SW8060133_HISTORICAL FILE_20060713

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 U 133
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Z0ulp0^1\3
YYYYMMDD
U

July 13, 2006
Mr. Tom Tucker, Managing Member
M & John Properties, LLC, Manager
Park at Village Oaks, LLC
315 Friday Drive
Wilmington, NC 28411
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: Stormwater Permit No. SW8 060133 Modification
Village Oaks Apartments
High Density Project
Brunswick County
Dear Mr. Tucker:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ FILE COPY
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Village Oaks Apartments on June 21, 2006. 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 060133
Modification dated July 13, 2006, for the construction of the subject project.
This permit shall be effective from the date of issuance until February 20, 2016, 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 Rhonda Hall, or me at [phone].
Sincer
Edward eck
Regional Supervisor
Surface Water Protection Section
ENB/rbh: S:\WQS\STORMWAT\PERMIT\060133Mod.ju106
cc: Mark Hargrove, PE, Withers & Ravenel
Delaney Aycock, Brunswick County Building Inspections
Jeff Phillips, Brunswick County Engineering
Rhonda Hall
Wilmington Regional Office �pn
Central Files No`hcarolina
ywura/!il
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www,ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmafive Action Employer— 50% Recycled/l0% Post Consumer Paper

-- ---- - - ---- - ---- -- --------.._ -_ _--- -------------------------
State Stormwater Management Systems
Permit No. SW8 060133 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
Tom Tucker, Park at Village Oaks, LLC
Village Oaks Apartments
Brunswick County
FOR THE
construction, operation and maintenance of 2 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 February 20, 2016, and
shall be subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. Pond # 1 has been
designed to handle the runoff from 84,550 square feet of impervious area. Pond
# 2 has been designed to handle the runoff from 95,824 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. There is no built -upon area allocated for
future development in this permit.
4. 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.
The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 060133 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
Tom Tucker, Park at Village Oaks, LLC
Village Oaks Apartments
Brunswick County
FOR THE
construction, operation and maintenance of 2 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 February 20, 2016, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. Pond # 1 has been
designed to handle the runoff from 84,550 square feet of impervious area. Pond
# 2 has been designed to handle the runoff from 95,824 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. There is no built -upon area allocated for
future development in this permit.
4. 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.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 060133 Modification
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
Pond 1
Pond 2
Drainage Area
Onsite
Offsite
Acres
ft
ftZ
2.86
124,796
0
3.06
133,114
0
Total Impervious Surfaces
ft4
84,550
95,824
Design Storm
inches
1
1
Pond Depth
feet
5.0
5.0
TSS removal efficiency
%
90
90
Permanent Pool Elevation
FMSL
16.0
16.0
Permanent Pool Surface Area
ft
6,056
6,978
Permitted Storage Volume
ft
7,315
7,756
Temporary Storage Elevation
FMSL
17.1
17.0
Controlling Orifice
"0 pipe
1.25
1.25
Permitted Forebay Volume
ft
2,419
2,495
Receiving Stream
Ut of Sturgeon Creek
River Basin
Cape Fear
Stream Index Number
18-77-1
Classification of Water Body
C;Sw
II. SCHEDULE OF COMPLIANCE
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.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin.9 and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 060133 Modification
5. 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 a fountain in either pond is 1/8 horsepower.
6. The facilities shall be constructed as shown on the approved plans. 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.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease 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.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. 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.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 060133 Modification
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
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.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. 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.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
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. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 13t' day of July, 2006.
NORT ROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Alan .Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

OPFICCUSFONLY
Date Received
Pee Paid
Permit Number
-5-0&
tm; %
9060 22"nit ,
State of North Carolina
Department of Environmental anti Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This_fin•in may be pholocopiecl fin• use as an original
I. GENERAL INFORMATION
Applicants name (specify the namc of the corporation, individual, etc. who owns the project):
Park at Village Oaks, L.L.C.
2. Print OwnedSigning Official's namc and title (person legally responsible for facility and compliance):
Tom'I'ucker, Managing Member
3. Mailing Adch-ess lot- person listed in Item 2 above:
315 1'6dav Drive
City: Wilmington State:
Telephone Number: 910-539-5719
Zip: 28411
4. Project Name (subdivision, facility, or establishment name— should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Villacc Oaks Atmoments
5. Location of Project (street address):
413, 415, 417, and 419 Village Road
City: Leland County: Brunswick
6. Directions to project (fi-om nearest major intersection):
I•'rom Wilmington take US HWY 74 to the NC-133S ramp toward Soulltport/Oak Island, thcu lake a right
onto Village Road, and the site will be on your Zell.
7. Latitude: 340 14' N
Longitude: 780 00' W of pnoject.
8. Contact person who can answer questions about the project::
Telephone Number: 910-2569277
11. PERMIT INFORMATION:
I. Specify whether project is (check onc): New Renewal X Modification
form SWU-101 Version 3.99 Page I of

2. Ifthis application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 060133 and its issue date (if known) 02/20/06
3. Specify the type of project (check one):
Low Density X high Density Redevelop _ General Permit Other
4. Additional Project IZequirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control 404/401 Permit X NPDLS Stonnwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. PROJECT INFORMATION
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.
Storm water will be treated by the use of two wet detention ponds sized to handle 90% TSS removal.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
3. Total project Area: 9.52 acres.
4. Project Built Upon Area: 62.2 %.
5. How many drainage areas does the project have? 2
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach and additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area I
Drainage Area 2
Receiving Stream Name
Unnamed trib. of Sturgeon Creck
Unnamed trib. of Sturgeon Creek
Receiving Stream Class
C; SW
C; SW
Drainage Area
124,796 sf
133,114 sf
Lxistin g Im crvious*Area
-0-
-0-
Pro osed Impervious* Area
84,550 sf
95,824 sf
% Im crvious* Area (Total)
67.7%
72.0%
Im pervious* Surface Area
Drainage Area 1
Drainage Area 2
On -Site Buildings
34,079 sf
30,358 sf
On -Site Streets
- 0 -
- 0 -
On -Site Parking
45,154 sf
59,255 sf
On -Site Sidewalks
5,317 sf
6,2 11 sf
Other On -Site (future)
- 0 -
- 0 -
Off Site
- 0 -
- 0 -
Total: 84,550 sf
Total: 95,824 sf
*Gnpervious area is defined as the built upon m ea including, but not limited to, buildings, roads, parking areas,
sideivalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of

