50
2.20
18.70
0.96
21.90
0.67
12.40
15.87
15.60
2.14
18.80
0.95
22.00
0.66
12.50
16.13 <<
15.70
2.08
18.90
0.93
22.10
0.67
12.60
15.79
15.80
2.02
19.00
0.92
22.20
0.68
12.70
15.04
15.90
1.95
19.10
0.91
22.30
0.70
12.80
14.08
16.00
1.89
19.20
0.90
22.40
0.69
12.90
13.02
16.10
1.83
19.30
0.89
22.50
0.68
13.00
11.88
16.20
1.77
19.40
0.88
22.60
0.68
13.10
10.66
16.30
1.71
19.50
0.87
22.70
0.67
13.20
9.40
16.40
1.66
19.60
0.86
22.80
0.66
Continues on next page...
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 3
100yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 11.00 ac
= 0.5 %
= USER
= 10.00 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge . = 29.03 cfs
Time interval
= 6 min
Curve number
= 66
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 25 min
Distribution
= Type III
Shape factor =
242
Total Volume = 227,501 cult
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
9.00
0.30
12.20
23.65
15.40
3.66
18.60
1.56
9.10
0.35
12.30
27.48
15.50 '
3.55
18.70
1.53
9.20
0.40
12.40
28.85
15.60
3.45
18.80
1.51
9.30
0.46
12.50
29.03 <<
15.70
3.35
18.90
1.48
9.40
0.52
12.60
28.20
15.80
3.25
19.00
1.46
9.50
0.58
12.70
26.67
15.90
3.14
19.10
1.45
9.60
0.64
12.80
24.81
16.00
3.04
19.20
1.43
9.70
0.71
12.90
22.80
16.10
2.94
19.30
1.42
9.80
0.78
13.00
20.66
16.20
2.84
19.40
1.40
9.90
0.86
13.10
18.41
16.30
2.74
19.50
1.39
10.00
0.94
13.20
16.10
16.40
2.66
19.60
1.37
10.10
1.02
13.30
13.83
16.50
2.58
19.70
1.36
10.20
1.11
13.40
11.67
16.60
2.50
19.80
1.35
10.30
1.21
13.50
9.69
16.70
2.44
19.90
1.33
10.40
1.31
13.60
8.22
16.80
2.37
20.00
1.32
10.50
1.43
13.70
7.29
16.90
2.31
20.10
1.30
10.60
1.55
13.80
6.63
17.00
2.26
20.20
1.29
10.70
1.68
13.90
6.16
17.10
2.20
20.30
1.28
10.80
1.82
14.00
5.83
17.20
2.15
20.40
1.26
10.90
1.97
14.10
5.55
17.30
2.11
20.50
1.25
11.00
2.13
14.20
5.31
17.40
2.06
20.60
1.24
11.10
2.31
14.30
5.10
17.50
2.01
20.70
1.22
11.20
2.51
14.40
4.92
17.60
1.97
20.80
1.21
11.30
2.76
14.50
4.76
17.70
1.92
20.90
1.19
11.40
3.06
14.60
4.60
17.80
1.88
21.00
1.18
11.50
3.42
14.70
4.46
17.90
1.83
21.10
1.17
11.60
3.91
14.80
4.33
18.00
1.78
21.20
1.15
11.70
4.75
14.90
4.21
18.10
1.74
21.30
1.14
11.80
6.17
15.00
4.09
18.20
1.69
21.40
1.12
11.90
8.32
15.10
3.97
18.30
1.65
21.50
1.11
12.00
12.27
15.20
3.86
18.40
1.62
21.60
1.10
12.10
17.93
15.30
3.76
18.50
1.58
21.70
1.08
Continues on next page...
Hanover Design services
1123 Floral Povy.
Wilmington, NC 28403

Hydrograph Report
Page 1
Hyd. No. 4
1yr Postdev-24hr
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 11.00 ac
= 1.0 %
= USER
= 3.80 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge = 5.66 cfs
Time interval
= 6 min
Curve number
= 70
Hydraulic length
= 1200 ft
Time of conc. (Tc)
= 20 min
Distribution
= Type III
Shape factor
= 242
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
English
Total Volume = 47,839 cult
Time -- Outflow
(hrs cfs)
11.30
0.08
14.50
1.24
17.70
0.53
20.90
0.33
11.40
0.11
14.60
1.20
17.80
0.52
21.00
0.33
11.50
0.16
14.70
1.17
17.90
0.50
21.10
0.33
11.60
0.22
14.80
1.14
18.00
0.49
21.20
0.32
11.70
0.34
14.90
1.11
18.10
0.48
21.30
0.32
11.80
0.55
15.00
1.08
18.20
0.47
21.40
0.32
11.90
0.89
15.10
1.05
18.30
0.46
21.50
0.31
12.00
1.61
15.20
1.03
18.40
0.45
21.60
0.31
12.10
2.75
15.30
1.00
18.50
0.44
21.70
0.30
12.20
4.01
15.40
0.97
18.60
0.43
21.80
0.30
12.30
4.97
15.50
0.95
18.70
0.42
21.90
0.30
12.40
5.45
15.60
0.92
18.80
0.42
22.00
0.29
12.50
5.66 <<
15.70
0.90
18.90
0.41
22.10
0.30
12.60
5.63
15.80
0.87
19.00
0.41
22.20
0.30
12.70
5.43
15.90
0.84
19.10
0.40
22.30
0.31
12.80
5.15
16.00
0.82
19.20
0.40
22.40
0.31
12.90
4.83
16.10
0.79
19.30
0.39
22.50
0.31
13.00
4.46
16.20
0.77
19.40
0.39
22.60
0.30
13.10
4.06
16.30
0.74
19.50
0.39
22.70
0.30
13.20
3.64
16.40
0.72
19.60
0.38
22.80
0.30
13.30
3.20
16.50
0.70
19.70
0.38
22.90
0.29
13.40
2.77
16.60
0.68
19.80
0.38
23.00
0.29
13.50
2.36
16.70
0.66
19.90
0.37
23.10
0.28
13.60
2.04
16.80
0.65
20.00
0.37
23.20
0.28
13.70
1.83
16.90
0.63
20.10
0.36
23.30
0.28
13.80
1.68
17.00
0.62
20.20
0.36
23.40
0.27
13.90
1.57
17.10
0.60
20.30
0.36
23.50
0.27
14.00
1.49
17.20
0.59
20.40
0.35
23.60
0.26
14.10
1.43
17.30
0.58
20.50
0.35
23.70
0.26
14.20
1.37
17.40
0.56
20.60
0.35
23.80
0.26
14.30
1.32
17.50
0.55
20.70
0.34
23.90
0.25
14.40
1.28
17.60
0.54
20.80
0.34
24.00
0.25
Continues on next page...
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Page 1
English
Hyd. No. 5
10yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge
= 18.38 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 11.00 ac
Curve number
= 70
Basin Slope
= 1.0 %
Hydraulic length
= 1200 ft
Tc method
= USER
Time of conc. (Tc)
= 20 min
Total precip.
