SW8070834_Historical File_20071019

WATT
� RQG Michael F.Easley,Governor
William G.Ross Jr.,Secretary
j r North Carolina Department of Environment and Natural Resources
"WiediliedZili&Y Coleen H.Sullins,Director
k ° `3' Division of Water Quality
October 19, 2007
Nathan D. Benson, Manager
Sandler at Shallotte, LLC
448 Viking Drive — Suite 220
Virginia Beach, VA 23452
Subject: Stormwater Permit No. SW8 070834
San Rio (Phase 2A & 3)
High Density Subdivision Project
Brunswick County
Dear Mr. Benson:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for San Rio (Phase 2A & 3) on October 18, 2007. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 070834,
dated October 19, 2007, for the construction of the project, San Rio (Phase 2A & 3).
This permit shall be effective from the date of issuance until October 19, 2017, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact C ris Baker, or me at [phone].
Sinc ely,
a/"
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:\WQS\STORMWATER\PERM IT\070834.oct07
cc: Johnathan P. Eakins, P.E., The John McAdams Company, inc.
Brunswick County Inspections
Chris Baker
Wilmington Regional Office
Central Files None Caro ina
,Naturally
North North Carolina Division of Water Quality 1617 Mail Service Center Raleigh,NC 27699-1617 Phone[phone] Customer Service
Internet: www.ncwaterqualitv.org Location: N.512 Salisbury St. Raleigh,NC 27604 Fax [phone] 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

•
State Stormwater Management Systems
Permit No. SW8 070834
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Nathan D. Benson and Sandler at Shallotte, LLC
San Rio (Phase 2A & 3) Permit
Grey Bridge Road, Brunswick County
FOR THE
construction, operation and maintenance of 3 wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until October 19, 2017 and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.4 on page 3 of this permit. The subdivision is
permitted for 108 lots, each allowed a maximum of(see attachment) square feet
of built-upon area.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Pans 9 of Q

State Stormwater Management Systems
Permit No. SW8 070834
4. The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
Design Criteria Pond #1 Pond #2 Pond #3
a. Drainage Area, 4.29 3.45 24.39
acres
Onsite, ft2 186,908 150,315 1,062,298
Offsite, ft2 None None None
b. Total Impervious 92,366 90,432 578,350
Surfaces, ft2
(1) Buildings 32,224 33,517 258,865
(2) Roads/Parking 28,102 29,093 253,720
(3) Sidewalks 21,150 16,932 54,875
(4) Other 10,890 10,890 10,890
c. Design Storm, 1 1 1
inches
d. Pond Depth, feet 7 6 6
e. TSS removal 90 90 90
efficiency
f. Permanent Pool 15 15 8
Elev., FMSL
g. Perm. Pool 19,553 19,560 54,811
Surface Area, ft2
h. Permitted
Storage Volume, 122,573 122,675 431,326
ft3
i. Temporary
Storage Elev., 18 18.2 11.8
FMSL
j. Controlling 2 1.5 3
Orifice, "0 pipe
k. Permitted
Forebay Volume, 10,406 14,638 51,005
ft3
I. Receiving Shallotte River/Lumber
Stream/River
Basin
m. Stream Index 15-25-2-(10)
Number
n. Classification of SC;HQW
Water Body
o. Max. fountain 1/3 1/3 1
horsepower
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built-upon area for
the entire lot does not exceed the maximum allowed by this permit. Once the lot
transfer is complete, the built-upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built-upon
area limit is transferred to the individual property owner.
Panes 1 of A

State Stormwater Management Systems
Permit No. SW8 070834
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built-upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. 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.
8. 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.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
Dana A of Q

State Stormwater Management Systems
Permit No. SW8 070834
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
14. 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.
15. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
16. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 070834, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
c. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built-upon area per lot is (see attachment) square feet. This
allotted amount includes any built-upon area constructed within the lot
property boundaries, and that portion of the right-of-way between the front
lot line and the edge of the pavement. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina
and parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
h. Built-upon area in excess of the permitted amount will require a permit
modification.
Pon= of Q

State Stormwater Management Systems
Permit No. SW8 070834
17. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
18. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
19. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in pond
#1 and #2 is 1/3 with pond #3 allowed 1 horsepower.
20. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
1 . This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
Pane= of Q

State Stormwater Management Systems
Permit No. SW8 070834
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 19th day of October, 2007.
NOR CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
-i.af./a/itQl6Ge/L---
for oleen . Su Tr ins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 070834
Ponta 7nfQ

State Stormwater Management Systems
Permit No. SW8 070834
San Rio (Phase 2A &3) Page 1 of 2
Stormwater Permit No. SW8 070834
Brusnwick 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 are a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
Pano A of Q

State Stormwater Management Systems
Permit No. SW8 070834
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DWQ Regional Office
Brunswick County Building Inspections
Ponta Q of Q

OFFICE USE ONLY
Date Received Fee Paid Permit Number
eg by $Too 0 itst6 Sw i07oiO4
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation, individual,etc.who owns the project):
Sandler at Shallotte,LLC
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Nathan D.Benson-Manager
3. Mailing Address for person listed in item 2 above:
448 Viking Drive-Suite 220
City: Virginia Beach State: VA Zip: 23452
Telephone Number: [phone]
4. Project Name (subdivision, facility, or establishment name — should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
San Rio
5. Location of Project(street address):
Located off of Gray Bridge Road/Tar Landing Road
City: Shallotte County: Brunswick
6. Directions to project(from nearest major intersection):
From intersection of US 17 and NC 130, go east on NC 130.Turn right onto Gray Bridge Road.The project
entrance will be on the right(before the intersection with Tar Landing Road)
7. Latitude: 33 58'00"N Longitude: 78 21120"W of project.
8. Contact person who can answer questions about this project:
Name: Mr.Jim Wiseman/Mr.Jim Green Telephone Number: [phone]
IL PERMIT INFORMATION
1. Specify whether project is(check one): El New El Renewal ® Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 070202 and its issue date(in known) 2/15/2007
3. Specify the type of project(check one):
® Low Density ❑ High Density ❑ Redevelop ❑ General Permit ❑ Other
4. Additional Project Requirements(check applicable blanks):
❑ CAMA Major /1 Sedimentation/Erosion Control ❑ 404/401 Permit ❑ NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at 1-877-623-
6748
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative (one to
two pages)describing stormwater management for the project.
The project is proposed as a low-density project with high-density pockets. Runoff from the proposed roadway/
sidewalk areas in the low-density portions will be treated with curb-outlet systems.Runoff from the impervious
areas within the high-density pockets will be treated with wet detention ponds/infiltration devices.
2. Stormwater runoff from this project drains to the Lumber River basin.
3. Total Project Area: SA- 112.80 ac. 4. Project Built Upon Area: 25(SA)/30(SC) %
SC-570.85 ac.
5. How many drainage areas does the project have? 15
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name See Attachment A See Attachment A
Receiving Stream Class
Drainage Area
Existing Impervious * Area
Proposed Impervious * Area
% Impervious * Area(total)
Impervious * Surface Area Drainage Area 1 Drainage Area 2
On-Site Buildings See Attachment A See Attachment A
On-Site Streets
On-Site Parking
On-Site Sidewalks
Other On-Site
Off-site
Total: See Attachment A Total: See Attachment A
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off-site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number N/A as issued by the Division of Water Quality. These covenants may not be changed
or deleted without the consent of the State.
2. No more than Attachment A square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include
wood decking or water surface of swimming pools.
3. Swales shall not be filled in,piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification
prior to construction.
S. All permitted runo :rom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project shall
include all the applicable items required above, 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 State,and that they will be recorded prior to the sale of any lot.
V. SUPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each BMP
specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status and
availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-site System Supplement
Form SWi_J-1.07 lJn.derground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

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. The complete application package should be submitted to
the appropriate DWQ Regional office.
1. Please indicate that you have provided the following required information by initialing in the space provided next
to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form QR�
• One copy of the applicable Supplement Form(s)for each BMP oft
• Permit application processing fee.of$420(payable to-NCDENR) g
IZf
• Detailed narrative description of stormwater treatment/management gpf
• Two copies of plans and specifications,including: sec
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent(individual or firm): The John R. McAdams Company, Inc.
Mailing Address: 2905 Meridian Parkway
City: Durham State: NC Zip: 27713
Phone: [phone] Fax: (919) 361-2269
VIII. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information, item 2) :Nathan D.Benson ,certify that the
information included on this permit application form is,to the best of my knowledge, correct and that the project will be
constructed in conformance with the approved plans, that the required deed restrictions and protective covenants will be
recorded,and that proposed project complies with the requirements of 15A NCAC 2H.1000.
Signature: Date: 80AG..1 S 'aO04-1
Form SW 01 Version 3.99 Page 4 of 4

SAN R10 ATTACHMENT eAe aS.FINCH,PE
WDL07000
9202007
Phan IA
Bade Information
To SW21F N1 Bemaloio8Area Told ToAwdlyPend Remdu8BArea Total To SWMP RI To BWMP 82 To SWMFN3 RmatahgArea Total Pb...2B Phan3 Phase 4A Phase 4B Pb...SA Phase SB Phase6A Phase 6B Phan 7A Phase 7B Phase8A Phase 80
Readvig38'.. Nmws Sha➢oSe RiverSh
ShaOaoe River. Bhallotte River, Shellotte River ellode River Shollotte Ricer Shalotte Ries Sha0otte River ShelloSe River Shanode River Sha11ote Rio S1WIoaever River 5he8o�R�• Shallotte River Shallatte River ShAOotte River SMllotte River Shaooae River Sharron Creek Sharron Creek Sharron Creek Sharron Creek Sharron Creek
Sharron Credo Sharron Creek Sharron Creek
Raaduinb...00w(2aarawiwr SC-HQW SC;HQW SC;HQW ";•el.,A.P1!' s. ip• y.•a„ Y •• i. ioI.' 0 a.••5 t:L,Ie" _ vy•e„ . .•e1:w gi[yn' _ S..H•W SC-HOW SC-HQW SC;HQW SC;HQW SC;HQW-C;SwJ'1QW SCLHQW-C;Sw310W SC;HQW-C;Sw;HQW SC;HQW-C;Sw,HQW
-Ara 11,586 SF 3,225 178 SF 3 6 764 SF 179,903 SF 31,466 SF 211 69 SF 186,908 SF 1 '315 SF 1,062,298 SF 984,844 SF 2,384,365 SF 805,768 SF 141 672 SF 5,041,470 SF 79,938 SF 2,235,862 SF 1_122,015 SF 2,736,279 SF 1671,523 SF 4,948,709 SF 75,658 SF 3,920,292 SF 380,328 SF
Anew 0SF 0S9 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF 0SF
Pretend Imperroiem Area 8,527 SF 871,616 SF 883,938 SF 77 730 SF 7,841 SF 85,571 SF_ 92366 SF 90,432 SF 578350 SF 5,411 SF 766 559 SF 216,750 SF 602,330 SF 1,191,366 SF 37,026 SF 733,637 SF 424,318 SF 895,768 SF 261 717 SF 1340,450 SF 43,670 SF. 1,063,250 SF 149.050 SF
!CwgerekrwAma(VW 73.6% 27.0% 27.3% 26.9% 28.1% 23.6% 46.3% 32.8% 37.8% 32.7% 39.0% 27.1% 57.7% 27.1% 392%
Phase IA Pb...IB Phan2A
Impervious Surface Area
To SWMFNI Remaining Area Total To Amenity Pond Raoutal.BAro Total To SWhiF 01 To SWMF#2 To SWMF 63 BemaWo3Area Total Phase 2B Phase 3 Pb...4A Pb...433 Phase SA Phase SB Pb...6A Phase6B Phase 7A Phase 7B Phase BA Phase BB
Onsirdeb 0 SF 573,000 SF 573,000 SF 0 SF 0 SF 0 SF 0 SF 0 SF 0 SF 0 SF 0 SF
On-slisBrSArgr 0 SF 0 SF 0 SF 12,136 SF 0 SF 12,136 SF 32,224 SF 33,517 SF 258,865 SF 0 SF 324,606 SF TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD
OaeileSlseb 7,918 SF 260,234 SF 268,152 SF 35,489 SF 3,002 SF 38p91 SF_ 28,102 SF 29,093 SF 253.720 SF 0 SF 310,915 SF TBD 1BD TBD TBD TBD TBD TBD TBD TBD TBD TED TED
On ripe B 0 SF 0 SF 0 SF 10,285 SF 0 SF 10,285 SF 0 SF 0 SF 0 SF 0 SF 0 SF TBD TBD TED TBD TBD TED TBD TBD TBD TBD TBD I TED
Of sSidewedke 609 SF 38,382 SF 38,991 SF 11,372 SF 701 SF 12,073 SF 21,150 SF 16,932 SF 54,875 SF 5,411 SF 98,368 SF TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD
Other 06-the _- _ 0 SF 0 SF 0 SF 8,448 SF 4,138 SF 12,586 SF 10,890 SF 10,890 SF 10,890 SF 0 SF 32.670 SF 113D TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD _
Offvie 0 SF 0 SF 0 SF 0 SF 0 SF 0 SF u 0 SF 0 SF 0 SF 0 SF 0 SF TBD TBD TBD TBD TBD TBD TBD 13D TBD TED TBD TED
Trask 8,527 SF 871,616 SF 880,143 SF 77,730 SF 7,841 SF 85,571 SF 92366 SF 90,432 SF 578350 SF 5,411 SF 766,559 SF 216,750 SF 602,330 SF 1,191,366 SF 37,026 SF 733,637 SF' ' 42A,318 SF 895,768 SF 261,717 SF 1,340,450 SF 43,670 SF 1,063,250 SF 149,050 SF
oPond Bmamaq
Bad Iwfirmatlus To SWMF NI To SWMPN2 ToSWMP 03 ToAousB7Pond Total
ReathiiSim .Noes Shallotte River ShallntteRiver SMllotte River Shallotte River Shrilled°River
ReodubgSimmrs Closaffestion SC_HQW SC;HQW SC;HQW SC HQW SC;HQW
Dro6rodeAres 198,494 SF 150315 SF 1,062,298 SF 179,903 SF 1,591,010 SF
EdwOglmpmvi us Ana 0 SF 0 SF 0 SF 0 SF 0 SF
Aoporsdlmpervis=Aro 100.893 SF 90,432 SF 578,350 SF 77,730 SF 847,405 SF
14&cavimbAn.(amp 50.8% 60.2% 54.4% 43.2% 53.3%
Impuvieu Barbee Area To SWMF NI To SWM11/2 To Whir R4 To Amenity Pond Total
thralls Lob 0SF 0SF 0SF 0SF 0SF
Ora..thillatir 32,224 SF 33,517 SF 258,865 SF 12,136 SF 336,742 SF
Ow-sits&mu 36,020 SF 29,093 SF 253,720 SF 35,489 SF 354,322 SF
OnsitsPakig 0 SF 0 SF 0 SF 10,285 SF 10,285 SF
Ow slrSldewa&a 21,759 SF 16,932 SF 54,875 SF 11372 SF 104,938 SF
Other Owate 10,890 SF 10,890 SF 10,890 SF 8,448 SF 41,118 SF
Offth, 0 SF 0 SF 0 SF 0 SF 0 SF
nark 100,893 SF 90,432 SF 5711,350 SF 77,730 SF 847,405 SF

TIE JOHN R McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Chris Baker Date: October 12, 2007
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405 ** FEDERAL EXPRESS**
[phone]
Re: San Rio Job No.: WDL-07020
SW Application #SW8070843
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Original Response to Comments Letter
2 PD-1A
2 PD-1 F
These are transmitted as checked below:
❑ As requested ® For your use
® For approval ❑
❑ For review and comment ❑
Remarks:
Copy to: Signed:
Brandon R. Fin , PE
Sr. Stormwater Project Manager
FOR INTERNAL USE ONLY
❑ Copy Letter of Transmittal Only to File
® Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park,NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com

Since 1979
IJ]i]i
THE JOHN R. McADAMS COMPANY, INC.
October 12, 2007
Mr. Chris Baker
North Carolina Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: San Rio—Phase 2A and 3
Response to Comments dated October 12, 2007
Stormwater Application No. SW8070843
WDL-07020
Dear Mr. Baker:
Below please find our comments regarding your request for information for
the Stormwater Management Permit Application on the above referenced
project.
Comment 1: Stormwater Pond #1, a pipe has been added that enters the main
body of the pond and drains the adjacent wetland. Please remove
pipe.
Response 1: This pipe is used to pass flow from the adjacent wetland area
you mentioned in the comment; it is not used to drain the
adjacent wetland. A low area is formed when the proposed
sidewalk crosses over the natural draw, just downstream of
the wetland area, and the sidewalk is elevated such that
existing drainage from the wetland area does not cross over
it during every rainfall occurrence. The invert of the
proposed pipe is placed at the existing ground elevation such
that it will mimic the current drainage patterns. The invert
of the pipe is not placed below the invert of the natural
drainage pattern. Therefore, it is not expected that this pipe
will drain the adjacent wetland. It will only pass the overflow
Research Triangle Park,NC from the wetland area under the sidewalk. For this reason,
Post Office Box 14005 the pipe has not been removed in the current submittal.
Research Triangle Park,
North Carolina 27709 Comment 2: The permanent pool elevation of Pond #1 is 15 feet with the
2905 Meridian Parkway
Durham,North Carolina 27713 upstream wetland ground elevation at 20 feet. When the
800-733-5646 permanent pool elevation is lower than the surrounding wetlands
919-361-5000 a liner must be used in the pond to prevent groundwater
919-361-2269 Fax drawdown of the wetlands, please revise. Shown to be 4"
diameter on the plans (sheets PD-3B, PD-3F)please correct.
Charlotte,NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte,North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.

Since 1979
THE JOHN R. McADAMS COMPANY INC.
Mr. Chris Baker
San Rio—Phase 2A and 3
Stormwater Application No. SW8070843
October 12, 2007
WDL-07020
Page 2
Response 2: Per your review comment, the cross-section shown on Sheet
PD-1F has been edited to show a liner a minimum of 1-ft
below the proposed grade, if it is needed. As shown on
General Note #5 in the previous submittal, a clay liner is to
be installed if infiltration rates greater than 0.01 inches per
hour are expected at the bottom of the basin. The liner type
(if needed) has also been specified in this note.
On a side note, existing ground elevations within the
adjacent wetland area and the location of the borings
indicating the seasonal high water table in the proposed
facility have been added to the plan view. As noted, the
seasonal high water table elevations are approx. EL. 12.5
and the proposed normal pool elevation is EL. 15.0.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at(919) 361-5000.
Sincerely,
THE JOHN R. MCADAMS COMPANY,INC.
x•ovie00
Brandon R. Finch, PE
Senior Project Manager
Stormwater and Environmental Department
Enclosures

2,1'Y.JATk•19p Michael F.Easley,Governor
William G.Ross Jr.,Secretary
• r North Carolina Department of Environment and Natural Resources
ED' `C Coleen H.Sullins,Director
Division of Water Quality
October 5,2007
Nathan D. Benson,Manager
Sandler at Shallotte,LLC
448 Viking Drive—Suite 220
Virginia Beach, VA 23452
Subject: Request for Additional Information
Stormwater Project No.SW8 070843
San Rio-Phase 2A and 3
Brunswick County
Dear Mr. Benson:
The Wilmington Regional Office received a Stormwater Management Permit Application revision for San Rio-Phase 2A
and 3 on September 21,2007. A review of that information has determined that the application is not complete. The
following information is needed to continue the stormwater review:
1. Stormwater Pond#1,a pipe has been added that enters the main body of the pond and drains the adjacent wetland.
Please remove pipe.
2. The permanent pool elevation of Pond#1 is 15 feet with the upstream wetland ground elevation at 20 feet. When
the permanent pool elevation is lower than the surrounding wetlands a liner must be used in the pond to prevent
groundwater drawdown of the wetlands,please revise. shown to be 4"diameter on the plans(sheets PD-3B,Pll-3F)
please correct.
Please note that this request for additional information is in response to a partial,preliminary review. The requested
information should be received by this Office prior to October 12,2007,or the application will be returned as incomplete.
The return of a project will necessitate resubmittal of all required items,including the application fee.
If you need additional time to submit the information,please mail or fax your request for a time extension to the Division at
the address and fax number at the bottom of this letter.The request must indicate the date by which you expect to submit the
required information.
The construction of any impervious surfaces,other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be revised
have been sent to the engineer or agent.All original documents must be returned or new originals must be provided. Copies
are not acceptable. If you have any questions concerning this matter please feel free to call me at(910)796-7301.
Sincerely,
C_ NA- ice' -.
Chris Baker
Environmental Engineer II
ENB/csb: S:\WQS\STORMWATER\ADDINFO\2007\070843.sep07
cc: Brandon Finch,P.E.,The John McAdams Company,Inc.
Chris Baker No Carolina
aturally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh,NC 27699-1617 Phone[phone] Customer Service
Internet: www.ncwaterquality.org Location: N.512 Salisbury St. Raleigh,NC 27604 Fax [phone] 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

09-24-07;04:09AM;Pa rker&Assoc i ates NCDENR - Wi m ngto; # 1/ 8
FXD
PARKER & ASSOCIATES, INC. 513aPingH _.
Consulting Engineers •Land Surveyors -Land Planners
306 Now Bridge Street + P.O.BOx 976 - • 7.P?
Jacksonville, NC 28541-0976 ; f. . ryes
[phone] •
Fax: [phone] •` �' ':`•rY' sf�r: y3•`?�`;:;
FACSIMIILE.TRANSMISSIONCOV R SHEET FAX#[phone]
TO: Pram 1.4"t
COMPANY: C. ..,
•FAX# :
DATE:
FROM: .
RE.
- V le
d
REMARKS: L-r.nn,ps#o J
1.'i . . . . . .. .T - •
NUMBER OF PAGES (ELUDING THIS SHEET): U
ORIGINAL TO FOLLOW BY MAIL: YES: NO: V
WE REQUEST THAT YOU CONFIRM RECEIPT: YES:
The Information contained In this facsimile is privileged and cen en T drltend d only thrMe use ofthe addressee.If the readerls notthe intended
recipient,you are hereby notifledthat,ny use iv*tootlyprohibited.If you have received thls facsimile in error,please immediately notify the sender
by telephone and return the original to the sender at the above address. Thank you.
C1.FORMS.PARKER.FAX.a2
ENVIRONMENTAL ENGINEERING * STORM WATER MANAGEMENT • WATER AND WASTEWATER SYSTEMS
bE:rELOPittENT CONSULTING 4. WARIgILITY REPORT o COMPUTER AIDED DESIGN a CONSTRUCTION PLANS

09-24-07;04:09AM;Parker&Associates NCDENR - Wiin ngto; # 2/ 8
Pre,-rip 1 i unr o" _' A T F
M.�L't; ' v C . n _ : G �
� aro na Department o Environment and Natural Resources —`
127 Cardinal Drive,Wilmington NC 28405 [phone] FAX[phone]
Request for Express Permit Review oc�.
FILL-iN all information below and CHECK required Permit(s).
FAX or email to Camerop.WeavertbncmalLnet along with a narrative and vicinity mag of the project location.
Projects must be submitted by 9:00 A.M. of the review date,unless prior arrangements are made,
APPLICANT Name Michael G.Tuton
Company Carolina Forest Developers LLC
Address P.O.Box 1066 City/State JACKSONVILLE Zip 28541 County ONSLOW _
Phone[phone] (91015717319 Email NIA
PROJECT Name The Village at Carolina Forest Phase V.,iviy_Glenn at Carolina Forest,Carriage Run Section V at
Carolina Forest.
PROJECT SYSTEM(S)TRIBUTARY TO HALF MOON CREEK(STREAM NAME) WHITE OAK RIVER BASIN
ENGINEER/CONSULTANT M.J.KLINKER,P.E.
Company PARKER&ASSOCIATES.INC, n`J W; n1 ' 6,2..cw-• r e. c o+�
Address P.O.BOX 976 City/State JACKSONVILLE Zip 28541 County ONSLOW
Phone[phone] Fax [phone] Email paltexteltbizac.rr,com
State or National Environmental Policy Act(SEPA,NEPA)—EA or EIS Required❑Yes El No
❑ STREAM ORIGIN Determination; #of stream calls; Stream Name
❑ STORMWATER ❑Low Density ®High Density-Detention Pond ❑High Density-Other
Wetlands MUST be addressed below Low Density-Curb&Gutter ❑High Density-Infiltration ❑Off Site
------------------------
❑ COASTAL ❑ Excavation&Fill ❑Bridges&Culverts 0 Structures information��
MANAGEMENT El Upland Development ❑ Marina Development ❑Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.
WETLANDS(401) Wetlands on Property CI Yes❑No Isolated Wetlands on Property El yes®No
Check all that apply Wetlands Will Be Impacted Yea❑No Wetland Impacts:0.1 Acre(s)
Wetlands Delineation has been completed i►e4 Yes❑No ❑ Buffers impacted: Acre(s)
USACOE Approval of Delineation completed® Yes❑No
404 Application in process w/USACOE®Yes[]No!Permit received from USACE ►Zi Yes❑No
401 Application required['Yes®No If Yes,❑Regular❑Express
Additional fees,not to exceed 50%of the original Express Review permit application fee,may be charged for
subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits: E C E I V E
SW
— $ D
AMA- $ SEP 2 4.2007
401 $ Total Fee Amount $
iswQ
PROJ#

09-24-07;04:09AM;Parker&Associates NCDENR - WiImingto; # 3/ 8
Project Name The Village at Carolina Forest. Phase V
Carriage Run Section V at Carolina Forest
Ivy Glenn at Carolina Forest
Stormwater Express Questionnaire
1. Where Is the project located?
County ONSI,OW Nearest Town/City JACKSONVILLE
(Attach a detailed vicinity map with both local street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, eta
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway)
If the project is located in Brunswick, Onslow or New Hanover Counties, NPDES Phase li Post-
Construction rules will apply.
2. What is the name of the receiving stream? UT TO HALF MOON CREEK
What River Basin Is It located In? WHITE OAK
What is the classification of the receiving stream? C; NSW
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the 1,4 mile radius from the property corner closest to the SA
or SR receiving stream must be drawn on the map.
a If the project is high density.what type of stormwater management BMP's are being proposed?
(i.e.,wet detention, infiltration, bioretention,sand filter—list all that apply)
THE VILLAGE SECTJQN V AT CAROLINAMOREST IS A HIGH DENSITY AREA WITH A
PROPOSED WET DETENTION BASIN,
How many separate BMP's are being proposed? 1
4. Is there offsite runoff from theproject
adjacent properties r publht-of way that will drain into any of
the proposed BMP's on the ro ect and is not beingdiverted? Yes /'� No
5. is an access road across other properly required to access the project? ❑Yes ® No
8. Is there any existing development or pre-1988 existing BUA located on the pro arty?
(Please provide documentation &delineate and identify on the plans.) Yes IJ No
7. For high density projects, has all of the proposed BUA been collected? ®Yes ❑ No
(if not, attach a separate explanation sheet)
8. What Is the applicant's full legal name? MICHAEL a TUTON
11 If a corporation, LLC or Partnership is involved,what is that name? CAROLINA FOREST
DEVELOPERS LW
If it's an LLC, is it manager-managed or member-managed? MANAGER-MANAGED
What Is the applicant's title within the corporation, LLC or partnership? MANAGER
Will an agent be signing the application? ❑Yes El No
If Yes,what is the agent's name and title?
❑Please note the application signature requirements are listed in NCAC 2H.1003(e). In
summery, only the sole proprietor of a sole proprietorship, the designated manager, member-
manager,president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned inividuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's O ,end&tctiye.'71e
Page 1 of 2 D
SEP 2 4.2007
DWQ
PROJ#

09-24-07;04:09AM;Parker&Associates NGDENR - WiImingto; # 4/ 8
Project Name The Village at Carolina Forest, Phase V
Carriage Run Section V at Carolina Forest
Ivy Glenn at Carolina Forest
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
9. Will the project involve the subdivision and sale of property? ® Yes ❑ No
Is the subdivision g residential or❑commercial?
Deed restrictions are required for all subdivision projects, residential or commercial, low density
or high density. Specific language for the various types of subdivisions is available from DENR.
10. For ail projects, have the wetlands been delineated? 0 Yes ❑ No
(Either a signed wetlands delineation map must be submitted with the application or a wetland
report must be provided. Only a trained professional may provide Information regarding the
presence or absence of wetlands.)
11. Are wet detention ponds or other engineered controls proposed to be located agjacent
wetlands? DA Yes No
(!f,yes, the SHWT must be provided to demonstrate that the permanent pool of the pond is
above the SHWT and will not dewater the wetlands over time, Where possible, all ponds and
swales should outlet Into the wetlands to keep them hydrated.)
12. For Infiltration projects, has a site visit been completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided In the soils report? NiA ❑Yes ❑ No
If yes,what was the date of the site visit?
include a copy of the consultant's soil report with the application.
13, Does the project show Level Spreaders located at the outlet of all engineered 22ntrols and
swales prior to entering surface waters or wetlands? Yes El No
(The purpose of the level spreader is to reduce the energy of the Incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project part of a larger subdivision, or is it a lot that will be treated by a previously
permitted stormwater system? Yes ❑ No
If yes,what is the name of the permitted facility? =i• I i_ •V- -. = 1-
What Is the permit number of the permitted facility? ilY/S.11 I!I 1
is the permitted facility in compliance with its permit? lam+ 'es No
Have the deed restrictions been recorded? ►I Yes No
Have the deed restrictions been submitted? ■ Yes No
Has the Designer's Certification been submitted? ■ Yes No
15. Do the plans reflect all Information as listed in 15A NCAC 2H.1003 (g)? ®Yes ❑ No
16. Have all of the design requirements of each proposed BMP been met? ®Yes El No
(If not, attach a separate explanation sheet)
17. For each BMP in all high density projects,and low density curb outlet Swale projects, has a
drainage area delineation map been provided? 01 Yes ❑ No
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans,calculations, application,and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations,the pond details on the plans,and page 1 of the supplement.
RECEIVED
Page2of2
SEP 2 4.2007
Dwo
PROJ #

09-24-07;04:09AM;Parker&Associates NCDENR - W !mingto; # 5/ 8
The Village at Carolina Forest,Phase V
Ivy Glen at Carolina Forest
Carriage Run Section V at Carolina Forest
Amendment#3 to the Carolina Forest Master Plan
SW8-051061.
The Village at Carolina Forest,Phase V is a high density area in Carolina forest. According to
the master permit the arca is allocated 506,515 SF of Impervious. The stormwater will be treated in a
wet detention basin. Wetlands are on site but will not be impacted. The project will consist of either
town homes or apartments.
Ivy Glen at Carolina Forest is a proposed,68 lot,low density subdivision with curb and gutter
streets.5:1 curb outlet swales are proposed. The master permit allows 274,296 SF of BUA and 2147
SF/lot There is one wetlands crossing which has permit#200301016. The impacts will be 0.07 acres
of riparian wetland impacts,0.03 acres of temporary wetland impacts,and 85 LF of stream impacts.
5:1 curb outlet swales will be used.
Carriage Run Section V at Carolina Forest is a proposed,58 lot,low density subdivision with
curb and gutter streets. 5:1 outlet swales are proposed. The master permit allocates 236575 SF for this
project and 2200 SF per lot Wetlands are on site,but arc not impacted.
These three projects are all under the Carolina Forest Master permit. A souping meeting is desired to
discuss if and how the new niles and BMP"s. Specifically the separation of the SHWT and the pond
permanent pool/5:1 swale bottom,and"average pond depth"are of concern.
'Sht/J` -- 5 v r bc1at.Aj .rsg•\-4
cook —
to - i W I l reck es -r f�c� e a r.ca, Ole-044
C. rc in $►►� P 3 ' c^.; r� try
RE CEi
SEP ? 4 2007
PA®d# ®►ry�C

09-24-07;04:09AM;Parker&Assoc i ates NCDENR - WiImingto; # 6/ 8
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RECEIVEn
SEP 2 4.2007
DWQ
PROJ#

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J1LLI
THE JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Chris Baker Date: September 20, 2007
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405 ** FEDERAL EXPRESS **
[phone]
Re: San Rio Job No.: WDL-07020
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Response to comments letter
1 SW Management Permit Application
2 SW Management Plan Design Caics revised 9/20/07)
These are transmitted as checked below:
❑ As requested // For your use
® For approval ❑
❑ For review and comment ❑
Remarks: Chris:
The SW Master Plans are coming in a separate package
Copy to: Signed: L
:40.4v/
Brandon . Finch, -461<,,s
Sr. Stormwater Project Manager
FOR INTERNAL USE ONLY
• Copy Letter of Transmittal Only to File
® Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park,NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com

I1 Since 1979
..... THE JOHN R. McADAMS COMPANY, INC.
September 20, 2007
Mr. Chris Baker
North Carolina Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: San Rio—Phase 2A and 3
Response to Comments dated September 14, 2007
Stormwater Application No. SW8070834
WDL-07020
Dear Mr. Baker:
Below please find our comments regarding your request for information for
the Stormwater Management Permit Application on the above referenced
project.
Comment 1: Stormwater pond labeled Pond#2 in plan view and Pond#1 in
title block sheet PD— 1A,please correct.
Response 1: Per your request, this label has been corrected.
Comment 2: Please locate the pond/swales in a recorded access/drainage
easement.
Response 2: Maintenance access easements were shown on the plan view
for each pond in the previous submittal (Sheets PD-1A, PD-
2A, and PD-3A). Also, it was noted on the overall site plan
that the drainage swales were to be located in drainage
easements.
However, to help address this comment, please note that the
pond / swale easements have been shown on the overall site
Research Triangle Park,NC plan and subsequent sheets, which have been included within
Post Office Box 14005 this submittal for your review.
Research Triangle Park,
North Carolina 27709 Comment 3: Maximum spacing for bars on racks is 5.5"with a minimum
290 Meridian Parkway spacing of 2" please correct.
Durham,North Carolina 27713 P g
800-733-5646
919-361-5000 Response 3: Per your request, the trash racks for Ponds 1 through 3 were
919-361-2269 Fax changed to reflect a maximum spacing between the #4 rebar
of 5.5 inches. The edited detail sheets have been included in
Charlotte,NC this submittal for your review.
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte,North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.