How was the off site impervious area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
'File following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, out parcels, and future development prior to the sale of any lot. If lot sizes vary signilicantly, a
table listing each lot number, size, and the allowable built -upon area f'or each lot must be provided as an
attachment.
1. Thefollowing covenants are intended to ensure ongoing compliance with state stormwater management
permit number as issued by the Division of Waler Qualily. these covenants may no/
he changed or deleted without the consent of the Slate.
Z. No more than 180,374 square, jeer of any lot shall he covered by structures at -impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but not include
woad decking or the water surface r fswimnting 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 slornnvater management permit
moclificatian prior to construction.
5. All permitted runoflfiam the outparcel.e or future developmentshall he directed into the permitted
slarnnwaler conitrol system. These conneclians io the .stornnvaler control sPslem shall be per formed in a
manner that maintains the integrily and pet fbrmanee of the system as permilted.
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. SUPPLEMENTFORMS
The applicable state stormwater management permit supplement fornr(s) listed below must be submitted for
cacti BMP specified for this project. Contact the Slornwatcr and General Permits Unit at [phone] for
the status and availability ofthese 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
Porn SWU-106
Oil' Site System Supplement
Forst SWU-107
Underground Infiltration "french Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page of4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ). A
complete package includes all ofthe items listed below. The complete application package should be submitted to
the appropriate DWQ Regional Office.
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 Stormwatcr Management Permit Application Form /hN
• One copy of the applicable Supplement 170rm(s) for each I3MP Jo
• Permit application processing fee of $420 (payable to NCDENIZ) MN
• Detailed narrative descriplion ofstormwater treauncnt/management Mto
• Two copies of plans and specifications, including: mp)l
- Development/ ['reject 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, f inishcd floor elevations
- Details of roads, drainage features, collection systems, and slormwatcr control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sires, runoff calculations
- Drainage areas delineated
- Vegetated bulTers (Where re(Iuired)
VIL 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 finn): Withers & IZavcncl, tile.
Mailing Address: 7040 Wrightsville Avenue, Suite 101
City Wilmin
['hone: 910-256-9277
State: NC
VIM APPLICANT'S CERTIFICATION
Zip: 28403
Pax: 910-256-2584
I, (print or type name of person listed in General h?lbrmution, hew 2) Tom Tucker
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 confbrmance with the approved plans, that the required deed restrictions and
protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2.100 .
Signature: G7 �� Date: of 1y4I,,
Form SWU-101 Version 3.99 Page of4

WITHERS RAVENEL
L EYVEQ OF T° ° NSMDTQL
411� 1114JL-\on�:6-!•b-l�l
7040 Wrightsville Avenue, Suite ioi
WILMINGTON, NORTH CAROLINA, 28403
[phone]
FAX [phone]
TO: Rhonda Hall
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU
❑ Shop Drawings
❑ Copy of Letter
DATE 06 20/06
IOB NO. 20 02.01
I
ATTENTION Rhonda Hall
PHONEA
796-7345
Village Oaks Apartments
Stormwater Permit No. SW8 o6o133
® Attached ❑ Under separate cover via the following items:
❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Change order ❑ Diskette ® Application and calculation inserts
COPIES
DATE
NO.
DESCRIPTION
2
Revised Insert for Stormwater Calculations
1
Revised Inserts for Wet Detention Basin Supplement for Pond No. 1(SWU-102)
1
Revised Inserts for Wet Detention Basin Supplement for Pond NO. 2 (SWU-102)
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE
1:hhL\:lX;�
J
®Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
This submission is a revision to the approved Stormwater Permit No. SW8 o6o133.
These revisions are in reeards to our ohone conversation on lune 20. 2oo6. Please
contact me if
COPYTO: File, Tom Tucker SIGNEDK//
If enclosures am not as noted, kindly notl/yus at once.

Project No. SW8 Z% 6 o/.3j mod. Of WA
Project Name U,llaa. D�kt .Q�ay�rn.✓/s 0 �G
T3iu���u;�y County _ y
O <
Dear
The Wilmington Regional Office of the Division of Water Quality received
your stormwater application and $420.00 fee on 4,0,-,'L ,1� a,>" e-
Your project will be reviewed within 75 days of receipt, and'you will be
notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the stormwater
permit is issued.
If you have any questions, please contact any member of the stormwater
review staff in the Wilmington Regional Office at [phone].
Date Sent: 7-e:& Beverly Rivenbark
—�

Sw �0&0 /33 /fO-P
WITHERS &— RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
7040 Wrightsville Avenue, Suite 1oi
WILMINGTON, NORTH CAROLINA, 28403
[phone]
FAX [phone]
To: Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilminiton, NC 28405
NUM-13:1101Ait1lI C 'L1I
❑ Shop Drawings
❑ Copy of Letter
® Attached
❑ Prints
❑ Change order
LETTER OF TRANSMMAL
DATE o /o /06
JOB NO. 20 02.01
ArrENnoN Linda Lewis
PHONEN
- 00
RE: Village Oaks Apartments
Stormwater Permit No. SW8 o6oi33
❑ Under separate cover via
® Plans ❑ Samples
❑ Diskette ❑
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
2
01/1 /06
20 02.01
Revised Site plans of Village Oaks Apartments
2
Revised Stormwater Calculations
1
Revised Stormwater Management Permit Application Form (SWU-iol)
1
Revised Wet Detention Basin Supplement for Pond No. 1 (SWU-102)
1
Revised Wet Detention Basin Supplement for Pond No. 2 (SWU-102)
1
0 /o /06
Fee check of $420 (Check No. 1005)
THESE ARE TRANSMITTED as checked below:
❑ Forapproval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
ion is a revision to the aDDroved Stormwater Permit No. SW8 0601
® Resubmit 2 copies for approval
❑ Submit _copies for distribution
❑ Return corrected prints
APR ry 5 2006
A modification is requested due to requirements needed to meet revisions to the plans
requested by the Town of Leland. Additional sidewalk has been added that previously was
not there and the pavement shifted due to the addition of handicap parking spaces. Please
review the attached Dlans and calculations. Thank vou.
COPYTO: File, Tom Tucker SIGNEDyJ`
lfenclosures arc not as noted, kindly notify us at once.