= 7.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 144,483 cull
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
9.50
0.19
12.70
16.99
15.90
2.09
19.10
0.97
9.60
0.23
12.80
15.85
16.00
2.02
19.20
0.96
9.70
0.27
12.90
14.61
16.10
1.95
19.30
0.95
9.80
0.31
13.00
13.28
16.20
1.89
19.40
0.94
9.90
0.36
13.10
11.87
16.30
1.83
19.50
0.93
10.00
0.40
13.20
10.42
16.40
1.77
19.60
0.92
10.10
0.45
13.30
8.98
16.50
1.72
19.70
0.91
10.20
0.51
13.40
7.61
16.60
1.67
19.80
0.90
10.30
0.56
13.50
6.35
16.70
1.62
19.90
0.89
10.40
0.63
13.60
5.40
16.80
1.58
20.00
0.88
10.50
0.70
13.70
4.80
16.90
1.54
20.10
0.87
10.60
0.77
13.80
4.37
17.00
1.50
20.20
0.86
10.70
0.85
13.90
4.06
17.10
1.47
20.30
0.85
10.80
0.94
14.00
3.85
17.20
1.44
20.40
0.85
10.90
1.03
14.10
3.67
17.30
1.40
20.50
0.84
11.00
1.13
14.20
3.51
17.40
1.37
20.60
0.83
11.10
1.23
14.30
3.37
17.50
1.34
20.70
0.82
11.20
1.36
14.40
3.25
17.60
1.31
20.80
0.81
11.30
1.51
14.50
3.15
17.70
1.28
20.90
0.80
11.40
1.70
14.60
3.05
17.80
1.25
21.00
0.79
11.50
1.91
14.70
2.96
17.90
1.22
21.10
0.78
11.60
2.21
14.80
2.87
18.00
1.19
21.20
0.77
11.70
2.73
14.90
2.79
18.10
1.16
21.30
0.76
11.80
3.59
15.00
2.71
18.20
1.13
21.40
0.75
11.90
4.92
15.10
2.64
18.30
1.10
21.50
0.74
12.00
7.40
15.20
2.57
18.40
1.08
21.60
0.73
12.10
11.01
15.30
2.50
18.50
1.06
21.70
0.72
12.20
14.69
15.40
2.43
18.60
1.04
21.80
0.72
12.30
17.22
15.50
2.36
18.70
1.02
21.90
0.71
12.40
18.19
15.60
2.29
18.80
1.01
22.00
0.70
12.50
18.38 <<
15.70
2.23
18.90
M9
22.10
0.71
12.60
17.91
15.80
2.16
19.00
0.98
22.20
0.72
Continues on next page...
Hanover Design services
1123 Floral Pkvvy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 11.00 ac
1.0 %
= USER
= 10.00 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 31.69 cfs
Time interval
= 6 min
Curve number =
70
Hydraulic length =
1200 ft
Time of conc. (Tc) =
20 min
Distribution =
Type III
Shape factor =
242
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Total Volume = 248,561 cuft
Time -- Outflow
(hrs cfs)
8.50
0.34
11.70
5.63
14.90
4.40
18.10
1.81
8.60
0.38
11.80
7.23
15.00
4.28
18.20
1.76
8.70
0.42
11.90
9.62
15.10
4.16
18.30
1.72
8.80
0.47
12.00
13.97
15.20
4.04
18.40
1.68
8.90
0.53
12.10
20.11
15.30
3.93
18.50
1.65
9.00
0.58
12.20
26.23
15.40
3.82
18.60
1.62
9.10
0.64
12.30
30.26
15.50
3.71
18.70
1.59
9.20
0.70
12.40
31.61
15.60
3.61
18.80
1.56
9.30
0.77
12.50
31.69 <<
15.70
3.50
18.90
1.54
9.40
0.84
12.60
30.68
15.80
3.39
19.00
1.52
9.50
0.92
12.70
28.94
15.90
3.28
19.10
1.50
9.60
0.99
12.80
26.86
16.00
3.17
19.20
1.49
9.70
1.07
12.90
24.62
16.10
3.06
19.30
1.47
9.80
1.16
13.00
22.25
16.20
2.96
19.40
1.46
9.90
1.24
13.10
19.76
16.30
2.86
19.50
1.44
10.00
1.33
13.20
17.23
16.40
2.77
19.60
1.43
10.10
1.43
13.30
14.75
16.50
2.69
19.70
1.41
10.20
1.53
13.40
12.40
16.60
2.61
19.80
1.40
10.30
1.64
13.50
10.26
16.70
2.54
19.90
1.38
10.40
1.76
13.60
8.67
16.80
2.47
20.00
1.37
10.50
1.89
13.70
7.69
16.90
2.41
20.10
1.36
10.60
2.03
13.80
6.98
17.00
2.35
20.20
1.34
10.70
2.18
13.90
6.48
17.10
2.30
20.30
1.33
10.80
2.34
14.00
6.12
17.20
2.24
20.40
1.31
10.90
2.51
14.10
5.83
17.30
2.19
20.50
1.30
11,00
2.69
14.20
5.58
17.40
2.14
20.60
1.28
11.10
2.89
14.30
5.36
17.50
2.10
20.70
1.27
11.20
3.11
14.40
5.16
17.60
2.05
20.80
1.25
11.30
3.39
14.50
4.99
17.70
2.00
20.90
1.24
11.40
3.73
14.60
4.83
17.80
1.95
21.00
1.22
11.50
4.13
14.70
4.68
17.90
1.90
21.10
1.21
11.60
4.69
14.80
4.54
18.00
1.86
21.20
1.20
Continues on next page...
Hanover Design Services
1123 Floral Pkvvy.
Wilmington, NC 28403

Hydrograph
Report
Page 1
English
Hyd. No. 7
1 yr Post-Route-24hr
Hydrograph type
= Reservoir
Peak discharge
= 2.74 cfs
Storm frequency
= 1 yrs
Time interval
= 6 min
Inflow hyd. No.
= 4
Reservoir name
= Hammock-32
Max. Elevation
= 19.53 ft
Max. Storage
= 18,814 cuft
Storage mmcauon method used. Total Volume = 46,166 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C
Clv D Wr A
Wr B
Wr C Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs
12.40
5.45
18.58
0.91
0.03
-----
----- -----
-----
----- -----
0.03
12.50
5.66 <<
18.75
1.35
0.03
-----
----- -----
-----
----- -----
0.03
12.60
5.63
18.93
1.85
0.04
-----
----- -----
-----
----- ----
0.04
12.70
5.43
19.08
2.26
0.04
-----
----- 0.17
-----
----- -----
0.21
12.80
5.15
19.21
2.63
0.04
-----
----- 0.62
-----
----- -----
0.67
12.90
4.83
19.31
2.85
0.04
-----
----- 1.16
-----
----- -----
1.20
13.00
4.46
19.40
3.08
0.04
-----
----- 1.65
-----
----- -----
1.69
13.10
4.06
19.46
3.23
0.04
-----
----- 2.06
0.00
----- -----
2.10
13.20
3.64
19.50
3.34
0.03
-----
----- 2.34
0.01
----- -----
2.38
13.30
3.20
19.52
3.39
0.03
-----
----- 2.51
0.41
----- -----
2.66
13.40
2.77
19.53 <<
3.40
0.03
-----
----- 2.57
0.53
----- -----
2.74 <<
13.50
2.36
19.53
3.39
0.03
-----
----- 2.54
0.47
----- -----
2.70
13.60
2.04
19.52
3.37
0.03
-----
----- 2.46
0.28
----- -----
2.56
13.70
1.83
19.50
3.34
0.03
-----
----- 2.35
0.04
----- -----
2.40
13.80
1.68
19.49
3.30
0.03
-----
----- 2.25
0.00
----- -----
2.28
13.90
1.57
19.47
3.26
0.04
-----
----- 2.14
0.00
----- -----
2.18
14.00
1.49
19.46
3.23
0.04
-----
----- 2.04
0.00
----- -----
2.08
14.10
1.43
19.44
3.19
0.04
-----
----- 1.94
0.00
----- -----
1.98
14.20
1.37
19.43
3.15
0.04
-----
----- 1.85
0.00
----- -----
1.89
14.30
1.32
19.41
3.12
0.04
-----
----- 1.76
0.00
----- -----
1.80
14.40
1.28
19.40
3.09
0.04
-----
----- 1.68
0.00
----- -----
1.72
14.50
1.24
19.39
3.06
0.04
-----
----- 1.62
-----
----- -----
1.65
14.60
1.20
19.38
3.03
0.04
-----
----- 1.55
-----
----- -----
1.59
14.70
1.17
19.37
3.01
0.04
-----
----- 1.50
-----
----- -----
1.53
14.80
1.14
19.36
2.98
0.04
-----
----- 1.44
-----
----- -----
1.48
14.90
1.11
19.35
2.96
0.04
-----
----- 1.39
-----
----- -----
1.43
15.00
1.08
19.34
2.93
0.04
-----
----- 1.34
-----
----- -----
1.38
15.10
1.05
19.34
2.91
0.04
-----
----- 1.30
-----
----- -----
1.34
15.20
1.03
19.33
2.89
0.04
-----
----- 1.26
-----
----- -----
1.30
15.30
1.00
19.32
2.87
0.04
-----
----- 1.22
-----
----- -----
1.25
15.40
0.97
19.32
2.86
0.04
-----
----- 1.18
-----
----- -----
1.22
15.50
0.95
19.31
2.84
0.04
-----
----- 1.14
-----
----- -----
1.18
15.60
0.92
19.30
2.82
0.04
-----
----- 1.11
-----
----- -----
1.15
15.70
0.90
19.30
2.81
0.04
-----
----- 1.07
-----
----- -----
1.11
15.80
0.87
19.29
2.80
0.04
-----
----- 1.05
-----
----- -----
1.09
15.90
0.84
19.29
2.79
0.04
-----
----- 1.02
-----
----- -----
1.06
Continues on next page...