I—I Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Chris Baker
San Rio—Phase 2A and 3
Stormwater Application No. SW8070834
September 20, 2007
WDL-07020
Page 2
Comment 4: Bottom of pond elevation (Pond#2—sheet PD— 1F) on the
section view is 9' but is reported to be 8' on the supplement,
please correct.
Response 4: Per your request, this label has been corrected.
Comment 5: Pond#3 shows stormwater drainage system entering the main
pool. All stormwater must enter the forbay.
Response 5: Per your request, the alignment of this pipe as been adjusted
to enter into the forebay.
Comment 6: Section II item 3 on the application should be marked high
density or other(low density wihigh density pockets) because of
the pockets of high density associated with this permit
application, please correct.
Response 6: Per your request, this label has been corrected. This revised
sheet has been included for your review.
Comment 7: A high density fee is $4,000. Please submit the $2,000 balance
for the high density review.
Response 7: As discussed, you are holding a $4,000 check that was
submitted as part of the previous submittal. This check
addresses both the additional $2,000 fee for the high-density
review and the additional $2,000 for the re-review.
Comment 8: Pond#2 orifice is reported to be 1.5"diameter on the
supplement but shown to be 2"diameter on the plans (sheets
PD-2B, PD-2F), please correct.
Response 8: Per your request, this label has been corrected to show a 1.5"
diameter PVC siphon on the detail sheets.
Comment 9: Pond#3 orifice is reported to be 3" diameter on the supplement
but show to be 4" diameter on the plans (sheets PD-3B, PD-3F),
please correct.

oLd Since 1979
THE JOHN R. McADAMS COMPANY INC.
Mr. Chris Baker
San Rio—Phase 2A and 3
Stormwater Application No. SW8070834
September 20, 2007
WDL-07020
Page 3
Response 9: Per your request, this label has been corrected to show a 3"
diameter PVC siphon on the detail sheets.
Comment 10: Please add note to plans stating that all roof drains to be direct
to stormwater treatment system.
Response 10: Per your request, this note has been added to Phase 2A
sheets C-2 through C-5.
Comment 11: Please provide wetlands calculation.
Response 11: Per our discussion, this comment has been addressed.
Comment 12: Please provide lot built-upon—area calculation.
Response 12: Per our discussion, this average built-upon area per lot has
been computed and shown on a revised Attachment B. This
was computed using the overall total impervious for all of
the lots (using the maximum allowable shown on the deed
restrictions) and the total number of lots.
Comment 13: Each drainage area to be treated must be defined for each
individual treatment system with the drainage area and the built-
upon-area as shown on page 2 of the application. Note:
detention ponds cannot be evaluated without this information.
Response 13: Per our discussion, Attachments 'A' and `B' have been
modified to show the additional detail you requested (Phase
1A— To SWMF#1, Phase 2A—To SWMF#1, Phase 2A—To
SWMF #2, and Phase 2A — To SWMF #3). These have been
included within this submittal.
Comment 14: Provide map/plan delineating the SA/SC section of this permit.
Response 14: As discussed, this map is contained within the original
submittal package. However, for your convenience, another
copy if enclosed within this submittal package.

RIM Since 1979
— THE JOHN R. McADAMS COMPANY, INC.
Mr. Chris Baker
San Rio—Phase 2A and 3
Stormwater Application No. SW8070834
September 20, 2007
WDL-07020
Page 4
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN R. MCADAMS COMPANY, INC.
,e4tt'st•Z
Brandon R. Finch, PE
Senior Project Manager
Stormwater and Environmental Department
Enclosures

SAN RIO - PHASES 1B & 2A
Shal I otte, North Carol ina
PHASE 2A STDRMWATER MANAGEMENT PLAN
DESIGN CALCULATIONS AND REVISION
OF PHASE 1 B AMENITY POND
WDL-07020
Jon A. Aldridge, El Jason C. Spicer, El
Associate Project Associate Project
Engineer Brandon R. Finch, PE Engineer
Senior Stormwater Project Manager
Original Submittal: August 21, 2007
Revised: September 20, 2007
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THE JOHN R. McADAMS
COMPANY, INC.
RESEARCH TR1A ( LL PARK e-C'IJARLOTTE
P.0.Box 14005 Research Triangle Park,NC 27709
919.-361-5000 FAX [phone]
wvdwjohnrmcadams.com
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6$

ILjjJjj Since 1979
.. THE JOHN R. McADAMS COMPANY INC.
SAN RIO - PHASES 1B & 2A
SHALLOTTE, NORTH CAROLINA
WDL-07020
oa 1 *
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DAW2`a"y
Research Triangle Park,NC
Post Office Box 14005 QE VrSE.O 9 f 2°/Zeo7
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham,North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte,NC Brandon R. Finch, PE
5311 Seventy-Seven Center Drive, Sr. Stormwater Project Manager
n.o..a8
,North Carolina 28217
CAA....,3-5646
704-527-0800.
704-527-2003 Fax
Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.

SAN RIO—PHASES 1B &2A
Stormwater Management Narrative
General Description
Located off of Gray Bridge Road, at the intersection with Tar Landing Road in Shallotte,
North Carolina, is the proposed residential development currently known as San Rio.
Proposed development on this site will consist of the construction of both single and
multi-family residential areas, along with associated streets, parking, utilities, and other
infrastructure.
Phase 2A of the development is approximately 78.74-acres and will consist of the
construction of 304 multi-family townhome condominium units, three (3) stormwater
management facilities, along with the associated utility/roadway infrastructure.
San Rio is located within the Lumber River basin with stormwater runoff from Phase 2A
draining to the Shallotte River. According to the N.C. Division of Water Quality Basin
Wide Information Management System (BIMS), this drainage feature is classified as SC-
HQW. For this reason, development on this site must meet the requirements of 15A
NCAC 02H.1005 and 15A NCAC 02H.1006. These regulations are listed below under
"Applicable Stormwater Management Regulations".
The Phase 1B amenity pond serves as both a water quality and water quantity facility.
The design was previously submitted and approved by NCDWQ in June, 2007. A minor
grading modification has resulted in an increase in the pond design volume. Otherwise,
there is no deviation from the approved design. Phase 1B is also located in a subbasin
that is hydraulically linked to the analysis of the Phase 2A facilities.
This report serves as a final design for the Phase 2A stormwater management facilities, as
well as an update for the Phase 1B amenity pond. This report supersedes the San Rio —
Phase 1 design report, dated June 6, 2007,with respect to the amenity pond design only.
Applicable Stormwater Management Regulations:
I. Per 15A NCAC 02H.1005:
All development activities within the coastal counties which require a stormwater
management permit in accordance with Rule .1003 of this Section shall manage
stormwater runoff as follows:
(1) development activities within the coastal counties draining to
Outstanding Resource Waters (ORW) shall meet requirements
contained in Rule.1007 of this Section;
(2) [This section does not apply to this Phase of San Rio]
(3) development activities within the coastal counties except those
areas defined in Items (1) and(2) of this Paragraph:
(a) Low Density Option: Development shall be permitted
pursuant to Rule .1003(d)(1) of this Section if the
development has:
(i) Built-upon area of 30 percent or less; or proposes
development of single family residences on lots with
one-third of an acre or greater with a built-upon
area of 30 percent or less;
(ii) Stormwater runoff transported primarily by
vegetated conveyances; conveyance system shall

not include a discrete stormwater collection system
as defined in Rule .1002 of this Section;
(iii) A 30 foot wide vegetative buffer.
(b) High Density Option: Higher density developments shall
be permitted pursuant to Rule .1003(d)(2) of this Section if
stormwater control systems meet the following criteria:
(i) Control systems must be infiltration systems, wet
detention ponds or alternative stormwater
management systems designed in accordance with
Rule.1008 of this Section;
(ii) Control systems must be designed to control runoff
from all surfaces generated by one inch of rainfall.
II. Per 15A NCAC 0211.1006:
All development activities which require a stormwater management permit under
Rule .1003 of this Section and are within one mile of and draining to waters
classified as High Quality Waters (HQW) shall manage stormwater runoff in
accordance with the provisions outlined in this Rule. More stringent stormwater
management measures may be required on a case-by-case basis where it is
determined that additional measures are required to protect water quality and
maintain existing and anticipated uses of these waters.
(1) All waters classified as WS-I or WS-II (15A NCAC 2B .0212 and
.0214) and all waters located in the coastal counties (Rule .1005 of
this Section) are excluded from the requirements of this Rule since
they already have requirements for stormwater management.
III. Per Section 1.2.1 of the "Town of Shallotte-Storm Water Management Manual":
1.2.1 Protecting and Enhancing Riparian Areas
The Town of Shallotte Storm Water Quality Management and Discharge Control
Ordinance (Town of Shallotte Storm Water Ordinance) requires that the Town
protect riparian buffers on new developments. The Program will ensure that a 30-
foot riparian buffer will be maintained on all sides of intermittent and perennial
streams and other water bodies within the Town's jurisdiction during future
development. The Program will also seek restoration and enhancement of
impaired buffers within the Town's jurisdiction. The Town seeks to cooperate with
other communities and with the North Carolina Wetlands Restoration Program
(NCWRP) and others to ensure that available funds are best used to protect water
quality and provide attractive green space.
IV. Per Section 1.2.2 of the "Town of Shallotte-Storm Water Management Manual":
1.2.2 Controlling Peak Storm Water Discharges
Controlling the peak discharge rate of water leaving a developed area is one of
the key factors in managing the impact of new development on the property of
downstream landowners, on the Town's roads, buildings, and storm water
facilities, and on local streams and other natural water bodies.
The Program sets a goal of no net increase in runoff occurring from permitted
development. It requires that all developments obtaining a Stormwater Permit
control water runoff so that there is no more than a 5 percent net increase in the

peak discharge from the predevelopment conditions for the 10-year, 24-hour
storm as defined in this Town of Shallotte Storm Water Management Manual
(Manual). Where this restriction places an undue hardship upon a property
owner, a variance may be granted by the Storm Water Administrator to
developments that meet the following requirements:
• The proposed new development appropriately uses the parcel's total
remaining pervious area, to the extent practical, to convey and control the
storm water runoff, and it is demonstrated to the satisfaction of the Storm
Water Administrator that no damage to public or private properties will
be caused by granting of the variance, including damage to the Town's
storm water facilities and to the quality of the public waters.
The Program also requires that all new permitted development control storm
water runoff so that there is no net increase in the peak discharge from the
predevelopment conditions for the 1-year, 24-hour storm as defined in this
Manual. Where this requirement places an undue hardship upon a property
owner, variances from the requirement may be granted by the Storm Water
Administrator to developments that meet one or both of the following
requirements:
• The development will control the impacts of development on the quantity
and quality of storm water runoff to the Maximum Extent Practicable. The
increase in peak flow for pre- to post-development conditions does not
exceed 5 percent and it is demonstrated to the satisfaction of the Storm
Water Administrator that no damage to public or private properties will
be caused by granting of the variance, including damage to the Town's
storm water facilities and to the quality of the public waters.
• The proposed new development does not cause the development parcel's
total impervious area to exceed 15 percent, the remaining pervious
portions of the site are utilized to the Maximum Extent Practical to convey
and control the storm water runoff, and it is demonstrated to the
satisfaction of the Storm Water Administrator that no damage to public or
private properties will be caused by granting of the variance, including
damage to the Town's storm water facilities and to the quality of the
public waters.
V. Per Section 1.2.3 of the "Town of Shallotte-Storm Water Management Manual":
1.2.3 Controlling Export of Pollutants
Owners and developers of all new non-residential developments and residential
developments that will ultimately disturb an area of less than one acre or more
must obtain a Storm Water Permit before any land disturbing activities occur.
Criteria and methodologies are established in this Manual for the documentation
of expected export of specific pollutants (nutrients, spec f cally total nitrogen and
total phosphorus; suspended sediments; and fecal coliforms). All applications for
a Storm Water Permit must include calculations of the nutrient, suspended solids,
and fecal conform exports from the proposed disturbance or development
consistent with the methods specified in this Manual.

Overall Management and Treatment of Stormwater Runoff from San Rio
San Rio is proposed to be permitted as a low-density project with high density pockets.
The site will be designed such that the total built upon area (BUA) for the single-family
areas (low-density areas) combined with the multi-family / amenity areas (high-density
pockets) will meet the overall low-density criteria (30% impervious) for development
draining to SC waters. The portions of the project that drain to SA waters will be limited
to 25%impervious to meet the low-density criteria.
With regards to stormwater treatment in the low-density areas, the roadways serving the
single-family lots will have curb-and-gutter with curb outlet systems discharging into
vegetated stormwater swales. Each swale will terminate at an engineered level spreader
device. In the high density areas, such as Phases 1B and 2A, of the project, the
stormwater management features will be designed to comply with DWQ standards (per
section 15A NCAC 02H.1008). Since the site drains to SC and SA waters, the high-
density pockets will be treated with infiltration systems, wet detention ponds, or other
approved management systems. Phases 1B and 2A of San Rio drain to an SC water. As
a result, the proposed stormwater management facilities for these phases of the project
are wet detention ponds discharging to preformed scour hole/level spreader outlets.
With regards to the Town of Shallotte detention requirements, the design engineer
recognizes there are increases in the peak flowrates from pre- to post-development for
stormwater runoff exiting Phase 2A of San Rio. The increase in the peak flowrate from
pre- to post-development in the 1-year storm is 3 cfs in both subbasins. The increase in
the peak flowrate from pre- to post-development in the 10-year storm is less than 10 cfs
(no increase in subbasin#1 and an 8 cfs increase in subbasin #2). While it is recognized
that this is an increase, it is assumed to be allowable since the hydrographs for both
subbasins #1 and #2, upon exiting the site, combine with the overall hydrograph for the
Shallotte River approximately 1900-ft downstream from where subbasins #1 and #2 exit
the property line. Also, the vast majority of the stormwater runoff from the development
within Phase 2A of San Rio (i.e. the multi-family portion) is intercepted and diverted to a
stormwater management facility, where the bulk of the 1- and 10-year storm events are
detained. Conclusively, since the area immediately downstream of Phase 2A is
floodplain for the Shallotte River and there is no existing or proposed development
between the site property line and the Shallotte River, it was assumed by the design
engineer that, while there is a proposed increase, the impacts associated with these
increases would be minimal.
Calculation Methodology
1. Rainfall data for the Shallotte,NC region is from the following sources:
i. The 1-year/24-hour and 10-year/24-hour rainfall data is taken from the "Town
of Shallotte - Storm Water Management Manual." The 1-year rainfall depth is
3.7 inches and the 10-year storm depth is 7.0 inches. Both of these storms are
modeled within HEC-HMS assuming a SCS Type III rainfall distribution.
ii. The 25-year/24-hour and 100-year/24-hour storm rainfall data is from NOAA
Atlas 14. The 25-year rainfall depth is 8.88 inches and the 100-year rainfall
depth is 12.19.
Please reference the precipitation data section within this report for additional
information.

2. Using maps contained within the Brunswick County Soil Surveys the on- and off-
site soils were determined to range from hydrologic soil group (HSG) 'A' soils to
HSG `D' soils. Since the method chosen to compute both pre- and post-
development peak flow rates and runoff volumes is dependent upon the soil type,
care was taken when selecting the appropriate Soil Conservation Service Curve
Number(SCS CN).
Within each studied sub-basin, a proportion of each soil group was determined
using NRCS Soil Survey Maps. Once a proportion was determined, a composite
SCS CN was computed for each cover condition. For example, the pre-
development condition of Sub-basin#2A consists of approximately 41%HSG 'A'
soils, 29% HSG 'B' soils, 30% HSG 'C' soils, and 0.04% HSG `D' soils.
Therefore, for the open area cover condition, the composite SCS CN is computed
as follows(assuming good condition):
Composite Open SCS CN=(0.41*39)+(0.29*61) +(0.30*74) +(0.0004*80)=56
This type of calculation was done for each of the studied sub-basins in the pre-
and post-development condition in an effort to accurately account for the
difference in runoff between HSG 'A' soils and HSG `D' soils.
3. The post-development times of concentration to the proposed stormwater
management facilities are assumed to be 5 minutes in the post-development
condition. This is a conservative assumption.
4. The on- and off-site topography used in the analysis is from two different sources.
They are as follows:
a. The on-site topography is from information provided to The John R.
McAdams Company, Inc. by Jim Blanchard Associates, PC.
b. The off-site topography was generated by The John R. McAdams
Company, Inc. (JRM) using bare earth (LIDAR) data available from the
N.C. Floodplain Mapping Program.
The two sets of data mentioned above were "spliced" together to construct the
existing topography used in the analysis. Please refer to the pre- and post-
development watershed maps for more information.
5. HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, is used to
generate pre- and post-development peak flow rates and model the proposed
stormwater management facilities.
6. To guard against dam failure due to the buoyant forces caused by the riser-barrel
outlet structures, anti-flotation calculations were performed. These calculations
consisted of determining the amount of concrete that is required to anchor the
outlet structure down and prevent it from floating. In addition, the pre-cast riser
sections are to be tied together to prevent separation caused by buoyant forces.

7. Velocity dissipaters are provided at the principal spillway outlets to prevent
erosion and scour in these areas. The dissipaters are constructed using rip rap,
underlain with a woven geotextile filter fabric. The filter fabric is used to
minimize the loss of soil particles beneath the rip rap apron. The dissipaters are
sized for the 10-year storm event using the NYDOT method. They are a
permanent feature of the outlet structure.
8. Pondpack Version 8.0, by Haestad Methods, is used to generate the stage-
discharge rating curves for the proposed stormwater management facilities. The
rating curves are then input into HEC-HMS for routing calculations.
9. The stage-discharge rating curves, stage-storage rating curves, and stage-storage
function for the proposed stormwater management facilities were all generated
outside of HEC-HMS and then input into HEC-HMS for routing calculations.
10. Water quality sizing calculations were performed in accordance with the N.C.
Stormwater Best Management Practices manual (NCDENR July 2007). The
normal pool surface area of each wet pond facility was sized using the computed
average depth and the appropriate SA/DA ratio. A temporary storage pool for
runoff resulting from the 1.0" storm is provided in each facility,to be drawn down
in 2 to 5 days using an inverted siphon.
11. The downstream tailwater elevations for wet detention ponds #2 and #3 were
modeled during the 100-year storm assuming a tailwater elevation of 11.0 (a
conservative assumption). This elevation corresponds to the 100-year floodplain
elevation for the Shallotte River.
12. For 100-year storm routing calculations, a"worst case condition"was modeled in
order to insure the proposed facilities would safely pass the 100-year storm event.
The assumptions used in this scenario are as follows:
1. The starting water surface elevation in each facility,just prior to the 100-
year storm event, is at the top of riser elevation. This scenario could occur
as a result of a clogged siphon or a rainfall event that lingers for several
days. This could also occur as a result of several rainfall events in a series,
before the inverted siphon has an opportunity to draw down the storage
pool between NWSE and the riser crest elevation.
2. A minimum of approximately 1.0-ft of freeboard was provided between
the peak elevation during the "worst case" scenario and the top of the dam
for each facility.

1 SUMMARY OF RESULTS
MISCELLANEOUS SITE DATA
3 PRECIPITATION DATA
4 WATERSHED SOIL DATA
5 PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS
6 POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
7 SWMF #1 - FINAL DESIGN
8 SWMF #2 - FINAL DESIGN
9 SWMF #3 - FINAL DESIGN
1 O
PHASE 1B AMENITY POND - REVISED
DESIGN
11 100-YEAR STORM ROUTING
12 STATE STORMWATER MANAGEMENT
PERMIT APPLICATION
13 GEOTECHNICAL REPORT

SUMMARY OF RESULTS
SAN RIO-PHASES 1B&2A
WDL-07020

SAN RIO-PHASE 2 SUMMARY OF RESULTS B.R.FINCH,PE
WDL-07020 9/20/2007
RELEASE RATE MANAGEMENT RESULTS
SUB-BASIN#1
Return Period Pre-Development Post-Development %Increase
[cfs] [cfs] [%]
1-Year 3 6 100%
10-Year I 41 41 0%
SUB-BASIN#2
Return Period Pre-Development Post-Development %Increase
[cfs] [cfs] [%]
1-Year 7 10 43%
10-Year 159 167 5%
ROUTING RESULTS
(Pond#1
Top of Dam= 20.00
Return Period Inflow Outflow Max.WSE Freeboard
[cfs] [cfs] [ft] [ft]
1-Year 9 0.1 16.21 3.79
10-Year 23 0.3 18.01 1.99
25-Year 38 2 18.09 1.91
100-Year-Worst Case 48 29 18.82 1.18
Pond#2
Top of Dam= 20.00
Return Period Inflow Outflow Max.WSE Freeboard
[cfs] [cfs] [ft] [ft]
1-Year 8 0.1 16.16 3.84
10-Year 19 0.1 17.68 2.32
25-Year 31 1 18.22 1.78
100-Year-Worst Case 38 26 18.86 1.14
Pond#3
Top of Dam= 14.50
Return Period Inflow Outflow Max.WSE Freeboard
[cfs] [cfs] [ft] [ft]
1-Year 40 0.3 10.04 4.46
10-Year ' 112 7 12.00 2.50
25-Year 191 37 12.35 2.15
100-Year-Worst Case 245 171 13.27 1.23
Phase iB Amenity Pond
Top of Dam= 25.50
Return Period Inflow Outflow Max.WSE Freeboard
[cfs] [cfs] [ft] [ft]
1-Year 11 0.1 23.10 2.40
10-Year 24 0.3 23.80 1.70
25-Year 38 2 23.90 1.60
100-Year-Worst Case 45 19 24.40 1.10
1 OF 3

SAN RIO-PHASE 2 SUMMARY OF RESULTS B.R.FINCH,PE
WDL-07020 9/20/2007
SWMF#1 SUMMARY
Design Drainage Area= 4.56 acres
Design Impervious Area= 2.32 acres
%Impervious= 50.9%
Top of Dam= 20.00 ft
NWSE= 15.00 ft
WQ Storm Depth= 1.00 inches
WQ Volume= 8407 cf
WQ Volume Elevation= 15.45 ft
Surface Area at NWSE= 19553 sf
Required Surface Area at NWSE= 10140 sf
Siphon Diameter= 2.0 inches
Riser Size= 4'x 4' ft
Riser Crest= 18.00 ft
Barrel Diameter= 24 inches
#of Barrels= 1
Invert In= 14 feet
Invert Out= 13.5 feet
Length= 44 feet
Slope= 0.0114 ft/ft
SWMF#2 SUMMARY
Design Drainage Area= 3.45 acres
Design Impervious Area= 2.08 acres
%Impervious= 60.3%
Top of Dam= 20.00 ft
NWSE= 15.00 ft
WQ Storm Depth= 1.00 inches
WQ Volume= 7422 cf
WQ Volume Elevation= 15.40 ft
Surface Area at NWSE= 19560 sf
Required Surface Area at NWSE= 10568 sf
Siphon Diameter= 1.5 inches
Riser Size= 4'x 4' ft
Riser Crest= 18.20 ft
Barrel Diameter= 24 inches
#of Barrels= 1
Invert In= 10.5 feet
Invert Out= 10 feet
Length= 77 feet
Slope= 0.0065 ft/ft
2 OF 3

SAN RIO-PHASE 2 SUMMARY OF RESULTS B.R.FINCH,PE
WDL-07020 9/20/2007
SWMF#3 SUMMARY
Design Drainage Area= 24.39 acres
Design Impervious Area= 13.28 acres
%impervious— 54.4%
Top of Dam= 14.50 ft
NWSE= 8.00 ft
WQ Storm Depth= 1.00 inches
WQ Volume= 47813 cf
WQ Volume Elevation= 8.87 ft
Surface Area at NWSE= 54811 sf
Required Surface Area at NWSE= 49366 sf
Siphon Diameter= 3.0 inches
Riser Size= 6'x 6' ft
Riser Crest= 11.80 ft
Barrel Diameter= 36 inches
#of Barrels= 1
Invert In= 7 feet
Invert Out= 6.5 feet
Length= 46 feet
Slope= 0.0109 ft/ft
Emergency Spillway Crest= 12.2 ft
Emergency Spillway Lenth= 30.0 ft
PHASE 113 AMENITY POND SUMMARY
Design Drainage Area 4.13 acres
Design Impervious Area= 1.78 acres
%Impervious= 43.1%
Top of Dam= 25.50 ft
NWSE= 22.50 ft
WQ Storm Depth= 1.00 inches
WQ Volume= 6579 cf
WQ Volume Elevation= 22.62 ft
Surface Area at NWSE= 52138 sf
Required Surface Area at NWSE= 7581 sf
Siphon Diameter= 2.5 inches
Riser Size= 4'x 4' ft
Riser Crest= 23.80 ft
Barrel Diameter= 15 inches
#of Barrels= 1
Invert In= 21.2 feet
Invert Out= 21 feet
Length= 36 feet
Slope= 0.0056 ft/ft
Emergency Spillway Crest= 24.0 ft
Emergency Spillway Lenth= 15.0 ft
3 OF 3

MISCELLANEOUS SITE DATA
SAN RIO-PHASES 1B&2A
WDL-07020

PRECIPITATION DATA
SAN RIO-PHASES 1B&2A
WDL-07020

Precipitation Frequency Data Server Page 1 of 4
POINT PRECIPITATION caF
• '• - a FREQUENCY ESTIMATES k J
FROM NOAA ATLAS 14
North Carolina 33.9667 N 78.3556 W 22 feet
from"Precipitation-Frequency Atlas of the United States"NOAA Atlas 14,Volume 2,Version 3
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland,2004
Extracted:The May 29 2007
f Confidence Limits ..J( Seasonality 1 .Location Maps ( Other Info. ! GIS data I Maps Help Docs U.S.Map
Precipitation Frequency Estimates(inches)
ARI* 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min miss min min min hr hr hr hr hr day day ,„clay day day I day day
1 0.5210.82111.03 1.41 1.76 2.10 2.26 2.79 3.27 3.79 114.40 114.90 5.61 16.32 18.47 10.52 13.08 15.70,
2 10.61 0.9818160 1.70®12.56 2.75 3.39 113.98 4.60 115.33 115.91 6.76 7.57 1110.10[12.49 15.45 18.49
5 10.71 ® 1.43i 2.04 2.61 13.2213.47 4.29 5.08 5.95 116.83 117.48 8.49 19.36 112.29114.96 18.26 21.58.
1 10 0.79 1.26 1.60 42.32 3.0213.79 4.13 5.11 16.08 7.12 18.12 18.81 9.92 110.841114.07116.93 20.50 24.00
1 25 10.89 1.42 1.80 2.67 3.55 4.59 5.05 6.28 17.52 8.88 10.05 10.76 11.99 12.95 16.59119.63123.55 27.22
50 0.97 OM 1.96 2.95 OM 5.27,5.87 7.32 8.82 10.44 11.74112.43 13.71 (14.711118.64 21.78 25.95 29.711
100 1.05 1.6712.11 3.23 4.4415.99 6.75 8.45 10.24 12.19113.621114.26 15.58 16.581120.79123.98128.38 32.181
200 ®ME® 3.51 4.92 6-77 7.72 9.70 11.84 14.18 15.731116.27 17.60 18.58 23.06 26.25 30.86 34.651
500 ® 1.94 2.44 3.89 5.58 7.90 9.17 11.571114.25 17.22118.931119.34 20.53 MED 26.27 29.38 34.24 37.921
1000 ®2.07 2.60 4.20 6.13 8.88 10.44113.25116.43 19.90 21.72121.99 23.00 23.88128.89131.84 36.88140.42
Text version of table 1'These precipitation frequency estimates are based on a partial duration series ARI i the Average Recurrence Interval.
Please refer to the aoeulttlue ,... for more information.NOTE:Formatting forces estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates Version: 3
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Average Recurrence Interval (years)
Tue May 29 11:25:30 2007
Duration
5-min - 48-hr -et- 30-day
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15-min 7-day -e- iv--tuy
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http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 5/29/2007

Precipitation Frequency Data Server Page 2 of 4
Partial duration based Point Precipitation Frequency Estimates Version: 3
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Average Recurrence Interval
(years)
2 -4-- 100 -
2-}'J -
18 -au- S86 -[-
25 •tee- 1000 -*-
Confidence Limits-
*Upper bound of the 90%confidence interval
Precipitation Frequency Estimates(inches)
ARI** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) mint min min min min min hr hr hr hr hr day day day day day day day
1 0.56 0.89 1.11 1.52 1.90 2.29 2.49 3.08 3.65 .l 9 4.86_5_34 16.07_[6_,81d 9.07 11.20 013.87 16.57
2 0.66 1.06 1.33 1.83 2.30 2.80 3.03 3.75 14.44 5.09 5.88 6.45 7.33 8.15 10.81 113.29 116.40 19.53
5 0.7611.22 1.55 2.20 2.82 3.51 3.82 4.74 5.66-1 6.57 7.54 18.16 9.20 10.09 13.15 15.92 19.38 22.80
10 0.85 1.37 1.73 2.50 3.26 4.14[4.55 5.64 6.77 7.85 8.96 119.61 110.74 11.69 15.05118.02 21.75 25.35
25 0.96 1.53 1.94 2.88 3.83 5.00 5.55 6.92 8.36 9.79 11.101111.75 12.99 13.96 17.74 20.90 25.00 28.77
50 1.0511.67 2.11 3.18 4.30 5.74 6.45 8.06 19.78 11.50 12.971113.59 14.87115.87 19.97 23.25 27.57 31.44
100 1.13 1.80 2.27 3.48 4.79 6.53 7.41 9.29 11.35 113.45 15.101115.62 16.9317.93 22.34 25.65 30.22 34.13 .
200 1.221 1.93 2.43 3.78 5.3017.38 8.46 10.66113.11 15.66 17.50r 17.90 19.19 20.18 24.88 28.17[32.98 36.84
500 1.33 2.10 2.64 4.20 6.03 8.62 10.06 12.74,15.80 19.11 21.18 21.42 22.55 23.48 28.55131.71 36.80 40.53
1000 1.4212.24 2.8114.55 6.65 9.71 11.48 14.61 118.19 22.23 24.45 24.54 25.43 26.30 31.57 34.55 39.85 43.42
•The upper bound of the confidence interval at 90%confidence level is the value which 5%of the simulated quantile values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series.ARI is the Average Recurrence Interval.
Please refer to the documentation for more information.NOTE:Formatting prevents estimates near zero to appear as zero.
*Lower bound of the 90%confidence interval
Precipitation Frequency Estimates(inches)
SARI** 5 I10 n 30 60 120 3 ' 6 II 12 24 48 4 7 10 20 30 45 pi)((years) min lmin lminl min min min hr hr ! hr sir hr day day day day day day ay
1 0.48 0.76 0.95 1.31 11.63 11.94 2.07 2.55 2.97 3.46 4.03 Fn 5.21 5.89 7.95 9.90 112.35 14.87
2 0.57 0.91 1.14 1.57 1.97 2.35 2.52 3.10 3.60 4.20 4.88 5.45 .6.28 7.05 9.47 11.76.114.60 17.51
5 0.65 1.05 1.33 1.8812.42 2.96 3.17 3.91 4.58 15.42 16.24 6.89 7.87 8.70 11.50114.06117.22120.421
10 0.73 1.17 1.48 2.141 2.79 3.48 3.76 4.64 _5.46 F4T117.3911F8.0119.16 10.05 13.14 15.87119.29.22.68
25 10.8211.30 1.65112.45 3.26 4.18 4.58 5.67 6.70 8.00 9.06 9.80 11.00 11.95 15.41 118.33 122.08 25.64
http://hdsc.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&user_es=pd&_units=us&statena... 5/29/2007

Precipitation Frequency Data Server Page 3 of 4
50 �0.89l 1.41(f 1.79112.70113.65I14.78115.28116.55 117.80 119.31 if 10.49IL 1.231112.501113.471117.231120.251124.221127.891
100 J 0.95 affiti.92 2.93 n 5.40 6.03117.50 8.98 10.75 12.04 12.76 14.08 15.07 19.08 22.18 26.36 30.09
200 111.02(11.61112.04 3.17 4.44 6.06 6.83 8.53 10.27 12.341 13.73,14.40 15.74 16.74 21.00 24.13 28.50 32.23
500 (11.1011.74 12.19 3.48 4.99 7.00 8.01 10.04[12.18 14.68 16.22.16.83 18.09 19.08,23.62.26.73 31.33 35.01
1000 1.161[1.83 r2.30® 5.44 7.80 9.02 111.36[13.851 16.67 18.32 18.85 20.01 20.95 25.68 33.49 37.10
'The lower bound of the confidence Interval at 90%confidence level is the value which 5%of the simulated quantie values for a given frequency are less than.
"These precipitation frequency estimates are based on a partial duration maxima series.ARI is the Average Recurrence Interval.
Please refer to the ..,aeon for more information.NOTE:Formatting prevents estimates near zero to appear as zero.
Maps -
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17414 114"b1 1 oew gO"'w Rtel'w 70°w
= These maps were produced using a direct map request from the
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a
- LEGEND
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� 6 8 130 KmI
��., `" *averave--true scale depends on monitor resolution
7R-ri'"w 7R-4"'w 7R.:q'"W
Other Maps/Photographs-
View USGS digjjlal orthophoto quadrangle(DOQ)covering this location from TerraServer;USGS Aerial Photograph may also be available
from this site.A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts
has been removed.It combines the image characteristics of a photograph with the geometric qualities of a map.Visit the USGS for more
information.
Watershed/Stream Flow Information-
Find the Watershed for this location using the U.S.Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources,but largely NCDC. The following links provide general information
about observing sites in the area,regardless'of if their data was used in this study.For detailed information about the stations used in this study,
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=useestatena... 5/29/2007