VILLAGE OAKS APARTMENTS
NCDWQ STORMWATER CALCULATIONS
January 18, 2006
Revised March 20, 2006
' SEAL
19742 tL
ef
IZ�r0G
Withers & Ravenel, Inc.
7040 Wrightsville Avenue, Suite 101
Wilmington, North Carolina 28403
[phone]
W&R Project Number 204402.01

STORMWATER NARRATIVE
VILLAGE OAKS APARTMENTS
TOWN OF LELAND, NC
SITE DESCRIPTION
The site is located between Old Fayetteville Road (S.R. 1437) and Village Road (S.R. 1472)
in the Town of Leland, NC. This project consists of clearing, grading, and the installation
of a parking lot and supporting infrastructure for the proposed 123-unit apartment complex.
The apartment complex consists of an onsite self-service laundry room, office/model and a
clubhouse with a swinuning pool.
The erosion control plan identifies the appropriate measures to be implemented for erosion
control purposes during construction of the parking lot and infrastructure associated with
this development. The erosion control plan will be implemented in two phases. The
project is approximately 9.52 acres in size and the disturbed area is 9.33 acres, 0.42 acres
being within the right-of-way. The site is moderately wooded and slopes towards the
middle of the site to an existing ditch.
SOILS
The soils of Village Oaks Apartments are primarily Baymeade series (BaB). Wiese soils are
generally well drained, located on uplands, and moderately coarse textured sediment with
slopes ranging from 1 to 12 percent. Hydrological Group of °A".
STORMWATER NARRATIVE
The primary stormwater measures include storm culvert systems conveying the stormwater
to wet detention ponds that drain to an existing NCDOT ditch that runs along Old
Fayetteville Road. Eventually the existing ditch is received by an unnamed tributary of
Sturgeon Creek. All impervious area is treated onsite. The wet detention pond is sized to
hold the 1-inch storage volume, therefore meeting the regulations for the Department of
Water Quality. A modification is requested due to requirements needed to meet revisions
to the plans requested by the Town of Leland. Additional sidewalk has been added that
previously was not there.
Calculations are provided for sizing the wet detention ponds. See Hydrographs No. 1 and
2.

Hydraflow Plan Vise
STM 11 r
S 11
�
SiM Ec
•�
STM 3A
14
10
w
cST41
10v
r
w 12
STM EA
91 STM S
fi 13
Cutfall '�1.'•S ih112
,j 6
7 -.
STM7 a /
1� Sih12 a
t4
t STh45 L4
STM 6——�,
STM6
STM3
STM?
-
RUM-PONDI
No. Lines: 14
03-22-2006
Hydraflo•x Storm Sa srs2005*

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area I
ff RnoI
Area x C I
To I
Rain
Total
Cap
Vei
Pipe
Invert E!ev I
IiGL E!ev
Grnd I Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr Total
Incr Total
Inlet Spst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
. (ft)
(ac) (so)
(C)
(min) (min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
(°/)
(Y.)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
20.0
0.20
2.03
0.80
0.16
1.66
10.0
25.3
4.6
7.64
15.99
3.38
24
0.50
15.80
15.70
17.11
17.10
19.85
19.00
L-1
2
1
67.6
0.10
1.88 -
0.80
0.08
1.50
10.0
24.9
4.6
6.95
13.75
2.77
24
0.37
16.05
15.80
17.4E
17.40
21.00
21.00
L-2
3
2
70.1
0.13
1.78
0.80
0.10
1.42
10.0
24.5
4.7
6.64
13.50
2.73
24
0.36
16.30
16.05
17.65
17.61
21.80
21.00
L-3
d
3
95.0
0.23
1.57
0.80
0.18
1.26
10.0
23.8
4.7
5.93
12.71
2A9
24
0.32
16.60
16.30 -
17.91
17.85
21.50
2L50
L-4
5
4
105.0
0.23
1.34
0.80
0.18
1.07
10.0
23.3
4.8
5.10
6.06
3.16
18
0.33
16.95
16.60
18.17
17.97
21.50
21.50
L-5
6
5
110.4
0.24
1.11
0.80
0.19
0.89
10.0
22.7
4.8
4.27
5.91
2.82
18
0.32
17.30
16.95
18.42
18.26
21.30
21.50
L-6
7
6
135.0
0.26
0.57
0.80
0.21
0.46
10.0
21.7
4.9
2.24
3.93
1.91
15
0.37
17.80
17.30
18.87
18.72
21.50
21.30
L-7
0.17
0.31
0.80
0.14
0.25
10.0
-19.6
5.1
1.26
3.69
1.48
15
0.33
18.30
1Z80
18.98
13.90
21.25
21.E0
L-8
8
7
153.1
9
8
e4.8
0.06
0.121
0.80
0.05
0.11
10.0
17.7
5.3
0.59
4.74
1.25
15
0.54
18.65
18.30
19.06
19.03
22.20
21.25
L-9
10
9
56.6
0.04
0.08
0.80
0.03
0.06
10.0
14.8
5.6
0.36
3.84
1.18
15
0.35
18.85
18.6E
19.16
19.13
22.30
22.20
L-10
11
10
47.5
0.04
0.04 -
0.80
0.03
0.03
10.0
10.0
6.3
0.20
3.63
1.04
15
0.32
19.00
18.8E
19.23
19.19
22.30
22.30
L-11
12
3
110.0
0.08
0.08
0.80
0.06
0.06
10.0
10.0
6.3
0.40
3.64
- 0.33
15
0.32
16.65
16.30
17.99
17.99
21.50
21.80
L-3A
13
6
54.0
0.10
0.30
0.80
0.08
0.24
10.0
11.1
6.1
1.47
3.93
1.20
15
0.37
17.50
17.30
18.78
18.75
22.00
91.65
L-6A
14
13
56.0
0.20
0.20
0.80
0.16
0.16
10.0
10.0
6.3
1.01
3.86
0.85
15
0.36
17.70
17.50
18.81
18.80
22.00
22.00
L-66
I Number of lines: 14
I Run Date: 03-22-2006
RUNt-PONDt
NOTES Intensity = 121.80 / (Inlet time + 23.50)"0.84; Return period = 10 Yrs.
nyer_flew 5tcrm Sewers Zuue