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 8
10yr Post -Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 5
Max. Elevation = 20.65 ft
Storage Indication method used,
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 14.84 cfs
= 6 min
= Hammock-32
= 35,208 tuft
Total Volume = 142,789 cuft
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D
Wr A
Wr B
Wr C
Wr D Outflow
(hrs).
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
12.00
7.40
19.06
2.22
0.04
----- -----
0.13
-----
-----
----- 0.18
12.10
11.01
19.29
2.79
0.04
----- -----
1.03
-----
-----
----- 1.07
12.20
14.69
19.57
3.48
0.03
----- -----
2.84
1.16
-----
----- 3.18
12.30
17.22
19.89
3.97
-----
----- -----
5.57
13.05
-----
----- 3.97
12.40
18.19
20.18
8.38
-----
----- -----
8.42
29.39
-----
----- 8.38
12.50
18.38 <<
20.37
11.50
-----
----- -----
10.62
43.11
-----
----- 11.50
12.60
17.91
20.51
13.24
-----
----- -----
12.24
53.55
-----
----- 13.24
12.70
16.99
20.60
14.25
-----
----- -----
13.32
60.66
-----
----- 14.25
12.80
15.85
20.64
14.73
-----
----- -----
13.90
64.52
0.00
----- 14.73
12.90
14.61
20.65 <<
14.84
-----
----- -----
14.03
65.42
0.00
----- 14.84 <<
13.00
13.28
20.63
14.64
-----
----- -----
13.79
63.81
0.00
----- 14.64
13.10
11.87
20.59
14.18
-----
----- -----
13.24
60.17
-----
----- 14.18
13.20
10.42
20.53
13.46
-----
----- -----
12.47
55.05
-----
----- 13.46
13.30
8.98
20.45
12.51
-----
----- -----
11.53
48.95
-----
----- 12.51
13.40
7.61
20.36
11.38
-----
----- -----
10.52
42.46
-----
----- 11.38
13.50
6.35
20.28
10.08
-----
----- -----
9.51
36.10
-----
----- 10.08
13.60
5.40
20.19
8.71
-----
----- -----
8.60
30.44
-----
----- 8.71
13.70
4.80
20.12
7.33
-----
----- -----
7.86
26.04
-----
----- 7.33
13.80
4.37
20.07
6.09
-----
----- -----
7.34
22.97
-----
----- 6.09
13.90
4.06
20.04
5.13
-----
----- -----
7.01
21.04
-----
----- 5.13
14.00
3.85
20.02
4.53
-----
----- -----
6.80
19.82
-----
----- 4.53
14.10
3.67
20.01
4.14
-----
----- -----
6.66
19.02
=----
----- 4.14
14.20
3.51
19.88
3.96
-----
----- -----
5.48
12.59
-----
----- 3.96
14.30
3.37
19.89
3.96
-----
----- -----
5.51
12.70
-----
----- 3.96
14.40
3.25
19.89
3.97
-----
----- -----
5.53
12.84
-----
----- 3.97
14.50
3.15
19.89
3.97
-----
----- -----
5.57
13.00
-----
----- 3.97
14.60
3.05
19.90
3.98
-----
----- -----
5.60
13.19
-----
----- 3.98
14.70
2.96
19.90
3.98
-----
----- -----
5.59
13.15
-----
----- 3.98
14.80
2.87
19.87
3.95
-----
----- -----
5.34
11.86
-----
----- 3.95
14.90
2.79
19.84
3.92
-----
----- -----
5.08
10.52
-----
----- 3.92
15.00
2.71
19.81
3.88
-----
----- -----
4.81
9.11
-----
----- 3.88
15.10
2.64
19.78
3.84
-----
----- -----
4.54
7.81
-----
----- 3.84
15.20
2.57
19.75
3.79
-----
----- -----
4.26
6.56
-----
----- 3.79
15.30
2.50
19.71
3.73
-----
----- -----
3.99
5.28
-----
----- 3.73
15.40
2.43
19.68
3.68
0.01
----- -----
3.72
4.16
-----
----- 3.68
15.50
2.36
19.65
3.63
0.02
----- -----
3.46
3.16
-----
----- 3.63
Continues on next page...
Hanover Design services
1123 Floral Pkwy.
Wilminqton, NC 28403

Hydrograph Report Page 1
Hyd. No. 9
100yr Post -Route
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 6
Max. Elevation
= 20.86 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 32.87 cfs
= 6 min
= Hammock-32
= 38,371 cuft
Total Volume = 246,860 cult
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D
Wr A
Wr B
Wr C
Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs
cfs
11.20
3.11
19.15
2.45
0.04
----- -----
0.39
-----
-----
-----
0.44
11.30
3.39
19.22
2.65
0.04
----- -----
0.68
-----
-----
-----
0.72
11.40
3.73
19.29
2.79
0.04
----- -----
1.03
-----
-----
-----
1.07
11.50
4.13
19.36
2.97
0.04
----- -----
1.42
-----
-----
-----
1.46
11.60
4.69
19.43
3.16
0.04
----- -----
1.86
0.00
-----
-----
1.90
11.70
5.63
19.51
3.35
0.03
----- -----
2.39
0.12
-----
-----
2.46
11.80
7.23
19.60
3.54
0.03
----- -----
3.05
1.63
-----
-----
3.52
11.90
9.62
19.72
3.75.
-----
----- -----
4.06
5.64
-----
-----
3.75
12.00
13.97
19.89
.3.97
-----
----- -----
5.59
13.11
-----
-----
3.97
12.10
20.11.
20.19
8.67
-----
----- -----
8.58
30.32
-----
-----
8.67
12.20
26.23
20.48
12.92
-----
----- -----
11.92
51.47
-----
-----
12.92
12.30
30.26
20.76
15.91
-----
----- -----
15.38
74.51
'4.37
-----
20.28
12.40
31.61
20.86 <<
16.90
-----
----- -----
16.75
83.82
15.97
-----
32.87 <<
12.50
31.69 <<
20.85
16.80
-----
----- -----
16.61
82.85
14.52
-----
31.32
12.60
30.68
20.85
16.79
-----
----- -----
16.60
82.75
14.36
-----
31.15
12.70
28.94
20.84
16.68
-----
----- ----
16.44
81.69
12.77
-----
29.45
12.80
26.86
20.82
16.56
-----
----- -----
16.26
80.47
10.92
-----
27.48
12.90
24.62
20.81
16.42
-----
----- -----
16.06
79.10
8.85
-----
25.27
13.00
22.25
20.79
16.24
-----
----- -----
15.82
77.46
6.90
-----
23.14
13.10
19.76
20.77
15.99
-----
----- -----
15.49
75.24
5.00
-----
20.99
13.20
17.23
20.74
15.70
-----
----- -----
15.11
72.65
2.78
-----
18.48
13.30
14.75
20.71
15.42
-----
----- -----
14.73
70.06
0.56
-----
15.97
13.40
12.40
20.66
14.95
-----
----- -----
14.16
66.25
0.00
-----
14.95
13.50
10.26
20.59
14.13
-----
----- -----
13.20
59.86
-----
-----
14.13
13.60
8.67
20.49
13.01
-----
----- -----
12.01
52.03
-----
-----
13.01
13.70
7.69
20.39
11.76
-----
----- -----
10.83
44.41
-----
-----
11.76
13.80
6.98
20.30
10.50
-----
----- -----
9.80
37.87
-----
-----
10.50
13.90
6.48
20.23
9.29
-----
----- -----
8.97
32.75
-----
-----
9.29
14.00
6.12
20.17
8.23
-----
----- -----
8.34
28.92
-----
-----
8.23
14.10
5.83
20.13
7.37
-----
----- -----
7.89
26.17
-----
-----
7.37
14.20
5.58
20.09
6.69
-----
----- -----
7.56
24.20
-----
-----
6.69
14.30
5.36
20.07
6.07
-----
----- -----
7.34
22.93
-----
-----
6.07
14.40
5.16
20.06
5.66
-----
----- -----
7.19
22.10
-----
-----
5.66
14.50
4.99
20.05
5.36
-----
----- -----
7.09
21.50
-----
-----
5.36
14.60
4.83
20.04
5.13
-----
----- -----
7.01
21.03
-----
-----
5.13
14.70
4.68
20.03
4.94
-----
----- -----
6.94
20.64
-----
-----
4.94
Continues on next page...