Precipitation Frequency Data Server Page 4 of 4
please refer to our documentation.
Using the National Chaotic Data Caster's(INCDC)station search engine,locate other climate stations within:
+/-30 minutes ,..OR,., +/-1 degree of this location(33.9667/-78.3556).Digital ASCII data can be obtained directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring,MD 20910
[phone]
Questions?:
Ilia
http://hdsc.nws.noaa.gov/ccgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 5/29/2007

facilities and to the quality of the public waters, will be caused by granting of the
variance.
5.2 The 1-year, 24-hour Design Storm
The 1-year, 24-hour storm is defined to deliver a total volume of precipitation equal to
3.7 inches in 24 hours and having a temporal distribution of precipitation given by an
SCS Type Ill distribution (SCS, 1985). Figure 5.1 on page 5-2 presents the cumulative
precipitation distribution for the SCS Type Ill distribution. Table 5.1 includes the ratio for
accumulated to total precipitation in 24 hours for 0.2-hour (12-minute) time intervals. For
purposes of peak discharge calculations, average antecedent moisture conditions are to
be assumed.
5.3 The 10-year, 24-hour Design Storm
The 10-year, 24-hour storm is defined to deliver a total volume of precipitation equal to
7.0 inches in 24 hours and having a temporal distribution of precipitation given by an
SCS Type Ill distribution (SCS, 1985). Figure 5.1 on page 5-2 presents the cumulative
precipitation distribution for the SCS Type III distribution. Table 5.1 on page 5-3 includes
the ratio for accumulated to total precipitation in 24-hours for 0.2-hour (12-minute) time
intervals. For purposes of peak discharge calculations, average antecedent moisture
conditions are to be assumed.
Source: Town of Shallotte Storm Water Management Manual

WATERSHED SOIL DATA
SAN RIO-PHASES 1B&2A
WDL-07020

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SAN RIO-PHASE 2
WDL-07020

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SAN RIO-PHASE 2 PRE-DEVELOPMENT WATERSHED J.ALDRIDGE,El
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2A
Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
KrB Kureb fine sand A
Lo Leon fine sand B/D*
Mk Muckalee loam D
To Torhunta mucky fine sandy loam C
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY,NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE.1986.
%HSGA= 41%
%HSG B= 29%
%HSG C= 30%
%HSGD= 0.04%
Conclusion
Watershed soils are from'HSG A', 'HSG B', 'HSG CT,&'HSG D'. The relative percentage of each HSG was
calculated These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 56 (Assume Good Condition)
Wooded 49 (Assume Good Condition)

SAN RIO-PHASE 2 PRE-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2A
Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
KrB Kureb fine sand A
Lo Leon fine sand B/D*
Mk Muckalee loam D
To Torhunta mucky fine sandy loam C
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY.NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE. 1986.
%HSG A= 41%
%HSG B= 29%
%HSGC= 30%
%HSG D= 0.04%
Conclusion
Watershed soils are from'HSG A', 'HSG B', 'HSG C',&'HSG D'. The relative percentage of each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 56 (Assume Good Condition)
Wooded 49 (Assume Good Condition)

SAN RIO-PHASE 2 PRE-DEVELOPMENT WATERSHED B.R.FINCH,PE
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2B-To Phase 1B Amenity Pond
Site soils from the Brunswick County Soil Survey
Symbol Name Soil Classification
BaB Baymeade fine sand A
BnB Blanton fine sand A
KrB Kureb fine sand A
Lo Leonfinesand B/D
Ma Mandarin fine sand C
Mk Muckalee loam D
Mu Murville mucky fine sand A/D
On Onslow fine sandy loam B
To Torhunta mucky fine sandy loam C
References:
1 SOIL SURVEY:BRUNSWICK COUNTY,NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).MAP#16
2 SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE.1986.
°%HSG A= 983%
%HSGB= 0.7%
%HSG C= 0.0%
%HSGD= 1.0%
-�Conclusion
Watershed soils are from'HSG A', 'HSG B',&'HSG D'. The relative percentage of each HSG was
calculated These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 40 (Assume Good Condition)
Wooded 31 (Assume Good Condition)

SAN RIO-PHASE 2 PRE-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2B-Amenity Pond Bypass
=>Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
Lo Leon fine sand B/D*
Mk Muckalee loam D
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY,NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE. 1986.
%HSGA= 78%
%HSGB= 3%
%HSGC= 0%
%HSG D= 18%
=>Conclusion
Watershed soils are from 'HSG A; 'HSG B',& 'HSG D'. The relative percentage of each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition _ SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 47 (Assume Good Condition)
Wooded 39 (Assume Good Condition)

SAN RIO-PHASE 2 PRE-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2C
_>Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
Br_B Blanton fine sand A
KrB Kureb fine sand A
Lo Leon fine sand B/D*
Ma Mandarin fine sand C
Mk Muckslee loam D
On Onslow fine sandy loam B
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY.NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE.1986.
%HSG A= 49%
%.HSG B= 43%
%HSGC= 0.3%
%HSGD= 8%
=>Conclusion
Watershed soils are from'HSG A', 'HSG B', 'HSG C,&'HSG D'. The relative percentage of each HSG was
calculated These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 52 (Assume Good Condition)
Wooded 45 (Assume Good Condition)

Post-Development
SAN RIO-PHASE 2
WDL-07020

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SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 1 -To Pond 2
=>Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
Lo Leon fine sand B/D*
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY.NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE. 1986.
%HSG A= 85%
%HSG B= 15%
%HSG C= 0%
%HSGD= 0%
=>Conclusion
Watershed soils are from'HSG A'& 'HSG B'. The relative percentage of each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 42 (Assume Good Condition)
Woodcd 34 (Assume Good Condition)

SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 1-Bypass
Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
Lo Leon fine sand B/D*
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY,NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE. 1986.
%HSGA= 72%
%HSGB= 28%
%HSGC= 0%
%HSGD= 0%
=>Conclusion
Watershed soils are from 'HSG A'&'HSG B'. The relative percentage of each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 45 (Assume Good Condition)
Wooded 37 (Assume Good Condition)

SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED J.ALDRIDGE,El
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2A
Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
KrB Kureb fine sand A
Lo Leon fine sand B/D*
Mk Muckslee loam D
To Torhunta mucky fine sandy loam C
*As a conservative measure, 'BID'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY.NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE. 1986.
%HSGA= 41%
%HSGB= 29%
%HSG C= 30%
%HSGD= 0.04%
Conclusion
Watershed soils are from'HSG A, 'HSG B; 'HSG C,&'HSG D'. The relative percentage of each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Olen 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 56 (Assume Good Condition)
Wooded 49 (Assume Good Condition)

SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2B-To Pond 3
_>Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
BnB Blanton fine sand A
Mk Muckalee loam D
References:
1. SOIL SURVEY:BRUNSWICK COUNTY.NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSG A= 90%
%HSG B= 0%
%HSG C= 0%
%HSGD= 10%
=>Conclusion
Watershed soils are from 'HSG A'& 'HSG D'. The relative percentage of each HSG was
calculated These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 43 (Assume Good Condition)
Wooded 35 (Assume Good Condition)

SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED B.R.FINCH,PE
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2B-To Phase 1B Amenity Pond
=>Site soils from the Brunswick County Soil Survey
Symbol Name Soil Classification
BaB Baymeade fine sand A
FsnB Blanton fine sand A
KrB Kureb fine sand A
Lo Leon fme sand B/D
Ma Mandarin fme sand C
Mk Muckalee loam D
Mu Murville mucky fine sand A/D
On Onslow fine sandy loam B
To Torhunta mucky fine sandy loam C
References:
1 SOIL SURVEY:BRUNSWICK COUNTY.NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).MAP#16
2 SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE.1986.
%IISGA= 983%
%HSGB= 0.7%
%HSGC= 0.0%
%HSGD= 1.0%
Conclusion
Watershed soils are from'HSG A', 'HSG B',&'HSG D'. The relative percentage of each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 40 (Assume Good Condition)
Wooded 31 (Assume Good Condition)

SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED J.ALDRIDGE,EI
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2B-Bypass
Soils Information
Symbol Name Hydrologic Soil Group
BnB Blanton fine sand A
Lo Leon fine sand B/D*
Mk Muckalee loam D
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY,NORTH CAROLINA.UNITED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE. 1986.
%HSGA= 73%
%HSGB= 5%
%HSGC= 0%
%HSG D= 22%
Conclusion
Watershed soils are from 'HSGA 'HSG B'&'HSG D'. The relative percentage qf each HSG was
calculated. These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 49 (Assume Good Condition)
Wooded 42 (Assume Good Condition)

SAN RIO-PHASE 2 POST-DEVELOPMENT WATERSHED J.ALDRIDGE,El
WDL-07020 SOIL INFORMATION 9/20/2007
Subbasin 2C
Soils Information
Symbol Name Hydrologic Soil Group
BaB Baymeade fine sand A
Blanton fine sand A
KrB Kureb fine sand A
Lo Leon fine sand B/D*
Ma Mandarin fine sand C
Mk Muckalee loam D
On Onslow fine sandy loam B
*As a conservative measure, 'B/D'soils were modeled as HSG'B'.
References:
1. SOIL SURVEY:BRUNSWICK COUNTY,NORTH CAROLINA.UNTIED STATES
DEPARTMENT OF AGRICULTURE:SOIL CONSERVATION SERVICE(IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION),SHEET 16.
2. SCS TR-55.UNITED STATES DEPARTMENT OF AGRICULTURE.SOIL
CONSERVATION SERVICE.1986.
%HSG A= 49%
%HSGB= 43%
%HSGC= 0.3%
%MSG D= 8%
Conclusion
Watershed soils are from'HSG A', 'HSG B', 'HSG C,&'HSG D'. The relative percentage of each HSG was
calculated These percentages were then used in the computation of the composite curve number.
Cover Condition SCS CN-HSG A
Impervious 98
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Cover Condition SCS CN-HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Cover Condition SCS CN-HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Cover Condition SCS CN-HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Cover Condition COMPOSITE SCS CN
Impervious 98
Open 52 (Assume Good Condition)
Wooded 45 (Assume Good Condition)

PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS
SAN RIO-PHASES 1B&2A
WDL-07020

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,El
WDL-07020 Pre-Development-Subbasin 1 8/20/2007
L SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 -
Open 46 Assume good condition
Wooded 38 Assume good condition
II. PRE-DEVELOPMENT
Subbasin#1
A. Watershed Breakdown
b Impervious Area Breakdown
San Rio-Phase 1
Lot Impervious= 3.28 acres
Roadway Impervious= 1.81 acres
Sidewalk Impervious= 0.25 acres
Total= 5.34 acres
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 5.34 -
Onsite open 46 8.30 Assume good condition
Onsite wooded 38 13.47 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 46 0.00 Assume good condition
Offsite wooded 38 0.00 Assume good condition
Offsite pond 100 0.00 -
Total area= 27.11 acres
0.0424 sq.mi.
Composite SCS CN= 52
%Impervious= 19.7%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1:Overland Flow Segment 2:Channel Now
Length= 60 ft Length= 489 ft
Height= 2 ft Height= 8.75 ft
Slope= 0.0333 ft/ft Slope= 0.0179 ft/ft
Manning's n= 0.24 Dense grasses Manning's n= 0.045 Natural Channel
P(2-year/24-hour)= 4.6 inches(Shallotte) Flow Area= 11.25 sf(Assume 1.5'-deep 5:1 Channel)
Wetted Perimeter= 15.29 ft(Assume 1.5'-deep 5:1 Channel)
Segment Time= 6.45 minutes Channel Velocity= 3.61 ft/sec
Segment Time= Z 26 minutes
Segment 3:Channel Flow Segment 4:Channel Flow
Length= 80 ft Length= 320 ft
Height= 0.8 ft Height= 3.45 ft
Slope= 0.0100 ft/ft Slope= 0.0108 ft/ft
Manning's n= 0.013 RCP Manning's n= 0.045 Natural Channel
Flow Area= 2.01 sf(Mini Box Culvert) Flow Area= 11.25 sf(Assume 1.5'-deep 5:1 Channel)
Wetted Perimeter= 6.50 ft(Mini Box Culvert) Wetted Perimeter= 15.29 ft(Assume 1.5'-deep 5:1 Channel)
Channel Velocity= 5.25 ft/sec Channel Velocity= 2.80 ft/sec
Segment'lime= 0.25 minutes Segment Time= 1.90 minutes

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,EI
WDL-07020 Pre-Development-Subbasin 1 8/20/2007
Segment 5:Channel Flow
Length= 1205 ft
Height= 18 ft
Slope= 0.0149 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area= 25.00 sf(Assume 5 x 5 Channel)
Wetted Perimeter= 15.00 ft(Assume 5 x 5 Channel)
Channel Velocity= 5.69 ftlsec
Segment Time= 3.53 minutes
Time of Concentration= 14.39 minutes
SCS Lag Time= 8.64 minutes(SCS Lag=0.6*Tc)
= 0.1439 hours
Time Increment= 2.50 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,El
WDL-07020 Pre-Development-Subbasin 2A 8/20/2007
L SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 -
Open 56 Assume good condition
Wooded 49 Assume good condition
IL PRE-DEVELOPMENT
Subbasin#2A
A. Watershed Breakdown
San Rio-Phase 1
Roadway Impervious= 0.10 acres
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 0.10 -
Onsite open 56 0.01 Assume good condition
Onsite wooded 49 86.13 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 1.47 -
Offsite open 56 1.87 Assume good condition
Offsite wooded 49 7.07 Assume good condition
Offsite pond 100 0.00
Total area= 96.65 acres
0.1510 sq.mi.
Composite SCS CN= 50
%Impervious= 1.6%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 100 ft Length= 1422 ft
Height= 2 ft Height= 9.6 ft
Slope= 0.0200 ft/ft Slope= 0.0068 ft/ft
Manning's n= 0.40 Woods-light underbrush Paved?= No
P(2-year/24-hour)= 4.6 inches(Shallotte) Velocity= 1.33 ft/sec
Segment Time= 17.91 minutes Segment Time= 1Z88 minutes
Segment 3:Channel Flow .
Length= 2552 ft
Height= 16.9 ft
Slope= 0.0066 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 3.79 ft/sec
Segment Time= 11.23 minutes
Time of Concentration= 47.02 minutes
SCS Lag Time= 28.21 minutes(SCS Lag=0.6*Tc)
0.4702 hours
Time Increment= 8.18 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,EI
WDL 07020 Pre-Development-Subbasin 2A 8/20/2007
=-->Reach#2A
Channel Flow
Length= 2540 ft
Height= 16.5 ft
Slope= 0.0065 ft/ft
Manning's n= 0.04.5 Natural Channel
Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 3.75 ft/sec
Segment TFme.= 11.28 minutes

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,El
WDL-07020 Pre-Development-SB 2B-To Existing Amenity Pond 9/20/2007
L SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 -
Open 40 Assume good condition
Wooded 31 Assume good condition
IL PRE-DEVELOPMENT
Subbasln#2B-To Existing AmeniOr Pond
A. Watershed Breakdown
Impervious Area Breakdown
San Rio-Phase 1
Building Impervious= 12136 sf
Roadway Impervious= 35489 sf
Parking Area Impervious= 10285 sf
Sidewalk Impervious= 11372 sf
Extra= 8448
Total= 77730 sf
1.78 acres
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 1.78 -
Onsite open 40 0.79 Assume good condition
Onsite wooded 31 0.00 Assume good condition
Onsite pond 100 1.56 -
Offsite impervious 98 0.00 -
Offsite open 40 0.00 Assume good condition
Offsite wooded 31 0.00 Assume good condition
Offsite pond 100 0.00 -
Total area= 4.13 acres
0.0065 sq.mi.
Composite SCS CN= 88
%Impervious= 43.2%
B. Time of Concentration Information
Assume the time of concentration is equal to 5 minutes
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes(SCS Lag=0.6*Tc)
= 0.0500 hours
Time Increment= 0.87 minutes(=0.29*SCS Lag)
C. Reach Information
Assume the stream reach flows at a velocity of 5 fl/sec.
Reach Length= 2465.00 ft
Assumed Stream Velocity= 5.00 ft/sec
Lag Time= 8.22 minutes

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,EI
WDL-07020 Pre-Development-Subbasin 2B-Bypass 8/20/2007
I.SCS CURVE NUMBERS
Cover Condition j SCS CN `n �=Comments �z
Impervious 98 6 ��--'� �
Open 47 Assume good condition
Wooded 39 Assume good condition
II. PRE-DEVELOPMENT
Subbasin#2B-Bypass
A. Watershed Breakdown
=>Impervious Area Breakdown
San Rio-Phase 1
Lot Impervious= 1.10 acres
Roadway Impervious= 1.09 acres
Sidewalk Impervious= 0.15 acres
Total = 2.34 acres
__.
_ __-
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 2.34 -
Onsite open 47 6.23 - Assume good condition
Onsite wooded 39 34.86 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 0.60 -
Offsite open 47 0.22 Assume good condition
Offsite wooded 39 0.09 Assume good condition
_ Offsitmond 100 0.00
Total area= 44.34 acres
0.0693 sq.mi.
Composite SCS CN= 44
%Impervious= 6.6%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment l:Overland Flow Segment 2:Concentrated Flow
Length= 100 ft Length= 15 ft
Height= 2.6 ft Height= 0.65 ft
Slope= 0.0260 ft/fl Slope= 0.0433 ft/ft
Manning's n= 0.24 Dense grasses Paved?= No
P(2-year/24-hour)= 4.6 inches(Shallotte) Velocity= 3.36 ft/sec
Segment Time= 10.72 minutes Segment nine= 0.07 minutes
Segment 3:Channel Flow Segment 4:Channel Flow
Length= 290 ft Length= 146 ft
Height= 5 ft Height= 3.2 ft
Slope= 0.0172 ft/ft Slope= 0.0219 ft/ft
Manning's n= 0.035 Grass Manning's n= 0.045 Natural Channel
Flow Area= 2.00 sf(Assume 2'x l'Channel) Flow Area= 9.00 sf(Assume 3'x 3'Channel)
Wetted Perimeter= 4.00 ft(Assume 2'x 1'Channel) Wetted Perimeter= 9.00 ft(Assume 3'x 3'Channel)
Channel Velocity= 3.52 ft/sec Channel Velocity= 4.90 ft/sec
Segment Time= 1.37 minutes Segment Time= 0.50 minutes

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,EI
WDL-07020 Pre Development-Subbasin 2B-Bypass 8/20/2007
Segment 5:Channel Flow Segment 6:Channel Flow
Length= 1266 ft Length= 406 ft
Height= 12.9 ft Height= 5.6 ft
Slope= 0.0102 ft/ft Slope= 0.0138 ft/ft
Manning's n= 0.045 Natural Channel Manning's n= 0.045 Natural Channel
Flow Area= 16.00 sf(Assume 4'x 4'Channel) Flow Area= 16.00 sf(Assume 4'x 4'Channel)
Wetted Perimeter= 12.00 ft(Assume 4'x 4'Channel) Wetted Perimeter= 12.00 ft(Assume 44'x 4'Channel)
Channel Velocity= 4.05 ft/sec Channel Velocity= 4.71 ft/sec
Segment Time= 5.21 minutes Segment lime= 1.44 minutes
Segment 7:Channel Flow
Length= 682 ft
Height= 0.8 ft
Slope= 0.0012 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 1.59 ft/sec
Segment Time= Z13 minutes
Time of Concentration= 26.44 minutes
SCS Lag Time= 15.86 minutes(SCS Lag=0.6*Tc)
= 0.2644 hours
Time Increment= 4.60 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS J.ALDRIDGE,EI
WDL-07020 Pre-Development-Subbasin 2C 8/20/2007
I.SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 _ ..
Open 52 Assume good condition
Wooded 45 Assume good condition
IL PRE-DEVELOPMENT
Subbasin#2C
A. Watershed Breakdown
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 0.00 -
Onsite open 52 0.01 Assume good condition
Onsite wooded 45 119.85 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 0.80 -
Offsite open 52 1.45 Assume good condition
Offsite wooded 45 0.20 Assume good condition
Offsite pond 100 0.00 -
Total area= 122.31 acres
0.1911 sq.mi.
Composite SCS CN= 45
%Impervious= 0.7%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 100 ft Length= 711 ft
Height= 1.25 ft Height= 12.95 ft
Slope= 0.0125 ft/ft Slope= 0.0182 ft/ft
Manning's n= 0.40 Woods-light underbrush Paved?= No
P(2-year/24-hour)= 4.6 inches(Shallotte) Velocity= 2.18 ft/sec
Segment lime= 21.61 minutes Segment Time= 5.44 minutes
Segment 3:Channel Flow Segment 4:Channel Flow
Length= 901 ft Length= 1713 ft
height= 11.6 ft Height= 15 ft
Slope= 0.0129 ft/ft Slope= 0.0088 ft/ft
Manning's n= 0.045 Natural Channel Manning's n= 0.045 Natural Channel
Flow Area= 20.00 sf(Assume 5'x 4'Channel) Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 13.00 ft(Assume 5'x 4'Channel) Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 5.01 ft/sec Channel Velocity= 4.36 ft/sec
Segment Time= 3.00 minutes Segment Time= 6.55 minutes
Segment 5:Channel Flow
Length= 1260 ft
Height= 2.5 ft
Slope= 0.0020 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area= 25.00 sf(Assume 5 x 5 Channel)
Wetted Perimeter= 15.00 ft(Assume 5 x 5 Channel)
Channel Velocity= 2.07 ft/sec
Segment Time= 10.13 minutes
Time of Concentration= 46.74 minutes
SCS Lag Time= 28.04 minutes(SCS Lag=0.6*Tc)
= 0.4674 hours
Time Increment= 8.13 minutes(=0.29*SCS Lag)

HEC-RMS Project: 2007-08-23 WDL-07020 Basin Model: Pre
;:u�hasui�E:
= Sldnaar?4
1 F.$ci Amty Pd
Ph 1 Nnanty Pd
Subbasin 1 .)11
pae�h i7A.
Read
Subbaain f2

HITS * Summary of Results
Project : 2007-08-23 WDL-07020 Run Name : Pre - Q1
Start of Run : 01Jan01 0100 Basin Model : Pre
End of Run : 02Jan01 0100 Met. Model : 1-Year
Execution Time : 24Aug07 0939 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin 1 3.3714 01 Jan 01 1325 0.69693 0.042
Subbasin 2A 5.3097 01 Jan 01 1354 1.9457 0.151
Reach #2A 5.3097 01 Jan 01 1405 1.9322 0.151
SB 2B-To Phi Amty Pd 10.965 01 Jan 01 1304 0.84922 0.006
Ph 1 Amenity Pd 0.11156 02 Jan 01 0100 0.10469 0.006
Reach 0.11156 02 Jan 01 0100 0.10346 0.006
Subbasin 2B - Bypass 0.56868 01 Jan 01 1552 0.34838 0.069
Subbasin 2C 1.9256 01 Jan 01 1534 1.1561 0.191
Subbasin #2 7.0073 01 Jan 01 1410 3.5402 0.418

HMS * Summary of Results
Project : 2007-08-23 WDL-07020 Run Name : Pre - Q10
Start of Run : 01Jan01 0100 Basin Model : Pre
End of Run : 02Jan01 0100 Met. Model : 10-Year
Execution Time : 24Aug07 0943 Control Specs : 1-min dT
1 Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin 1 40.975 01 Jan 01 1312 4.1605 0.042
Subbasin 2A 78.184 01 Jan 01 1337 13.252 0.151
Reach #2A 78.184 01 Jan 01 1348 13.199 0.151
SB 2B-To Phl Amty Pd 24.090 01 Jan 01 1304 1.9376 0.006
Ph 1 Amenity Pd 0.31414 01 Jan 01 2259 0.21316 0.006
Reach 0.31414 01 Jan 01 2307 0.21020 0.006
Subbasin 2B - Bypass 27.538 01 Jan 01 1324 4.2334 0.069
Subbasin 2C 65.551 01 Jan 01 1339 12.426 0.191
Subbasin #2 158.84 01 Jan 01 1342 30.068 0.418

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-SBI-To SWMF#1 9/18/2007
7 SCS C1JRVE 1tii 11► 3 5..
Cover Condition SCS CN Comments
Impervious 98 -
Open 51 Assume good condition
Wooded 43 Assume good condition
Sub-basin#1-To SWMF#1
A. Watershed Breakdown
Impervious Area Breakdown
San Rio-Phase 1A
Roadway Impervious 7918 sf
Sidewalk Impervious 609 sf
Total Impervious From Phase 1A= 8527 sf
0.20 acres
San Rio-Phase 2A
Building Impervious 32224 sf
Roadway Impervious 28102 sf
Sidewalk Impervious= 21150 sf
Extra= 10890
Total Impervious From Phase 2A= 92366 sf
2.12 acres
Contributing Area SCS CN Area[acres] Comments
On-site open 51 1.79 Assume good condition
On-site impervious 98 2.32 -
On-site wooded 43 0.00 Assume good condition
On-site pond 100 0.45 -
Off-site open 51 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 43 0.00 Assume good condition
Off-site Pond 100 0.00 -
Total area= 4.56 acres
0.0071 sq.mi.
Composite SCS CN= 80
%Impervious= 50.8%
B. Time of Concentration Information
Due to the small size of the sub-basin,and/or the high impervious percentage,the time of concentration was assumed to
be 5-minutes.
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes(SCS Lag=0.6*Tc)
= 0.0500 hours
Time Increment= 0.87 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-01-To SWMF#2 9/18/2007
I-SCS CURVE NI.X.417b1S.
Cover Condition SCS CN Comments
Impervious 98 -
Open 42 Assume good condition
Wooded 34 Assume good condition
POST-DEVELOPMi NT•
-•'- - -_
Sub-basin#1-To WAIF#2
A. Watershed Breakdown
Impervious Area Breakdown
San Rio-Phase 2A
Building Impervious= 33517 sf
Roadway Impervious= 29093 sf
Sidewalk Impervious= 16932 sf
Extra= 10890
Total= 90432 sf
2.08 acres
Contributing Area SCS CN Area[acres] Comments
On-site open 42 0.90 Assume good condition
On-site impervious 98 2.08 -
On-site wooded 34 0.00 Assume good condition
On-site pond 100 0.47 -
Off-site open 42 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 34 0.00 Assume good condition
Off-site Pond 100 0.00 -
Total area= 3.45 acres
0.0054 sq.mi.
Composite SCS CN= 84
%Impervious= 60.2%
B. Time of Concentration Information
Due to the small size of the sub-basin,and/or the high impervious percentage,the time of concentration was assumed to
be 5-minutes.
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes(SCS Lag=0.6*Tc)
= 0.0500 hours
Time Increment= 0.87 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-SBI-Bypass 8/20/2007
I.SCS Ctig4 NLAIBEItS
Cover Condition SCS CN Comments
Impervious 98 -
.Open 45 Assume good condition
Wooded 37 Assume good condition
R. POS'P-DEVELOI MEN'd'.
Sub-basin#1-Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area[acres] Comments
On-site open 45 10.75 Assume good condition
On-site impervious 98 5.43
On-site wooded 37 3.40 Assume good condition
On-site pond 100 0.00 -
Off-site open 45 0.00 Assume good condition
Off-site impervious 98 0.00
Off-site wooded 37 0.00 Assume good condition
Off-site Pond 100 0.00 -
Total area= 19.58 acres
0.0306 sq.mi.
Composite SCS CN= 58
%Impervious= 27.7%
B. Time of Concentration Information
Tc is assumed to be equal to the pre-development.
Time of Concentration= 14.39 minutes
SCS Lag Time= 8.63 minutes(SCS Lag=0.6*Tc)
0.1439 hours
Time Increment= 2.50 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-Subbasin#2A 8/20/2007
L SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious 98 -
Open 56 Assume good condition
Wooded 49 Assume good condition
IL PQS `-DEVELOPMENT
Subbasin#2A
A. Watershed Breakdown
San Rio-Phase 1
Roadway Impervious= 0.10 acres
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 0.10 -
Onsite open 56 0.01 Assume good condition
Onsite wooded 49 86.13 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 1.47 -
Offsite open 56 1.87 Assume good condition
Offsite wooded 49 7.07 Assume good condition
Offsite pond 100 0.00 -
Total area= 96.65 acres
0.1510 sq.mi.
Composite SCS CN= 50
%Impervious= 1.6%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 100 ft Length= 1422 ft
Height= 2 ft Height= 9.6 ft
Slope= 0.0200 ft/ft Slope= 0.0068 ft/ft
Manning's n= 0.40 Woods-light underbrush Paved 7= No
P(2-year/24-hour)= 4.6 inches(Shallotte) Velocity= 1.33 ft/sec
Segment Time= IZ9I minutes Segment Time= 1Z88 minutes
Segment 3:Channel Flow -
Length= 2552 ft
Height= 16.9 ft
Slope= 0.0066 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 3.79 ft/sec
Segment Time= 11.23 minutes
Time of Concentration= 47.02 minutes
SCS Lag Time= 28.21 minutes(SCS Lag=0.6*Tc)
0.4702 hours
Time Increment= 8.18 minutes(=0.29*SCS Lag)
Reach#2A
Channel Flow
Length= 2540 ft
Height= 16.5 ft
Slope= 0.0065 ft/ft
Manning's n= 0.045 Natural Charnel
Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 3.75 ft/sec
Segment Time= 11.28 minutes

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-SB2B-To SWMF#3 9/18/2007
L SCS'CURVE
Cover Condition SCS CN Comments
Impervious 98 -
Open 43 Assume good condition
Wooded 35 Assume good condition
Lti POST-D-WaOPMEN7
Sub-basin#28 -To SWMF#3
A. Watershed Breakdown
Impervious Area Breakdown
San Rio-Phase 2A
Building Impervious= 258865 sf
Roadway Impervious= 253720 sf
Sidewalk Impervious= 54875 sf
Extra= 10890
Total = 578350 sf
13.28 acres
Contributing Area SCS CN Area[acres] Comments
On-site open 43 9.36 Assume good condition
On-site impervious 98 13.28 -
On-site wooded 35 0.49 Assume good condition
On-site pond 100 1.26 -
Off-site open 43 0.00 Assume good condition
Off site impervious 98 0.00 -
Off-site wooded 35 0.00 Assume good condition
Off-site Pond , 100 , 0.00 , -
Total area= 24.39 acres
0.0381 sq.mi.
Composite SCS CN= 76
%Impervious= 54.4%
B. Time of Concentration Information
Due to the small size of the sub-basin,and/or the high impervious percentage,the time of concentration was assumed to
be 5-minutes.
Time of Concentration 5.00 minutes
SCS Lag Time= 3.00 minutes(SCS Lag=0.6*Tc)
0.0500 hours
Time Increment= 0.87 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS BR FINCH,PE
WDL-07020 Post-Devt-SB2B-To Ph 1 B Amenity Pond 9/20/2007
L SCS C'IIRVI!NUMBERS.
Cover Condition SCS CN Comments
Impervious 98
Open 40 Assume good condition
Wooded 31 Assume good condition
II..POST4ii1,;VELOP>II TI`. '
Subbasin#2B-To Amenity Pond
A. Watershed Breakdown
Impervious Area Breakdown
San Rio-Phase 1B
Building Impervious= 12136 sf
Roadway Impervious= 35489 sf
Parking Area Impervious= 10285 sf
Sidewalk Impervious= 11372 sf
Extra= 8448
Total = 77730 sf
= 1.78 acres
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 1.78 -
Onsite open 40 0.79 Assume good condition
Onsite wooded 31 0.00 Assume good condition
Onsite pond 100 1.56 -
Offsite impervious 98 0.00 -
Offsite open 40 0.00 Assume good condition
Offsite wooded 31 0.00 Assume good condition
Offsite pond 100 0.00 -
Total area= 4.13 acres
0.0065 sq.mi.
Composite SCS CN= 88
%Impervious= 43.2%
B. Time of Concentration Information
Assume the time of concentration is equal to 5 minutes
Time of Concentration— 5.00 minutes
SCS Lag Time= 3.00 minutes(SCS Lag=0.6*Tc)
= 0.0500 hours
Time Increment= 0.87 minutes(=0.29*SCS Lag)
C. Reach Information
Assume the stream reach flows at a velocity of ft/sec.
Reach Length= 2465.00 ft
Assumed Stream Velocity= 5.00 ft/sec
Lag Time= 8.22 minutes

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-SB2B-Bypass 8/20/2007
L SCS CURVE N ERS
Cover Condition SCS CN Comments
Impervious 98 -
Open 49 Assume good condition
Wooded 42 Assume good condition
IL POs DEVELOPMENT
Sub-basin#2-Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area[acres] Comments
On-site open 49 13.29 Assume good condition
On-site impervious 98 2.44 -
On-site wooded 42 7.52 Assume good condition
On-site pond 100 1.26 -
Off-site open 49 0.22 Assume good condition
Off-site impervious 98 0.60 -
Off-site wooded 42 0.09 Assume good condition
Off-site Pond 100 0.00 -
Total area= 25.42 acres
0.0397 sq.mi.
Composite SCS CN= 55
Impervious= 12.0%
B. Time of Concentration Information
Tc is assumed to be equal to the pre-development.
Time of Concentration= 26.44 minutes
SCS Lag Time= 15.86 minutes(SCS Lag=0.6*Tc)
0.2644 hours
Time Increment= 4.60 minutes(=0.29*SCS Lag)