Hydraflow Plan View
0LA1al ,
STM 20
0
it
\ STM 21
9
X�- 8 STM 27 L-28 STM 28 L-29 STM 29 11 STM 30
ST `yl L 20 12
! a STM 23 L37 STM 31 13 -_iSTM 32
L-22 S
> STM 34
1 STM 24
6
STM 25
�7 STM 26
der
RUN3-BYPASS No. Lines: 15 04-05-2006
HydraFlow Storm Se ers 2005

Storm Sewer Tabulation
Page 1
Station
Len
Dmg Area
Rnoff
Area x C
To
Rain
Total
Cap
Vel
Pipe
Invert Elev
I HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr Total
Incr
Total
Inlet
Syst
Size
Slope
Up -
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac) (ac)
(C)
(min)
(min)
(in/hr)
(cfs)
lots)
MIS)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
30.4
0.13
2.25
0.80
0.10
0.94
10.0
14.8
5.6
58.83
63.45
7.33
41
0.23
13.72
13.65
16.11
15.70
18.75
-
18.50
L-20
53 e
2
1
120.0
0.11
2.12
0.80
OM
0.83
10.O
14A
5.7
51.13
59.09
4.31
41
0.20
1196
13.72
17.38
1Z16
19.10
18.75
L-21
53 e
3
2
99.4
0.05
2.01
0.95
0.05
0.75
MO
14.0
5.7
50.66
59.26
4.27
41
0.20
14.16
13.96
17.96
17.81
19A0
19.10
L-22
53 e
4
3
38.8
0.10
0.21
0.80
O.08
0.17
10.0
11.3
6.1
14.66
16.23
4.67
24
0.52
15.35
15.15
18.53
18.37
19.25
19.10
L-23
5
4
100.6
0.08
0.11
0.80
0A6
0.09
10.0
10.6
6.2
6.81
15.95
2.17
24
0.50
15.85
15.35
19.06
18.97
19.50
19.25
L-24
6
5
69.7
0.03
0.03
0.95
OM
0.03
10.0
10.0
6.3
6.41
24.39
2.04
24
1.16
16M
15.85
19.16
19.10
20.00
19.50
L-25
7
6
29.1
0.00
0.00
0.00
0.00
MO
0.0
0.0
0.0
6.23
16.77
1.98
24
0.55
16.82
16.66
19.22
19.19
20.00
20.00
L-26
8
3
130.0
0.35
1.75
0.30
0.11
0.53
10.0
13.4
5.8
35.83
46.68
3.72
42
0.22
14.44
14.16
18.60
18.44
20.00
19.10
L-27
9
8
170.0
0.35
1.40
0.30
0.11
0.42
10.0
12.6
5.9
35.27
44.99
3.67
42
0.20
14.78
14.44
18.93
18.72
19.50
20.00
L-28
10
9
180.0
0.35
1.05
0.30
0.11
0.32
10.0
11.8
6.0
34.68
44.99
3.61
42
0.20
15.14
14.78
19.26
19.04
19.70
19.50
L-29
11
10
200.0
0.35
0.70
0.30
0.11
0.21
10.0
10.8
6.2
34.08
44.99
3.54
42
0.20
15.54
15.14
19.59
19.36
20.00
19.70
L-30
12
11
176.8
0.35
0.35
0.30
OA 1
0.11
10.0
10.0
6.3
33.44
45.40
3.48
42
0.20
15.90
15.54
19.89
19.70
20A 5
20.00
L-31
13
12
150.0
0,00
0.00
0.00
0.00
0.00
O.O
0.6
0.0
32.78
42.18
4.64
36
0.40
16.50
15.90
20.35
19.99
21.80
20.15
L-32
14
13
10.5
0.00
0.00
0.00
OM
0.00
M
0.0
0.0
2.23
4.46
1.82
15
0.48
19.00
18.95
20.98
20.97
2Z70
21.80
L-33
15
13
90.0
OM
0.00
OM
OM
0.00
0.0
0.0
0.0
3.03
4.81
2.47
15
0.56
19.00
18.50
21.12
M92
22.70
21.80
L-34
RUNS -BYPASS
Number of lines: 15 I
Run Date: 04-05-2006
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84; Return period = 10 Yrs. -
Hydraflow Storm Sewers 2005

WITHIERS & RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
Village Road Apartments — Pond No. I
Total Area Draining to Frond = 124,796 SF = 2.86 AC
Total Pre -Development Flow = Q = (2.66 acies)(0.25)(7.23 in/hr) = 5.17 cfs
Total Proposed Impervious Surface Area Draining to Pond:
Buildings
Sidewalks
Parking Lot
34,079 sf
= 5,317 sf
= 45,154 sF
84,550 sf
'%n Impervious draining to pond = 84,550/124,796 = 67.7%
Required Storage for "I -Inch of Runoff For Pond: (use SChUclel Method)
= 0.05 + 0.009 (1)
= 0.05 + 0.009(67.7) = 0.6593
= (1 ")(0.6593)(1/12)(124,796)
= 6,856 cf (7,315 cf provided at elev 1 7.10)
POND DEPTH SA/DA'%
(r-r)
5.0 4.84
If Pond Depth = 5.0 ft, minimum surface area = 6,040 sf
Used 90% TSS chart to size pond
Area a elevation 16.0 = 6,056 SF- > 6,040 sf
POND SURFACE AREA (MIN.)
(5r)
6,040
Required storage for forehay: 20% of total permanent pool volume
_ (0.2)(11,588 cf)
2,318 cf (2,419 cf PROVIDED — 20.9"/0)
7o,llo Wrighlsvi l le Avenue, Su it a so l Wilmington, Noll Is Ca mlin a 284o3 lei: 910 2569277 laa:910256-2584 www.wit her s rave n el. coin

ENGINEERS I PLANNERS I SURVEYORS
Pond Volume
Contour
Incremental
Cumulative
Elevation
Area
Volume
Volume
ft) (sf)
(cf)
(cf)
Bottom Elevation 11.00
181
0
0
12.00
668
425
425
13.00
1,226
947
1,372
14.00
1,847
1,537
2,908
15.00
3,020
2,434
5,342
Permanent Pool 16.00
4,634
3,827
9,169
Forebay Volume
Contour
Incremental
Cumulative
Elevation
Area
Volume
Volume
(ft)
(sf)
(cf)
(cf)
Bottom Elevation 12.00
142
0
0
13.00
323
233
233
14.00
563
443
676
15.00
857
710
1,386
Permanent Pool 16.00
1209
1,033
2,419
Eorebay Volume is
20"9%1
of Pond Volume
7o4o Wrightsvl Ile Ave nue. Suite rot Wi I mingtmy Noith Carolina 281,03 tel: gto 256 9277 fanylo 256 2581; www.withersravenel. cum