Hanover Design services
1123 Floral Pkwy.
Wilmington, NC 28403

Reservoir Report
Page 1
Reservoir No. 1 - Hammock-32 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
ft
0.00
1.00
2.00
3.00
4.00
Elevation
ft
18.00
19.00
20.00
21.00
22.00
Contour area
sqft
10,000
13,000
14,500
16,000
17,500
Incr. Storage Total storage
cuft cult
0 0
11,500 11,500
13,750 25,250
15,250 40,500
16,750 57,250
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 24.0
1.5
0.0
0.0
Crest Len ft = 2.0
16.0
80.0
0.0
Span in
= 24.0
1.5
0.0
0.0
Crest El. ft = 19.00
19.50
20.70
0.00
No. Barrels
= 1
1
0
0
Weir Coeff. = 3.30
3.30
3.00
0.00
Invert El. ft
= 18.00
18.00 0.00
.0.00
Eqn. Exp. = 1:50
1.50
1.50
0.00
Length ft
= 50.0
10.0
0.0
0.0
Multi -Stage = Yes
Yes
No
No
Slope %
= 0.10
0.01
0.00
0.00
N-Value
= .012
.011
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation =
18.00 ft
Note: All cWllows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation CIv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Discharge
ft cuft It cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
18.00
0.00
0.00 ---
0.00
0.00
0.00 ---
0.00
1.00
11,500
19.00
2.09
0.04 ---
--- 0.00
0.00
0.00 ---
0.04
2.00
25,250
20.00
3.96
0.00 ---
--- 6.60
18.67
0.00 ---
3.96
3.00
40,500
21.00
18.15
0.00 ---
--- 18.67
97.00
39.44 ---
57.59
4.00
57,250
22.00
25.37
0.00 ---
--- 34.29
208.71
355.73 ---
381.10
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.31
6
756
38,670
1
----
------
------
1yr Predev-24hr
2
SCS Runoff
16.13
6
750
127,953
10
----
------
------
10yr Predev
3
SCS Runoff
29.03
6
750
227,501
100
----
------
------
t00yr Predev
4
SCS Runoff
5.66
6
750
47,839
1
----
------
------
1yr Postdev-24hr
5
SCS Runoff
18.38
6
750
144,483
10
----
------
------
10yr Postdev
6
SCS Runoff
31.69
6
750
248,561
100
----
------
------
100yr Postdev
7
Reservoir
2.74
6
804
46,166
1
4
19.53
18,814
1yr Post-Route-24h
8
Reservoir
14.84
6
774
142,789
10
5
20.65
35,208
10yr Post -Route
9
Reservoir
32.87
6
744
246,860
100
6
20.86
38,371
100yr Post -Route
10
Rational
7.81
1
25
11,712
2
----
------
------
1-year Rational pr
11
Rational
8.67
1
20
10,398
2
----
------
------
1-year post
12
Reservoir
0.04
1
40
3,005
2
11
18.90
10,347
1-year routed
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
Proj. file: Ph5-Hammock-32.GP
OF file: newhanover.IDF
Run date: 09-02-2010

Hydrograph Report
Hyd. No. 10
1-year Rational pre
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 2 yrs
= 11.0 ac
= 3.55 in
= newhanover.IDF
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
0.02
0.31
0.55
5.31
0.03
0.62
0.57
5.00
0.05
0.94
0.58
4.68
0.07
1.25
0.60
4.37
0.08
1.56
0.62
4.06
0.10
1.87
0.63
3.75
0.12
2.19
0.65
3.44
0.13
2.50
0.67
3.12
0.15
2.81
0.68
2.81
0.17
3.12
0.70
2.50
0.18
3.44
0.72
2.19
0.20
3.75
0.73
1.87
0.22
4.06
0.75
1.56
0.23
4.37
0.77
1.25
0.25
4.68
0.78
0.94
0.27
5.00
0.80
0.62
0.28
5.31
0.82
0.31
0.30
5.62
0.32
5.93
0.33
6.25
...End
0.35
6.56
0.37
6.87
0.38
7.18
0.40
7.50
0.42
7.81 <<
0.43
7.50
0.45
7.18
0.47
6.87
0.48
6.56
0.50
6.25
0.52
5.93
0.53
5.62
Page 1
English
Peak discharge = 7.81 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Time of conc. (Tc) = 25 min
Reced. limb factor = 1
Total Volume = 11.712 cuff
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 29403

Hydrograph Report
Page 1
English
Hyd. No. 11
1-year post
Hydrograph type
= Rational
Peak discharge =
8.67 cfs
Storm frequency
= 2 yrs
Time interval =
1 min
Drainage area
= 11.0 ac
Runoff coeff. =
0.2
Intensity
= 3.94 in
Time of conc. (Tc) =
20 min
I-D-F Curve
= newhanover.IDF
Reced. limb factor =
1
Total Volume = 10,398 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
0.02
0.43
0.55
3.03
0.03
0.87
0.57
2.60
0.05
1.30
0.58
2.17
0.07
1.73
0.60
1.73
0.08
2.17
0.62
1.30
0.10
2.60
0.63
0.87
0.12
3.03
0.65
0.43
0.13
3.47
0.15
3.90
0.17
4.33
...End
0.18
4.77
0.20
5.20
0.22
5.63
0.23
6.07
0.25
6.50
0.27
6.93
0.28
7.37
0.30
7.80
0.32
8.23
0.33
8.67 <<
0.35
8.23
0.37
7.80
0.38
7.37
0.40
6.93
0.42
6.50
0.43
6.07
0.45
5.63
0.47
5.20
0.48
4.77
0.50
4.33
0.52
3.90
0.53
3.47
Hanover Design Services
1123 Floral Pkvvy.
Wilmington, NC 28403

Hydrograph Report
Page 1
Hyd. No. 12
1-year routed
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
Storage Indication method used.