SAN RIO-PHASE 2 HYDROLOGIC CALCULATIONS B.R.FINCH,PE
WDL-07020 Post-Development-Subbasin#2C 8/24/2007
L SCS CI3RyE NIIA'IBERS
Cover Condition SCS CN Comments
Impervious 98 -
Open 52 Assume good condition
Wooded 45 Assume good condition
IL POST DEVELOPMENT
L Subbasin#2C
A. Watershed Breakdown
Contributing Area SCS CN Area[acres] Comments
Onsite impervious 98 0.00 -
Onsite open 52 11.37 Assume good condition
Onsite wooded 45 108.49 Assume good condition
Onsite pond 100 0.00 -
Offsite impervious 98 0.80 -
Offsite open 52 1.45 Assume good condition
Offsite wooded 45 0.20 Assume good condition
Offsite 22nd 100 0.00
Total area= 122.31 acres
0.1911 sq.mi.
Composite SCS CN= 46
Impervious= 0.7%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 100 ft Length= 711 ft
Height= 1.25 ft Height= 12.95 ft
Slope= 0.0125 ft/ft Slope= 0.0182 ft/ft
Manning's n= 0.40 Woods-light underbrush Paved?= No
P(2-year/24-hour)= 4.6 inches(Shallotte) Velocity= 2.18 ft/sec
Segment Time= 21.61 minutes Segment Time= 5.44 minutes
Segment 3:Channel Flow Segment 4:Channel Flow
Length= 901 ft Length= 1713 ft
Height= 11.6 ft Height= 15 ft
Slope= 0.0129 ft/ft Slope= 0.0088 ft/ft
Manning's n= 0.045 Natural Channel Manning's n= 0.045 Natural Channel
Flow Area= 20.00 sf(Assume 5'x 4'Channel) Flow Area= 25.00 sf(Assume 5'x 5'Channel)
Wetted Perimeter= 13.00 ft(Assume 5'x 4'Channel) Wetted Perimeter= 15.00 ft(Assume 5'x 5'Channel)
Channel Velocity= 5.01 ft/sec Channel Velocity= 4.36 ft/sec
Segment Time= 3.00 minutes Segment Time= 6.55 minutes
Segment 5:Channel Flow
Length= 1260 ft
Height= 2.5 ft
Slope= 0.0020 ft/ft
Manning's n= 0.045 Natural Channel
Flow Area= 25.00 sf(Assume 5 x 5 Channel)
Wetted Perimeter= 15.00 ft(Assume 5 x 5 Channel)
Channel Velocity= 2.07 ft/sec
Segment Time= 10.13 minutes
Time of Concentration= 46.74 minutes
SCS Lag Time= 28.04 minutes(SCS Lag=0.6*Tc)
= 0.4674 hours
Time Increment= 8.13 minutes(=0.29°SCS Lag)

IEEC-IIMS Project: 2007-08-23 WDL-07020 Basin Model: Post
8137-To S WMF#1
a
Pn13 Amenity Pd
A Pond#1
0,1111 Sal..-Sypasa _
c2: Panda
3ubbasir2A
Sub6aan#i Reach. /91
Subbasin-28-•i,; .`e
' Reach#2A
''' Subbnsin'.
% SS2-To Pond#„
Pand#3
Subbaain#2

HMS * Summary of Results
Project : 2007-08-23 WDL-07020 Run Name : Post - Ql
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 1-Year
Execution Time : 18Sep07 1814 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage •
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
SB1 - To SWMF #1 8.9004 01 Jan 01 1305 0.67957 0.007
Pond #1 0.11049 02 Jan 01 0100 0.10639 0.007
SB1 - To SWMF #2 7.9310 01 Jan 01 1305 0.60677 0.005
Pond #2 0.060000 01 Jan 01 1615 0.059343 0.005
SB1 - Bypass 6.3456 01 Jan 01 1314 0.66753 0.031
Subbasin #1 6.4670 01 Jan 01 1314 1.0333 0.043
SB2 - To Pond #3 39.834 01 Jan 01 1305 3.0693 0.038
Pond #3 0.32404 02 Jan 01 0100 0.30274 0.038
SB 2B - To Ph1B Pond 10.965 01 Jan 01 1304 0.84922 0.006
Ph1B Amenity Pd 0.11156 02 Jan 01 0100 0.10469 0.006
Reach 0.11156 02 Jan 01 0100 0.10346 0.006
Subbasin 2A 5.3097 01 Jan 01 1354 1.9457 0.151
Reach #2A 5.3097 01 Jan 01 1405 1.9322 0.151
-•tbbasin-2B - Bypass 4.5053 01 Jan 01 1329 0.87157 0.040
.bbasin 2C 2.4002 01 Jan 01 1503 1.3837 0.191
Subbasin #2 9.7799 01 Jan 01 1403 4.5937 0.426

HMS * Summary of Results
Project : 2007-08-23 WDL-07020 Run Name : Post - Q10
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 10-Year
Execution Time : 18Sep07 1804 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
SB1 - To SWMF #1 22.901 01 Jan 01 1304 1.7761 0.007
Pond #1 0.30727 01 Jan 01 2329 0.20393 0.007
SB1 - To SWMF #2 18.796 01 Jan 01 1304 1.4791 0.005
Pond #2 0.093739 02 Jan 01 0100 0.095497 0.005
SB1 - Bypass 40.995 01 Jan 01 1311 3.9192 0.031
Subbasin #1 41.196 01 Jan 01 1311 4.2186 0.043
SB2 - To Pond #3 112.49 01 Jan 01 1305 8.6431 0.038
Pond #3 7.3922 01 Jan 01 1500 3.1622 0.038
SB 2B - To Ph1B Pond 24.090 01 Jan 01 1304 1.9376 0.006
Ph1B Amenity Pd 0.31414 01 Jan 01 2259 0.21316 0.006
Reach 0.31414 01 Jan 01 2307 0.21020 0.006
Subbasin 2A 78.184 01 Jan 01 1337 13.252 0.151
Reach #2A 78.184 01 Jan 01 1348 13.199 0.151
'bbasin-2B - Bypass 36.435 01 Jan 01 1320 4.4686 0.040
bbasin 2C 72.031 01 Jan 01 1339 13.270 0.191
Subbasin #2 166.79 01 Jan 01 1341 34.309 0.426

HITS * Summary of Results
Project : 2007-08-23 WDL-07020 Run Name : Post - Q25
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 25-Year
Execution Time : 18Sep07 1809 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
SB1 - To SWMF #1 37.960 01 Jan 01 1304 2.4411 0.007
Pond #1 2.1930 01 Jan 01 1409 0.86531 0.007
SB1 - To SWMF #2 30.531 01 Jan 01 1304 1.9973 0.005
Pond #2 0.58169 01 Jan 01 1835 0.30461 0.005
SB1 - Bypass 70.674 01 Jan 01 1310 6.1193 0.031
Subbasin #1 70.905 01 Jan 01 1310 7.2893 0.043
SB2 - To Pond #3 190.54 01 Jan 01 1304 12.105 0.038
Pond #3 36.658 01 Jan 01 1328 6.5902 0.038
SB 2B - To Ph1B Pond 38.444 01 Jan 01 1304 2.5730 0.006
Ph1B Amenity Pd 1.7797 01 Jan 01 1504 0.84083 0.006
Reach 1.7797 01 Jan 01 1512 0.83654 0.006
Subbasin 2A 142.15 01 Jan 01 1334 22.281 0.151
Reach #2A. 142.15 01 Jan 01 1345 2.2_193 0.151
-,bbasin-2B - Bypass 63.234 01 Jan 01 1319 7.1516 0.040
obasin 2C 143.22 01 Jan 01 1335 23.458 0.191
Subbasin #2 343.36 01 Jan 01 1338 60.229 0.426

POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
SAN RIO-PHASES 1B&2A
WDL-07020

SWMF #1 - FINAL DESIGN
SAN RIO-PHASES 1B&2A
WDL-07020

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PRELIMINARY DRAWING - NOT RE EACCD FOR CONSTRUCTIONS ®MCADAMS

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopies for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION (please complete the following information):
Project Name: San Rio -Phase 2A
Contact Person: Brandon R. Finch Phone Number (919) 361-5000
For projects with multiple basins, specify which basin this worksheet applies to: Pond#1
elevations
Basin Bottom Elevation 8.0 ft. (floor of the basin)
;rmanent Pool Elevation 15.0 ft. (elevation of the orifice)
Temporary Pool Elevation 18.0 ft. (elevation of the discharge structure overflow)
1,1 I5.4 �t. NATO. Quaus( doLurtE EL.E.va-norl�
areas
Permanent Pool Surface Area 19,553 sq. ft. (water surface area at the orifice elevation)
Drainage Area 4.56 ac. (on-site and off:site drainage to the basin)
Impervious Area 2.32 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 68,172 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 122,573 cu. ft. (volume detained above the permanent pool)
Forebay Volume 10,406 cu. ft. (approximately 20%of total volume)
1° S.-PoeK dou t-te- e3)407- Cu.Fr. C W Quau / lat.uHe-)
other parameters
SA/DA' 5.10 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2.0 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.0 in.
Design TSS Removal2 90 % (minimum 85%required))
FORM SWU-102 Rev 3.99 PAGE 1 OF 4

Footnotes:
1. When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2. In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal THE NCDENR.BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February, 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
BRF a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
BRF b. The forebay volume is approximately equal to 20%of the basin volume.
BRF c. The temporary pool controls runoff from the design storm event.
BRF d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
N/A calculations).
BRF f. The basin length to width ratio is greater than 3:1.
BRF g. The basin side slopes above the permanent pool are no steeper than 3:1.
BRF h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
BRF i. Vegetative cover above the permanent pool elevation is specified.
BRF j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest
BRF right-of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
BRF basin is specified prior to use as a wet detention basin.
BRF m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) ❑ does I does not incorporate a vegetated filter at the outlet.
This system (check one) n does ® does not incorporate pretreatment other than a forebay.
FORM SWU-102 Rev 3.99 PAGE 2 OF 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth(see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 5.25 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 5.25 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 15.0
• •
Sediment emoval El. 9.75 75%
Sediment Removal Elevation 9.75 75%
•
Bottom evation 8.0 25V V
♦ Bottom Elevation 8.0 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall he encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
FORM SWU-102 Rev 3.99 PAGE 3 OF 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
.hanges to the system or responsible party.
Print name: Nathan D.Benson
Title: Manager-Sandler at Shallotte,LLC
Address: 448 Viking Drive-Suite 220 Virginia Beach,VA 23452
Phone: [phone]
Signature --+--7
Date: v v A • , aoo 7
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold,and a
resident of the subdivision has been named the president.
Virginia
I, .\�n�S:,:1 e) ,a Notary Public for the State of N�a
comply of Qom\y c.1 lr v tigtnl2i�� ,do hereby certify that Q c,�r y 0.„\N.\-2-,(.nSr:,\..
personally appeared before me this kt; 1.` day of IRU°\ ,20 7 and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
\\44.1A4
. 9-6,-616/
t_..r. -1. u „-C-\
,..,'-.z:. Linda J.Todd
,; , Commonwealth of Virginia
� !s"; ;f Notary Public
i ', 'I' Commission No.2105i6
My Commission Expires 07/3112010
SEAL
My commission expires: ° - -- `` 0
rORM S WU-1 02 Rev 3.99 PAGE 4 OF 4

SAN RIO PHASE II SWMF#1 B.R.FINCH,PE
WDL-07020 8/20/2007
Stage-Storage Function
Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (CF)
15.0 0.0 19,553 �W
16,0 1.0 21,459 20506 20506 20506 1.01
17.0 2.0 23,425 22442 22442 42948 1.97
18.0 3.0 25.509 24467 24467 67415 2.96
19.0 4.0 27.565 26537 26537 93952 4.00
20.0 5.0 29,677 28621 28621 122573 I 5.08
Storage vs.Stage
140000
120000-
100000- y=20230x1'1oee
R2=0.9995
Boom—
60000-
40000-
20000-
0-
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage(feet)
Ks= 20230
b= 1.1085

SAN RIO PHASE II SWMF#1 B.R.FINCH,PE
WDL-07020 8/20/2007
i _>Stage-Storage Function
Ks= 20230
b= 1.1085
Zo= 15.00
Elevation Storage
[feet] [cf] [acre-feet]
15.00 0 0.000
15.20 3398 0.078
15.40 7326 0.168
15.60 11484 0.264
15.80 15797 0.363
16.00 20230 0.464
16.20 24761 0.568
16.40 29375 0.674
16.60 34061 0.782
16.80 38812 0.891
17.00 43620 1.001
17.20 48481 1.113
17.40 53390 1.226
17.60 58344 1.339
17.80 63339 1.454
18.00 68373 1.570
18.20 73444 1.686
18.40 78549 1.803
18.60 83687 1.921
18.80 88856 2.040
19.00 94054 2.159
19.20 99281 2.279
19.40 104535 2.400
19.60 109815 2.521
19.80 115120 2.643
20.00 120449 2.765

Type. . . . Outlet Input Data Page 1.01
Name. . . . Pond #1
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 15.00 ft
Increment = .20 ft
Max. Elev.= 20.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Inlet Box RI ---> BA 18.000 20.000
Orifice-Circular SI ---> BA 15.000 20.000
Culvert-Circular BA ---> TW 14.000 20.000
TW SETUP, DS Channel
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:28 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.02
Name. . . . Pond #1
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
# of Openings = 1
Invert Elev. = 18.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length - 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel - .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = SI
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 15.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:28 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.03
Name. . . . Pond #1
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 14.00 ft
Dnstream Invert = 13.50 ft
Horiz. Length = 44.00 ft
Barrel Length = 44.00 ft
Barrel Slope = .01136 ft/ft
OUTLET CONTROL DATA. . .
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .012411 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. . .
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Ti ratio (HW/D) = 1.154
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Ti & T2. . .
At Ti Elev = 16.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 16.60 ft ---> Flow = 17.77 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:28 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.04
Name. . . . Pond #1
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
r Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES. . .
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:28 PM Date: 8/20/2007

Type. . . . Composite Rating Curve Page 1.11
Name. . . . Pond #1
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
15.00 .00 Free Outfall (no Q: RI,SI,BA)
15.20 .04 Free Outfall SI,BA (no Q: RI)
15.40 .06 Free Outfall SI,BA (no Q: RI)
15.60 .08 Free Outfall SI,BA (no Q: RI)
15.80 .09 Free Outfall SI,BA (no Q: RI)
16.00 .10 Free Outfall SI,BA (no Q: RI)
16.20 .11 Free Outfall SI,BA (no Q: RI)
16.40 .12 Free Outfall SI,BA (no Q: RI)
16.60 .13 Free Outfall SI,BA (no Q: RI)
16.80 .14 Free Outfall SI,BA (no Q: RI)
17.00 .15 Free Outfall SI,BA (no Q: RI)
17.20 .15 Free Outfall SI,BA (no Q: RI)
17.40 .16 Free Outfall SI,BA (no Q: RI)
17.60 .17 Free Outfall SI,BA (no Q: RI)
17.80 .17 Free Outfall SI,BA (no Q: RI)
18.00 .18 Free Outfall SI,BA (no Q: RI)
18.20 4.48 Free Outfall RI,SI,BA
18.40 12.30 Free Outfall RI,SI,BA
18.60 22.43 Free Outfall RI,SI,BA
18.80 29.34 Free Outfall RIBA (no Q: SI)
19.00 30.17 Free Outfall RI,BA (no Q: SI)
19.20 30.98 Free Outfall RI,BA (no Q: SI)
19.40 31.78 Free Outfall RI,BA (no Q: SI)
19.60 32.54 Free Outfall RI,BA (no Q: SI)
19.80 33.30 Free Outfall RI,BA (no Q: SI)
20.00 34.03 Free Outfall RI,BA (no Q: SI)
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:28 PM Date: 8/20/2007

SAN RIO-PHASE II WATER QUALITY VOLUME B.R.FINCH,PE
WDL-07020 SWMF#1 9/20/2007
Determination of Water Quality Volume(WQv)
WQv = (p)(R v)(A)/12
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(I)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A= 4.56 acres
Impervious area= 2.32 acres
Percent impervious cover,I= 50.9 %
Rainfall,P= 1.0 inches
Calculated values:
Rv= 0.51
WQv= 0.19 acre-ft
= 8407 cf.
Determination of WQ Volume Elevation
Input data:
==>Stage-Storage Function(Above NWSE)
Ks= 20230
b= 1.1085
Zo= 15
Calculated values:
WQV Storage Depth = 0.45 ft
WQV Elevation = 15.45 ft
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#1 B.R.FINCH,PE
WDL-07020 Below NWSE 8/20/2007
Stage-Storage Function-Below Normal Pool
I
Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
8.0 0.0 3962
9.0 1.0 5180 4571 4571 4571 1.06
10.0 2.0 6547 5864 5864 10435 1.94
11.0 3.0 8053 7300 7300 17735 2.85
12.0 4.0 9701 8877 8877 26612 3.82
13.0 5.0 11493 10597 10597 37209 4.88
14.0 6.0 15440 13467 13467 50675 6.10
15.0 7.0 19553 17497 17497 68172 7.57
Storage vs.Stage
80000
70000 •
-
60000-
y=4207.6x1•3756
1 50000-
0 R2=0.9941
w 40000-
e
a 30000-
20000-
10000-
0 I I I
0.0 2.0 4.0 6.0 8.0
Stage(feet)
K5= 4207.6
b= 1.3756
1 OF 3

SAN RIO PHASE II Stormwater Management Facility#1 B.R.FINCH,PE
WDL-07020 Forebay 8/20/2007
Stage-Storage Function-Forebay 1 (North)
1
Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour . Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
8.0 0.0 349
9.0 1.0 675 512 512 512 1.05
10.0 2.0 1079 877 877 1389 1.91
11.0 3.0 1563 1321 1321 2710 2.85
12.0 4.0 2125 1844 1844 4554 3.89
13.0 5.0 2767 2446 2446 7000 5.04
14.0 6.0 4045 3406 3406 10406 6.38
Storage vs.Stage
12000
10000-
8000- y=469.55x1'8713
Rz=0.9947
a) 6000-
E
N 4000-
2000-
0 I I 1 I I I
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage(feet)
Ks= 469.55
b= 1.6713
2 OF 3

SAN RIO PHASE If Stormwater Management Facility#1 B.R.FINCH,PE
WDL-07020 Volume Check 9/20/2007
WATER OUALITY POND DESIGN
]X'• tIltFA:ct-444A, P.
Impervious Area= 2.32 acres
Drainage Area= 4.56 acres
%Impervious= 51%
Average Depth=(V/SA)at normal pool
SA= 19553 feet
V= 68172
Average Depth= 3.49 ft.
From the NCDENR Stormwater BMP Manual,the required SA/DA ratio==>
3.0 3.49 3.5
Lower Boundary=> 50.0 5.60 5.00
Site%impervious=> 50.9 5.72 5.10 5.09
Upper Boundary=> 60.0 7.00 6.00
Area Required= 10140 sq.ft.
Area Provided= 19553 sq.ft. OK
4 POli**** 4004
Per NCDENR"Stormwater Best Management Practices",the forebay volume should equal about 20%of the total
basin volume.
A. Water Quality Pond-Below Normal Pool
Volume= 68172 ft3
B.Forebay Volume
Volume= 10406 ft3
%Forebay= 15%
1 OF 1

SAN RIO PHASE II DRAWDOWN SIPHON DESIGN B.R. FINCH,P.E.
WDL-07020 SWMF#1 9/20/2007
Inverted Siphon Design Sheet
D siphon = 2 inches
No. siphons = 1
Ks= 20230
b= 1.1085
Cd siphon = 0.60
Normal Pool Elevation = 15.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert= 15.00 feet
WSEL Vol.Stored Siphon Flow Avg. Flow Incr.Vol. Incr.Time
(feet) (cfl (cfs) ( ) (cf) (sec)
15.453 8407 0.064
15.413 7596 0.060 0.062 811 13084
15.374 6793 0.057 0.058 803 13752
15.334 5999 0.053 0.055 794 14558
15.294 5216 0.048 0.050 783 15560
15.255 4444 0.043 0.046 772 16854
15.215 3685 0.038 0.041 759 18625
15.176 2941 0.032 0.035 744 21276
15.136 2215 0.022 0.027 726 26768
15.096 1512 0.013 0.018 703 39348
15.057 841 0.006 0.010 671 69280
Drawdown Time= 2.88 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice= 0.185 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -2.0" inverted siphon= 0.022 ft2
Q= 0.0452 cfs
Drawdown Time=Volume/Flowrate/86400(sec/day)
Drawdown Time= 2.15 days
(Conclusion : Use 1 -2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.5 days.

ABE VOLUME CALCULATORS, PYRAMIDLONG Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE" button.
A r
WIDTH1(W1) LENGTH1(L1) WIDTH2 LENGTH2 HEIGHT VOLUME
(W2) (L2) (h)
7.8 7.2 3.5 2.7 2 59.09812488554511
The answer that you can copy for other use 59.09812488554511
I CALCULATE RESET
SELECT ANOTHER SHAPE
Go to Unit Conversion Page
http://www.abe.msstate.edu/—fto/tools/vo1/pyramidlong.html 9/20/2007

SAN RIO PHASE II SWMF#1 J. SPICER,EI
WDL-07020 9/20/2007
Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data=>
Inside length of riser= 4.00 feet
Inside width of riser= 4.00 feet
Wall thickness of riser= 6.00 inches
Base thickness of riser= 8.00 inches
Base length of riser= 5.00 feet
Base width of riser= 5.00 feet
Inside height of Riser= 4.00 feet
Concrete unit weight= 142.0 PCF Node: NC Products lists unit 1.14.of
OD of barrel exiting manhole= 31.50 inches manhole concrete at 142 PCF.
Size of drain pipe(if present)= 8.0 inches
Size of siphon(if present)= 2.0 inches
Trash Rack water displacement= 59.10 CF
Concrete Present in Riser Structure—
Total amount of concrete:
Base of Riser= 16.667 CF
Riser Walls= 36.000 CF
Adjust for openings:
Opening for barrel= 2.706 CF
Opening for drain pipe and siphon= 0.185 CF
Total Concrete present,adjusted for openings= 49.775 CF
Weight of concrete present= 7068 lbs
Amount of water displaced by Riser Structure=>
Displacement by concrete= 49.775 CF
Displacement by open air in riser= 64.000 CF
Displacement by trash rack= 59.100 CF
Total water displaced by riser/barrel structure= 172.875 CF
Weight of water displaced= 10787 lbs
Calculate amount of concrete to be added to ricer
Safety factor to use= 1.25 (recommend 1.15 or higher)
Must add= 6416 lbs concrete for buoyancy
Concrete unit weight for use= 142 PCF(note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant,with safety factor applied= 63.68 PCF
Therefore,must add= 100.757 CF of concrete
Standard based described above= 16.667 CF of concrete
Therefore,base design must have= 117.423 CF of concrete

SAN RIO PHASE II SWMF#1 J. SPICER,EI
WDL-07020 9/20/2007
Calculate size of base for riser assembly—
Length= 8.000 feet
Width= 8.000 feet
Thickness= 24.0 inches
Concrete Present= 128.000 CF OK
Check validity of base as designed
Total Water Displaced= 284.209 CF
Total Concrete Present= 161.109 CF
Total Water Displaced= 17735 lbs
Total Concrete Present= 22877 lbs
Actual safety factor= 1.29 OK
Results of design
Base length= 8.00 feet
Base width= 8.00 feet
Base Thickness= 24.00 inches
CY of concrete total in base= 4.74 CY
Concrete unit weight in added base> 142 PCF

SAN RIO—PHASE 2 J.ALDRIDGE,EI
WDL-07020 8/21/2007
Velocity Dissipator— SWIM' #1
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe,assuming the Manning's roughness number is
constant over the entire length of the pipe.
Flow Qio(cfs)= 1.00
Slope S (%)= 1.14
Pipe Diameter Do(in)=24
Manning's`n'=0.013
Flow Depth(ft)=0.28
Outlet Velocity(fps)=3.79
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Diameter(ft)=2.00
Outlet Velocity(fps)=3.79
Apron Length(ft)=8.00
d50 Stone Thickness
(inches) Class (inches)
3 A 9
6 B 22
13 B or l 22
23 2 27
Width=La+Do
Width=8+2
Width(ft)= 10
Use NCDOT Class 'A' Rip Rap
d50 =4"
8'L x 10'W x 9"Thick

SAN RIO-PHASE 2 SWMF#1 B.R.FINCH,PE
WDL-07020 8/21/2007
LEVEL SPREADER DESIGN CALCULATIONS
Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non-erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip. The level spreader length
should be designed such that during the 25-year storm event, an non-erosive velocity(in this case,
5 feet per second maximum) is released from the level spreader into the vegetated filter strip. The
required level spreader length can be computed using the weir equation:
Level Spreader Length Calculation=_>
25-Year Storm Peak Flowrate, Q25= 2 cfs
Weir Coefficient, Cw= 3.0
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Corresponding Driving Head on Level Spreader, H = 6 inches
Required Level Spreader Length= 2 feet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non-erosive velocity is
released from the level spreader into the vegetated filter strip. The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA:
25-Year Storm Peak Flowrate, Q25= 2 cfs
Design Level Spreader Length = 10 feet
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Flow Area(Level Spreader L*2/3*H)= 3 square feet
Computed Level Spreader Exit Velocity= 0.60 feet/second

HMS * Summary of Results for Pond #1
Project : 2007-08-23 WDL-07020 Run Name : Post Ql
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 1-Year
Execution Time : 24Aug07 1102 Control Specs : 1-min dT
Computed Results
Peak Inflow : 8.9004 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1305
Peak Outflow : 0.11049 (cfs) Date/Time of Peak Outflow : 02 Jan 01 0100
Total Inflow : 1.79 (in) Peak Storage : 0.57318(ac-ft)
Total Outflow : 0.28 (in) Peak Elevation : 16.210(ft)

HMS * Summary of Results for Pond #1
Project : 2007-08-23 WDL-07020 Run Name : Post - 010
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 10-Year
Execution Time : 24Aug07 1103 Control Specs : 1-min dT
Computed Results
Peak Inflow : 22.901 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 0.30727 (cfs) Date/Time of Peak Outflow : 01 Jan 01 2329
Total Inflow : 4.69 (in) Peak Storage : 1.5734(ac-ft)
Total Outflow : 0.54 (in) Peak Elevation : 18.006(ft)

HMS * Summary of Results for Pond #1
Project : 2007-08-23 WDL-07020 Run Name : Post - Q25
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 25-Year
Execution Time : 24Aug07 1217 Control Specs : 1-min dT
Computed Results
Peak Inflow : 37.960 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 2.1930 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1409
Total Inflow : 6.45 (in) Peak Storage : 1.6243(ac-ft)
Total Outflow : 2.29 (in) Peak Elevation : 18.094(ft)

SWMF #2 - FINAL DESIGN
SAN RIO-PHASES 1B&2A
WDL-07020

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PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STOR.MWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopies for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION(please complete the following information):
Project Name: San Rio -Phase 2A
Contact Person: Brandon R. Finch Phone Number (919) 361-5000
For projects with multiple basins, specify which basin this worksheet applies to: Pond#2
elevations
Basin Bottom Elevation 9.0 ft. (floor of the basin)
rmanent Pool Elevation 15.0 ft. (elevation of the orifice)
Temporary Pool Elevation 18.2 ft. (elevation of the discharge structure overflow)
i lSE%.- 16.40 Pr (wow QuAUTy VoLuNre_Gt G vaT,crl,
areas
Permanent Pool Surface Area 19,560 sq. ft. (water surface area at the orifice elevation)
Drainage Area 3.45 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.08 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 58,579 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 122,675 cu. ft. (volume detained above the permanent pool)
Forebay Volume 14,638 cu. ft. (approximately 20%of total volume)
(" tµ sIoWME ` ;422. CIA.Fr: ( MU— QUALM/ VOL-ilKE)
other parameters
SA/DA1 7.03 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 1.5 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.0 in.
Design TSS Removal2 90 % (minimum 85%required))
FORM SWU-102 Rev 3.99 PAGE 1 OF 4

Footnotes:
1. When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2. In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal THE NCDENR BMP manual provides design tables flat-both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February, 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
BRF a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
BRF b. The forebay volume is approximately equal to 20% of the basin volume.
BRF c. The temporary pool controls runoff from the design storm event.
BRF d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
N/A calculations).
BRF f. The basin length to width ratio is greater than 3:1.
BRF g. The basin side slopes above the permanent pool are no steeper than 3:1.
BRF h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
BRF i. Vegetative cover above the permanent pool elevation is specified.
BRF j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest
BRF right-of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
BRF basin is specified prior to use as a wet detention basin.
BRF m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) n does ® does not incorporate a vegetated filter at the outlet.
This system (check one) ❑ does ® does not incorporate pretreatment other than a forebay.
FORM SWU-102 Rev 3.99 PAGE 2 OF 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately,re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth(see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.50 feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads 4.50 feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 15.0
A A
Sediment emoval El. 10.5 75%
♦ Sediment Removal Elevation 10.5 75%
1 Bottom evation 9.0 25V
♦ Bottom Elevation 9.0 25%
♦
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
FORM SWU-102 Rev 3.99 PAGE 3 OF 4

7. All components of the wet detention basin system shall be maintained in good working order.
' acknowledge and agree by my signature below that I am responsible for the performance of the seven
.iaintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Nathan D.Benson
Title: Manager-Sandler at Shallotte,LLC
Address: 448 Viking Drive-Suite 220 Virginia Beach,VA 23452
Phone: [phone]
Signature ---z.---
Date: v 0 v A \ 0 0-
�)
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
I, `,`, O r` ,,e, a Notary Public for the State of 1 roll ia.
Cty-o {�. .. i>c
G� b . vYrgini�t ,do hereby certify that �;e1 -�,�� r�.�,c:�
- personally-appea before me this \5-0,, day of vo s. s - ,200 7 and acknowledge the due
'xeoution of the forgoing wet detention basin maintenance requir ments. Witness my hand and official seal,
/1 i
l 11ds a.. . ,\1rt s
.:-: . Linda J.Todd
Commonwealth of Virginia
Notary Public
:,:'.,, Commission No.2f055d
' ., __ . My Commission Expires 0713'12010
SEAL
My commission expires: Q i- t-(0
Y
FORM SW U-I 02 Rev 3.99 PAGE 4 OF 4

SAN RIO PHASE II SWMF#2 B.R.FINCH,PE
WDL-07020 8/20/2007
Stage-Storage Function
Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (CF)
15.0 0.0 19,560
16.0 1.0 21,482 20521 20521 20521 1.01
17.0 2.0 23,461 22472 22472 42993 1.97
18.0 3.0 25,496 24479 24479 67471 2.96
19.0 4.0 27,588 26542 26542 94013 4.00
20.0 5.0 29,736 28662 28662 122675 5.08
Storage vs.Stage
140000
120000—
100000— y=20247x1'1085
Rz=0.9995
Si 80000—
60000—
•
40000—
20000—
0 I I I I I
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage(feet)
Ks= 20247
b= 1.1085

SAN RIO PHASE II SWMF#2 B.R.FINCH,PE
WDL-07020 8/20/2007
=>Stage-Storage Function
Ks= 20247
b= 1.1085
Zo= 15.00
Elevation Storage
[feet] [cf] [acre-feet]
15.00 0 0.000
15.20 3401 0.078
15.40 7332 0.168
15.60 11493 0.264
15.80 15810 0.363
16.00 20247 0.465
16.20 24782 0.569
16.40 29400 0.675
16.60 34090 0.783
16.80 38845 0.892
17.00 43657 1.002
17.20 48522 1.114
17.40 53435 1.227
17.60 58393 1.341
17.80 63392 1.455
18.00 68430 1.571
18.20 73505 1.687
18.40 78615 1.805
18.60 83757 1.923
18.80 88931 2.042
19.00 94133 2.161
19.20 99365 2.281
19.40 104623 2.402
19.60 109908 2.523
19.80 115217 2.645
20.00 120550 2.767

Type. . . . Outlet Input Data Page 1.01
Name. . . . Pond #2
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 15.00 ft
Increment = .20 ft
Max. Elev.= 20.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Inlet Box RI ---> BA 18.200 20.000
Orifice-Circular SI ---> BA 15.000 20.000
Culvert-Circular BA ---> TW 10.500 20.000
TW SETUP, DS Channel
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.02
Name. . . . Pond #2
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
# of Openings = 1
Invert Elev. = 18.20 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = SI
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 15.00 ft
Diameter = .1250 ft
Orifice Coeff. _ .600
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.03
Name. . . . Pond #2
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 10.50 ft
Dnstream Invert = 10.00 ft
Horiz. Length = 77.00 ft
Barrel Length = 77.00 ft
Barrel Slope - .00649 ft/ft
OUTLET CONTROL DATA. . .
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .012411 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence - .001 +/- ft
INLET CONTROL DATA. . .
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Ti ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Ti & T2. . .
At Ti Elev = 12.81 ft ---> Flow = 15.55 cfs
At T2 Elev = 13.11 ft ---> Flow = 17.77 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.04
Name. . . . Pond #2
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES. . ,
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/20/2007

Type. . . . Composite Rating Curve Page 1.11
Name. . . . Pond #2
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
15.00 .00 Free Outfall (no Q: RI,SI,BA)
15.20 .02 Free Outfall SI,BA (no Q: RI)
15.40 .03 Free Outfall SI,BA (no Q: RI)
15.60 .04 Free Outfall SI,BA (no Q: RI)
15.80 .05 Free Outfall SI,BA (no Q: RI)
16.00 .06 Free Outfall SI,BA (no Q: RI)
16.20 .06 Free Outfall SI,BA (no Q: RI)
16.40 .07 Free Outfall SI,BA (no Q: RI)
16.60 .07 Free Outfall SI,BA (no Q: RI)
16.80 .08 Free Outfall SI,BA (no Q: RI)
17.00 .08 Free Outfall SI,BA (no Q: RI)
17.20 .09 Free Outfall SI,BA (no Q• RI)
17.40 .09 Free Outfall SI,BA (no Q: RI)
17.60 .09 Free Outfall SI,BA (no Q: RI)
17.80 .10 Free Outfall SI,BA (no Q: RI)
18.00 .10 Free Outfall SI,BA (no Q: RI)
18.20 .10 Free Outfall SI,BA (no Q: RI)
18.40 4.40 Free Outfall RI,SI,BA
18.60 12.25 Free Outfall RI,SI,BA
18.80 22.42 Free Outfall RI,SI,BA
19.00 34.44 Free Outfall RI,SI,BA
19.20 42.74 Free Outfall RI,BA (no Q: SI)
19.40 43.31 Free Outfall RI,BA (no Q: SI)
19.60 43.89 Free Outfall RI,BA (no Q: SI)
19.80 44.45 Free Outfall RI,BA (no Q: SI)
20.00 45.00 Free Outfall RI,BA (no Q: SI)
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/20/2007

SAN RIO-PHASE 1 WATER QUALITY VOLUME B.R.FINCH,PE
WDL-07010 SWMF#1 9/20/2007
Determination of Water Quality Volume{WQ>v)
WQ v =(P)(R v)(A)/12
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(I)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A= 3.45 acres
Impervious area= 2.08 acres
Percent impervious cover,I 60.3 %
Rainfall,P 1.0 inches
Calculated values:
Rv= 0.59
WQv= 0.17 acre-ft
= 7422 cf.
Determination of WQ Volume Elevation
Input data:
==>Stage-Storage Function(Above NWSE)
Ks= 20247
b= 1.1085
Zo= 15
Calculated values:
WQV Storage Depth = 0.40 ft
WQV Elevation = 15.40 ft
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#2 B.R.FINCH,PE
WDL-07020 Below NWSE 8/20/2007
Stage-Storage Function-Below Normal Pool
Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
9.0 0.0 3316
10.0 1.0 4949 4133 4133 4133 1.05
11.0 2.0 6959 5954 5954 10087 1.93
12.0 3.0 8963 7961 7961 18048 2.86
13.0 4.0 11133 10048 10048 28096 3.87
14.0 5.0 15137 13135 13135 41231 5.03
15.0 6.0 19560 17349 17349 58579 6.39
Storage vs.Stage
70000
60000-
50000- 14874
C y=3853.5x
40000- Rz=0.9951
I
20000-
10000-
0 ---- -- I I I t I -
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage(feet)
1Cs= 3853.5
b= 1.4674
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#2 B.R.FINCH,PE
WDL-07020 Forebay 8/20/2007
Stage-Storage Function-Forebay
i
Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
9.0 0.0 467
10.0 1.0 1221 844 844 844 1.03
11.0 2.0 2281 1751 1751 2595 1.94
12.0 3.0 3306 2794 2794 5389 2.93
13.0 4.0 4393 3850 3850 9238 3.98
14.0 5.0 6406 5400 5400 14638 5.17
Storage vs.Stage
16000
14000-
12000 — y=806.8x1164'
R2=0.998
V 10000
co 8000
E
N 6000
4000
2000
0 I 1 1 1 1
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage(feet)
%s= 806.8
b= 1.7647
•
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#2 J.C.SPICER,El
WDL-07020 Volume Check 9/20/2007
WATER QUALITY POND DESIGN
!aril AREA CHECK
Impervious Area= 2.08 acres
Drainage Area= 3.45 acres
%Impervious= 60%
Average Depth=(V/SA)at normal pool
SA= 19560 feet
V= 58579
Average Depth= 3.0 ft.
From the NCDENR Stormwater BMP Manual,the required SA/DA ratio==>
3.0 3.0 3.5
Lower Boundary=> 60.0 7.00 6.00
Site%impervious-_ 60.3 7.03 7.03 6.03
Upper Boundary=> 70.0 8.10 7.00
Area Required= 10568 sq.ft.
Area Provided= 19560 sq.ft. OK
Per NCDENR"Stormwater Best Management Practices",the forebay volume should equal about 20%of the total
basin volume.
A. Water Quality Pond-Below Normal Pool
Volume 58579 ft3
B.Forebay Volume
Volumc= 14638 ft3
%Forebay= 25%
1 OF 1

SAN RIO PHASE II DRAWDOWN SIPHON DESIGN B.R. FINCH, P.E.
WDL-07020 SWMF#2 9/20/2007
Inverted Siphon Design Sheet
D siphon = 1.5 inches
No. siphons = 1
Ks= 20247
b= 1.1085
Cd siphon = 0.60
Normal Pool Elevation = 15.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert= 15.00 feet
WSEL Vol.Stored Siphon Flow Avg. Flow Incr.Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
15.404 7422 0.034
15.369 6705 0.033 0.034 716 21326
15.334 5997 0.031 0.032 709 22363
15.298 5296 0.029 0.030 701 23602
15.263 4605 0.026 0.028 692 25124
15.228 3923 0.024 0.025 682 27059
15.192 3253 0.021 0.023 670 29645
15.157 2596 0.018 0.020 657 33375
15.121 1955 0.014 0.016 641 39704
15.086 1335 0.008 0.011 621 54888
15.051 742 0.004 0.006 593 96642
Drawdown Time= 4.33 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice= 0.171 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 - 1.5" inverted siphon = 0.012 ft2
Q = 0.0244 cfs
Drawdown Time=Volume/Flowrate/86400 (sec/day)
Drawdown Time= 3.52 days
Conclusion : Use 1 - 1.5" Diameter PVC Inverted Siphon to drawdown the accumulated
1 _ volume from the 1.0 " storm runoff, with a required time of about 4 days.