WITHF-RE9 & PAVPZNEL.
ENGINEERS I PLA11NERS I SLIRVEYGRS'
Contour
Incremental
Cumulative
Elevation
Area
Volume
Volume
(ft) (sue
cF)
(cf
Normal Pool 16.00
6,056
0
0
16.50
6,592
3,162
3,162
17.00
7,142
3,434
6,596
1" Storage Level . 17.10
7,253
720
7,315
POND RELEASE TIME FOR CONTROL PIPE: POND
ELEV.
EFF. STORAGE
VOL. RELEASED
OUTFLOW RATE
RELEASE TIME
(rr)
(CF)
(CF)
(CFS)
(HOURS)
17.10
7,315
719
0.043
4.6
'17.00
6,596
3,434
0.041
23.2
16.50
3,162
3,162
0.029
30.3
16.00
0
TOTAL HOURS
5i3.2
DAYS
2.4
CONTROL PIPE:
1.25
INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q = Cd`A"(2gh)"1/2
7oryu WriF,lnsville ven ue, Suite un Wiliningmn, NONh Carolina 2II1,o7 t0: ym z56 yz77 lax:910-256 z56q www.wRIMSlavencLnnn

Hydrograph Report
Hydraflow Hydrographs by Inlelisolve
Hyd. No. 1
Pond No. 1 Routing
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Stone duration
= SCS Runoff
= 10 yrs
= 2.86 ac
= 0.4 %
= KIRPICI-I
= 6.72 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00
5.11
12.03
6.15
12.07
7.33
12.10
8.45
12.13
9.30
12.17
9.71 <<
12.20
9.64
12.23
9.23
12.27
8.65
12.30
7.07
12.33
7.23
12.37
6.44
'12.40
5.70
12.43
5.06
... End
Wednesday, Mar 22 2006. 9.4 AM
Peak discharge = 9.7'1 cfs
Time interval
= 2 min
Curve number
= 75
Hydraulic length
= 1100 ft
Time of cone. (Tc)
= 15.1 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 39.514 tuft
( Printed mlues - 50 % or ep.)

Hy' drograpah Report
I lydraflow Hydrogiaphs by Intelisolve
Wednesday, Mar 22 200G, 9:4 AM
Hyd. No. 2
Pond No. 1 Routing
Hydrograph type =
Reservoir
Peak discharge
= 7.38 cfs
Storm frequency =
10 yrs
Time interval
= 2 min
Inflow hyd. No. =
1
Reservoir name
= Pond No. 'I
Max. Elevation =
17.54 ft
Max. Storage
= 10,802 Cuft
Storage Indication method used
Outflow hydrograph volume = 38,805 cuft
Hydrograph
Discharge
Table
' °"°'e°""'°e -50 °°f °, I
Time
Inflow
Elevation
Clv A
Clv f3
Clv C Clv D Wr A
Wr D Wr C Wr D Exfil Outflow
(firs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs cfs
12.10
8.45
17.29
4.11
0.05
----- ----- 4.06
----- ----- ----- ----- 4.10.
12.13
9.30
17.36
5.39
0.05
----- ----- 5.35
----- ----- ----- ----- 5.40
12.17
9.71 <<
17.41
6.33
0.05
----- ----- 6.30
----- ----- ----- ----- 6.35
12.20
9.64
17.46
6.75
0.05
6.73
----- ----- ----- ----- 6.78
12.23
9.23
17.50
7.08
0.05
----- ----- 7.08
----- ----- ----- ----- T12
12.27
8.65
17.53
7.23
0.05
----- ----- 7.23
----- ----- ----- ----- 7.28
12.30
7.97
17.54
7.32
0.05
----- ----- 7.31
----- ----- ----- ----- 7.37
12.33
7.23
17.54 <<
7.34
0.05
----- ----- 7.33
----- ----- ----- ----- 7.38 <<
'12.37
6.44
17.54
7.29
0.05
----- ----- 7.29
----- ----- ----- ----- 7.34
12.40
5.70
17.52
7.19
0.05
----- ----- 7.18
----- ----- ----- ----- 7.23
12A3
5.06
17.49
7.00
0.05
----- ----- 7.00
----- ----- ----- ----- T05
12A7
4.55
17.46
6.72
0.05
----- ----- 6.71
----- ----- ----- ----- 6.76
12.50
4.12
17.42
6.42
0.05
----- ----- 6.39
----- ----- ----- ----- 6A4
12.53
3.71
17.39
5.97
0.05
----- ----- 5.94
----- ----- ----- ----- 5.99
12.57
3.31
17.35
5.34
0.05
----- ----- 5.30
----- ----- ----- ----- 5.35
12.60
2.95
17.32
4.78
0.05
----- ----- 4.73
----- ----- ----- ----- 4.78
12.63
2.61
17.30
4.24
0.05
----- ----- 4.19
----- ----- ----- ----- 4.23
End