= Reservoir
= 2 yrs
= 11
18.90 ft
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 0.04 cfs
= 1 min
= Hammock-32
= 10,347 cult
Total Volume = 3,005 cuft
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C Wr D
Outflow
(hrs)
cfs
It
cfs
cfs
cfs cfs cfs cfs cis cfs
cfs
0.10
2.60
18.04
0.02
0.00
----- ----- ----- ----- ----- -----
0.00
0.12
3.03
18.06
0.02
0.00
----- ----- ----- ----- ----- -----
0.00
0.13
3.47
18.07
0.03
0.00
----- ----- ----- ----- ----- -----
0.00
0.15
3.90
18.09
0.04
0.00
----- ----- ----- ----- ----- -----
0.00
0.17
4.33
18.11
0.06
0.00
----- ----- ----- ----- ----- -----
0.00
0.18
4.77
18.14
0.08
0.01
----- ----- ----- ----- ----- -----
0.01
0.20
5.20
18.16
0.11
0.01
----- ----- ----- ----- ----- -----
0.01
0.22
5.63
18.19
0.14
0.01
----- ----- ----- ----- ----- -----
0.01
0.23
6.07
18.22
0.19
0.01
----- ----- ----- ----- ----- -----
0.01
0.25
6.50
18.25
0.24
0.02
----- ----- ----- ----- -----
0.02
0.27
6.93
18.29
0.30
0.02
----- ----- ----- ----- ----- -----
0.02
0.28
7.37
18.33
0.37
0.02
----- ----- ----- ----- ----- -----
0.02
0.30
7.80
18.37
0.44
0.02
----- ----- ----- ----- ----- -----
0.02
0.32
8.23
18.41
0.51
0.02
----- ----- ----- ----- ----- -----
0.02
0.33
8.67 <<
18.45
0.61
0.03
----- ----- ----- ----- ----- -----
0.03
0.35
8.23
18.50
0.70
0.03
----- ----- ----- ----- ----- -----
0.03
0.37
7.80
18.54
0.81
0.03
----- ----- ----- ----- ----- -----
0.03
0.38
7.37
18.58
0.91
0.03
----- ----- ----- ----- ----- -----
0.03
0.40
6.93
18.61
1.00
0.03
----- ----- ----- ----- ----- -----
0.03
0.42
6.50
18.65
1.10
0.03
----- ----- ----- ----- ----- -----
0.03
0.43
6.07
18.68
1.20
0.03
----- ----- ----- ----- ----- -----
0.03
0.45
5.63
18.71
1.27
0.03
----- ----- ----- ----- ----- -----
0.03
0.47
5.20
18.74
1.33
0.03
----- ----- ----- ----- ----- -----
0.03
0.48
4.77
18.77
1.38
0.04
----- ----- ----- ----- ----- -----
0.04
0.50
4.33
18.79
1.43
0.04
----- ----- ----- ----- ----- -----
0.04
0.52
3.90
18.81
1.48
0.04
----- ----- ----- ----- ----- -----
0.04
0.53
3.47
18.83
1.54
0.04
----- ----- ----- ----- ----- -----
0.04
0.55
3.03
18.85
1.60
0.04
----- ----- ----- ----- ----- -----
0.04
0.57
2.60
18.86
1.64
0.04
----- ----- ----- ----- ----- -----
0.04
0.58
2.17
18.87
1.68
0.04
----- ----- ----- ----- ----- -----
0.04
0.60
1.73
18.88
1.71
0.04
----- ----- ----- ----- ----- -----
0.04
0.62
1.30
18.89
1.74
0.04
----- ----- ----- ----- ----- -----
0.04
0.63
0.87
18.90
1.75
0.04
----- ----- ----- ----- ----- -----
0.04
0.65
0.43
18.90
1.76
0.04
----- ----- ----- ----- ----- -----
0.04
0.67
0.00
18.90 <<
1.77
0.04
----- ----- ----- ----- ----- -----
0.04 <<
0.68
0.00
18.90
1.76
0.04
----- ----- ----- ----- ----- -----
0.04
Continues on next page...
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Brunswick Forest Phase 5A — SHWT determination
POND No. 32
Field visit: 8-25-10
References:
Soils at the pond site are mapped as Leon and Baymeade Series fine sands (USDA
NRCS National Cooperative Soil Survey map and Official Series Description attached),
well drained soils with rapid to poor permeability and relatively flat slopes of 0-8%,
abutting the delineated wetlands soils which are mapped as predominantly Muckalee
Series loams, poorly drained with moderately poor permeability and flat slopes.
Observations:
One soil boring was observed as follows (location map attached):
The seasonal high water table is normally evidentby observation of
redoximorphic features suggesting past conditions of saturation and reduction,
indicated by colors of chroma 2 or less (Munsell) at greater than 2% of soil
volume in mottles or a distinct horizon subdivision.
There was evidence of redoximorphic features at about 2'-4" (2.37') in the bore
with a distinct chroma and evidence of wetness at that depth (the first 3" at the
test site was vegetation and root mat, not soil). This observation was in line with
the expected depth to seasonal high water in the soil profile of 18" to 36" for
Leon Series soils. Elevation read at the boring for Pond 32 was 19.92 MSL,
resulting in a SHWT elevation of 17.6 MSL (19.92 — 2.37 = 17.55).
Summary:
Observed indications of SHWT depth were in line with predicted values.
Pond No.32 SHWT = 17.6 MSL.
\\ay\�etuye..,aew
,••'rat, GARt7i/*^
`' SEAL
20007 ;
may. Fiyt�l i�EF4 ���
4,
8829-shw1-32.doc
£�e2Co°Iv—
David S. Hollis, PE, PLS
1 1"J Rota, Vh.wy,
Wilmington, NC 28403

W 10' 511,
Soil Map —Brunswick County, North Carolina
(Brunswick Forest Phase 5)
rIYoo t15260 n51320 775380 ] 5440 7755M T5560 7756M 775680 n5740
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hop Scale: 1:2,930 d printed on A size (8.5- a 11') sheet.
N Motets
A 0 40 80 160 240
Feet
0 150 300 600 900
USDA Natural Resources Web Soil Survey
QdM Conservation Service National Cooperative Soil Survey
8/26/2010
Page 1 of 3
W 10, 51,
inxar

Soil Map -Brunswick County, North Carolina
Map Unit Legend
Brunswick Forest Phase 5
Brunswick.County,'North Carolina (NC019)
" Map Unit Symbol''
Map Unit Name' +'`
,;Acres in 4O1
Percent of AOi
BaB
Fo
Baymeade fine sand, 1 to 6 percent
slopes
Foreston loamy fine sand
14.8
1.7
33.7%
3.9
j Lo
Leon fine sand
17.8
40.4%
Mk
Muckalee loam
1.2
2.7
Mu
Murville mucky fine sand
8.5
19.2%
Totals for Area of Interest
44.0
100.0%
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
USDA Natural Resources Web Soil Survey 8/26/2010
® Conservation Service National Cooperative Soil Survey Page 3 of 3

Soil Map —Brunswick County, North Carolina
(Brunswick Forest Phase 5)
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
Very Stony Spot
Map Scale: 1:2,930 if printed on A size (8.5" x 11 ") sheet.
o
Area of Interest (AOI)
+[Wet Spot
The soil surveys that comprise your AOI were mapped at 1:24,000.
Soils
Other
Please rely on the bar scale on each map sheet for accurate map
J
Soil Map Units
measurements.
Special Line Features
Special
Point Features
J Gully
Source of Map: Natural Resources Conservation Service
.r1
Blowout
Web Soil Survey URL: http://websoilsuwey.nres.usda.gov
Borrow Pit
„_, Short Steep Slope
Coordinate System: UTM Zone 17N NAD83
Clay Spot
. _ , Other
This product is generated from the USDA-NRCS certified data as of
Political Features
the version date(s) listed below.
♦
Closed Depression
0 Cities
Soil Survey Area: Brunswick County, North Carolina
X
Gravel Pit
Water Features
Survey Area Data: Version 12, Feb 27, 2008
..
Gravelly Spot
Oceans
Date(s) aerial images were photographed: 7/2/2006
©
Landfill
,-.., Streams and Canals
The orthophoto or other base map on which the soil lines were
/L
Lava Flow
Transportation
compiled and digitized probably differs from the background
;4ttl'. Rails
imagery displayed on these maps. As a result, some minor shifting
alc.
Marsh or swamp
of map unit boundaries may be evident.
it
Mine or Quarry
N Interstate Highways
po
Miscellaneous Water
N US Routes
OD
Perennial Water
Fr Major Roads
-
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N Local Roads
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Saline Spot
Sandy Spot
Severely Eroded Spot
O
Sinkhole
i
Slide or Slip
0
Sodic Spot
Spoil Area
G0
Stony Spot
USDA Natural Resources
® Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8126/2010
Page 2 of 3
■

Official Series Description - LEON Series Page I of 5
LOCATION LEON FL+AL GA MD MS NC SC VA
Established Series
Rev. AGH, GWH, DL, JNS
03/2009
LEON SERIES
The Leon series consists of very deep, poorly and very poorly drained, moderately to moderately slowly
permeable soils on upland flats, depressions, stream terraces and tidal areas. They formed in sandy
marine sediments of the Atlantic and Gulf Coastal Plain. Near the type location, the mean annual
temperature is about 68 degrees F., and the mean annual precipitation is about 65 inches. Slopes range
from 0 to 5 percent.