ABE VOLUME CALCULATORS, PYRAMIDLONG Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AN.D LENGTHS
Enter all known values in the form below and press the "CALCULATE" button.
A kir
WIDTHI(WL) LENGTH1(LI) WIDTH2 LENGTH2 HEIGHT VOLUME
(W2) (L2) (h)
7 7 2.6 2.6 2 49.30666666666666E
The answer that you can copy for other usel 49.30666666666666E
CALCULATE RESET I
SELECT ANOTHER SHAPE
Go to Unit Conversion Page
http://www.abe.msstate.edu,Lfto/tools/vol/pyramidlong.html 9/20/2007

SAN RIO PHASE II SWMF#2 J. SPICER,EI
WDL-07020 9/20/2007
Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data=>
Inside length of riser= 4.00 feet
Inside width of riser= 4.00 feet
Wall thickness of riser= 6.00 inches
Base thickness of riser= 8.00 inches
Base length of riser= 5.00 feet
Base width of riser= 5.00 feet
Inside height of Riser= 7.70 feet
Concrete unit weight= 142.0 PCF Note: NC Products lists unit tiNt.of
OD of barrel exiting manhole= 31.50 inches manhole concrete at 142 PCF.
Size of drain pipe(if present)= 8.0 inches
Size of siphon(if present)= 1.5 inches
Trash Rack water displacement= 49.30 CF
Concrete Present in Riser Structure=>
Total amount of concrete:
Base of Riser= 16.667 CF
Riser Walls= 69.300 CF
Adjust for openings:
Opening for barrel= 2.706 CF
Opening for drain pipe and orifice= 0.181 CF
Total Concrete present,adjusted for openings= 83.080 CF
Weight of concrete present= 11797 lbs
Amount of water displaced by Riser Structure >
Displacement by concrete= 83.080 CF
Displacement by open air in riser= 123.200 CF
Displacement by trash rack= 49.300 CF
Total water displaced by riser/barrel structure= 255.580 CF
Weight of water displaced= 15948 lbs
Calculate amount of concrete to be added to riser=>
Safety factor to use= 1.25 (recommend 1.15 or higher)
Must add= 8138 lbs concrete for buoyancy
Concrete unit weight for use= 142 PCF(note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant,with safety factor applied= 63.68 PCF
Therefore, must add= 127.793 CF of concrete
Standard based described above= 16.667 CF of concrete

SAN RIO PHASE II SWMF#2 J. SPICER,EI
WDL-07020 9/20/2007
Therefore,base design must have= 144.460 CF of concrete
Calculate size of base for riser assembly=>
Length= 8.000 feet
Width= 8.000 feet
Thickness= 28.0 inches
Concrete Present= 149.333 CF OK
Check validity of base as designed—
Total Water Displaced= 388.247 CF
Total Concrete Present= 215.747 CF
Total Water Displaced= 24227 lbs
Total Concrete Present= 30636 lbs
Actual safety factor= 1.26 OK
Results of design
Base length= 8.00 feet
Base width= 8.00 feet
Base Thickness= 28.00 inches
CY of concrete total in base= 5.53 CY
Concrete unit weight in added base>= 142 PCF

SAN RIO—PHASE 2 J.ALDRIDGE,EI
WDL-07020 9/20/2007
Velocity Dissipator— SWW ##2
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe,assuming the Manning's roughness number is
constant over the entire length of the pipe.
Flow Qio(cfs)=1.00
Slope S(%)=0.65
Pipe Diameter Do(in)=24
Manning's 'n'=0.013
Flow Depth(ft)=0.32
Outlet Velocity(fps)=3.11
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Diameter(ft)=2.00
Outlet Velocity(fps)=3.11
Apron Length(ft)=8.00
d50 Stone Thickness
(inches) Class (inches)
—> 3 A 9
6 B 22
13 Borl 22
23 2 27
Width=La+Do
Width=8+2
Width(ft)= 10
Use NCDOT Class 'A' Rip Rap
d50=4"
8'Lx10'Wx9"7ihiek

SAN RIO-PHASE 2 SWMF#2 B.R.FINCH,PE
WDL-07020 8/21/2007
LEVEL SPREADER DESIGN CALCULATIONS
Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non-erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip. The level spreader length
should be designed such that during the 25-year storm event, an non-erosive velocity(in this case,
5 feet per second maximum)is released from the level spreader into the vegetated filter strip. The
required level spreader length can be computed using the weir equation:
Level Spreader Length Calculation=_>
25-Year Storm Peak Flowrate, Q25= 1 cfs
Weir Coefficient, Cw= 3
Design Flow Depth on Level Spreader, 2/3*H = inches
Corresponding Driving Head on Level Spreader, H - 6 inches
Required Level Spreader Length= 1 feet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non-erosive velocity is
released from the level spreader into the vegetated filter strip. The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA:
25-Year Storm Peak Flowrate, Q25= 1 cfs
Design Level Spreader Length = _ feet
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Flow Area (Level Spreader L*2/3*H)= 3 square feet
Computed Level Spreader Exit Velocity= 0.30 feet/second

HMS * Summary of Results for Pond #2
Project : 2007-08-23 WDL-07020 Run Name : Post - Q1
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 1-Year
Execution Time : 24Aug07 1102 Control Specs : 1-min dT
Computed Results
Peak Inflow : 7.9310 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1305
Peak Outflow : 0.060000 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1615
Total Inflow : 2.11 (in) Peak Storage : 0.54743(ac-ft)
Total Outflow : 0.21 (in) Peak Elevation : 16.159(ft)

HMS * Summary of Results for Pond #2
Project : 2007-08-23 WDL-07020 Run Name : Post - Q10
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 10-Year
Execution Time : 24Aug07 1103 Control Specs : 1-min dT
Computed Results
Peak Inflow : 18.796 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 0.093739 (cfs) Date/Time of Peak Outflow : 02 Jan 01 0100
Total Inflow : 5.14 (in) Peak Storage : 1.3836(ac-ft)
Total Outflow : 0.33 (in) Peak Elevation : 17.675(ft)

HMS * Summary of Results for Pond #2
Project : 2007-08-23 WDL-07020 Run Name : Post - Q25
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 25-Year
Execution Time : 24Aug07 1217 Control Specs : 1-min dT
Computed Results
Peak Inflow : 30.531 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 0.58169 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1835
Total Inflow : 6.94 (in) Peak Storage : 1.7002(ac-ft)
Total Outflow : 1.06 (in) Peak Elevation : 18.222(ft)

SWMF #3 - FINAL DESIGN
SAN RIO-PHASES 1B&2A
WDL-07020

•
1SIDORIIW�W/l�QUA llir POND CCI iwK IIOl� -
1 Flin.
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Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopies for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION(please complete the following information):
Project Name: San Rio -Phase 2A
Contact Person: Brandon R. Finch Phone Number (919) 361-5000
For projects with multiple basins, specify which basin this worksheet applies to: Pond#3
elevations
Basin Bottom Elevation 2.0 ft. (floor of the basin)
".trmanent Pool Elevation 8.0 ft. (elevation of the orifice)
_:,mporary Pool Elevation 11.8 ft. (elevation of the discharge structure overflow)
I " WsE1. 9' .S1- (WATF - QURLrry VOLUKe._ E1-EYPr1lo1�)
areas //
Permanent Pool Surface Area 54,811 sq. ft. (water surface area at the orifice elevation)
Drainage Area 24.39 ac. (on-site and off-site drainage to the basin)
Impervious Area 13.28 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 225,304 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 431,326 cu. ft. (volume detained above the permanent pool)
Forebay Volume 51,005 cu. ft. (approximately 20%of total volume)
StoeN iOwKE 44,S13 Oa Pr (v4TE�Quilts-1 sioutrte-
other parameters
SA/DA1 4.65 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3.0 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.0 in.
Design TSS Removal2 90 % (minimum 85%required))
FORM SWU-102 Rev 3.99 PAGE 1 OF 4

Footnotes:
1. When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2. In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal THE NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February, 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
BRF a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
BRF b. The forebay volume is approximately equal to 20% of the basin volume.
BRF c. The temporary pool controls runoff from the design storm event.
BRF d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
N/A calculations).
BRF f. The basin length to width ratio is greater than 3:1.
BRF g. The basin side slopes above the permanent pool are no steeper than 3:1.
BRF h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
BRF i. Vegetative cover above the permanent pool elevation is specified.
BRF j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest
BRF right-of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
BRF basin is specified prior to use as a wet detention basin.
BRF m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system(check one) n does PI does not incorporate a vegetated filter at the outlet.
This system (check one) ❑ does Fl does not incorporate pretreatment other than a forebay.
FORM SWU-102 Rev 3.99 PAGE 2 OF 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth(see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 8.0
♦ A
Sediment emoval El.3.5 75%
Sediment Removal Elevation 3.5 75%
Bottom evation 2.0 25°/
Bottom Elevation 2.0 25%
.
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
FORM SWU-102 Rev 3.99 PAGE 3 OF 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
hanges to the system or responsible party.
Print name: Nathan D.Benson
Title: Manager- Sandler at Shallotte,LLC
Address: 448 Viking Drive- Suite 220 Virginia Beach,VA 23452
Phone: [phone]`I
Signature �� �---r
Date: �1`1�3 .- S b 0 7
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
•
Virginia`� ,a Notary Public for th State of - h
Coun�f--Cam. o irg ,do herebycertifythat aa��
�y �
personally appeared before me this \E-k--,k day of `( t,t ,20007 and acknowledge the due _
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
\i---4,4499-6"-861
Undo J.Todd
°'a Commonwealth of Vir4 inia
15; ' Notary Public
'.1 Commission No.210593
My Commission Expires 0713 12010
SEAL
My commission expires:
}
iRM SWU-102 Rev 3.99 PAGE 4 OF 4

SAN RIO PHASE II SWIM#3 B.R.FINCH,PE
WDL-07020 8/20/2007
Stage-Storage Function
i Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average ^Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (CF)
8.0 0.0 54,811
9.0 1.0 58,252 56532 56532 56532 1.02
10.0 2.0 61.745 59999 59999 116530 1.98
11.0 3.0 65,297 63521 63521 180051 2.95
12.0 4.0 68,910 _ 67104 67104 247155 3.95
13.0 5.0 72,765 70838 70838 317992 4.99
14.0 6.0 76,480 74623 74623 392615 6.05
1 ! 6.5 78,367 77424 38712 431326 6.60
Storage vs.Stage
500000
450000-
400000-
350000- y=55540x1088
u 300000- R2=0.9996
o) 250000-
e
S 200000-
N
150000-
100000-
50000- ✓-
0 I I I I I I -
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage(feet)
Ks= 55540
b= 1.086

SAN RIO PHASE II SWMF#3 B.R.FINCH,PE
WDL-07020 9/20/2007
_>Stage-Storage Function
Ks= 55540
b= 1.086
Zo= 8.00
Elevation Storage
[feet] [et] [acre-feet]
8.00 0 0.000
8.20 9672 0.222
8.40 20533 0.471
8.60 31892 0.732
8.80 43587 1.001
9.00 55540 1.275
9.20 67701 1.554
9.40 80039 1.837
9.60 92529 2.124
9.80 105155 2.414
10.00 117903 2.707
10.20 130761 3.002
10.40 143719 3.299
10.60 156771 3.599
10.80 169910 3.901
11.00 183130 4.204
11.20 196426 4.509
11.40 209793 4.816
11.60 223229 5.125
11.80 236729 5.435
12.00 250290 5.746
12.20 263909 6.059
12.40 277585 6.372
12.60 291314 6.688
12.80 305094 7.004
13.00 318924 7.321
13.20 332802 7.640
13.40 346725 7.960
13.60 360693 8.280
13.80 374704 8.602
14.00 388757 8.925
14.20 402850 9.248
14.40 416982 9.573
14.50 424062 9.735

Type. . . . Outlet Input Data Page 1.01
Name. . . . Pond #3
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
f
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 8.00 ft
Increment = .20 ft
Max. Elev.= 14.50 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Weir-XY Points ES ---> TW 12.200 14.500
Inlet Box RI ---> BA 11.800 14.500
Orifice-Circular SI ---> BA 8.000 14.500
Culvert-Circular BA ---> TW 7.000 14.500
TW SETUP, DS Channel
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:48 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.02
Name. . . . Pond #3
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-XY Points
# of Openings = 1
WEIR X-Y GROUND POINTS
X, ft Elev, ft
.00 14.50
6.90 12.20
36.90 12.20
43.80 14.50
Lowest Elev. = 12.20 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = RI
Structure Type = Inlet Box
# of Openings = 1
Invert Elev. = 11.80 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8 :0058 Time: 5:48 PM Date: 8/20/2007

Type. . . . Outlet Input Data Page 1.03
Name. . . . Pond #3
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 8.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:11 PM Date: 9/18/2007

Type. . . . Outlet Input Data Page 1.04
Name. . . . Pond #3
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 7.00 ft
Dnstream Invert = 6.50 ft
Horiz. Length = 46.00 ft
Barrel Length = 46.00 ft
Barrel Slope = .01087 ft/ft
OUTLET CONTROL DATA.. .
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. . .
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Ti & T2. . .
At Ti Elev = 10.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 10.90 ft ---> Flow = 48.97 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:48 PM Date: 0/20/2007

Type. . . . Outlet Input Data Page 1.05
Name. . . . Pond #3
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES. . .
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance .10 cfs
Max. Q tolerance = .10 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:48 PM Date: 8/20/2007

Type. . . . Composite Rating Curve Page 1.17
Name. . . . Pond #3
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
8.00 .00 Free Outfall (no Q: ES,RI,SI,BA)
8.20 .06 Free Outfall SI,BA (no Q: ES,RI)
8.40 .12 Free Outfall SI,BA (no Q: ES,RI)
8.60 .16 Free Outfall SI,BA (no Q: ES,RI)
8.80 .19 Free Outfall SI,BA (no Q: ES,RI)
9.00 .22 Free Outfall SI,BA (no Q: ES,RI)
9.20 .24 Free Outfall SI,BA (no Q: ES,RI)
9.40 .27 Free Outfall SI,BA (no Q: ES,RI)
9.60 .29 Free Outfall SI,BA (no Q: ES,RI)
9.80 .31 Free Outfall SI,BA (no Q: ES,RI)
10.00 .32 Free Outfall SI,BA (no Q: ES,RI)
10.20 .34 Free Outfall SI,BA (no Q: ES,RI)
10.40 .36 Free Outfall SI,BA (no Q: ES,RI)
10.60 .37 Free Outfall SI,BA (no Q: ES,RI)
10.80 .39 Free Outfall SI,BA (no Q: ES,RI)
11.00 .40 Free Outfall SI,BA (no Q: ES,RI)
11.20 .41 Free Outfall SI,BA (no Q: ES,RI)
11.40 .43 Free Outfall SI,BA (no Q: ES,RI)
11.60 .44 Free Outfall SI,BA (no Q: ES,RI)
11.80 .45 Free Outfall SI,BA (no Q: ES,RI)
12.00 6.90 Free Outfall RI,SI,BA (no Q: ES)
12.20 18.62 Free Outfall RI,SI,BA (no Q: ES)
12.40 41.98 Free Outfall ES,RI,SI,BA
12.60 75.22 Free Outfall ES,RI,SI,BA
12.80 112.72 Free Outfall ES,RI,BA (no Q: SI)
13.00 138.96 Free Outfall ES,RI,BA (no Q: SI)
13.20 169.03 Free Outfall ES,RI,BA (no Q: SI)
13.40 202.72 Free Outfall ES,RI,BA (no Q: SI)
13.60 239.89 Free Outfall ES,RI,BA (no Q: SI)
13.80 280.43 Free Outfall ES,RI,BA (no Q: SI)
14.00 324.28 Free Outfall ES,RI,BA (no Q: SI)
14.20 371.41 Free Outfall ES,RI,BA (no Q: SI)
14.40 421.75 Free Outfall ES,RI,BA (no Q: SI)
14.50 448.12 Free Outfall ES,RI,BA (no Q: SI)
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:12 PM Date: 9/18/2007

SAN RIO-PHASE II WATER QUALITY VOLUME B.R.FINCH,PE
WDL-07020 SWMF#3 9/20/2007
Determination of Water Quality Volume(WQ
WQ v = (p)(R v)(A)/12.
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(I)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A= 24.39 acres
Impervious area= 13.28 acres
Percent impervious cover,I= 54.4 %
Rainfall,P 1.0 inches
Calculated values:
Rv= 0.54
WQv= 1.10 acre-ft
= 47813 cf.
->Determination of WQ Volume Elevation
Input data:
==>Stage-Storage Function(Above NWSE)
Ks= 55540
b= 1.086
Zo= 8
Calculated values:
WQV Storage Depth= 0.87 ft
WQV Elevation = 8.87 ft
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#3 B.R. FINCH,PE
WDL-07020 Below NWSE 8/20/2007
Stage-Storage Function-Below Normal Pool
' Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
2.0 0.0 25625
3.0 1.0 28838 27232 27232 27232 1.03
4.0 2.0 32261 30550 30550 57781 1.96
5.0 3.0 36343 34302 34302 92083 2.91
6.0 4.0 40211 38277 38277 130360 3.92
7.0 5.0 47433 43822 43822 174182 5.02
8.0 6.0 54811 51122 51122 225304 6.25
Storage vs.Stage
250000
•
200000- y=26308x1'1722
R2=0.998
C) 150000-
$. 100000-
50000-
0 . I I I I I I
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage(feet)
K5= 26308
b= 1.1722
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#3 B.R.FINCH,PE
WDL-07020 Forebay 1 (North) 8/20/2007
Stage-Storage Function-Forebav 1 (North)
I Project Name: San Rio Phase II
Designer: B.R.Finch,PE
Job Number: WDL-07020
Date: 8/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) _ _ (SF)__ _ _ (SF) (CF) (CF) (feet)
2.0 0.0 6563
3.0 1.0 7692 7128 7128 7128 1.03
4.0 2.0 8979 8336 8336 15463 1.94
5.0 3.0 10862 9921 9921 25384 2.92
6.0 4.0 12469 11666 11666 37049 3.98
7.0 5.0 15443 13956 13956 51005 5.18
Storage vs.Stage
60000
50000-
y=6902.7x12159
40000- R2=0.9978
w 30000-
e
0
N 20000-
10000-
0 I I I I I
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage(feet)
Is= 6902.7
b= 1.2159
1 OF 1

SAN RIO PHASE II Stormwater Management Facility#3 B.R.FINCH,PE
WDL-07020 Volume Check 9/20/2007
WATER QUALITY POND DESIGN
SitittAet AtIA caxa AlfffiggiStriqt
Impervious Area= 13.28 acres
Drainage Area= 24.39 acres
%Impervious= 54%
Average Depth=(V/SA)at normal pool
SA= 54811 feet
V= 225304
Average Depth= 4.11 ft.
From the NCDENR Stormwater BMP Manual,the required SA/DA ratio==>
4.0 4.11 4.5
Lower Boundary=> 50.0 4.30 3.90
Site%impervious=> 54.4 4.74 4.6S 4.30
Upper Boundary=>' 60.0 5.30 4.80
Area Required= 49366 sq.ft.
Area Provided= 54811 sq.ft. OK
P4:441tArY4440441$10,... .. •
Per NCDENR"Stormwater Best Management Practices",the forebay volume should equal about 20%of the total
basin volume.
A. Water Quality Pond-Below Normal Pool
Volume= 225304 ft3
B.Forebay Volume
Volume= 51005 ft3
%Forebay= 23%
1 OF 1

SAN RIO PHASE II DRAWDOWN SIPHON DESIGN B.R. FINCH, P.E.
WDL-07020 SWMF#3 9/20/2007
Inverted Siphon Design Sheet
D siphon = 3 inches
No. siphons = 1
Ks= 55540
b= 1.086
Cd siphon = 0.60
Normal Pool Elevation = 8.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert= 8.00 feet
WSEL Vol. Stored Siphon Flow Avg. Flow Incr.Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
8.871 47813 0.204
8.794 43261 0.193 0.198 4552 22934
8.718 38747 0.182 0.187 4514 24089
8.641 34275 0.170 0.176 4473 25468
8.565 29848 0.156 0.163 4427 27159
8.488 25473 0.142 0.149 4375 29306
8.411 21157 0.126 0.134 4316 32164
8.335. 16909 0.108 0.117 4247 36261
8.258 12746 0.086 0.097 4164 42917
8.181 8689 0.052 0.069 4057 58941
8.105 4781 0.023 0.037 3908 105213
Drawdown Time= 4.68 days
By comparison, if calculated by the average head over the orifice(assuming
average head is half the total depth), the result would be:
Average driving head on orifice= 0.373 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -3.0"inverted siphon = 0.049 ft2
Q = 0.1444 cfs
Drawdown Time=Volume/ Flowrate/86400 (sec/day)
I Drawdown Time = 3.83 days
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4 days.

ABE VOLUME CALCULATORS,PYRAMIDLONG Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE" button.
a air
WIDTH 1(W 1) LENGTH 1(L 1) WIDTHS LENGTH2 HEIGHT VOLUME
(W2) (L2) (h)
10.33 9.66 5.85 5.3 2 124.2772156410085;
The answer that you can copy for other use 124.2772156410085;
CALCULATE I RESET]
SELECT ANOTHER SHAPE
Go to Unit Conversion Page
hiip://www.abe.msstate.edui—fio/tools/vol/pyramidlong.htmi 9/20/2007

SAN RIO PHASE II SWMF#3 J. SPICER,EI
WDL-07020 9/20/2007
Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data==>
Inside length of riser= 6.00 feet
Inside width of riser= 6.00 feet
Wall thickness of riser= 6.00 inches
Base thickness of riser= 8.00 inches
Base length of riser= 7.00 feet
Base width of riser= 7.00 feet
Inside height of Riser= 4.80 feet
Concrete unit weight= 142.0 PCF Note: NC Products lists unit wt.of
OD of barrel exiting manhole= 41.50 inches manhole concrcte at 142 PCF.
Size of drain pipe(if present)= 8.0 inches
Size of siphon(if present)= 3,0 inches
Trash Rack water displacement= 124.28 CF
Concrete Present in Riser Structure=>
Total amount of concrete:
Base of Riser= 32.667 CF
Riser Walls= 62.400 CF
Adjust for openings:
Opening for barrel= 4.697 CF
Opening for drain pipe and orifice= 0.199 CF
Total Concrete present,adjusted for openings= 90.171 CF
Weight of concrete present= 12804 lbs
Amount of water displaced by Riser Structure=>
Displacement by concrete= 90.171 CF
Displacement by open air in riser= 172.800 CF
Displacement by trash rack= 124.280 CF
Total water displaced by riser/barrel structure= 387.251 CF
Weight of water displaced= 24164 lbs
Calculate amount of concrete to be added to riser=>
Safety factor to use= 1.25 (recommend 1.15 or higher)
Must add= 17401 lbs concrete for buoyancy
Concrete unit weight for use= 142 PCF(note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant,with safety factor applied= 63.68 PCF
Therefore,must add• 273.262 CF of concrete
Standard based described above= 32.667 CF of concrete

SAN RIO PHASE II SWMF#3 J. SPICER,EI
WDL-07020 9/20/2007
Therefore,base design must have= 305.928 CF of concrete
Calculate size of base for riser assembly >
Length= 11.000 feet
Width= 11.000 feet
Thickness= 32.0 inches
Concrete Present= 322.667 CF OK
Check validity of base as designed
Total Water Displaced= 677.251 CF
Total Concrete Present= 380.171 CF
Total Water Displaced= 42260 lbs
Total Concrete Present= 53984 lbs
Actual safety factor— 1.28 OK
Results of design=>
Base length= 11.00 feet
Base width= 11.00 feet
Base Thickness= 32.00 inches
CY of concrete total in base= 11.95 CY
Concrete unit weight in added base>= 142 PCF

SAN RIO—PHASE 2 J.ALDRIDGE,EI
WDL-07020 8/21/2007
Velocity Dissipator— SWMF #3
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe,assuming the Manning's roughness number is
constant over the entire length of the pipe.
Flow Qio(cfs)=7.00
Slope S (%)= 1.09
Pipe Diameter Do(in)=36
Manning's`n'=0.013
Flow Depth(ft)=0.64
Outlet Velocity(fps)=6.45
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Diameter(ft)=3.00
Outlet Velocity(fps)=6.45
Apron Length(ft)= 18.00
d50 Stone Thickness
(inches) Class (inches)
3 A 9
-) 6 B 22 4.
13 B or l 22
23 2 27
Width=La+Do
Width=18+3
Width(ft)=21
Use NCDOT Class 'B' Rip Rap
d50= 8"
18'L x 21'W x 22"Thick

SAN RIO-PHASE 2 SWMF#3 B.R.FINCH,PE
WDL-07020 8/24/2007
LEVEL SPREADER DESIGN CALCULATIONS
Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non-erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip. The level spreader length
should be designed such that during the 25-year storm event, an non-erosive velocity(in this case,
5 feet per second maximum) is released from the level spreader into the vegetated filter strip. The
required level spreader length can be computed using the weir equation:
Level Spreader Length Calculation=_>
25-Year Storm Peak Flowrate, Q25= 37 cfs
Weir Coefficient, Cw= 3.0
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Corresponding Driving Head on Level Spreader, H = 6 inches
Required Level Spreader Length= 35 feet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non-erosive velocity is
released from the level spreader into the vegetated filter strip. The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA:
25-Year Storm Peak Flowrate, Q25= 35 cfs
Design Level Spreader Length = 35 feet
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Flow Area(Level Spreader L*2/3*H) = 12 square feet
Computed Level Spreader Exit Velocity= 3.01 feetisecond J

HMS * Summary of Results for Pond #3
Project : 2007-08-23 WDL-07020 Run Name : Post - Q1
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 1-Year
Execution Time : 18Sep07 1804 Control Specs : 1-min dT
Computed Results
Peak Inflow : 39.834 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1305
Peak Outflow : 0.32404 (cfs) Date/Time of Peak Outflow : 02 Jan 01 0100
Total Inflow : 1.51 (in) Peak Storage : 2.7665(ac-ft)
Total Outflow : 0.15 (in) Peak Elevation : 10.040(ft)

HMS * Summary of Results for Pond #3
Project : 2007-08-23 WDL-07020 Run Name : Post - Q10
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 10-Year
Execution Time : 18Sep07 1804 Control Specs : 1-min dT
Computed Results
Peak Inflow : 112.49 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1305
Peak Outflow : 7.3922 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1500
Total Inflow : 4.25 (in) Peak Storage : 5.7591(ac-ft)
Total Outflow : 1.56 (in) Peak Elevation : 12.008(ft)

HMS * Summary of Results for Pond #3
Project : 2007-08-23 WDL-07020 Run Name : Post - Q25
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 25-Year
Execution Time : 18Sep07 1809 Control Specs : 1-min dT
Computed Results
Peak Inflow : 190.54 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 36.658 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1328
Total Inflow : 5.96 (in) Peak Storage : 6.3007(ac-ft)
Total Outflow : 3.24 (in) Peak Elevation : 12.354(ft)

I
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FOR CONSTRUCTION
..MO MCADAMSJ

Permit No.
(to be provided by DW 2)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORM WATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopies for vse as an original
DWQ.Storrnwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin arid outlet
structure details.
I. PROJECT INFORMATION(please complete the following information):
Project Name: San Rio- Phase 1 B
Contact Person: Brandon R. Finch Phone Number (919) 361-5000
For projects with multiple basins,specify which basin this worksheet applies to: Phase 1B Amenity Pond
elevations
Basin Bottom Elevation 16.0 it. (floor of the basin)
Permanent Pool Elevation 22.5 R. (elevation of the orifice)
Temporary Pool Elevation 23.8 ft. (elevation of the discharge structure overflow)
W5E4- 22.b2' 1 NA7FiZQURe.i•iy Voi u14E. Eu.EVA-1Id
areas
Permanent Pool Surface Area 52,138 sq. ft. (water surface area at the orifice elevation)
Drainage Area 4.13 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.78 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 192,331 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 182,117 cu. ft. (volume detained above the permanent pool)
Forebay Volume 32,555 cu. ft. (approximately 20%of total volume)
(" SILVIA doe E (Q)5"4ci (Y100.12- &tia n/ Iou Hi)
other parameters
SA/DA' 4.21 (surface area to drainage area ratio•from DWQ table)
Diameter of Orifice 2.5 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.0 In.
r Design TSS Removal2 90 % (minimum 85%required))
FORM SWU-102 Rev 3.99 PAGE I OF 4

Footnotes:
1. When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value far non-
standard table entries.
2. in the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal THE NCDENR 13MP manual provides design tables for bath 85%TSS removal and 90%'rSS removal
II. REQIUIRED ITEMS CHECKLIST
The•following checklist outlines design requirements per the Stonnwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February, I999) and Administrative Code
Section: 15 A NCAC 211 .1008.
Initial in the space provided to indicate the following design requirements have been met•and supporting
documentation is attached. .if the•applicant has designated an agent in the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
13i2 a. The permanent pool depth is between 3 and b feet(required minimum of 3 feet.).
grit; b. The forebay volume is approximately equal to 20%of the basin volume.
gea' c. The temporary pool controls runoff from the design storm event. •}
gar d. The temporary pool draws down in 2 to 5-days.
e. If required, a 30-foot vegetative filter is provided•at the outlet(include non-erosive flow
tqA calculations).
oaf f. The basin length to width ratio is greater than 3:1.
BQ{ g. The basin side slopes above the permanent pool are no steeper than 3:1.
WIC -_ h. A submerged and vegetated perimeter shelf with a-slopeof 6:1 or less(show detail).
gi .__ i. Vegetative cover above the permanent pool elevation is specified.
6ti:C j. A trash rack or similar device is provided for both the overflow and orifice.
6wo l o,l gar lc. A. recorded drainage easement is provided for each basin including access to nearest
Nor Yid 124.400PCS, right-of-way.
I. If the basin is used for sediment and erosion control during construction,clean out of the
_ ge( basin is specified prior to use as a wet detention basin.
t30 in. A mechanism is specified which will drain the basin for maintenance or-an emergency.
III. WET DETENTION BASIN OPERATION.AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) .[ does does not incorporate a vegetated filter at the outlet.
This system(check one) I .1 does : El does not incorporate pretreatment other than a forebay.
FORM SWU-102 Rev 3.99 PAGE 2 OF 4