Pond Report:
3
1lydraflow Nydiographs by Intelisolve Wednesday, Mar 22 2006, 9:4 AM
Pond No. 1 - Pond No. 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
0.00 16.00
1.00 17.00
2.00 18.00
3.00 19.00
4.00 20.00
Contour area (sqft)
6,056
7,142
8,284
9,483
10,738
Incr. Storage (tuft)
0
6,599
7,713
8,884
10,111
Total storage (cuff)
0
6,599
14,312
23,196
33,306
Culvert/
Orifice Structures
Weir Structures
[A]
[B] IC]
[D.I
[A] [Q]
ICl
[D]
Rise (in)
= 18.00
1.25 0.00
0.00
Crest Len (ft) =
16.00 . 10.00
0.00
0.00
Span (in)
= 18.00
1.25 0.00
0.00
Crest El. (ft) =
17.10 19.50
0.00
0.00
No. Barrels
= 1
1 0
0
Weir Coeff. =
3.00 3.00
0.00
0.00
Invert EL (ft) = 16.00
16.00 0.00
0.00
Weir Type =
Broad Broad
---
---
Length (ft)
= 25.15
0.00 0.00
0.00
Multi -Stage =
Yes 140
No
No
Slope (%)
= 2.58
0.00 0.00
0.00
N-Value
= .013
.013 .013
.000
Orif. Coeff.
= 0.60
0.60 0.60
0.00
Multi -Stage
. = ilia
No No
No
Exfillration = 0,000
in/lu (Contour) Tailwaler Elev.
= 0.00 ft
Note: Culvert/n,ilice
oulllovn have been enelyied untler inlet antl outlet
wnbol.
Stage I Storage
I Discharge Table
Stage
Storage Elevation
ClvA
CIvB
CIvC
CIvD WrA
WrB WrC
WrD
Exfil
Total
ft
tuft ft
cis
cis
cfs
cis cfs
cfs cfs
cfs
cfs
cfs
0.00
0 16.00
0.00
0.00
---
--- 0.00
0.00 ---
---
---
0,00
0.10
660 16.10
0.00
0.01
---
-- 0.00
0.00 ---
---
---
0.01
0.20
1.320 16.20
0.00
0.02
---
--- 0.00
0.00 ---
---
---
0.02
0.30
1,980 16.30
0.00
0.02
---
-- 0.00
0.00 ---
---
---
0.02
0.40
2,G40 16.40
0.00
0.02
---
--- 0.00
0.00 ---
---
--
0.02
0.50
3,300 16.50
0.00
0.03
---
-- 0.00
0.00 ---
---
---
0.03
0.60
3,959 16.60
0.00
0.03
---
--- 0.00
0.00 ---
---
---
0.03
0.70
4,619 16.70
0.00
0.03
---
--- 0.00
0.00 ---
---
---
0.03
0.80
5,279 16.80
0.00
0.04
---
--- 0.00
0.00 ---
---
---
0.04
0.90
5,939 16.90
0.00
0.04
---
--- 0.00
0.00 ---
--
---
0.04
1.00
6,599 17.00
0.00
0.04
--
--- 0.00
0.00 ---
---
---
0.04
1.10
7,370 17.10
0.00
0.04.
---
--- 0.00
0.00 ---
---
--
0.04
1.20
8,142 17.20
1.53
0.04
---
--- 1.52
0.00 ---
---
---
1.56
1.30
8,913 17.30
4.34
0.05
---
--- 4.29
0.00 ---
---
---
4.34
-140
9,684 17.40
6.22
0.05
--
--- 6.19
0.00 ---
--
---
6.24
1.50
10,456 17.50
7.09
0.05
---
--- 7.08
0.00 ---
---
---
7A3
1.60
11,227 17.60
7.64
0.05
---
-- 7.64
0.00 ---
---
---
7,69
1.70
11,998 17.70
8.16
0.05
---
--- 8.16
0.00 ---
---
---
8.21
1.80
12,769 17.80
8.63
0.05
---
--- 8.62
0.00 ---
---
---
8.67
1.90
13,541 17.90
9.06
0.06
---
--- 9.05
0.00 ---
---
---
9.11
2.00
14,312 18.00
9.46
O.OG
---
--- 9.44
0.00 ---
---
---
9,50
2.10
15,200 18.10
9.85
0.06
---
9.84
0.00 ---
---
9.90
2.20
16,089 18.20
10.21
0.06
---
--- 10.21
0.00 ---
---
---
.10,27
10.61
2.30
1G,977 18.30
10.57
0.06
---
--- 10.55
0.00 --
---
---
10,93
2.40
17,865 18.40
10.91
0.06
---
--- 10.87
0.00 ---
---
---
11.23
2.50
18,754 18.50
11.24
0.06
11.16
0.00 ---
---
---
11.61
2.50
19,642 18.60
11.56
0.07
--
--- 11.55
0.00 --
---
---
11M
2.70
20,530 18.70
11.87
0.07
--
--- 11.83
0.00 ---
---
---
2.80
2.1,419 18.80
12.17
0.07
---
--- 12.09
0.00 ---
---
---
12.16
2.90
22,307 18.90
12.46
0.07
--
--- 12.38
0.00 ---
---
---
12A6
3.00
23,196 19.00
12.75
0.07
--
--- 1271
0.00 --
---
---
12.78
3.10
24,207 19.10
13.03
0.07
---
--- 12.97
0.00 ---
---
---
13.04
3.20
25,218 19.20
13.31
0.07
---
--- 13.15
0.00 ---
---
---
13.23
Conlinues on next
page...

Pond No. 1
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Civ A
it
curt
it
cis
3.30
26,229
19.30
1358
3.40
27,240
19.40
13.84
3.50
28,251
19.50
14.10
3.60
29,262
19.60
14.36
3.70
30,273
19.70
14.61
3.80
31,284
19.80
14.85
3.90
32,295
19.90
15.10
4.00
33,306
20.00
15.33
...End
Giv B
Clv C
Clv D
Wr A
Wr d
Wr C
Wr D
Eniil
iota[
cis
cis
cis
cis
cis
cis
cis
cis
cis
-0.U7
---
---
13.45
0.00
---
---
---
13.52
0.08
---
---
13.66
0.00
---
---
---
13.76
OM
---
---
13.85
0.00
---
---
---
13.93
0.08
--
---
14.23
0.95
--
---
---
15.25
0.08
---
--
14.57
2.68
---
---
--
17.34
0.08
---
-_
14.56
4.93
---
---
_-
19.57
0.08
---
---
14.81
7.59
---
---
---
22.48
U.08
---
---
15.01
10.61
---
---
---
25.70