TAXONOMIC CLASS: Sandy, siliceous, thermic Aerie Alaquods
TYPICAL PEDON: Leon sand --forested; slash pine, gallberry, wax myrtle, saw palmetto, goldenrod,
lyonia ligustrina, dog fennel, and lowbush blueberry. (Colors are for moist soil)
A--O to 4 inches; 70 percent black (10YR 2/1) and 30 percent light gray (10YR 7/1) sand; weak fine
granular structure; very friable; many fine, medium, and large roots; many clean sand grains give a salt -
and -pepper appearance; very strongly acid; clear smooth boundary. (2 to 9 inches thick)
Egl--4 to 10 inches; gray (10YR 6/1) sand; common medium faint very dark gray (10YR 3/1) streaks
and splotches of organic matter accumulations deposited in former root channels and krotovinas, ranging
from about 20 percent in upper part to 0 percent in lower part; single grain; loose; many fine, medium,
and large roots; very strongly acid; clear wavy boundary. (2-12 inches thick)
Eg2--10 to 15 inches; gray (10YR 6/1) sand; 20 percent faint light gray (10YR 7/1) oval splotches of
organic matter depletions; single grain; loose; few fine and medium roots; very strongly acid; abrupt
smooth boundary. (2 to 13 inches thick)
Bhl--15 to 18 inches; 50 percent dark brown (7.5YR 3/3) and 50 percent black (7.5YR 2.5/1) sand;
weak medium and coarse subangular blocky structure; firm; common fine and medium roots; many fine
and medium pores; more than 95 percent of sand grains have organic coatings; extremely acid; clear
smooth boundary.
Bh2--18 to 22 inches; dark brown (7.5YR 3/4) sand; weak medium and coarse subangular blocky
structure; firm; few fine and medium roots; common fine and medium pores; more than 95 percent of
sand grains have organic coatings; extremely acid; clear wavy boundary. (Combined thickness of the Bh
horizons ranges from 4 to 35 inches)
Bw and Bh--22 to 25 inches; 80 percent (Bw) dark yellowish brown (10YR 4/4) and 20 percent (Bh)
dark brown ( IOYR 3/3) sand; very weak medium and coarse subangular blocky structure; very friable;
common fine and medium pores; very strongly acid; clear wavy boundary. (0 to 14 inches thick)
Eg and Bh--25 to 30 inches; 95 percent (Eg) weak red (2.5YR 5/2) and 5 percent (Bh) dark brown
(7.5YR 3/3) sand; single grain; loose; common Pine and medium pores; very strongly acid; diffuse
http://www2.ftw.nres.Llsd,i.gov/osd/dat/L/LEON.html
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Official Series Description - LEON Series Page 2 of 5
irregular boundary. (0 to 10 inches thick)
E'g--30 to 42 inches; pinkish gray (7.5YR 7/2) sand; single grain; loose; very strongly acid; clear wavy
boundary. (0 to 36 inches thick)
B'h--42 to 77 inches; 50 percent very dark brown (I OYR 2/2) and 50 percent dark yellowish brown
(10YR 3/4) sand; weak medium and coarse subangular blocky structure; friable; common fine and
medium pores; very strongly acid; clear wavy boundary. (0 to 50 inches thick)
B'w and B'h--77 to 108 inches; 60 percent (Bw) brown (I OYR 4/3), 40 percent Bh of very dark brown
(10YR 2/2) and very dark grayish brown (10YR 3/2) sand; very weak medium and coarse subangular
blocky structure; very friable; common fine and medium pores; very strongly acid.
TYPE LOCATION: Bay County, Florida. USGS Panama City Beach topographic quadrangle.
Approximately 1.2 miles north of U.S. Highway 98, about 2.7 miles south of West Bay in Panama City
Beach, Florida. SW 1/4, Sec. 20; T. 3 S., R. 15 W. 30 degrees 12.0 minutes 19.9 seconds N.; 85 degrees
46.0 minutes 20.4 seconds W.
RANGE IN CHARACTERISTICS: The Bh horizon is within 30 inches of the soil surface. Reaction
ranges from extremely acid to slightly acid throughout. In tidal areas, the soil reaction ranges from very
strongly acid to moderately alkaline throughout.
The A or Ap horizon has hue of 7.5YR or 10YR, value of 2 to 4, and chroma of 1 or 2; or is neutral with
value of 2 to 4. When dry, this horizon has a salt -and -pepper appearance due to mixing of organic matter
and sand grains. A thin O horizon of muck is present in some pedons. Texture is sand, fine sand, mucky
fine sand, or mucky sand.
The E horizon, where present, has hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of 3 to 4; or is
neutral with value of 5 to 8. Streaks and splotches of organically enriched material in shades of black to
gray range from common to many. Texture is sand or fine sand.
The Eg or E'g horizons, where present, have hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of 1 or 2.
Redoximorphic features of oval faint splotches (depletions) range from none to many. Streaks and
masses of organic matter accumulation (Bh material) in shades of black to brown range from none to
common. Texture is sand or fine sand.
A transitional horizon may be present between the lower E horizon and the Bh l horizon. Where present,
it has hue of I OYR, value of 2 to 4, and chroma of 1. Thickness ranges from 0.5 to 2.0 inches. Texture is
sand or fine sand.
The Bh horizon has hue of 5YR to 10YR, value of 2 or 4, and chroma of I to 4; or is neutral with value
of 2 to 4. This horizon burns white on ignition. Texture is sand, fine sand, loamy sand or loamy fine
sand.
The Bw horizon, where present, has hue of 5YR to IOYR, value of 2 or 4, and chroma of 3 to 4; or is
neutral with value of 2 to 4. Streaks and masses of organic matter accumulation (Bh material) in shades
of black to brown range from none to common. Texture is sand or fine sand.
B'h, B"h. B"'h horizons, where present, have similar colors and textures as the Bh horizon but occurs
below the BE, E', E" and E"' horizons.
http://www2.ftw.nres.uscia.gov/oscl/dat/L/LEON.html
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,, Official Series Description - LEON Series
Page 3 of 5
The C horizon, where present, has hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of 1 to 6. Texture
is sand or fine sand.
COMPETING SERIES: The Tal uin and Witherbee series are the only known series in the same
family. They are on similar to slightly higher positions. In addition, Talquin soils have a spodic horizon
less than 6 inches in thickness and the somewhat poorly drained Witherbee soils have less than 0.06
organic carbon in the upper 12 inches of the spodic horizon.
GEOGRAPHIC SETTING: Leon soils are on upland flats, depressions, stream terraces and tidal
marshes of the lower Atlantic and Gulf Coastal Plain. They formed in thick beds of acid sandy marine
sediments. The climate is humid subtropical. Slopes range from 0 to 5 percent. The average annual
temperature ranges from 66 to 70 degrees F., and the average annual precipitation ranges from 61 to 69
inches at the sample location.
GEOGRAPHICALLY ASSOCIATED SOILS: These include the Chipley, Foxworth, Hurricane,
Kershaw, Lakeland, Lynn Haven, Mascotte, Olustee, Ortega, Osier, Plummer, Portsmouth, Pottsbm'e,
Ridgeland, Scranton, and Wesconnett series. Chipley, Foxworth, Kershaw, Lakeland, and Ortega soils
are on higher positions and lack spodic horizons. In addition, Chipley soils are somewhat poorly
drained, Foxworth soils are moderately well drained to excessively drained, Kershaw and Lakeland soils
are excessively drained, and Ortega soils are moderately well drained. Hurricane and Pottsburg soils
have a spodic horizon at depths greater than 50 inches. In addition, Hurricane soils are somewhat poorly
drained and on higher positions and Pottsburg soils are somewhat poorly to poorly drained and on
similar to slightly higher positions. Lynn Haven soils are on similar positions but have an umbric
epipedon. Mascotte and Olustee soils are on similar positions but are underlain by argillic horizons
under the Bh horizon. Osier soils are on flood plains and lack spodic horizons. Plummer soils are on
similar to lower positions and are grossarenic. The very poorly drained Portsmouth is on lower positions
and lack spodic horizons. Ridgeland and Wesconnett soils and lack E horizons between the A and Bh
horizons. In addition, Ridgeland soils are on slightly higher positions and are somewhat poorly drained
while Wesconnett soils are in lower depressional areas and are very poorly drained. The poorly drained
Scranton soils are on similar to slighter higher positions and lack spodic horizons.