Maintenance activities shall be performed as follows:
'. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention'basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover,and general condition.
b. Check and clear the orifice-of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately,.re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches,and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75%of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention-basin or stream,etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.875 feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads 4.875 feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 22.5
Sediment temoval El. 17.625 75 0
Sediment Removal Elevation 17.625 75%
Bottom E evation 16.0 25° •
♦ Bottom Elevation 16.0 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
FORM SWU-102 Rev 3.99 PAGE 3 OF 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
i aintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Nathan D.Benson
Title: Manager-Sandler at Shallotte,LLC
Address: 448 Viking Drive-Suite 220 Virginia Beach,VA 23452
Phone: [phone]
Signature _.„6i y--
Date: \' -c i Q 0 0 7
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
I, 1.__\:vv Cl -, ,a Notary Public or the tate of
sty-of- Cam, •yy o . M 0,_t'7-each ,do hereby certify that K`�o, l�nv elvv5
personally appeared before me this -r• t:-- \., day of 4V\0 [ -°° i ,-2000-- and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
Vi11:149-'616/
. - 6 ,
0111111104
ti: tar
.. : ,.„,
.gin .
:::„
i4vrAm.07-,:4:,
SEAL
My commission expires: p`]-3 t- l 0
FORM SWU-l02 Rev 3.99 PAGE 4 OF 4

SAN RIO-PHASE 1 STAGE-STORAGE FUNCTION B.R.FINCH,PE
WDL-07010 Phase IB Amenity Pond 9/20/2007
Stage-Storage Function
Project Name: San Rio-Phase 1
Designer: B.R.Finch,PE
Job Number: WDL-07010
Date: 9/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
22.5 0.0 52138 --_
23.0 0.5 58094 55116 27558 27558 0.49
24.0 1.5 61397 59746 59746 87304 1.51
25.0 2.5 63814 62606 62606 149909 2.55
25.5 3.0 65018 64416 32208 182117 3.08
Storage vs.Stage
200000 -
180000 —
160000 — y=57125x10534
140000 — R2= 1
C.).1 120000 —
100000 -
S80000 —
H
60000 —
40000 —
20000 —
0 r I I I I I I
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage(feet)
K5= 57125
b= 1.0305

SAN RIO-PHASE 1 STAGE-STORAGE FUNCTION B.R.FINCH,PE
WDL-07010 Phase 1B Amenity Pond 9/20/2007
=>Stage-Storage Function
Ks= 57125
b= 1.0305
Zo= 22.5
Elevation Storage Worst Cse
[feet] [cf] [acre-feet] [acre-feet]
22.5 0 0.000 -
22.6 5325 0.122 -
22.8 16520 0.379 -
23 27965 0.642 -
23.2 39555 0.908 -
23.4 51248 1.176 -
23.6 63020 1.447 -
23.8 74859 1.719 0.000
24 86754 1.992 0.273
24.2 98697 2.266 0.547
24.4 110683 2.541 0.822
24.6 122708 2.817 1.098
24.8 134768 3.094 1.375
25 146860 3.371 1.653
25.2 158981 3.650 1.931
25.4 171130 3.929 2.210
25.5 177215 4.068 2.350

Type. . . . Outlet Input Data Page 1.01
Name. . . . SWMF #1
File. . . . X:\Projects\WDL\WDL-07010\Storm\Phase 1\Design Files\WDL07000REVISED.PPW
Title. . . Project Date: 5/29/2007
Project Engineer: Brandon R. Finch
Project Title: San Rio - Phase 1
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 22.50 ft
Increment = .20 ft
Max. Elev.= 25.50 ft
Spot Elevations, ft
22.50
25.50
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Weir-Rectangular WR ---> TW 24.000 25.500
Inlet Box RI ---> BA 23.800 25.500
Orifice-Circular OR ---> BA 22.500 25.500
Culvert-Circular BA ---> TW 21.200 25.500
TW SETUP, DS Channel
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:44 AM Date: 8/24/2007

Type. . . . Outlet Input Data Page 1.02
Name. . . . SWMF #1
File. . . . X:\Projects\WDL\WDL-07010\Storm\Phase 1\Design Files\WDL07000REVISED.PPW
Title. . . Project Date: 5/29/2007
Project Engineer: Brandon R. Finch
Project Title: San Rio - Phase 1
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 24.00 ft
Weir Length = 15.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID = RI
Structure Type = Inlet Box
# of Openings = 1
Invert Elev. = 23.80 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 22.50 ft
Diameter = .2080 ft
Orifice Coeff. _ .600
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:44 AM Date: 8/24/2007

Type. .. . Outlet Input Data Page 1.03
Name. . . . SWMF #1
File. . . . X:\Projects\WDL\WDL-07010\Storm\Phase 1\Design Files\WDL07000REVISED.PPW
Title. . . Project Date: 5/29/2007
Project Engineer: Brandon R. Finch
Project Title: San Rio - Phase 1
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 21.20 ft
Dnstream Invert = 21.00 ft
Horiz. Length = 36.00 ft
Barrel Length = 36.00 ft
Barrel Slope = .00556 ft/ft
OUTLET CONTROL DATA. . .
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .023225 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. . .
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Ti ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Ti & T2. . .
At Ti Elev = 22.65 ft ---> Flow = 4.80 cfs
At T2 Elev = 22.63 ft ---> Flow = 5.49 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:44 AM Date: 8/24/2007

Type. . . . Outlet Input Data Page 1.04
Name. . . . SWMF #1
File. . . . X:\Projects\WDL\WDL-07010\Storm\Phase 1\Design Files\WDL07000REVISED.PPW
Title. . . Project Date: 5/29/2007
Project Engineer: Brandon R. Finch
Project Title: San Rio - Phase 1
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES. . .
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:44 AM Date: 8/24/2007

Type. . . . Composite Rating Curve Page 1.11
Name. . . . SWMF #1
File. . . . X:\Projects\WDL\WDL-07010\Storm\Phase 1\Design Files\WDL07000REVISED.PPW
Title. . . Project Date: 5/29/2007
Project Engineer: Brandon R. Finch
Project Title: San Rio - Phase 1
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
22.50 .00 Free Outfall (no Q: WR,RI,OR,BA)
22.60 .01 Free Outfall OR,BA (no Q: WR,RI)
22.80 .07 Free Outfall OR,BA (no Q: WR,RI)
23.00 .10 Free Outfall OR,BA (no Q: WR,RI)
23.20 .13 Free Outfall OR,BA (no Q: WR,RI)
23.40 .15 Free Outfall OR,BA (no Q: WR,RI)
23.60 .16 Free Outfall OR,BA (no Q: WR,RI)
23.80 .18 Free Outfall OR,BA (no Q: WR,RI)
24.00 4.49 Free Outfall RI,OR,BA (no Q: WR)
24.20 12.54 Free Outfall WR,RI,BA (no Q: OR)
24.40 19.33 Free Outfall WR,RI,BA (no Q: OR)
24.60 27.98 Free Outfall WR,RI,BA (no Q: OR)
24.80 38.14 Free Outfall WR,RI,BA (no Q: OR)
25.00 49.59 Free Outfall WR,RI,BA (no Q: OR)
25.20 62.21 Free Outfall WR,RI,BA (no Q: OR)
25.40 75.89 Free Outfall WR,RI,BA (no Q: OR)
25.50 83.10 Free Outfall WR,RI,BA (no Q: OR)
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:45 AM Date: 8/24/2007

SAN RIO-PHASE 1 WATER QUALITY VOLUME B.R.FINCH,PE
WDL-07010 Phase 1B Amenity Pond 9/20/2007
Determination of Water Quality Volume(WQ
WQ v =(P)(R v)(A)/12
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(I)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A— 4.13 acres
Impervious area= 1.78 acres
Percent impervious cover,I= 43.2 %
Rainfall,P= 1.0 inches
Calculated values:
Rv= 0.44
WQv= 0.15 acre-ft
= 6579 cf.
Determination of WQ Volume Elevation
Input data:
==>Stage-Storage Function(Above NWSE)
Ks= 57125
b= 1.0305
Zo= 22.5
Calculated values:
WQV Storage Depth = 0.12 ft
WQV Elevation = 22.62 ft
1 OF 1

SAN RIO-PHASE 1 PHASE IB AMENITY POND B.R.FINCH,PE
WDL-07010 9/20/2007
Stage-Storage Function-Below Normal Pool
Project Name: San Rio-Phase 1
Designer B.R.Finch,PE
Job Number: WDL-07010
Date: 9/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
16.0 0.0 15395
17.0 1.0 18687 17041 17041 17041 1.05
18.0 2.0 22181 20434 20434 37475 1.94
19.0 3.0 25892 24037 24037 61512 2.85
20.0 4.0 31133 28513 28513 90024 3.83
21.0 5.0 37500 34317 34317 124341 4.92
22.0 6.0 48275 42888 42888 167228 6.19
22.5 6.5 52138 50207 25103 192331 6.89
Storage vs.Stage
250000
200000- •
L::: Y=
R50000-
0 I I I I
I I
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stalls PO
Ks= 15925
b= 1.2904
1 OF 1

SAN RIO-PHASE 1 PHASE 1B AMENITY POND B.R.FINCH,PE
WDL-07010 9/20/2007
Stage-Storage Function-Forebay#1
i
Project Name: San Rio-Phase 1
Designer: B.R.Finch,PE
Job Number: WDL-07010
Date: 9/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
16.0 0.0 1988
17.0 1.0 2670 2329 2329 2329 1.06
18.0 2.0 3457 3064 3064 5393 1.93
19.0 3.0 4367 3912 3912 9305 2.84
20.0 4.0 5239 4803 4803 14108 3.83
21.0 5.0 6351 5795 5795 19903 4.89
22.0 6.0 9372 7862 7862 27764 6.20
22.5 6.5 9790 9581 4791 32555 6.94
Storage vs.Stage
35000
• I
30000-
25000- Y=2145.9x1A°34
g; R2=0.9943
ts
20000-1
15000-
X.
10000-
5000 -
0 I I I I 1 I
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage(feet)
Ka= 2145.9
b a 1.4034
1 OF 1

SAN RIO-PHASE 1 PHASE 113 AMENITY POND B.A.FINCH,PE
WDL-07010 9/20/2007
WATER QUALITY POND DESIGN
#01t44Y.VOLUMEOP4t ' ---
Per NCDENR"Stormwater Best Management Practices",the forebay volume should equal about 20%of the total
basin velume.
Total Volume Below NWSE= 192331 cf
Forebay Volume= 32555 cf
%Forelbay= 17%
44040:44.::.:01tPig
Impervious Area= 1.78 acres
Drainage Area= 4.13 acres
%Impervious= 43.2%
Total Below NP Volume= 192331 cf
Surface Area= 52138 sf
Average Depth= 3.7 ft
From the NCDENR Stormwater BMP Handbook(4/99),the required SA/DA ratio for 90%TSS Removal
is as follows:
3.5 3.7 4.0
Lower Boundary=> 40.0 4.00 3.50
Site%impervious=> 43.2 4.32 4.21 3.76
Upper Boundary=> 50.0 5.00 4.30
Area Required= 7581 sq.ft.
Area Provided 7 52138 sq.ft.
1 OF 1

SAN RIO-PHASE 1 PHASE 1B AMENITY POND B.R.FINCH,PE
WDL-07010 9/20/2007
Inverted Siphon Design Sheet
D siphon= 2.5 inches
No.siphons = 1
Ks= 57125
b= 1.0305
Cd siphon= 0.60
Normal Pool Elevation= 22.50 feet
Volume @ Normal Pool= 0 CF
Siphon Invert= 22.50 feet
WSEL @ 1"Runoff Volume= 22.623 feet
WQ Volume= 6579
By comparison,if calculated by the average head over the orifice(assuming
average head is half the total depth),the result would be:
Average driving head on orifice= 0.009 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -2.5"inverted siphon= 0.034 ft2
Q= 0.0158 cfs
Drawdown Time=Volume/Flowrate/86400(sec/day)
Drawdown Time= 4.81 days
Conclusion : Use 1 -2.5"Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4.8 days.

SAN RIO-PHASE 1 PHASE 1B AMENITY POND B.R.FINCH,PE
WDL-07010 8/24/2007
Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data=>
Inside length of riser= 4.00 feet
Inside width of riser= 4.00 feet
Wall thickness of riser= 6.00 inches
Base thickness of riser= 8.00 inches
Base length of riser= 5.00 feet
Base width of riser 5.00 feet
Inside height of Riser= 2.60 feet
Concrete unit weight= 142.0 PCF Note: NC Products lists unit wt.of
OD of barrel exiting manhole= 21.00 inches manhole concrete at 142 PCF.
Size of drain pipe(if present)— 8.0 inches
Trash Rack water displacement= 0.00 CF
Concrete Present in Riser Structure >
Total amount of concrete:
Base of Riser= 16.667 CF
Riser Walls= 23.400 CF
Adjust for openings:
Opening for barrel= 1.203 CF
Opening for drain pipe= 0.175 CF
Total Concrete present,adjusted for openings= 38.689 CF
Weight of concrete present= 5494 lbs
Amount of water displaced by Riser Structure >
Displacement by concrete= 38.689 CF
Displacement by open air in riser= 41.600 CF
Displacement by trash rack= 0.000 CF
Total water displaced by riser/barrel structure= 80.289 CF
Weight of water displaced= 5010 lbs
Calculate amount of concrete to be added to riser=>
Safety factor to use= 1.15 (recommend 1.15 or higher)
Must add= 268 lbs concrete for buoyancy
Concrete unit weight for use= 142 PCF(note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant,with safety factor applied= 69.22 PCF
Therefore,must add= 3.867 CF of concrete
Standard based described above= 16.667 CF of concrete
Therefore,base design must have= 20.534 CF of concrete

SAN RIO-PHASE 1 PHASE 1B AMENITY POND B.R.F1NCH,PE
WDL-07010 8/24/2007
Calculate size of base for riser assembly >
Length= 8.000 feet
Width= 8.000 feet
Thickness= 8.0 inches
Concrete Present= 42.667 CF OK
Check validity of base as designed
Total Water Displaced= 106.289 CF
Total Concrete Present= 64.689 CF
Total Water Displaced= 6632 lbs
Total Concrete Present= 9186 lbs
Actual safety factor= 1.38 OK
Results of design=>
Base length= 8.00 feet
Base width= 8.00 feet
Base Thickness= 8.00 inches
CY of concrete total in base= 1.58 CY
Concrete unit weight in added base>= 142 PCF

SAN RIO—PHASE 1 B.R.FINCH,PE
WDL-07010 8/24/07
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe,assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs:2.00 Flow depth(ft) 0.56
slope S in%:0.56% Outlet velocity(fps)=3.753
pipe diameter D in in. : 15
Manning number n:0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter(ft) 1.25
Outlet velocity(fps) 3.75
Apron length(ft) 5.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
>>3 A 9<<
6 B 22
13 B or l 22
23 2 27
CALCULATION:
Minimum TW Conditions:W=Do+La
= 1.25'+5'
=6.25 ft
CONCLUSION:
USE NCDOT CLASS'A'RIP RAP
5'Lx7'Wx9"THK
D50=4"

SAN RIO-PHASE 1 B.R.FINCH,PE
WDL-07010 8/24/2007
LEVEL SPREADER DESIGN CALCULATIONS
Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non-erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip. The level spreader length
should be designed such that during the 25-year storm event, an non-erosive velocity(in this case,
5 feet per second maximum) is released from the level spreader into the vegetated filter strip. The
required level spreader length can be computed using the weir equation:
Level Spreader Length Calculation=_>
25-Year Storm Peak Flowrate, Q25 = 3 cfs
Weir Coefficient, Cw= 3.0
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Corresponding Driving Head on Level Spreader, H = 6 inches
Required Level Spreader Length= 3 feet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non-erosive velocity is
released from the level spreader into the vegetated filter strip. The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA:
25-Year Storm Peak Flowrate, Q25= cfs
Design Level Spreader Length = 3 feet
Design Flow Depth on Level Spreader, 2/3*H = 4 inches
Flow Area (Level Spreader L*2/3*H)= 1 square feet
Computed Level Spreader Exit Velocity= 2.12 feet/second

HMS * Summary of Results for Ph1B Amenity Pd
Project : 2007-08-23 WDL-07020 Run Name : Post - Q1
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 1-Year
Execution Time : 24Aug07 1102 Control Specs : 1-min dT
Computed Results
Peak Inflow : 10.965 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 0.11156 (cfs) Date/Time of Peak Outflow : 02 Jan 01 0100
Total Inflow : 2.45 (in) Peak Storage : 0.74453(ac-ft)
Total Outflow : 0.30 (in) Peak Elevation : 23.077(ft)

HMS * Summary of Results for Ph1B Amenity Pd
Project : 2007-08-23 WDL-07020 Run Name : Post - Q10
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 10-Year
Execution Time : 24Aug07 1103 Control Specs : 1-min dT
Computed Results
Peak Inflow : 24.090 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 0.31414 (cfs) Date/Time of Peak Outflow : 01 Jan 01 2259
Total Inflow : 5.59 (in) Peak Storage : 1.7275(ac-ft)
Total Outflow : 0.61 (in) Peak Elevation : 23.806(ft)

HMS * Summary of Results for Ph1B Amenity Pd
Project : 2007-08-23 WDL-07020 Run Name : Post - Q25
Start of Run : 01Jan01 0100 Basin Model : Post
End of Run : 02Jan01 0100 Met. Model : 25-Year
Execution Time : 24Aug07 1217 Control Specs : 1-min dT
Computed Results
Peak Inflow : 38.444 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 1.7797 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1504
Total Inflow : 7.42 (in) Peak Storage : 1.8203(ac-ft)
Total Outflow : 2.43 (in) Peak Elevation : 23.874(ft)

100-YEAR STORMROUTING
SAN RIO-PHASES 1B&2A
WDL-07020

SAN RIO PHASE II SWMF#1 B.R.FINCH,PE
WDL-07020 Worst-Case Scenario 8/20/2007
Stage-Storage Function
Ks= 20230
b= 1.1085
Zo= 15.00
Elevation Storage ��-
[feet] [cf] [acre-feet] 100-YR
15.00 0 0.000 -
15.20 3398 0.078 -
15.40 7326 0.168 -
15.60 11484 0.264 -
15.80 15797 0.363 -
16.00 20230 0.464 -
16.20 24761 0.568 -
16.40 29375 0.674 -
16.60 34061 0.782 -
16.80 38812 0.891 -
17.00 43620 1.001 -
17.20 48481 1.113 -
17.40 53390 1.226 -
17.60 58344 1.339 -
17.80 63339 1.454 -
18.00 68373 1.570 0.000
18.20 73444 1.686 0.116
18.40 78549 1.803 0.234
18.60 83687 1.921 0.352
18.80 88856 2.040 0.470
19.00 94054 2.159 0.590
19.20 99281 2.279 0.710
19.40 104535 2.400 0.830
19.60 109815 2.521 0.951
19.80 115120 2.643 1.073
20.00 120449 2.765 1.196

Type. . . . Composite Rating Curve Page 1.07
Name. . . . Pond #1 - 100yr
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
18.00 .00 Free Outfall (no Q: RI,BA)
18.20 4.29 Free Outfall RI,BA
18.40 12.14 Free Outfall RI,BA
18.60 22.31 Free Outfall RI,BA
18.80 29.34 Free Outfall RI,BA
19.00 30.17 Free Outfall RI,BA
19.20 30.98 Free Outfall RI,BA
19.40 31.78 Free Outfall RI,BA
19.60 32.54 Free Outfall RI,BA
19.80 33.30 Free Outfall RI,BA
20.00 34.03 Free Outfall RI,BA
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:52 PM Date: 8/20/2007

SAN RIO PHASE II SWMF#2 B.R.FINCH,PE
WDL-07020 Worst-Case Scenario 8/20/2007
Stage-Storage Function
Ks= 20247
b= 1.1085
Zo= 15.00
Elevation Storage
[feet] [cf] [acre-feet] 100-YR
15.00 0 0.000 -
15.20 3401 0.078 -
15.40 7332 0.168 -
15.60 11493 0.264 -
15.80 15810 0.363 -
16.00 20247 0.465 -
16.20 24782 0.569 -
16.40 29400 0.675 -
16.60 34090 0.783 -
16.80 38845 0.892 -
17.00 43657 1.002 -
17.20 48522 1.114 -
17.40 53435 1.227 -
17.60 58393 1.341 -
17.80 63392 1.455 -
18.00 68430 1.571 -
18.20 73505 1.687 0.000
18.40 78615 1.805 0.117
18.60 83757 1.923 0.235
18.80 88931 2.042 0.354
19.00 94133 2.161 0.474
19.20 99365 2.281 0.594
19.40 104623 2.402 0.714
19.60 109908 2.523 0.836
19.80 115217 2.645 0.958
20.00 120550 2.767 1.080

Type. . . . Composite Rating Curve Page 1.06
Name. . . . Pond #2 - 100yr
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
18.20 .00 11.00 .000 (no Q: RI,BA)
18.40 4.29 11.00 .000 RI,BA
18.60 12.14 11.00 .000 RIBA
18.80 22.31 11.00 .000 RIBA
19.00 34.35 11.00 .000 RIBA
19.20 42.74 11.00 .000 RIBA
19.40 43.31 11.00 .000 RIBA
19.60 43.89 11.00 .000 RIBA
19.80 44.45 11.00 .000 RI,BA
20.00 45.00 11.00 .000 RIBA
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:54 PM Date: 8/20/2007

SAN RIO PHASE II SWMF#3 B.R.FINCH,PE
WDL-07020 Worst-Case Scenario 8/20/2007
Stage-Storage Function
Ks= 55540
b= 1.086
Zo= 8.00
Elevation Storage
[feet] [ci] [acre-feet] 100-YR
8.00 0 0.000 -
8.20 9672 0.222 -
8.40 20533 0.471 -
8.60 31892 0.732 -
8.80 43587 1.001 -
9.00 55540 1.275 -
9.20 67701 1.554 -
9.40 80039 1.837 -
9.60 92529 2.124 -
9.80 105155 2.414 -
10.00 117903 2.707 -
10.20 130761 3.002 -
10.40 143719 3.299 -
10.60 156771 3.599 -
10.80 169910 3.901 -
11.00 183130 4.204 -
11.20 196426 4.509 -
11.40 209793 4.816 -
11.60 223229 5.125 -
11.80 236729 5.435 0.000
12.00 250290 5.746 0.311
12.20 263909 6.059 0.624
12.40 277585 6.372 0.938
12.60 291314 6.688 1.253
12.80 305094 7.004 1.569
13.00 318924 7.321 1.887
13.20 332802 7.640 2.206
13.40 346725 7.960 2.525
13.60 360693 8.280 2.846
13.80 374704 8.602 3.167
14.00 388757 8.925 3.490
14.20 402850 9.248 3.814
14.40 416982 9.573 4.138
14.50 424062 9.735 4.301

Type. . . . Composite Rating Curve Page 1.07
Name. . . . Pond #3 - 100yr
File. . . . X:\Projects\WDL\WDL-07020\Storm\POND OUTLET STRUCTURES.PPW
Title. . . Project Date: 8/3/2007
Project Engineer: Jason Spicer
Project Title: San Rio Phase II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
11.80 .00 11.00 .000 (no Q: ES,RI,BA)
12.00 6.44 11.00 .000 RIBA (no Q: ES)
12.20 18.21 11.00 .000 RIBA (no Q: ES)
12.40 41.63 11.00 .000 ES,RI,BA
12.60 76.40 11.00 .000 ES,RI,BA
12.80 99.79 11.00 .000 ES,RI,BA
13.00 127.29 11.00 .000 ES,RI,BA
13.20 158.50 11.00 .000 ES,RI,BA
13.40 193.24 11.00 .000 ES,RI,BA
13.60 231.38 11.00 .000 ES,RI,BA
13.80 272.85 11.00 .000 ES,RI,BA
14.00 317.55 11.00 .000 ES,RI,BA
14.20 365.48 11.00 .000 ES,RI,BA
14.40 416.60 11.00 .000 ES,RI,BA
14.50 443.35 11.00 .000 ES,RI,BA
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:55 PM Date: 8/20/2007

SAN RIO-PHASE 1 STAGE-STORAGE FUNCTION B.R.FINCH,PE
WDL-07010 Phase 1 B Amenity Pond 8/24/2007
=>Stage-Storage Function
Ks= 57125
b= 1.0305
Zo= 22.5
Elevation Storage � 'Worst Cse
[feet] [cf] ' [acre-feet]IL[acre-fectj
22.5 0 0.000 f! -
22.6 5325 0.122 -
22.8 16520 0.379 -
23 27965 I 0.642 -
23.2 _ 39555_I 0.908 -
23.4 51248 1.176 -
23.6 I 63020 1.447 -
_- 23.8 74859 1.719 0.000
24 86754 1.992 0.273
24.2 98697 2.266 0.547
24.4 110683 2.541 0.822
24.6 122708 2.817 1.098
24.8 134768 3.094 1.375
25 146860 3.371 1.653
25.2 158981 3.650 1.931
25.4 171130 3.929 2.210
25.5 177215 4.068 2.350

Type. . . . Composite Rating Curve Page 1.08
Name. . . . SWMF #1 - 100
File. . . . X:\Projects\WDL\WDL-07010\Storm\Phase 1\Design Files\WDL07000REVISED.PPW
Title. . . Project Date: 5/29/2007
Project Engineer: Brandon R. Finch
Project Title: San Rio - Phase 1
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
23.80 .00 Free Outfall (no Q: WR,RI,BA)
24.00 4.29 Free Outfall RI,BA (no Q: WR)
24.20 12.54 Free Outfall WR,RI,BA
24.40 19.33 Free Outfall WR,RI,BA
24.60 27.98 Free Outfall WR,RI,BA
24.80 38.14 Free Outfall WR,RI,BA
25.00 49.59 Free Outfall WR,RI,BA
25.20 62.21 Free Outfall WR,RI,BA
25.40 75.89 Free Outfall WR,RI,BA
25.50 83.10 Free Outfall WR,RI,BA
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 12:07 PM Date: 8/24/2007

HEC-HMS Project: 2007-08-23 WDL-07020 Basin Model: Post-100yr
i
fSB3•To BWMF 01
Amoolty Food
Pond 02
k"\\\
Pond03

HMS * Summary of Results for Pond #1
Project : 2007-08-23 WDL-07020 Run Name : Post - Q100
Start of Run : 01Jan01 0100 Basin Model : Post - 100yr
End of Run : 02Jan01 0100 Met. Model : 100-Year
Execution Time : 24Aug07 1231 Control specs : 1-min dT
Computed Results
Peak Inflow : 47.737 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 29.439 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1309
Total Inflow : 9.62 (in) Peak Storage : 0.48430(ac-ft)
Total Outflow : 9.58 (in) Peak Elevation : 18.824(ft)

HMS * Summary of Results for Pond #2
Project : 2007-08-23 WDL-07020 Run Name : Post - Q100
Start of Run : 01Jan01 0100 Basin Model : Post - 100yr
End of Run : 02Jan01 0100 Met. Model : 100-Year
Execution Time : 24Aug07 1231 Control Specs : 1-min dT
Computed Results
Peak Inflow : 37.628 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 25.665 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1308
Total Inflow : 10.16 (in) Peak Storage : 0.38744(ac-ft)
Total Outflow : 10.12 (in) Peak Elevation : 18.856(ft)

HMS * Summary of Results for Pond #3
Project : 2007-08-23 WDL-07020 Run Name : Post Q100
Start of Run : 01Jan01 0100 Basin Model : Post - 100yr
End of Run : 02Jan01 0100 Met. Model : 100-Year
Execution Time : 24Aug07 1231 Control Specs : 1-min dT
Computed Results
Peak Inflow : 245.17 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 171.00 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1308
Total Inflow : 9.07 (in) Peak Storage : 2.3208(ac-ft)
Total Outflow : 9.00 (in) Peak Elevation : 13.272(ft)

HMS * Summary of Results for Amenity Pond
Project : 2007-08-23 WDL-07020 Run Name : Post - Q100
Start of Run : 01Jan01 0100 Basin Model : Post - 100yr
End of Run : 02Jan01 0100 Met. Model : 100-Year
Execution Time : 24Aug07 1231 Control Specs : 1-min dT
Computed Results
Peak Inflow : 45.143 (cfs) Date/Time of Peak Inflow : 01 Jan 01 1304
Peak Outflow : 19.123 (cfs) Date/Time of Peak Outflow : 01 Jan 01 1314
Total Inflow : 10.68 (in) Peak Storage : 0.81362(ac-ft)
Total Outflow : 10.58 (in) Peak Elevation : 24.394(ft)

STATE STORMWATER MANAGEMENT
PERMIT APPLICATION
SAN RIO-PHASES 1B&2A
WDL-07020

JUL-17-2007 TUE 08:59 AM NODENR FAX NO, 9103502004 P, 02/02
\NAr�
�� 9p Michael P.Easley,Governor
O G William G.Ross Jr.,Secretary
yNorth Carolina Department of Environment and Natural Resources
O l r •
Coleco Fl.Sullins,Director
Division of Water Quality
July 13, 2007
Nathan D. Benson, Manager
Sandler at Shallotte, LLC
7246 Beach Drive Suite 2
Ocean Isle Beach, NC 28469
Subject: Stormwater Permit No. SW8 070202MOD
San Rio Master Stormwater Plan and Phase I Permit
High Density Subdivision Project
Brunswick County
Dear Mr. Benson:
On July 13, 2007, the Wilmington Regional Office received a plan revision for Stormwater
Management Permit Number SW8 070202. The revisions include the relocation of 3
Stormwater drainage swales. It has been determined that a formal permit modification is not
required for the proposed changes. Please replace the old approved plan sheets with the new
ones
Please be aware that all terms and conditions of the permit issued on June 18, 2007,
remain in full force and effect. Please also understand that the approval of this revision to
the approved plans for the subject State Stormwater Permit is done on a case-by-case
basis. Any other changes to this project must be approved through this Office prior to
construction. The issuance of this plan revision does not preclude the permittee from
complying with all other applicable statutes, rules, regulations or ordinances which may
have jurisdiction over the proposed activity, and obtaining a permit or approval prior to
construction.
If you have any questions concerning this matter, please do not hesitate to call me at (910)
796-7304.
Sincerely,
Chris Baker
Environmental Engineer
ENBlcsb: S:\WQS\STORMWATER\PERMIT1070202MODPR.jul07
cc: Johnathan P. Eakins, P.E., The John McAdams Company, Inc,
Brunswick County Building Inspections
Chris Baker
Wilmington Regional Office
Central Files
NoaihCurolinu
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh,NC 27699-1617 Phone[phone] Customer Service
Internet; www.ncwatcrquality,org Location: N.512 Salisbury St. Raleigh,NC 27604 Fax [phone] 1477-623-6748
An Equal Opportunity!Alflrnietive Action Employer-50%Recycled/1 D%Post Consumer Paper

It
r •-%i:: r ::S:r.H. ::.-;Z':=,-.:.'-. .qr y.!E rk=.1r., e; .. ,.:,_::-•'•
•
•
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w

JUN-19-2007 TUE 11:28 AM NCDENR FAX NO. 9103502004 P, 02
;W2G
WAr� Michael F.Easley,Governor
William G.Rosa Ir.,Secretary
North Carolina Department of Bnvimnmcnt and Natural Resources
'C Colcon H.Sullins,Director
Division of Water Quality
June 18, 2007
Nathan D. Benson, Manager
Sandler at Shallotte,
448 Viking Drive—Suite 220
Virginia Beach, VA 23452
Subject: Stormwater Permit No. SW8 070202MOD
San Rio Master Stormwater Plan and Phase I Permit
High Density Subdivision Project
Brunswick County
Dear Mr. Benson:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for San Rio Master Stormwater Plan and Phase I Permit on June 7,2007. Staff
review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 070202MOD, dated June 18,2007,for the construction of the
project, San Rio Master Stormwater Plan and Phase I.
This permit shall be effective from the date of issuance until February 15, 2017, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements;or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty(30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150E of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Sincer ,
aft.<0
E and Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:IWQSISTORMWATERIPERMIT1070202.feb07
cc: Johnathan P. Eakins, P.E., The John McAdams Company, Inc,
Brunswick County Inspections
Chris Baker
Wilmington Regional Office oath
Central Files N, t�tCaro r a
North Carolina Division of Water Quality I617 Mail Service Center Raleigh,NC 27699.1617 Plionc(9l9)733-7015 Customer Service
Internet, www.ncwntergtalily,4ti; Location; N.512 Salisbury St. Raleigh,NC 27604 Fax (9t9)733-2496 1-877-623-674A
An Equal Opportunity/Affirmative Action Employer—50%Recycled/1n Post Consumer Paper

JUN-19-2007 TUE 11:29 All NODENR FAX N0. 9103502004 P. 03
• State Stormwater Management Systems
Permit No. SW8 070202M00
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Nathan D. Benson and Sandler at Shallotte, LW
San Rio Master Stormwater Plan and Phase I Permit
Grey Bridge Road, Brunswick County
• FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules") and
the approved stormwater management plans and specifications and other supporting
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
This permit shall be effective from the date of issuance until February 15, 2017 and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The Master Stormwater Permit covers the construction of 8,688,042 square feet
of built-upon area with the Phase I section permitted as described in section 1.3
of this permit.
3. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.5 on page 3 of this permit.The subdivision is
permitted for 151 lots, each allowed a maximum of built-upon area as follows:
Lot# Maximum Built-
Upon Ares (sf)
1-21,28-48 2900
22-27, 49-80, 90-100, 3900
106-125, 134=150
81-89, 101-105, 126-133 4900
. 151 8000
4. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 2 of 9