WITHERS &i RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
Village Road Apartments — Pond No.2
Total Area Draining to Pond= 133,114 SF = 3.06 AC
Total Pre -Development Flow = Q = (3.06 acres)(0.25)(7.23 in/hr) = 5.53 cfs
Total Proposed Impervious Surface Area Draining to Pond:
Roof Tops
Sidewalks
Parking Lot
= 30,358 sf
6,211 sf
59,255 sP
95,824 sf
% Impervious draining to pond = 95,824/133,114 = 72.0%
Required Storage for 1-Inch of Runoff For Pond: (use Schueler Method)
= 0.05 + 0.009 (p
= 0.05 + 0.009(72.0) = 0.698
= (11 0.698)(1/12)(133,131)
= 7,744 cf (7,746 cf provided at elev 17.00 )
POND DEPTH SA/DA %
(FT)
5.0 5.14
If Pond Depth = 5.0 ft, minimum surface area = 6,842 sf
Used 90% TSS chart to size pond
Area @ elevation 16.0 SF > 6,842 sf
POND SURFACE AREA (MIN.)
(SF)
6,842
Required storage for forebay: 20% of total permanent pool volume
= (0.18)(13,468 cf)
= 2,424 cf (2,495 CIF PROVIDED — 18.5%)
7040 Wrightsville Avenue, Suite io, Wilmington, North Carolina 28403 tel: [phone] fa.:910-256-2584 wvvvewit hers raven el. c am

wR-a HERS & RAVENEL
ENGINEERS I PLANNERS I SURVEY❑RS
Pond Volume
Contour
Incremental
Cumulative
Elevation
Area
Volume
Volume
(ft) (sfL
(cf)
cf)
Bottom Elevation 11.00
270
0
0
12.00
842
556
556
13.00
1,492
1,167
1,723
14.00
2,216
1,854
3,577
15.00
3,575
2,896
6,473
Permanent Pool '16.00
5,425
4,500
10,973
Forebay Volume
Contour
Incremental
Cumulative
Elevation
Area _
Volu ne
Volume
(ft)
(sf)
(cf)
(cf)
Bottom Elevation '12.00
92
0
0
13.00
273
183
183
'14.00
541
407
590
15.00
916
729
1,318
Permanent Pool 16.00
1,437
1,177
2,495
Forebay Volume is
of Pond Volume
logo Wrightsville Avenue,5uiteror Wilmington, North Carolina 28103 tel: 9roa5h-9111 fax:qu. 256-i58q www.wilheisnvenelcom

F_NGINEERS I PLANNERS I SIJRVEY❑RS
1" STORAGE VOLUME
Contour
Incremental
CUITIUlative
Elevation Area
VOILlme
Volume
(ft) (sf) _
(cf)
(cf) -
Nonnal Pool 16.00 6,978
0
0
16.50 7,735
3,678
3,678
V Storage Level 17.00 8,534
4,067
7,746
POND RELEASE TIME FOR CONTROL PIPE: POND
ELEV.
EFF. STORAGE
VOL. RELEASED
OUTFLOW RATE-
RELEASE TIME
_(FT)
(CF)
(CF)
(CFS)
_(HOURS)
17.00
7,746
4,068
0.041
27.5
16.50
3,678
3,678
0.029
35.2
16.00
0
TOTAL HOURS
62.7
DAYS
2.6
CONTROL PIPE :
1.25
INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q = Cd*A*(2gh)A 1/2
704o Wdghtsville Avenue, Suite rot Witnlington, North Carolina 281103 tet: ylo z56-9777 Iax:910-256 z58p www.wiiherslavenel com

Hydrograph Report
Hydraflow I lydrographs by Intelisolve
Hyd. No. '1
Pond No. 2 Routing
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc Method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 3.06 ac
= 0.4 %
= KIRPICH
= 6.72 in
= 2.4 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00
6.21
12.03
7.43
'12.07
8.79
12.10
10.08
12.13
11.05
12.17
11.48 <<
12.20
11.35
12.23
10.83
12.27
10.11
12.30
9.30
12.33
8.40
12.37
7.46
12.40
6.58
12.43
5.83
End
Wednesday, Mar 22 2006, 9:22 AM
Peak discharge = 11.48 cfs
Time interval
= 2 rain
Curve number
= 79
Hydraulic length
= 1100 ft
Time of conc. (Tc)
= 15.1 min
Distribution
= Type III
Shape factor
= 484
I lydrograph Volume = 46,882 tuft
( Prinlod values 50%of Op.)

Hydrograph Report
Hydraflow I Iydrographs by Inteltsolve
Wednesday, Mar 22 200G, 9:22 AM
Hyd. No. 2
Pond No. 2 Routing
Hydrograph type =
Reservoir
Peak discharge
= 7.16 cfs
Storm frequency =
10 yrs
Time interval
= 2 min
Inflow hyd. No. =
1
Reservoir name
= Pond No. 2
Max. Elevation =
17.69 ft
Max. Storage
= 14,142 Ctlft
Storage Indication method used
Outflow hydrograph volume = 45,802 cult
Hydrograph
Discharge Table
printed values -50%of°n'
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Enfil Outflow
(hrs)
cis
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs cfs
12.03
7.43
'17.19
3.96
0.04
----- ----- 3.96
----- ----- ----- ----- 4.00
12.07
8.79
17.24
4.67
0.04
----- ----- 4.67
----- ----- ----- ----- 4.71
12.10
10.08
17.29
5.26
0.05
----- ----- 5.26
----- ----- ----- ----- 5.31
12.13
11.05
17.36
5.60
0.05
----- ----- 5.60
----- ----- ----- ----- 5.64
12.17
11.48 <<
17.43
5.82
0.05
----- ----- 5.82
----- ----- ----- ----- 5.87
12.20
11.35
17.50
5.94
0.05
----- ----- 5.94
----- ----- ----- ----- 5.99
12.23
10.83
'17.57
6.30
0.05
----- ----- 6.29
----- ----- ----- ----- 6.34
12.27
10.11
17.62
6.61
0.05
----- ----- 6.60
----- ----- ----- ----- 6.65
12.30
9.30
17.66
6.88
0.05
----- ----- 6.87
----- ----- ----- ----- 6.92
12.33
8.40
17.68
7.04
0.05
----- ----- 7.03
----- ----- ----- ----- 7.09
12.37
7.46
17.69 <<
7.12
0.05
----- ----- 7.11
----- ----- ,--- ----- 7.16 <<
12.40
6.58
17.69
7.11
0.05
----- ----- 7.10
----- - ----- 7.15
12.43
5.83
17.68
7.02
0.05
----- ----- 7.01
----- ----- ----- ----- 7.07
12.47
5.23
17.66
6.89
0.05
----- ----- 6.88
----- ----- ----- ----- 6.93
12.50
4.73
17.63
6.72
0.05
----- ----- 6.71
----- ----- ----- ----- 6.76
12.53
4.25
17.61
6.53
0.05
----- ----- 6.51
----- ----- ----- ----- 6.57
12.57
3.80
17.57
6.34
0.05
---=- ----- 6.33
----- ----- ----- ----- 6.38
12.60
3.37
17.54
6.15
0.05
----- ----- 6.14
----- ----- ----- ----- 6.19
12.63
2.99
17.50
5.94
0.05
----- ----- 6.93
----- ----- ----- ----- 5.98
12.67
2.67
17.46
5.87
0.05
----- ----- 5:87
----- ----- ----- ----- 5.91
12.70
2.41
17.42
5.80
0.05
----- ----- 5.80
----- ----- ----- ----- 5.85
12.73
2.20
17.37
5.65
0.05
----- ----- 5,65
----- ----- ----- ----- 5.70
12.77
2.05
17.33
5.45
0.05
----- ----- 5.45
----- ----- ----- ----- 5.49
12.80
1.93
17.28
5.16
0.05
----- ----- 5.15
----- ----- ----- ----- 5.20
12.83
1.84
17.24
4.74
0.04
----- ----- 4.74
----- ----- ----- ----- 4.78
12.87
1.77
17.21
4.36
0.04
----- ----- 4.36
----- ----- ----- ----- 4.41
12.90
1.71
17.18
3.66
0.04
----- ----- 3.65
----- ----- ----- ----- 3.70
End