DRAINAGE AND PERMEABILITY: Poorly drained and very poorly drained; moderate to
moderately rapid permeability in the Bh horizons, moderate to moderately slow permeability in the Bh
horizons, and rapidly permeable in the other layers.
USE AND VEGETATION: Most areas of Leon soils are used for forestry, rangeland and pasture.
Areas with adequate water control are used for cropland and vegetables. The natural vegetation consists
of longleaf pine, slash pine, water oak, myrtle, with a thick undergrowth of sawpalmetto, running oak,
fetterbush and other lyionia, inkberry (gallberry), chalky bluestem, creeping bluestem and pineland
threeawn (wiregrass). In depressions, the vegetation is dominated by brackenfern, smooth sumac and
swamp cyrilla are common. Vegetation in the tidal marshes includes bushy seaoxeye, marshhay
cordgrass, seashore saltgrass, batis, and smooth cordgrass.
DISTRIBUTION AND EXTENT: The Atlantic and Gulf Coastal Plain from Mississippi, Alabama,
Florida, Georgia, South Carolina, North Carolina, Virginia and Maryland. The series is of large extent.
MLRA OFFICE RESPONSIBLE: Auburn, Alabama.
SERIES ESTABLISHED: Leon County, Florida; 1905.
http://www2.flW.mes.Lisda.gov/osd/dat/L/LEON.html
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Official Series Description - LEON Series Page 4 of 5
REMARKS: Diagnostic horizons and features recognized in this pedon:
Ochric epipedon - the zone from 0 to 15 inches (A, E and Eg horizons).
Albic horizons - the zones from 4 to 15 inches (E and Eg horizons) and from 30 to 42 inches (E'g
horizon).
Spodic horizon within 30 inches - the zones from 15 to 22 inches (Bh 1 and Bh2 horizons) and from 42
inches to 77 inches (B'h horizon).
Aquic conditions - endosaturation throughout.
The water table is at depths of 6 to 18 inches for I to 4 months during most years. In low flats or sloughs
it is at a depth of 0 to 6 for periods of more than 3 weeks during most years. It is between depths of 18
and 36 inches for 2 to 10 months during most years. It is below 60 inches during the dry periods of most
years. Depressional areas are covered with standing water for periods of 6 months or more in most
years.
ADDITIONAL DATA: IFAS Soil Characterization Data: S2-1-(1-9), S2-2-(1-8), S3-3-(1-5), S4-8-(I-
9), S10-12-(1-7) S12-17-(1-7), S16-9-(1-7), S19-6-(1-5), S33-24-(1-7), S37-28-(1-8), S45-27-(1-7),
S46-2-(1-6), S57-46-(1-6), S66-24-(1-8); samples by IFAS, University of Florida, Gainesville, FL.
NSSL Soil Characterization Data: S08FL-005-1 (1-10); sample by NSSL, Lincoln, NE.
Soil Name Slope Airtemp FrFr/Seas Precip Elevation
LEON 0-5% 65-70F 230-310 60-69 in 8-135 It
FloodL F1oodH Water table Kind Months Bedrock
F10051 NONE 0.5-1.5 APPARENT MAR-SEP 60-60
FL0093 NONE 0 - 0.5 APPARENT FEB-SEP 60-60
FL0406 RARE COMMON 0 - 1.0 APPARENT MAR-SEP 60-60
FL0501 NONE - APPARENT - 60-60
FL0508 FREQ 0 - 0.5 APPARENT JAN-DEC 60-60
Depth Texture 3-Inch No-10 Clay%o -CEC-
FL0051 0- 3 S FS 0- 0 100-100 1- 5 2 - 12
FL0051 3-15 S FS 0- 0 100-100 0- 3 .3- 1
FL0051 15-30 S FS LS 0- 0 100-100 2- 8 8 - 30
FL0051 30-66 S FS 0- 0 100-100 1- 4 .5- 3
FL0051 66-80 0- 0 100-100 2- 8 8 - 30
FL0093 0- 4 MK-S MK-FS 0- 0 100-100 l- 6 12 - 30
FL0093 0- 4 S FS 0- 0 100-100 1- 5 2 - 12
FL0093 4-16 S FS 0- 0 100-100 0- 3 .3- 1
FL0093 16-25 S FS LS 0- 0 100-100 2- 8 8 - 30
FL0093 25-80 S FS 0- 0 100-100 1- 4 .5- 3
FL0406 0- 3 FS S 0- 0 100-100 1- 5 2 - 12
FL0406 0- 3 MK-FS MK-S 0- 0 100-100 1- 6 12 - 30
FL0406 3-15 FS S 0- 0 100-100 0- 3 .3-1
http://www2.ftw.nres.Llsda.1-ov/ostl/dat/LiLEON.html
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Official Series Description - LEON Series Page 5 of 5
FL0406 15-23 FS S LS 0- 0 100-100 2- 8 8 - 30
FL0406 23-80 FS S 0- 0 100-100 1- 4.5-3
Depth Texture 3-Inch No-10 Clay% CEC
FL0501 0- 3 MUCK 0- 0 90-200 --- ---
FL0501 3-17 S FS 0- 0 100-100 0- 3 .3- 2
FL0501 17-80 S FS LFS 0- 0 100-100 2- 8 8.0- 30
FL0508 0-26 S FS 0- 0 100-100 1- 3 1.0- 12
FL0508 26-40 S FS 0- 0 100-100 2- 8 12 - 30
FL0508 40-80 S FS 0- 0 100-100 2-10 .5- 3
S0I-5 Depth pH O.M. Salin Permeab Shnk-Swll
FL0051 0- 3 3.6- 6.5 0.5-4.0 0- 2 6.0-20 LOW
FL0051 3-15 3.6- 6.5 0.0-0.5 0- 2 6.0-20 LOW
FL0051 15-30 3.6- 6.5 2.0-4.0 0- 2 0.6- 6.0 LOW
FL0051 30-66 3.6- 6.5 0.0-0.5 0- 2 2.0-20 LOW
FL0051 66-80 3.6- 6.5 1.0-3.0 0- 2 0.2- 2.0 LOW
FL0093 0- 4 3.6- 6.5 10-20 0- 2 6.0- 20 LOW
FL0093 0- 4 3.6- 6.5 2.-5. 0- 2 6.0- 20 LOW
FL0093 4-16 3.6- 6.5 0.-.5 0- 2 6.0- 20 LOW
FL0093 16-25 3.6- 6.5 L-4. 0- 2 0:6- 6.0 LOW
FL0093 25-80 3.6- 6.5 0.-.5 0- 2 2.0- 20 LOW
FL0406 0- 3 3,6- 5.5 0.5-4. 0- 2 6.0- 20 LOW
FL0406 0- 3 3.6- 5.5 10-20 0- 2 6.0- 20 LOW
FL0406 3-15 3.6- 5.5 0.-.5 0- 2 6.0- 20 LOW
FL0406 15-23 3.6- 5.5 1.4. 0- 2 0.6- 6.0 LOW
FL0406 23-80 3.6- 5.5 0.-.5 0- 2 0.6- 20 LOW
FL0501 0- 3 3.6- 5.5 20-80 0- 2 6.0- 20 LOW
FL0501 3-17 3.6- 5.5 0.-.5 0- 2 6.0- 20 LOW
FL0501 17-80 3.6- 5.5 L-4. 0- 2 0.6- 6.0 LOW
FL0508 0-26 4.5- 8.4 I .-3. 8-16 2.0- 6.0 LOW
FL0508 26-40 4.5- 8.4 1.4. 8-16 0.6- 6.0 LOW
FL0508 40-80 4.5- 8.4 0,5 2- 8 0.6- 6.0 LOW
National Cooperative Soil Survey
U.S.A.