JUN-19-2007 TUE 11:29 A11 NCDENR FAX NO, 9103502004 P. 04
State Stormwater Management Systems
Permit No. SW8 070202MOD
5. The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
a. Drainage Area, acres: 4.8
Onsite, ft2: 209,088 •
Offsite,1tt2: None
b. Total Impervious Surfaces, ft2: 77,7730
Lots,ft2:' 12,195
Roads/Parkia g, ft2: 46,087
Sidewalks, ft`: 8,558
Other,ft2: 10,890
c. Pond Depth, feet: 6,5
d. TSS removal efficiency: 90%
e. Design Storm: 1
f. Permanent Pool Elevation, FMS : 22.5
g. Permitted Surface Area a@. PP.4.f 50,599
h. Permitted Storage Volume, ft . 191,038
i. Storage Elevation, FMSL: 22.63
j. Controlling Orifice: 2"f pipe
k. Permanent Pool Vooume,ft3: 6,560
I. Forebay Volume,ft : 31,836
m. Maximum Fountain Horsepower: 3/4
n. Receiving Stream / River Basin: Shallotte River/ Lumber
o. Stream Index Number: 15-25.-2-(7.5)
p. Classification of Water Body: "SC;HQW"
11. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as sw.ales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built-upon area for
the entire lot does not exceed the maximum allowed by this permit Once the lot
transfer is complete, the built-upon area may not be revised without approval
from the Division of Water Quality,and responsibility for meeting the built-upon
area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must Include all proposed
built-upon area.Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to,those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permiee,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.
Page 3 of 9

JUN-19-2007 TUE 11 :29 AM NODENR FAX NO, 9103502004 P. 05
State Stormwater Management Systems
Permit No. SW8 070202MOD
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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,
7. 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 wilting to the Director
that the changes have been made.
8. 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,
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10, Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11, If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual,
•
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals Including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
14. 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.
Page 4 of 9

JUN-19-2007 TUE 11:29 AM NODENR FAX NO, 9103502004 P, 06
State Stormwater Management Systems
Permit No. SW8 070202M0D
15. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit,the approved plans and
specifications, and other supporting data.
16. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 070202M0D, as
issued by the Division of Water Quality under NCAC 2H.1 000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater.
Management Permit.
c. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage.as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built-upon area per lot is as follows:
Lot# Maximum Built-
Lot Area (sf)
1-21, 28-48 2900 _
22-27,49-80, 90-100, 3900
106-125, 134-150
• 81-89, 101-105, 126-133 4900
151 8000
This allotted amount includes any built-upon area constructed within the
lot property boundaries, and that portion of the right-of-way between the
front lot line and the edge of the pavement. Built upon area includes, but is
not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
i. All runoff on the lot must drain into the permitted system.This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
j. Built-upon area in excess of the permitted amount will require a permit
modification.
17. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
18. Prior to transfer of the permit,the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
Page 5 of 9

JUN-19-2007 TUE 11:29 Ati NCDENR FAX NO. 9103502004 P. 07
State Stormwater Management Systems
Permit No. SW8 070202MOD
19. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
• b. Separated units, where the nozzle, pump and intake are connected by
• tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump Is based on the
permanent pool volume.The maximum pump power for a fountain in this
pond is 3/4
20. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director, In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form"must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a'signed Operation and Maintenance plan. The
project must be In good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215,6A to 143-215.6C,
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies(local, state, and federal)which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Page 6 of 9

JUN-19-2007 TUE 11:29 AM NCDENR FAX NO, 9103502004 P. 08
State Stormwater Management Systems
Permit No. SW8 070202MOD
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within.30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 18th day of June 2007.
NORTH OLINA ENVIRONMENTAL MANAGEMENT COMMISSION
or Coleen Sullins, Dire or
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 070202MOD
•
Page 7 of 9

JUN-19-2007 TUE 11:29 Ali NCDENR FAX NO. 9103502004 P. 09
State Stormwater Management Systems
Permit No. SW8 070202MOD
San Rio Master Stormwater Plan and Phase I Permit Page 1 of 2
Stormwater Permit No. SW8 070202MOD
•
Brunswick County
• Designees 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 are a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
•
•
Page 8 of 9

JUN-19-2007 TUE 11:30 At1 NCDENR FAX NO. 9103502004 P. 10
State Stormwater Management Systems
Permit No. SW8 070202MOD
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack Is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. Ali required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
•
cc: NCDENR-DWQ Regional Office
Brunswick County Building Inspections
Page 9of9

JUN-19-2007 TUE 11:30 AM NCDENR FAX NO. 9103502004 P. 11
OFFICE USE ONLY
Dare Received Fee Paid Permit Number
_.�... 47107 fibieo ` . ?__— 5WB 70 4'2. itfoi) . i
State of North Carolina
•
Department of Environment and Natural Resources
Division of Water Quality
STOR.MWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
L •GENERAL INFORMATION
1. Applicants name(specify the name of the corporation, individual, etc.who owns the project):
Sandler at Shallotte,LLC
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Nathan D.Benson-Manager
3, Mailing Address for person listed in item 2 above;
448 Viking Drive..Suite 220
City: Virginia Beach State: VA Zip: 23452
Telephone Number: [phone]
Project Name (subdivision, facility, or establishment name — should be consistent with project name on plans,
specifications, letters,operation and maintenance agreements,etc.):
San Rio
5. Location of Project(street address):
Located off of Gray Bridge Road/Tar Landing Road
City: Shallotte County: , Brunswick
6. Directions to project(from nearest major intersection):
Pram intersection of US 17 and NC 130,go east on NC 130. Turn right onto Gray Bridge Road.The project
entrance-will be on the right(before the intersection with Tar Landing Road)
7. Latitude: 33 58`00"N • Longitude: 78 21'20"W of project,
8. Contact person who can answer questions about this project:
Name: Mr.Jim Wiseman/Mr.Jim Green Telephone Number: (910) 575 4.300
II. PERMIT INFORMATION
1. Specify whether project is(check one): ❑ New ❑ Renewal ® Modification
mn SWU-101 Version 3.99 Page 1 of4

JUN-19-2007 TUE 11 :30 AM NODENR FAX NO. 9103502004 P, 12
2. if this application is being submitted as the result of a renewal or mediflcation to an existing permit, list the
existing permit number SW8 070202 and its issue date(in known) 2/15/2007
3. Specify the type of project(check one);
Low Density 0 High Density ,n,, Redevelop ❑ General Permit ❑ Other •
4. Additional Project Requirements(check applicable blanks):
❑ _ CAMA Major f] Sedimentation/Erosion Control ❑ 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at 1-.877-623-
6748 •
III. PROTECT INFORMATION
I. In the space provided below, summarize how stonnwater will be treated. Also attach a detailed narrative (one to
two pages)describing stonnwater management for the project.
The project is proposed as a low-density project with high-density pockets. Runoff from the proposed roadway/
sidewalk areas in the low-density portions will be treated with curb-outlet systems.Runoff from the impervious .
areas within the high-density pockets.will be treated with wet detention ponds/infiltration devices.
2. Stormwater runoff from this project drains to the Lumber River basin.
3, Total Project Area; SA- 112.80 ac. 4. Project Built Upon Area; 25(SA)/30(SC) %
SC-570.85 ac.
5. How many drainage areas does the project have? 13
Complete the following information for each drainage area. if there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving,Stream Name See Attachment A See Attachment A
Receiving Stream Class
Drainage Area
Existing Impervious ' Area
Proposed Impervious ' Area •
%Impervious * Area(total)
Impervious * Surface Area Drainage Area 1 Drainage Area 2
On-Site Buildings See Attachment A See Attachment A _
On-Site Streets
On-Site Parking_
On-Site Sidewalks
Other On-Site
Off-site
i Total: See Attachment A Total: See Attachment A
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
-idewal/cs, gravel areas, etc.
•
�rni SWU-101 Version 3.99 Page 2 of 4

JUN-19-2007 TUE 11 :30 AM NCDENR FAX NO. 9103502004 P. 13
7. How was the off-site impervious area listed above derived? N/A
•
•
IV: DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels'and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number,size and allowable built-upon area for each lot must be provided as an attachment,
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number N/A as issued by the Division of Water Quality. These covenants may not be changed
or deleted without the consent of the State.
2. No more than Attachment A square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include
wood decking or water surface of swimming pools.
3. Swales shall nor be filled in,piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification
prior to construction.
All permitted 1 unoff fro,n outparcels or future development.shall be directed into the permitted,stormwater control
system. These connections to the stormwater control system shall he performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project shall
include all the applicable items required above, 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 State,and that they will be recorded prior to the sale of any lot.
V. SUPLEIVIENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each BMP
specified for this project. Contact the Stormwater and General Permits Unit at (919) 733-50S3 for the status and
availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWII-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
'rm SWU-101 Version 3.99 Page 3 of 4

JUN-19-2007 TUE 11:30 AN NCDENR FAX NO 9103602004 P. 14
�.. 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. The complete application package should be submitted to
the appropriate DWQ Regional office.
1. Please Indicate that you have provided the following required information by initialing in the space provided next
to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form [3t2C
•
• One copy of the applicable Supplement Form(s)for each BMP Otte
• Permit application processing fee of$420(payable to NCDENR) SOF
• Detailed narrative description of stormwater treatment/management 82
• Two copies of plans and specifications,including: gof
Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stonnwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent(individual or firm): The John R.McAdams Company,Inc.
Mailing Address; 2905 Meridian Parkway
City: Durham State: NC Zip: 27713
Phone: [phone] Fax: (919) 361-2269
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in C3eneral Information, item 2) Nathan D.Benson ,certify that the
information included on this permit application form is,to the best of my knowledge,correct and that the project will be
constructed in conformance with the approved plans, that the required deed restrictions and protective covenants will be
recorded,and that t proposed project complies with the requirements of 15A NCAC 211.1000.
Signature: ,�/��/ Date: rh./ `anc)-]
n SW 01 Version 3.99 Page 4 of 4

JUN-19-2007 TUE 11:30 AN NCDENR FAX NO. 9103502004 P. 15
c"B1,
In accordance with Title 15. NCAC 2H-1000, the Coastal Stormwater Management
Regulations, deed restrictions and protective covenants are required for Low Density
Residential Subdivisions with curb outlet swales and high-density pockets,where lots
will be subdivided and sold and runoff from the high-density pockets will be treated in an
engineered stormwater control facility. Deed restrictions and protective covenants are
necessary to ensure that the development maintains a "built-upon" area consistent with
the applicable regulation governing the density level,
>' NA-MIA a gr s4:4 acknowledge and affirm by my signature below, that I
will cause the following deed restrictions and protective covenants to be recorded for
5ArJ Ott:,_ PHASE prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number 5v1 o-a2n2, as issued by the Division
of Water Quality under NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the Stormwater Management Permit.
3. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the
express written consent of the State ofNorth Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
6. The maximum built-upon area per lot is as follows:
"1-21 2900
22-27 3900
28-48 2900
49-80 3900
81-89 4900
90-100 3900
101-105 4900
106-125 3900
126-133 4900
134-150 3900
151 8000
This allotted amount includes any built-upon area constructed within the lot
property boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt. concrete,gravel, brick, stone, slate; coquina and parking areas,
but does not include raised, open wood decking, or the water surface of swimming
pools. .
7. In the case of a lot within CAMA's regulated AEC, where the Division of Coastal
Management calculates a different maximum allowable built-upon area for that lot

JUN-19-2007 TUE 11:30 AM NCDENR FAX NO. 9103502004 P. 16
than is shown herein, the governing maximum built-upon area for that lot shall be
the most restrictive of the two .
8. This project proposes a curb outlet system. Each designated curb outlet swale
shown on the approved plan must be maintained at a minimum of 100`long with 5:1
(FLY) side slopes or flatter, have a longitudinal slope no steeper than 5%, carry
the flow from.a 10 year storm in a non-erosive manner, and maintain a dense
vegetated cover,
9 Filling in or piping of any vegetative conveyances(ditches, swales, etc.) associated
with the development except for average driveway crossings, is strictly prohibited
by any persons.
10. Each lot will maintain a 30'wide vegetated buffer between all impervious areas and
surface waters.
11. All roof drains shall terminate at least 30'from the mean high water mark of
surface waters.
12. Filling in,piping or altering any designated 5:1 curb outlet swale associated with •
the development is prohibited by any persons.
13. All stormwater runoff from the street sections within the low-density areas must
drain into the permitted vegetated swales though the curb-outlet system.
14. All runofffrom the high-density areas shall drain into the permitted system. This •
may be accomplished through providing roof drain gutters which drain to the
street, grading the areas to drain toward the street, or grading perimeter swales
and directing them into a component of the stormwater collection system. Areas
that will naturally drain into the system are not required to provide these additional
measures.
15. Built-upon area in excess of the permitted amount will require a permit
moderation.
Signature: Date: P
I, �. A. S.�ca' , a Notary Public for the State of
\,.7s- w;r1 earn , do hereby certify tat
day �•Q• . • e�.S`W. ��perrssoonally appeared before me this Sr k
am, , 7 , and acknowledge the due execution of the
forgoing instrument. Witness my hand and official seal,
& c 6./. 5;20„64/
Linda J.Todd
`� Commonwealth of Virginia
', Notary public
' 4: Commission No.21E08
? My Commaolon Ei plrs 07/8112010 SEAL
My commission expires l 7---",?•, \-\ b

JUN-19-2007 TUE 11:30 AM NODENR FAX NO. 9103502004 P. 17
Permit No. 414070Z02.14,06)
(to he provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopies for use as an original
DWQ Storrnwater Management Plan.Review
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION(please complete the following information):
'Project Name: San Rio-Phase 1
Contact Person: Mr.Jim Wiseman/Mr.Jim Green Phone Number (910) 575-4300
For projects with multiple basins,specify which basin this worksheet applies to: Section I C
elevations
Basin Bottom Elevation 16.00 ft. (floor of the basin)
'erm.auent Pool Elevation 22.50 ft. (elevation of the orifice)
;mporary Pool Elevation 22.63 It, (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 50,599 sq, it. (water surface area at the orifice elevation)
Drainage Area 4.02 cc. (on-site and of-site drainage to the basin)
Impervious Area 1.78 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 191,038 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 6,560 erg.ft. (volume detained above the permanent pool)
Forebay Volume 31,836 cu. ft. (approximately 20%of total volume)
other parameters
SA/DA1 4.27 (surface area to drainage area ratio from bWQ table)
Diameter of Orifice 2.00 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.00 in.
Design TSS Removal' 90 . % (minimum 85%required))
)RM SW[1-102 Rev 3.99 PAGE 1 OF 4

JUN-19-2007 TUE 11:31 AN NODENR FAX NO. 9103502004 P. 18
Footnotes: •
When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal Ti-IS NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
IL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Departnient of Environment, Health and Natural Resources, February, 1999) and Administrative Code
Section; 15 A NCAC 2H.1008.
• Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached, If the applicant has designated an agent in the Stormwater Management Permit
Application Form,the agent may initial below. If requirement has not been met, attach justification.
Applicants Initials
1312F a. The permanent pool depth is between.3 and 6 feet(required minimum of 3 feet).
b. The forebay volume is approximately equal to 20%of the basin volume.
Oaf c. The temporary pool controls runoff from the design storm event
gOF d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
ts,lA calculations).
gef f. The basin.length to width ratio is greater than 3:1.
get g. The basin side slopes above the permanent pool are no steeper than 3:1.
. tic h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less(show detail).
Seg i. Vegetative cover above the permanent pool elevation is specified.
get' j. A trash rack or similar device is provided for both the overflow and orifice.
si,..3.40,4parg,gut k. A recorded drainage easement is provided for each basin including access to nearest
bier ler ov.cesaet4, right-of-way.
I. If the basin is used for sediment and erosion control during construction,clean out of the
8tt basin is specified prior to use as a wet detention basin.
t5e0 in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) ❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one) ❑ does ® does not incorporate pretreatment other than a forebay.
ARMSWU-102 Rev 3.99 PAGE,2OF4l

JUN-19-2007 TUE 11 :31 AM NODENR FAX NO, 9103502004 P. 19
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
• a. • inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover,and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
Within 2 to 5 days as designed.
2. Repair eroded areas immediately,re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches,and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75%of the original design depth(see diagram below). Removed sediment shall be disposed of•
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e.stockpiling near a wet detention basin or stream,etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4,87 feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads 4.87 feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 22.5Q
A a
Sediment .emoval El. 17.63 75a/
A Sediment Removal Elevation 17.63 75%
Bottom evation 16.00 2 /a
Bottom Elevation 16.00 25%
FORT?BAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
)RM SWU-IO2 Rev 3.99 PAGE 3 OF 4

JUN-19-2007 TUE 11:31 AM NODENR FAX NO, 9103502004 P. 20
7. All components of the wet detention basin system shall be maintained in good working order, •
acknowledge and agree g gr by my signature below that I am responsible for the performance of the seven
aintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Nathan D.Benson
Title: Manager-Sandler at Shallotte,LLC
Address: 448 Viking Drive-Suite 220 Virginia Beach,VA 23452 __ ..
Phone: [phone]
Signature `,,��,1�------
67 Date: ile'vex:_ M.4--- --,,.., 0-7 A
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
Nros.,,NN ex,
I, \ vJ..kc � c,' ,a Notary Public r the Late of North Cal eb -►
County-of C y o,. .mac ,do hereby certify that `)d .�.\. s
personally appearell before me this ' S�\,, day of 0.14Q00`7 , 08O - and acknowledge the due
xecntion of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
.GLZ /-a--r+1.11
.S1
001111111 4/44
' "1\41-kW ''''
OP
N
•N
� Y
ARV
' iitittii SEA Ia _
My commission expires: a'7-- I 0
RM SWU-lot Rev 3.99 PAGE OF 4

JUN-19-2007 TUE 11 :31 AM NODENR FAX NO. 9103502004 P. 21
Permit No. Sw O702-oZMo
0o be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
CURB OUTLET SYSTEM SUPPLEMENT
FOR LOW DENSITY DEVELOPMENT WITH CURB AND GUTTER
This form may be photocopied for use as an original
•
DWQ Stormwater Management PIan Review:
A complete stormwater management plan submittal includes a stormwwatei' management permit application, a
curb outlet system supplement; a low density supplement, design calculations, and plans and specifications
showing all stormwater conveyances and curb outlet details.
I. PROJECT INFORMATION
Project Name: San Rio-Phase 1
Contact Person: Mr.Jim Wiseman/Mr.Jim Green Phone Number [phone]
Curb outlets to (check one): le Swale Vegetated Area
REQUIRED ITEMS CHECKLIST
ne following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H.1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent on the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met,attach justification.
Applicants Initials
et Z a. Curb outlets direct flow to a swale or vegetated area.
b. Swales or vegetated areas receiving curb outlet flow arc designed to carry, at a minimum,the
peak flow from the 10-year storm.
c. Flow velocity is non-erosive for peak flow from the 10-year storm event,
irs d. Longitudinal slope of the swale or vegetated area does not exceed 5%.
e. Side slopes of the swale or vegetated area are no steeper than.5:1 (horizontal to vertical)
f. Length of swale or vegetated area is> 100 feet.
g. The system takes into account the run-off at ultimate built out potential from all surfaces
draining to the system(delineate drainage area for each swale).
h. Swales are located in recorded drainage easements.
i. Grass type(s)for permanent vegetative cover specified on detail.
j. Swale detail provided on plans.
RM SWU-105 Rev 3.99 PAGE i O1 3

JUN-19-2007 TUE 11:31 AM NCDENR FAX NO. 9103502004 P. 22
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JUN-19-2007 TUE 11:31 AM NCDENR FAX NO 9103602004 P. 23
IV. CURB OUTLET SYSTEM MAINTENANCE REQUIREMENTS
Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time.
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion,and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of males will be repaired and reseeded. Swales will be revegetated as needed and in a
timely.manner based on the monthly inspections.
5. Catch basins, curb cuts, velocity reduction devices and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered,piped,or filled in without approval from NCDBNR Division of Water Quality.I acknowledge and agree by my signature below that 1 am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system of responsible party.
Print name and Title: Nathan D.Benson-Manager $audler at Shallotte, LLC
Address: 448 Viking Drive-Suite 220 Virginia Beach,VA 23452
'lone: (757)463- 00 Date: 1 Y 1 a\r a U cv-7
signature
Note: Th"(alb)responsible party should not be a homeowners association artless more than 50%of the lots have
been sold and a resident of the subdivision has been named the president.
I, � a c� , ,a Notary Public f r the S to of tr �'� tc.
- � Q.� n �c u,te� ,do hereby certify that .
personally appearedtx
before me this `ate-k day of VV\ ..-q co7,'z000 and acknowledge the due
execut;'n of the f oi�g in filtration basin maintenance requirements. Witness my hand and official seal,
44 i f .
‘10166111Flll4
SEAL OF My commission expires: . r1`7-31— 0
: a
etl�lPilil{11h`�,
RM SWU-105 Rev 3.99 PAGE 3 OF 3

JUN-19-2007 TUE 11:31 AM NODENR FAX NO. 9103502004 P. 24
WET DETENTION POND ANALYSIS
( EILE NAME: SAWQSISTORMWATERIEXCELSPREADSHEETSIFONDt070202mod.Wk1
I 'ROJECT* SW8 •Pkgi4.2.0:100.11 - REVIEWER: 64:02015e...11.-.. .. •
• PROJECT NAME: rdatifiicil! f..:..::-.1.;::... ;P1..: in,l'iit':::!g::pii..1.!'.;!9.:;DATE: 18-Jun-07
Receiving Stream: !•Slialf4tieit'gv-ei; Class:
.. ..
Drainage Basin: :Lbeiter: -;: ' ,:. Index No. 16-2.5i-247.6)
Site Area - .:. ..
; i.... !,,.• 670z.85;'acres
Drainage Area 1:1-7:209085l00l.:square feet Area in Acres 4.80
IMPERVIOUS AREAS Rational C
Buildings (!-'l.!' p119.5-1.0.':square feet
Parking 11,:::!. 110S4;00-l:square feet
Streets 1...i •:1.053!.13.ii; square feet
Sidewalks !f ..: - 5.61-0p.]:i square feet
Other ii' •qd.i49.6:0V'square feet
'l!:-- •:'''':..4.....4...:1.:'*i sq u are feet
-,.-:-„:::i;41,
•..r!..:;%f i -;1::..'-' i.',;;';!i square feet
TOTAL 77730.00 square feet Rational Cc= 0.13
SURFACE AREA CALCULATION
% IMPERVIOUS 37.18% SA/DA Ratio 1.66%
Des. Depth .: *:;•:::•: ••.6::5 Req. SA 3468 sf
TSS, 86 or 90: , ',,..:'••i:.!.::.::i'!i];':;90. Prey. SA !!.:.:(4:150599- at
OLUME CALCULATION * place a "1"in the box if Rational is used
Rational ?* :::::. 1.:. .
1....!•,i':.: ',... FOREBAY
Des. Storm • ; -:i: ia.'.inches Perm. Pool Volume= i'i d1i91iQ38
Rv= • 0.385 Req. Forebay Volume= 38207.6
Bottom - ,:.-':i.,-•-i:;: -:...':;.:1 6 rnsi Provided Volume= .. a1.836.00
Perm, Pool :••••:1!.: ;•,22:504: nisi Percent= 16.7%
Design Pool ... i.:.:"::.:l22.i'6$ msl
Storage met @elev 22.63 msl Elevation Area Inc.Vol. Acc. Vol.
Req. Volume 6701 cf iir7.12 :i80:1:•2 !11:1:'5:68991 Olt': two
Vol Pray. at DP 6553 cf i.lifj;P:Aggir:':!::•:1'..117:§4•:P.Ail::: 25888-00 25588.00
ORIFICE CALCULATION .._
Avg. Head = 0.02 ft 02 Area = 7.69 sq. inches
Flow 02, cfs 0.039 cfs 05 Area = 3.04 sq. inches
Flow 05, cfs 0.016 cfs Orifice Area 3.14 sq. inches
No. of Orifices If :;::•;,:.......;-!;::;1•;1 Q= 0.016 of's
Diameter, inches 1: .:-.•-,::. .:2:00..weir H x W ;:!;..;!:t:::r..!:?1,4•1,)!.,•:.;....,l:. in x ' -,": • :•:-• • in
Drawdown = 4.8 days Surface Area 41Dp= 50899 sq.ft.
Falling Head Drawdown= 4.0 days
C= 3.271435897 L.= -0.005
COMMENTS
Surface Area ,Volume and Orifice are within Design Guidelines.

JUR 19-2007 TUE 1'1:31 AM NODENR FAX NO. 9103502004 P. 25
Permit No. 5WP70-7OZ02.
(to be provided by()We)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopies for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection systems as defined by 15A NCAC 21-I .1002(18). Low density requuewents and density factors can
be found in 15A NCAC 2H .1005 through.1007.
I. PROJECT INItORMATION
Project Name: San Rio
Contact Person: Mr.Jim Wiseman/Mr. Jim Green Phone Number [phone]
Number of Lots: See Attachment A Allowable Built Upon Area Per Lot*: See Attachment A
* If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon
area for each lot. The attachment must include the project name, phase, page numbers acid provide area
tbtotals and totals.
IL BUILT UPON AREA
See the Stormwater Management Permit Application for specific language that must be recorded in the deed
restrictions for all subdivisions
For uniform lot sizes,complete the following calculation in.the space provided below where:
• SA Site Area - the total project area above Mean High Water. Wetlands may be excluded when the
development results in high density pockets.
• DF Density Factor-the appropriate percent built upon area divided by 100.
• RA Road Area-the total impervious surface occupied by roadways.
• OA Other Area-the total area of impervious surfaces such as clubhouses,tennis courts,sidewalks,etc.
• No. Lots-the total number of lots in the subdivision.
* BUA/Lot-the computer allowable built upon area.for each lot including driveways and impervioYrss surfaces
located between the front lot line and the edge of pavement
`RM S WU-104 Rev 3.99 PAGE. I OF 2

JUN-19-2007 TUE 11:32 AM NCDENR FAX NO, 9103502009 P. 26
(SA x DF)—RA—OA = BUA
No. Lots Lot
lculation:
5E6 AITM I M¢N'r &i
III. REQUIRED ITEMS CHECKLIST
.,plicannts Initials
a. A 30-foot vegetative buffer is provided adjacent to surface waters. Projects in the Neuse
,geF River basin may require additional buffers.
b. Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
Bar platting and prior to sale of any lots.
BRJF c. Built upon area calculations are provided for the overall project and all lots.
d. Project conforms to low density requirements within the ORW AEC (if applicable).
B12r [15A NCAC 21-1 .1007(2)(b)]
tMSWU-J04 Rev 3.99 PAGE 2OF2

GEOTECHNICAL REPORT
SAN RIO-PHASES 1B&2A
WDL-07020

GEO
GEO-STRUCTURAL ENS;•'JEERS RESOURCE CONSULTANTS QUALITY CONTROL SPECIALISTS
Engineering&Resource Consultants
June 1, 2007
The John R. Mcadams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
Attn: Dave Bartone, P.E.
RE: Seasonal High Groundwater Levels
San Rio Ocean & River Club
Shallotte, North Carolina
GeoMetrics No. SR-WD03-C1 M
Dear Mr. Bartone:
At your request, GeoMetrics has completed an investigation to determine the seasonal high
groundwater elevation at the San Rio Ocean Club development. Test pits Were excavated to a
depth of 10 feet below the existing grade at 2 locations within the perimeter of the proposed pond
near the main entrance (see enclosed location plan). The sides of the test pits were examined to
determine the depth at which soil mottling became evident. Mottled soil is a good indicator of
recent groundwater presence. The interpreted seasonal high water level in test pit #1. was 20
inches below existinggrade and.45 inches in test pit#2. The actual groundwater phreatic surface
was encountered at a depth of approximately 10 feet in both pits. Copies of the test pit logs are
enclosed.
If you have any questions or if you need further information please contact me at [phone].
•
Sincerely,
GeoNletrics, Inc..
sen, P.E,
r. ch E.gg erin ' nager
1;G1N�$' r'1
cc: James H. Green, P.E., Wakefield Dev. Co.
COLUMBIA • MYRTLE BEACH • CHARLOTTE
136Stonernark Lane 3650 ClayA,;c/Road 11719 Tom Short Road
•
Suite 100a-.Stonerrtark Centre Myrtle Beach,South Carolina 29579' Charlotte,North Carolina 28277
Columbia,South Carolina 29210 [phone] FAY( 43)236-5292 (7 0-1)814-4060 FAX[phone]
[phone] FAX[phone]

San Rio LOG OF TEST PIT No. TP-2
Shallotte,North Carolina Location: 33.96716°N 78.35812°W
SR-WD03-C1 M Offset: N/A
Date Excavated: 5-30-07 Supervisor: A. Rabon Ref:
Casing Length: N/A • Ground Elevation: 26 msl
Excavation Method: Test Pit
Water Level: 10'4"big
al
a)- MATERIAL DESCRIPTION g 9. E al o I E F P.I.D. COMMENTS
w . 0 CO
To Soil
0:5 p
Poorly graded SAND, light gray
- 10YR 7/1 • • -
2.0
Silty SAND, yellowish brown 10YR
5/4
4.4
Poorly graded SAND,yellowish
brown 10YR 5/4 • • -
5.6 ::::.
Poorly graded SAND, light brownish
r
gray 10YR 6/2 -
- 10.2- -
•
Test pit terminated at 10.2' •
- - -
5
a
0.
SS
Q
to -
F-
a
I-
136
•
Suite 100-Stone ark C ntre ��'O l _�ETI�IC9 iilvc 3650 Claypond Road
Columbia,South Carolina 29210 —Ms Myrtle Beach,South Carolina 29577
Phone:[phone] Phone:[phone]
FAX [phone] FAX: [phone]

GEOIC•
SINC GEO-STRUCTURAL ENGINEERS RESOURCE CONSULTANTS QUALITY CONTROL SPECIALISTS
Engineering&Resource Consultants
July 10, 2007
The John R. Mcadams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
Attn: Dave Bartone, P.E.
RE: Seasonal High Groundwater Levels
San Rio Ocean &River Club Phase II
Shallotte, North Carolina
GeoMetrics No. SR-WD03-CI M
Dear Mr. Bartone:
At your request, GeoMetrics has completed an investigation to determine the seasonal high
groundwater elevation at the San Rio Ocean Club Phase II development. Test pits were excavated
to a depths ranging from five (5) to thirteen and one-half (13.5) feet below the existing grade at 11
locations within the perimeter of the proposed ponds. The sides of the test pits were examined to
determine the depth.at which soil mottling became evident. Mottled soil is a good indicator of
recent groundwater presence. Below is a table indicating the results of the test pits:
Test Pit Latitude Longitude Water Table Seasonal
High Water Table
TP-1 33.96484°N 78.36079°W 13' 2" 9' 5"
TP 2 33.96518°W 78.36105°W 13' 6" 10' 2"
TP-3 33.96706°W 78.36224°W 5' 1" 3' 6"
TP-4 33.96670°N 78.36209°W 13' 6" 7' 9"
TP-5 33.96756°N 78.36207°W 8' 2" 5' 4"
TP-6 33.96788°N 78.36179°W 10' 0" 6' 3"
TP-7 33.96701°N 78.36089°W 9' 5" 7' 2"
TP-8 33.96683°N 78.36137°W 12' 1" 6' 3"
TP-9 33.96617°N 78.35842°W 4' 2" 3' 1"
TP-10 33.96609°N 78.35831°W 4' 1" 2' 6"
TP-11 33.96601°N 78.35813°W 8' 2" 5' 7"
COLUMBIA • MYRTLE BEACH • CHARLOTTE
136 Stonemark Lane 3650 Claypond Road 11719 Tom Short Road
Suite 100- S!on:°;nark C',r'r, Myrtle Beach,South Carolina 29579 Charlotte,North Carolina 28277
Columbia.South Carolina 29210 [phone] FAX[phone] [phone] FAX[phone]
[phone] FAX[phone]

If you have any questions or if you need further information please contact us at(843)236-8800.
Sincerely,
GeoMetrks, Inc.
iiIrr
•
1.
And �oub a field Al•
:nsen, P.E.
Operations Manager ngineering Manager
9 9 9
Encl
rUMii11/
, %\sM
� r SP.\
,�tllultll'l-/[lil���i
CARq
cc: James H. Green, P.E., Wakefield Dev. Co. "c�;GEOMETRICS.INC. Z Na.13249 -7=
,:.m
No.C01533 R.=..73
l�l/Idd1411N1� ian111114d�����
GE° TRICSmc
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Engineering&Resource Consultants
M:ICURRENT CONSTRUCTION PROJECTSISR-WD03-C1MSan RiolSeasonal High Water Level Phase II.doc 2

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P. 01 *
TRANSACTION REPORT �c
SEP-14-2007 FRI 11 :39 AM
FOR: NCDENR 9103502004 ]K
:K SEND
* DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP *
* SEP-14 11 :39 AM 919193612269 28" 3 FAX TX OK 608 *
*-------
TOTAL : 28S PAGES: 3 �c
>Ic***************Ic**********>Ic**********>Ic***************************>K*****>Ic***********>Ic***************
AA
NCDENR
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
[phone]
• Michael F. Easley, Governor 1,Vil]iam G. Ross Jr., Secretary
• FAX COVER, SHEET
IDate:J_ 9 - 1 Lk v - # pages .3 _
To: o cc"nc From: J C .T 'Ku5sc-
Co•_ Division_ E-.K ?CcSa
Fax:' Co t "2-2— 5 FAX #: [phone]
Rtem a rks: l -1h •, 0 .
17T C:aILiinal Drive El.Wilmington, North Carolina 28.1.05-3845 • Phone: [phone] FAX. [phone]