Hanover Design Services
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Official Series Description - BAYMEADE Series Pagel of 3
LOCATION BAYMEADE NC
Established Series
Rev. REH:ENH
07/ 1999
'BAYMEADE SERIES
The Baymeade series consists of deep, well drained soils with moderately rapid permeability. They
formed in loamy and sandy marine sediments of the lower Coastal Plain. Slopes range from 0 to 12
percent. Mean annual temperature is 63 degrees F., and mean annual precipitation is 54 inches.
TAXONOMIC CLASS: Loamy, siliceous, semiactive, thermic Arenic Hapludults
TYPICAL PEDON: Baymeade sand --on a 3 percent slope under mixed hardwood and pine. (Colors are
for moist soil unless otherwise stated.)
A--O to 3 inches; dark gray (10YR 4/1) fine sand; weak granular structure; loose; many fine and medium
roots; many uncoated sand grains; moderately acid; abrupt smooth boundary. (2 to 10 inches thick)
E--3 to 12 inches; light gray (IOYR 7/2) fine sand; single grained; loose; many fine and medium roots;
slightly acid; gradual wavy boundary. (0 to 15 inches thick)
EBh--12 to 36 inches; very pale brown (10YR 7/4) fine sand; single grained; loose; common irregular
bodies of friable organic coated sand that are dark brown (7.5YR 3/2) and brown (7.5YR 4/4) (Bh) make
up about 12 percent of this horizon; many fine and medium roots; moderately acid; abrupt smooth
boundary. (0 to 26 inches thick)
Bt--36 to 49 inches; strong brown (7.5YR 5/6) fine sandy loam; weak coarse subangular blocky
structure that parts into weak fine granular structure; very friable; many fine and medium roots;
moderately acid; gradual wavy boundary. (5 to 40 inches thick)
BC--49 to 58 inches; strong brown (7.5YR 5/6) loamy fine sand; weak fine granular structure; very
friable; few fine roots; moderately acid; gradual wavy boundary. (0 to 17 inches thick)
C1--58 to 75 inches; mottled white (10YR 8/1) and very pale brown (10YR 7/4) fine sand; single
grained; loose; moderately acid; gradual wavy boundary.
C2--75 to 78 inches; very pale brown (10YR 8/3) fine sand and loamy fine sand; single grained; loose;
moderately acid.
TYPE LOCATION: New Hanover County, North Carolina; Wilmington, 0.5 mile south of Dawson
and Sixteenth Streets on west side of Sixteenth Street road bank.
RANGE IN CHARACTERISTICS: Solum thickness is 35 to more than 60 inches. Reaction ranges
from very strongly acid to slightly acid, unless limed. Some pedons have extremely acid A and E
horizons.
http://www2. ftw. nres.Llsd,i.gov/oscl/clat/B/B AYMEA DE.litml
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Official Series Description - BAYMEADE Series
Page 2 of 3
The A or Ap horizon has hue of IOYR to 2.5Y value of 4 to 6, and chroma of I or 2 or is neutral with
value of 4 to 6 with common clean grains that are white or light gray. Texture of the A horizon is sand,
fine sand, loamy sand, or loamy fine sand.
The E horizon has hue of IOYR or 2.5Y, value of 4 to 8, and chroma of I to 6 or is neutral with value of
6 to 8. Texture is sand, fine sand, loamy sand, or loamy fine sand. The Bh portion of E/Bh horizon or Bh
horizon, where present, is granular to massive with hue of 5YR to IOYR, value of 3 to 7, and chroma of
2to8.
The E' horizon, where present has hues of 7.5YR to 2.5Y, values of 4 to 8, and chroma of 2 to 6 or it is
neutral with values of 6 to 8. It is sand, fine sand, loamy sand or loamy fine sand.
The Bt horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 4 to 8. Mottles are in shades of
yellow, brown, or gray at depths below 25 inches in some pedons. A gray matrix may be present in the
lower Bt horizons of some pedons. Texture is commonly sandy loam or fine sandy loam but some
pedons are sandy clay loam. The lower Bt horizon may occur as lamella of sandy loam.
The BC horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 2 to 8. Mottles are in shades
of yellow, brown, or gray in some pedons. Texture is loamy sand, loamy fine sand, sandy loam, fine
sandy loam or in some pedons sandy clay loam.
The C horizon has hue of 7.5YR to 2.5Y, value of 5 to 8, and chroma of 1 to 8 or is mottled in shades of
these colors. Texture is sand or fine sand or stratified. sandy, loamy, or clayey material. Some pedons
have thin discontinuous Bh bodies in the C horizon.
COMPETING SERIES: Ailey, Blaney, Chipola, Chisolm, Coosaw, Garcon, Gomer , Kenansville,
Remlik, Tenaha, Tomahawk, Uchee, and Valhalla in the same family. Closely related soils are the
ALM, Eustis, Kureb, Onslow, Seagate, Wagram, and Wakulla series. All of these soils except Kureb
lack irregular intermittent Bh bodies in the E/Bh horizon. Kureb soils lack argillic horizons. Onslow
soils lack an arenic epipedon and contain gray mottles indicative of wetness in the Bt horizon. Seagate
and Valhalla soils have continuous Bh horizons. Seagate soils have poorer drainage.
GEOGRAPHIC SETTING: Baymeade soils occur on broad, gently sloping surfaces of the lower
Coastal Plain, generally above 20 feet. Slopes range from I to 12 percent. They formed in (stratified)
interbedded sandy and loamy Coastal Plain sediments. The mean annual precipitation ranges from 47 to
60 inches and mean annual temperature ranges from 53 to 74 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Kureb and the Blanton,
Foreston, Goldsboro, Lakeland, Leon, Norfolk and Rimini series. Blanton soils have a Grossarenic
epipedon. Foreston, Goldsboro and Norfolk lack an arenic epipedon. Lakeland soils lack light gray E
horizons and an argillic horizon. Leon and Rimini soils have continuous Bh horizons, and the Leon soils
have poorer drainage.
DRAINAGE AND PERMEABILITY: Well drained; slow runoff; moderately rapid permeability.
Measured watertable levels at two sites show that the water table is 45 to 60 inches below the surface in
December to April and other wet periods.
USE AND VEGETATION: Most of these soils are in forest of mixed hardwood and pine. Native
vegetation is turkey oak, long leaf pine, dwarfed huckleberry, small myrtle, wire grass, and astor. Large
areas are in residential and urban uses in New Hanover County.
http://www2.ftw.nres.❑sd,i.gov/osd/dat/B/BAYMEADE.html
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,Official Series Description - BAYMEADE Series
Page 3 of 3
DISTRIBUTION AND EXTENT: Lower Coastal Plains of North Carolina and possibly South
Carolina. The series is extensive.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1973.
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface to a depth of 36 inches (the Ap and E horizons)
Arenic feature - the zone of sandy sediments from 0 to 36 inches (the A, E, E/Bh horizons)
Argillic horizon - the zone from a depth of 36 to 58 inches (the Bt and BC horizons)
ADDITIONAL DATA: None
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO083 BAYMEADE 0- 12 59- 63 190-250 46- 57 20- 70
SOI-5 F1oodL F1oodH Watertable Kind Months Bedrock Hardness,
NCO083 NONE 4.0-5.0 APPARENT DEC -APR 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NC0083 0-36 FS S 0- 0 100-100 0- 8 1- 3
NCO083 0-36 LS LFS 0- 0 100-100 5-13 1- 4
NCO083 36-49 FSL SCL SL 0- 0 100-100 8-26 2- 6
NCO083 49-78 LFS S SL - 0- 0 100-100 0-12 0- 3
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO083 0-36 4.5- 6.5 .5-1. 0- 0 6.0- 20 LOW
NCO083 0-36 4.5- 6.5 .5-1. 0- 0 6.0- 20 LOW
NCO083 36-49 4.5- 6.5 0.-.5 0- 0 2.0- 6.0 LOW
NCO083 49-78 4.5- 6.5 0.-.5 0- 0 6.0- 20 LOW
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.nres.usda.gov/osd/dat/B/BAYMEADE.html
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