FVJA
9
QG Michael F.Easley,Governor O
William G.Ross Jr.,Secretary
North Carolina Department of Environment and Natural Resources
Coleen H.Sullins,Director
Division of Water Quality
September 14, 2007
Nathan D. Benson, Manager
Sandler at Shallotte, LLC
448 Viking Drive — Suite 220
Virginia Beach, VA 23452
Subject: Request for Additional Information
Stormwater Project No. SW8 070843.
San Rio - Phase 2A and 3
Brunswick County
Dear Mr. Benson:
The Wilmington Regional Office received a Stormwater Management Permit Application for
San Rio - Phase 2A and 3 on August 30, 2007. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Stormwater pond labeled Pond #2 in plan view and Pond #1 in title block sheet
PD — 1A, please correct.
2. Please locate the pond / swales in a recorded access/drainage easement.
3. Maximum spacing for bars on racks is 5.5" with a minimum spacing of 2", please
correct.
4. Bottom of pond elevation (Pond #2 — sheet PD —1 F) on the section view is 9' but
is reported to be 8' on the supplement, please correct.
5. Pond #3 shows stormwater drainage system entering the main pool. All
stormwater must enter the forbay.
6. Section II item 3 on the application should be marked high density or other (low
density w/ high density pockets) because of the pockets of high density
associated with this permit application, please correct.
7. A high density fee is $4,000. Please submit the $2,000 balance for the high
density review.
8. Pond #2 ofifice is reported to be 1.5" diameter on the supplemental but shown to
be 2" diameter on the plans (sheets PD-2B, PD-2F) please correct.
9. Pond #3 ofifice is reported to be 3" diameter on the supplemental but shown to
be 4" diameter on the plans (sheets PD-3B, PD-3F) please correct.
NOne Carolina
Naturally
•
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh,NC 27699-1617 Phone[phone] Customer Service
Internet: www.ncwaterauality.org Location: N.512 Salisbury St. Raleigh,NC 27604 Fax [phone] 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

Nathan D. Benson, Manager
September 14, 2007
Stormwater Application No. SW8070834
10. Please add note to plans stating that all roof drains to be direct to
stormwater treatment system.
11. Please provide wetlands calculation.
12. Please-provide lot built-upon-area calculation.
13. Each drainage area to be treated must be defined for each individual
treatment system with the drainage area and the built-upon-area as shown
on page 2 of the application. Note: detention ponds cannot be evaluated
without this information.
14. Provide map/plan delineating the SA/SC section of this permit.
Because the application has significant permitting issues/deficiencies, a
resubmittal fee of$2,000 will be required in order for this project to remain
in the express program. Note: $2,000 fee for comments and $2,000
additional for high density review, $4,000 total.
Please note that this request for additional information is in response to a partial,
preliminary review. The requested information should be received by this Office prior to
September 21, 2007, or the application will be returned as incomplete. The return of a
project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Chris Baker
Environmental Engineer II
ENB/csb: S:IWQS\STORMWATERIADDINFO120071070843.sep07
cc: Brandon Finch, P.E., The John McAdams Company, Inc.
Chris Baker
2

State Stormwater Permit Application Tracking Cover Sheet
Wilminzton Regional Office
Project Name: SAN RIO PHASES 2 AND 3
Project Category: MOD Ne1/473
Project Type: LOW DENSITY
App Accept Date: (3o(Oi
Application Fee Amt: $ 2_0
Fee Check Number: y s 6
Reviewer Name: BAKER, CHRIS
Record the following information from BIMS after project has been entered!
Permit Number(BIMS): (d B 07 c)E 3`f
Please update the SW Access System by entering the Permit Number for the project!
Date Entered in Access: 'j 107
Entered in Access By: LA 2 j ei Liu kl E 5
Date Printed: 8/27/2007 2:58:29 PM

i
—r THE JOHN R McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Chris Baker Date: August 30, 2007
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405 ** HAND DELIVER **
[phone]
Re: San Rio Job No.: WDL-07020
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
2 Post-development Watershed Map (Color)
These are transmitted as checked below:
❑ As requested ® For your use
For approval ❑
❑ For review and comment ❑
Remarks:
Copy to: Signed:
randon R. Finch, PE
Sr. Stormwater Project Manager
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
❑ Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park,NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com

1I .
THE JOHN R McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Chris Baker Date: August 27, 2007
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405 ** HAND DELIVER**
[phone]
Re: San Rio Job No.: WDL-07020
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 SWP Application w/deed restrictions for PH2 & PH3
1 $4,000 Express Review Fee
2 sets PH2 & PH3/Master SW Mgmt Plans(narrative on plan
1
set); Revised PHI Plans(Only sheets that changed)
Wet Detention/Low Density/Curb Outlet Supplements
2 copies SW Mgmt. calculations
These are transmitted as checked below:
❑ As requested ►/ For your use
® For approval ❑
❑ For review and comment ❑
Remarks:
Copy to: Signed:
./Brandon R. Finch, PE
Sr. Stormwater Project Manager
I
FOR INTERNAL USE ONLY
/1 Copy Letter of Transmittal Only to File
❑ Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park,NC 27709 • [phone] • fax[phone]
tvww.johnrmcadams.coni

August 27,2007
Mr. Chris Baker
Environmental Engineer II
NCDENR
127 Cardinal Drive
Wilmington,North Carolina 28405
Re: San Rio—Master Stormwater Permit Revision
Permit#SW8 070202MOD
WDL-07000
Dear Mr. Baker:
Please accept the following narrative describing our proposed revision request.
Along with Phases 2 and 3 being detailed within this submittal, some small Phase 1
revisions are proposed as well. These revisions include the adjustment of the
stormwater management pond calculations due to the reduction of the proposed road
right-of-way span width,the addition of a road drainage swale along the north end of
Phase 1 (at the road crossing to Phase 3, near the span) and the adjustment of the road
alignment at the connection to Phase 2. All of these adjustment s occurred due to the
Phase 2 and Phase 3 design continuation, or due to internal adjustments within Phase
1.
In addition,the area of Phase 1 land along the west coast of the phase used use during
the calculation of allowable impervious has been adjusted. This is in response to the
finalization of the Phase 2 and Phase 3 calculations, necessitating the need to update
the areas for clarification and consistency.
No drainage increases are currently proposed beyond the original permitted areas, and
the current impervious area does not exceed the permitted area as well.
Thank you for your consideration of our request and please do not hesitate to contact
us with any questions at(919) 361-5000.
Sincerely,
THE JOHN R. McADAMS COMPANY,INC.
Dave Bartone, P.E.
Senior Project Manager
Civil Engineering-Residential
c.c. Billy Sutton, Sandler at Shallotte, LLC
Jim Green, Sandler at Shallotte,LLC

*: SOSJD:800219
Date Filed:8/30/2005 9:39:00 AM
Elaine F.Marshall
North Carolina Secretary of State
State of North Carolina C200524100202
Department of the Secretary of State
APPLICATION FOR CERTIFICATE OF AUTHORITY
FOR LIMITED LIABILITY COMPANY
Pursuant to§57C-7-04 of the General Statutes of North Carolina,the undersigned limited liability company hereby applies for a
Certificate of Authority to transact business in the State of North Carolina,and for that purpose submits the following:
1. The name of the limited liability company is Sandier at Shallotte, L.L.C.
and if the limited liability company name is unavailable for use in the State of North Carolina,the name the limited
liability company wishes to use is •
2. The state or country under whose laws the limited liability company was formed is: Virginia
3. The date of formation was August 19,2005 ;its period of duration is: Perpetual
4. Principe]office information: (Select either a orb)
a. The limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is:
Number and Street 448 Viking Drive, Suite 220
City.State,Zip Code Viroinia Beach.Virainia 23452 County Virginia Beach
The mailing address,41 different fram the street address,of the principal office of the corporation is:
b. ❑The limited liability company does not have a principal office.
5. The street address and county of the registered office in the State of North Carolina is:
Number and Street 225 Hillsborough Street
City,State,Zip Code Raleigh, North Carolina 27603 County Wake
6. The mailing address,ijdiferent front the street address,of the registered office in the State of North Carolina is:
7. The name of the registered agent in the State of North Carolina is: CT Corporation System
CORPORATIONS DIVISION P.O.BOX 29622 RALEIGH,NC 27626-0622
(Revised January 2002) (Form L-09)

APPLICATION FOR CERTIFICATE OF AUTHORITY
Page 2
S. The names,titles,and usual business addresses of the current managers of the limited liability company are:
(use attachment if necessary)
Name Business Address
•
Nathan D. Benson 448 Viking Drive, Suite 220
Virginia Beach,Virginia 23452
Raymond L. Gottlieb 448 Viking Drive, Suite 220
Virginia Beach,Virginia 23452
9. Attached is a certificate of existence(or document of similar import),duly authenticated by the secretary of state or other official
having custody of limited liability company records in the state or country of formation. The Certificate of Existence must be
less than six months old. A photocopy of the certification cannot be accepted.
10. If the limited liability company is required to use a fictitious name in order to transact business in this State,a copy of the
*solution of its managers adapting the fictitious name is attached.
11.This application will be effective upon filing,unless a delayed date and/or time is specified:
This one day of August ,20 05
Sandler at Shallotte, L.L.D.
Name of Lin' d Liability Company
Signature of Manager
•
Type or Print Name
Notes:
l. Filing fcc is S250. This document must be filed with the Secretary of State.
CORPORATIONS DIVISION P.O.BOX 29622 RALEIGH,NC 27626-0622
(Revised January 2002) (Form L-09)

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I Certin, the F'oITowing from the Wscortis of the Commission:
A certificate of organization was issued by the Commission to Sandler at Shallotte, L.L.C.,a
limited liability company formed under the laws of VIRGINIA,effective as of August 19, 2005.
As of the date below,articles of cancellation have not been filed in this office by Sandler at
Shallolte, L.L.C., a Virginia limited liability company.
Nothing more is hereby certified.
�-- �:, Signed•and Seakiat ichmoncfon this Date:
E`er h;\
og.9- - " 0at�t .august 23, 2005
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North Carolina Department of Environment and Natural Resources Ca'4 efih
127 Cardinal Drive,Wilmington NC 28405 [phone] FAX[phone]
Request for Express Permit Review 44 -e ,x
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FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron.Weave►fincmail net along with a narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M.of the review date,unless prior arrangements are made.
APPLICANT Name 9.4404.Ere AT SNA :MEj1.4C, ( t .a- wt1u4 ,a.Svcr )
Company -- sAme ac AwAng
Address we/ 4444004 --4tArE 140 City/State VALSICAAft Zip 210s . County w+r
Phone 1i4-554,-48 o Fax ter-s5.-coo. Email tilija VORICCACY4cCann
PROJECT Name ato- ?OW a
PROJECT SYSTEM(S)TRIBUTARY TO "a' O'l '4/� iE (STREAM NAME) uum(sa�
ENGINEER/CONSULTANT a ioo4 t2 rwcti �"'"'� RIVER BASIN
Company - rJ R. iwtcAoA toi.mobe,we.
Address otos + vfw ptec► City/State PvethVA. G Zip trio County
Phone Itt-mac- Fax qc -nc-z Email -6',0,8-johnrehaviami.e.wit
State or National Environmental Policy Act(SEPA, NEPA)—EA or EIS Required❑Yes 0 No
STREAM ORIGIN Determination; #of stream calls; Stream Name
Lv! SiORiv1WA#TER
❑Low Density ❑ High Density-Detention Pond ❑High Density-Other
Wetlands MUST be addressed below []rLow Density-Curb&Gutter 0 High Density-Infiltration ❑Off Site
❑ COASTAL ❑ Excavation&Fill ❑Bridges&Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑Marina Development ❑Urban Waterfront
LAND QUALITY 0 Erosion and Sedimentation Control Plan with acres to be disturbed.
WETLANDS(401) Wetlands on Property HI'Yes 0 No _ y Isolated Wetlands on Pro _—_opertjr 0Yes[`'j No
Check all that apply Wetlands Will Be Impacted El Yes El-No Wetland Impacts: / Acre(s)
Wetlands Delineation has been completed [Y:s❑No ❑Buffers Impacted: fi Acre(s)
USACOE Approval of Delinoslion conwleejed R'Yes❑No
4f 4.Application in process wiUSACC� Des LI o l Permit received from USAGE❑Yes[Bit
401 Application requi,ed DYes .-= No If Yes, ❑ Regular❑Express
Additional fees,not to exceed 50%of the original Express Review permit application fee,may be charged for
subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: $ee Split for multiple permits: ICE JE IV] I1
CAMA $
LQS $ JUR 2 7 2007
401 $ Total Fee Amount $
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Copyright(C)1998,:Maptech,Inc.

Project Name s, ? a -efts%S
Stormwater Express Questionnaire(6/15/2007)
1. What is the applicant's full legal name? nt ,"1
plf a corporation, LLC or Partnership is involved, what is that name? 9# ru.C,.
If it's an LLC, is it E manager-managed or 0 member-managed?
What is the applicant's title within the corporation, LLC or partnership? a jw e
Will an agent(someone other than the applicant) be signing the application? L7 Yes L 1 No
If Yes, what is the agent's name and title?
ate4f4 9. +4 Acto4 cA 4PAN(,04c,.
WPlease note the application signature requirements are listed in NCAC 21-1.1003 (e). In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member-
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
2 Where is the project located?
County 07w44vncK Nearest Town/City 4.+
(Attach a detailed vicinity map with both local street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc.
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway.)
If the project is located in Brunswick, Onslow or New Hanover Counties, NPDES Phase 11 Post-
Construction rules will apply.
3. What is the name of the receiving stream? s t /s; to-cute image,
What River Basin is it located in? L> Bsz
What is the classification of the receiving stream? 5c,;+ W-s etuc I G,sw, -fly
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the%mile radius from the property corner closest to the SA
or SR receiving stream must be drawn on the map.
4. If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)--cklrs.S n curs rear Aerue- u 's eedts=t of 6.404ea?
Wet Detention J Infiltration Trench Infiltration Basin ` Sand Filter
Bio-retention r Wetlands Alternative Offsite
_ Dry Detention Other
How many separate BMP's are being proposed? 1 2 3 4 5 6 7 8 9 10 11 12 Other
5. Is there offsite runoff from the adjacent properties or public right-of-way that will drain into any of
the proposed BII P's on the project and is not being diverted?4,trar'-uvrc, ❑ Yes ] No
v ++
6. Is an access road across other property required to access the project? ❑ Yes ''io
Act r te.ru 5ueahnksr4
7. Is there any existing development or pre-1988 existing BUA located on the property?
(Please provide documentation&delineate and identify on the plans.) 0 Yes ErNo ,,
8. For high density projects, has all of the proposed BUA been collected?
p p ❑Yes ❑ No
(If not, attach a separate explanation sheet) sise.x104 p dot
AMPM.Y so MS pitikA
of MJ etc,
Page 1 of 2

Project Name 5Ar moo- 1,144e 3
9. Will the project involve the subdivision and sale of property? ErYes ❑ No
Is the subdivision residential or 0 commercial?
How many lots are proposed? 144yr'cs-rDegrfremtarw errDero aartecalo.6 viku,ge rectttp p
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Have the wetlands been delineated? 12-Yes ❑ No
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.) sue it c .4 MACrge PFAX4Atr Ae r;04
11. Are wet detention ponds or other engineered controls proposed to be located adjacent
wetlands? '- -u4 s uea v© Ateur �s t� ot�, raw ❑�Yes 0 No
(if, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHWT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time, Where possible, all BMP's and swales
should outlet into back the wetland(with level spreaders).
12. For infiltration projects, has a site visit been completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report? 0 Yes 0 No
a'h tt5 stetto,a atif4 gcr'r Oweve ID-lots tOtio a Of'SAN PLO.
If yes,what was the date of the site visit?
Include a copy of the consultant's soil report with the application.
13. Does the project propose Level Spreaders at the outlet of all engineered controls and swales
prior to entering surface waters or wetlands?.. -ra se 5 c ) [ Yes 0 No
et.J At. Pc M. roe Pt1RS6
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project aJmodcation to an existing permitl part of a larger subdivision, or is it a lot that
will be treated in a BMP under a previously issued permit? [E'Yes ❑ No
If yes, what is the name of the permitted facility? r'/A uw1 or4 Y
What is the permit number of the permitted facility? J►/A t ae/pQfs5cre
Is the permitted facility in compliance with its permit? _ Yes _ No
Have the deed restrictions been recorded? _ Yes No
Have the deed restrictions been submitted? Yes No
Has the Designer's Certification been submitted? — Yes No
15. Do the plans reflect all information as listed in 15A NCAC 2H.1003(g)? E f Yes 0 No
- -tb 'OE 44.3.444 o 4 rwitt.94.4,405
16. Have all of the design requirements of each proposed BMP been met? L 1Yes ❑ No
(If not, attach a separate explanation sheet. Please note that the Express program is not set up
to handle any type of deviation from the standard design.)
17. For each BMP in all high density projects, and low density curb outlet swale projects, has a
drainage area delineation map been provided? DrYes ❑ No
v+riw $ ? DO o i 4 osier
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
Page 2 of 2

SOSID:800219
Date Filed: 8/30/2005 9:39:00 AM
Elaine F.Marshall
North Carolina Secretary of State
State of North Carolina C200524100202
r Department of the Secretary of State
APPLICATION FOR CERTIFICATE OF AUTHORITY
FOR LIMITED LIABILITY COMPANY
Pursuant to§57C-7.04 of the General Statutes of North Carolina,the undersigned limited liability company hereby applies for a
Certificate of Authority to transact business in the State of North Carolina,and for that purpose submits the following:
1. The name of the limited liability company is Sandler at Shallotte, L.L.C. •
and if the limited liability company name is unavailable for use in the State of North Carolina,the name the limited
liability company wishes to use is
2. The state or country under whose laws the limited liability company was formed is: Virginia
3. The date of formation was August 19, 2005 ;its period of duration is: Perpetual
4. Principal office information: (Select either a orb)
a. El The limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is:
Number and Street 448 Viking Drive, Suite 220
City,State,Zip Code Virainia Beach.Virginia 23452 County Virainie Beach
The mailing address,if different from the street address,of the principal office of the corporation is:
b. 0 The limited liability company does not have a principal office.
5. The street address and county of the registered office in the State of North Carolina is:
Number and Street 225 Hillsborough Street
City,State,Zip Code Raleigh, North Carolina 27603 county Wake
6. The mailing address,ifdifferent from the street address,of the registered office in the State of North Carolina is:
7, The name of the registered agent in the State of North Carolina is: CT Corporation System
CORPORATIONS DIVISION P.O.BOX 29622 RALEIGH,NC 27626-0622
(Revised January 2002) (Form L-09)
..

.. y
APPLICATION FOR CERTIFICATE OF AUTHORITY
Page 2
8. The names,titles,and usual business addresses of the current managers of the limited liability company are:
(use attachment if necessary)
Name Business Address
•
Nathan D. Benson 448 Viking Drive, Suite 220
Virginia Beach, Virginia 23452
Raymond L. Gottlieb 448 Viking Drive, Suite 220
Virginia Beach, Virginia 23452
9. Attached is a certificate of existence(or document of similar import),duly authenticated by the secretary of state or other official
having custody of limited liability company records in the state or country of formation. The Certificate of Existence must be
less than six months old. A photocopy of the certification cannot be accen ed.
10. If the limited liability company is required to use a fictitious name in order to transact business in this State,a copy of the
*solution of its managers adopting the fictitious name is attached.
11.This application will be effective upon filing,unless a delayed date and/or time is specified:
•
This then ltv day of August ,zo 05
Sandler at Shallotte, L.L.C.
Name of Lin ' d Liability Company
Signature of Manager
Type or Print Name
Notes:
1. Filing fee is$250. This document must be filed with the Secretary of State.
CORPORATIONS DIVISION P.O.BOX 29622 RALEIGH,NC 27626-0622
(Revised January 2002) (Form L-09)

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I Certify the ''olCowingfrom the Records of the Commission:
A certificate of organization was issued by the Commission to Sandler at Shallotte, L.L.C-, a
limited liability company formed under the laws of VIRGINIA, effective as of August 19, 2005.
As of the date below, articles of cancellation have not been filed in this office by Sandler at
Shallotte, L.L.C., a Virginia limited liability company.
Nothing more is hereby certified.
I
F.
r . -�� Signed and Sea(ed at cchmond'on this Date:
r oto:rioN,e\� august 23, 2005
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SAN RIO ATTACHMENT 'B' B.R.FINCH,PE
WDL-07000 8/25/2007
==>Impervious Surface Breakdown
i Impervious Area Breakdown I Total Impervious
Total Area of Phase ..
--1--- 7
Phase ID I[A #of Lots Impervious Area Per Lot 'Lot Imper u
vious On-site Buildings[sfliOn-site Streets I I On-site Parking IOn-site Sidewalk[sil Other On-site Impervious 1 Off site impervious
Lot# [a]. l [sfj ! [acres]
I Esi i [sfi I Isfi i 1 IA Isfl 1- - --- -,-- - • - ,
. --
TrcT3: 36,764 - 1-21,28-48 42 1 2,900 121,800 1
__I. 268,152 i ..4 -38,991 :
- I -
22-27,49-80,90-100,106-125,134-150 86 I 3,900 335,400 I I - I I - - I -
I i 81-89,101-105,126-133 22 ! 4,900 107,800 -.1
I r _ - _
---I •
151 1 1 8,000 I 8,000 . -
I -4-
I -I:
I -,
j
. .
Totals 1 .1 1_ ! I 573,000 ., ._0 ! 26r8,152 I I 0 38,991 - -7,- 0 Li I 880,143 20.21
_ _ _
)8,731 3im
lB I 211,369 - 12,195 i 3:5,853
t 10,234 I -
-
_ 8,558- I
10,234 -t.
I Totals 1 - . _ j_. _
i _
I 0 12,195 t 35,853 I I 8,558 18,731 I 0 1 85,571 I 1.96
,- - •At-- . _ -Tromie- : Ammiipilmr- rruminor--- i
Im
2A I 2,384,365 I ___1_ 324,6-06 1 310,915 ! - I 98,368 . 32,670
32,670 -
,
,
I Totals _1mmil . I I - 0 I ' iil"gri6-. . '.1 .-, - 3 10,915 0 I 98,368 (--
I
0 I 766,559 I 0.00
___ ..• • •-- '
111117117 805,768 TO BE DETERMINED 1 216,750 i I
•
. . ..
Totals I I i ! i ' 216,750 i I 216,750 I 0.00
.
arisimi r mo ,
, •mmismosmIssmossmir - -no lmerm ---
3 j 2,141,672 " 152-156,161-168,173-179,231,234-259 47 3,000 . 141,000 i 166,781 I 27,496 • 19,690 -
157 1 i 3,200 , 3,200 1
1
158,172 2
3,405
i 1 I i i
--i- -- .-L-- • - -,-- ,
1 159-160,229-230 ! 4 ; 3,600 I 14,400 I -
--E-
-. ..........--.....- "" i-
I 3,800 -1-1 11,400 I _j
1 :
-4- . 169-171
180217,220228 1 3
47 I 4,000 1 -
188,000 I - - 1
I--- .
_._ ____
-1- 232-233 2 _
: 4,600 J 9,200 I
218-219 2 I ,.. 5,400 I 10,800 I - 1
-.-,
I I
I I I
Totals I 108 I • 384,800 I 0 166,781 ! 0 I 27,496 I 19,690 ; 0 598,767 1 13.75
_
4A I 5,041,470 1 TO BE DETERMINED . .. . -
I 1,191,366
1
I Totals 1 I
1 I f- ' t 1,191,366 i 1,191,366 I 27.35
-Nmaisimr -- ._ -- - - -
4B I 198 i TO BE DETERMINED 37,626 I
I Totals I I I I I 37,026 - j 0 37,026 I 0.85
. mot-- _..., I . _ ___ __._.._ __
5A I 2,235,86-2 I TO BE DETERMINED 733,637 I
- -- - - 1
733,637
I Totals I _I_ I I 0 73.3,637 I 16.84
, ‘ _ . , _ . - --i-- r
5B I 1,122,015 I TO BE DETERMINED . 424,318
i ._,..........„_......7,,,,_......,..,„_„,____,_,____ ,,,„_.,. _... ,.
I _........d. .._. _
0 424,318 1 9.74 I _
" `t- 3MIMEN
6A ( 2,736,279 I TO BE DETERMINED I - -
,I - Totals i
-- -4--" 895,768
1
I - I I I 95,76.820.56'' 7
_ I ---
=Elii
6B I 671 523 TO BE DETERMINED 1
261,717 I
i Totals 1 1----- 1 - 1.-
•
261,717 0 261,717 I 6-.01, .
7A [..._ 4,948,709. I TO BE DETERMINED 1 t 1,340,450 j otals --r. i i r - 1 - r-
1 I 1,340,450 A
I 0 1,340,450 I 30.77:monk ,. imm-- _..1Mr„._--Init
7B 75,658 TO BE DETERMINED I 43,00 i
. _
- - I -- .. . .
I Totals I I 1
I 43,670 I 0 - 43,670 1 1.00
8A I 3,920,292 I TO BE DETERMINED
! 1,063,250 I I
----1.---- •:+m......-,.. •-rem.9A-+A.,...:-..- -e
1,......a.4•nay..?
I TotalS 1 I I -r--------.7.-- - i
1,063,250 I 0 1,063,250-
. --muminic-
8B I 380,328 I TO BE DETERMINED I 149,050 .I I
.
j_____ Totals 1 149,050 0 _j 149,050 I 3.42
.__,,__,,
- _ .
29,992,012 (Total onsite area including outermost 100'of wetlands) 8,688,042
1,759,571 (Remaining wetland area outside outermost 100')
31,751,583 SF

SAN RIO ATTACHMENT'A' B.R.FINCH,PE
WDL-07000 825n007
a_.____ .;__----- , -_-__R_—._ -__...------- __,„__,-_._,.._ - _ _...__—__._ ..__�._,�-_,—,__��TM�-_��_�____ _,_._.-_- .,_....,r_—.�_e._,,.—__-_-__.._v_..,---- n fi:— -'"—ride 1-•-- __---,_77:—r.:_:,.,....—.,_
Basio Ilfame�ti__ I Phase lA Phase IB Phase 2A Phase 2B _ Phas:3 A Phase 4A ,_ _Phase 46 �_^-'���Phase SA Phase 5B � Phase 6A I Phase 6B ,=�, I Phase 8A Phase 8B J
Shallotte River, I i -.~. T' Shallotte River,Sharron_I �" -" -..�
Receiving Strewn Name ' SLazron Creek ' Shallotte River Shallotte River Shallotte River I Creek I Shallotte River �.I Shallotte River _ Shallotte River Shallotte River Shallotte River -}` Sharron Creek Sharron Creek Sharron Creek Sharron Creek _�� Sharron Creek
Receiving Stream Classification SC;HQW SC;HQW SC;HOW - SC;HQW SC;HOW SA;HOW SA;HQW_ SC:HQW I SC;HQW I SC;HQW . SC;HOW I SC;HQW-C;Sw:HQW I-SC;HQW-C,Sw,HQW i SC;HOW-C,Sw,HQW 1 SC;HOW-C;Sw;HQW
-_ Drainage Area -----r 3,236,764 SF I 211,369 SF 2,384,365 SF ' 805,768 SF 2,141,672 SF _I 5,041,470 SF __79,938 SF 2,235,662 SF _ 1,122,015 SF _ 2,7.36,279 SF _ 671,523 SF _ 4,948,709 SF 75,658 SF I_ 3,92Q292 SF i 380,328 SF
Existing Impervious Area 0 SF I_ 0 SF 0 SF • I 0 SF I 0 SF 0 SF 0 SF '_ _ 0 SF __,_ 0 SF E_ 0 SF 0 SF 0 SF f 0 SF ! 0 SF t_
0 SF
Proposed Impervious Area = 680,143 SF I 85,571 SF766,559 SF I 216,750 SF I 596,767 SF 1 1,191,366 SF 37,026 SF 733,637 SF i 424,318 SF 895,768 SF I 261,717 SF 1 1,340,450 SF 43,670 SF } 1,063,250 SF -�—
.._�_ 149,050 SF%ImperviorsArea(totaQ 27.2% 405% 32.1% I 26.9% 28.0% 23.6% 6.3% 32.8% 37.8% I 32.7% 27.1% 57.7% ..1 . _ 27.11% 39.2%
— �
•
I_Lpervlous S_rfsce rtre„�__.•,�Phase lA., I Phase 1B r-� ��Phase 2A i Phase 2B I Phase 3 : Phase 4A pm Phase 4B may= Phase SA Phase 56 Phase 6A Phase 6B -I Phase 7A I Phase I Phase BA I Phase
On-siteLots ' 573,000 SF 1 0 SF 0 SF I _i-.......__ �..... ; i_,�_� .w. .. ...� - ----,i i..._._� �..__.,r-- ..
-- -----
_ On-site Buildings 0SF I 12,195SF 324.606SF i TBD '__ TBD TBD I TBD TBD 4-� TBD I TBD TBD !-_—_ TBD ---j Ti TBD - TBD—'""
On-site Streets . 268,152SF I 35,853SF 310,915SF - 1----- TBD _ I TBD I TBD TBD I TBD TBD -1'BD TBD ---- TBD TBD--` •-- TBD --- TBD
On-site Parking I 0 SF I 10,234 SF i 0 SF i TBD _I TBD _ TBD TBD TBD - TBD TBD I TBD TBD TBD TED -� TBD _
On-site Sidewalks I 38,991 SF i 8558 SF II 98,368 SF - I- TBD TBD - __ TBD --_ TBD • - TBD TBD TBD I I
TBD TBD --� TBD TED TBD
Other On-site I 0 SF 1- 18,731 SF 1 32.670 •SF { TBD-_ TBD _ I TBD _ TBD I.-- TBD __'_ TBD —- TBD —i- Teo �I-----TBD --� TBD TBD ---I TBD -
--'-'-- ---�-- TBD TBD - TBD -- - TBD +I .�D•-- I-- ----�. .E TBD i
Off-site 0 SF 0 SF 0 SF TBD __.._TBD -.__ _ ,._..�,..._.,...,._e._.. TBD -�
._._._..:_.� - 85,571
�. TBD
Total .„ Y. 880�143 SF 85,571 SF I 766,559 SF _ TBD�y TBD TBD TBD . TBD TBD 1 TBD ' "�- , _. -- `� ----
_.».,•�,_...._�., _ � - I i TBD i TBD I TBD TBD

RE:Express Review- San Rio,Phase 3
Subject: RE: Express Review- San Rio,Phase 3
From: "Finch, Brandon" <[e-mail]>
Date: Wed, 27 Jun 2007 16:08:57 -0400
To: "Janet Russell" <[e-mail]>, <[e-mail]>
Ms. Russell,
Thank you very much for the quick reply. I would like to confirm this
date.
Have a good afternoon,
Brandon R. Finch, PE
Sr. Stormwater Project Manager
THE JOHN R. McADAMS COMPANY, INC.
2905 Meridian Parkway
Durham, NC 27713
919-361-5000 RTP, NC Office
704-527-0800 Charlotte, NC Office
919-210-2912 Mobile
[e-mail]
The John R. McAdams Company, Inc. provides a unique collection of land
development design services including land planning, zoning
administration and permitting, surveying, site engineering, contract
administration, landscape architecture, stormwater management, and
traffic engineering. McAdams has offices in Durham and Charlotte, North
Carolina. For more information, visit www.johnrmcadams.com.
McADAMS COMPANY: Assisting our clients to have successful projects for
over 25 years.
Original Message
From: Janet Russell [mailto:[e-mail]]
Sent: Wednesday, June 27, 2007 4:00 PM
To: Finch, Brandon; [e-mail]
Subject: Express Review - San Rio, Phase 3
Brandon:
Phase 3 of San Rio has been scheduled for an Express Stormwater Review
Submittal with Chris Baker on
*August 27, 2007 at 8:30 a.m.
Please respond within 2 business days to confirm and reserve this
meeting date and time. No further notification will'be sent. If you
need to reschedule, please advise as soon as possible.
Please note: if the project package is not *complete* as the August
27th meeting approaches, please call and cancel the meeting so that
other projects may be reviewed.
Thanks,
Janet Russell
1 of 1 6/28/2007 8:28 AM

Re: San RW Phase 3 -Request for Express Review
Subject: Re: San Rio Phase 3 -Request for Express Review
From: Linda Lewis <[e-mail]>
Date: Wed, 27 Jun 2007 08:44:13 -0400
To: "Finch,Brandon" <[e-mail]>
CC: Janet Russell<[e-mail]>
Brandon:
Prior to scheduling, you will also need to complete and submit the attached
questionnaire.
Thanks,
Linda
Finch, Brandon wrote:
Ms. Lewis,
I hope all is well .
We are beginning to move forward with the next phase of the San Rio
development . For this reason, I am attaching a pdf file of a
request for Express Review, along with a vicinity map depicting the
approximate location of this phase.
«16160 01 .pdf»
This will be a modification / follow up to our recently completed
master plan / Phase 1 permit (SW8 070202MOD dated June 18, 2007) .
This phase is proposed to be low density with curb-and-gutter (no
high-density pockets) . If possible, we would like to continue the
review with Chris Baker since he has reviewed the previous phases .
Please let me know if you need any additional information to
process this request.
As always, thank you for all of your help,
***Brandon R. Finch, PE***
*Sr. Stormwater Project Manager***
*THE JOHN R. McADAMS COMPANY, INC. *
2905 Meridian Parkway
Durham, NC 27713
919-361-5000 RTP, NC Office
704-527-0800 Charlotte, NC Office
919-210-2912 Mobile
1 of 2 6/27/2007 8:44 AM

Re: San-Rio Phase 3 -Request for Express Review
[e-mail] <BLOCKED: :mailto: finch@johnrmcadams .com>
The John R. McAdams Company, Inc. provides a unique collection of
land development design services including land planning, zoning
administration and permitting, surveying, site engineering,
contract administration, landscape architecture, stormwater
management, and traffic engineering. McAdams has offices in Durham
and Charlotte, North Carolina. For more information, visit
www. johnrmcadams .com <BLOCKED: :http://www.johnrmcadams .com/> .
*McADAMS COMPANY: **/ Assisting our clients to have successful
projects for over 25 years . /*
•
--
Content-Type: application/msword
Express Permit Questionnaire.doc Content-Encoding• base64
2 of 2 6/27/2007 8:44 AM