,Pond Report
3
I lydraflow Hydrographs by Inlelisolve
Pond No. 1 - Pond No. 2
Pond Data
Pond storage is based on known Contour areas.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
0.00 16.00 6,978
1.00 17.00 8,534
2.00 18.00 9,962
3.00 19.00 11,255
Wednesday, Mar 22 2006, 9:22 AM
Average end area method used.
Iner. Storage (tuft) Total storage (tuft)
0 0
7,756 7,756
9,246 17,004
10,609 27,613
Culvert / Orifice Structures
Weir Structures
[A]
[13] ]C]
ID]
[A] [Q]
[C]
[D]
Rise (in)
= 18.00
1.25 0.00
0.00
Crest Len (ft) =
16.00 10.00
0.00
0.00
Span (in)
= 18.00
1.25 0.00
0.00
Crest El. (ft) =
17.00 18.50
0.00
0.00
No. Barrels
= 1
1 0
0
Weir Coeff. =
3.00 3.00
0.00
0.00
Invert El. (ft)
= 16.00
16.00 0.00
0.00
Weir Type =
Broad Broad
---
---
Length (ft)
= 37.00
0.00 0.00
0.00
Multi -Stage =
Yes No
No
No
Slope (%)
= 1.00
0.00 0.00
0.00
N-Value
= .013
.013 .013
.000
Orif. Coeff.
= 0.60
0.60 0.60
0.00
Multi -Stage
= n/a
No No
No
Exfillralion = 0,000 in/fir (Contour) Taitwater Elev. = 0.00 ft
Note: have been enalyzed
under inlet end outlet
control.
Stage / Storage / Discharge Table
Stage Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D
Exfii
Total
ft Gott
ft
cfs
cfs
cis cfs cfs
cfs cfs
cfs
cfs
cfs
0.00
0 16.00
0.00
0.00
--- --- 0.00
0.00 ---
---
---
0.00
0.10
776 16.10
0.00
0.01
--- --- 0.00
0.00 ---
---
---
0.01
0.20
1,551 16.20
0.00
0.02
-- -- 0.00
0.00 ---
--
---
0.02
0.30
2,327 16.30
0.00
0.02
--- --- 0.00
0.00 ---
---
---
0.02
0.40
3,102 16.40
0.00
0.02
--- --- 0.00
0.00 ---
---
---
0,02
0.50
3,878 16.50
0.00
0.03
--- -- 0.00
0.00 ---
---
---
0.03
0.60
4,654 16.60
0.00
0.03
-- --- 0.00
0.00 ---
---
---
0.03
0.70
5,429 16.70
0.00
0.03
--- -- 0.00
0.00 ---
---
---
0.03
0.80
6.205 16.80
0.00
0.04
--- --- 0.00
0.00 ---
---
---
0.04
0.90
6,980 16.90
0.00
0.04
--- --- 0.00
0.00 ---
---
--
0.04
1.00
7,756 17.00
0.00
0.04
--- --- 0.00
0.00 ---
---
---
0.04
1.10
8,681 17.10
t53
0.04
-- --- 1.52
0.00 ---
---
---
1.56
1.20
9.606 17.20
4.29
0.04
--- --- 4.29
0.00 --
---
---
4.33
1.30
10,530 17.30
5.33
0.05
--- --- 5.32
0.00 ---
---
---
5.37
1.40
11,455 17.40
5.78
0.05
--- --- 5.78
0.00 ---
---
---
5.82
1.50
12,380 17.50
5.93
0.05
--- --- 5.92
0.00 ---
---
--
5.97
1.60
13,305 17.60
6.49
0.05
--- -- 6.48
0.00 ---
---
---
6.53
1.70
14,230 17.70
7.18
0.05
--- --- 7.17
0.00 ---
---
---
T23
1.80
15,154 17.80
7.81
0.05
--- --- 7.80
0.00 ---
---
---
7.86
1.90
16,079 17.90
8.40
0.06
--- ---- 8.37
0.00 ---
---
---
8.42
8.96
2.00
17,004 18.00
8.94
0.06
-- --- 8.90
0.00 ---
---
---
9.49
2.10
18,065 18.10
9.45
0.06
--- --- 9.43
0.00 --
---
---
9.95
2.20
19,126 18.20
9.93
0.06
--- - 9.89
0.00 ---
---
10.41
2.30
20187 18.30
10.39
0.06
--- --- 10.35
0.00 ---
---
---
10.84
2.40
21,247 18.40
10.83
0.06
--- --- 10.78
0.00 ---
---
---
11.26
2.50
22,308 1&50
11.24
0.06
--- -- 11.20
0.00 ---
---
---
12.54
2.60
23,369 18.60
11.56
0.07
--- --- 11.52
0.95 ---
---
---
14.61
2.70
24,430 18.70
11.87
0.07
--- - 11.86
2.68 ---
---
---
17,11
2.80
25,491 18.80
12.17
0.07
--- --- 12.11
4.93 ---
---
---
2.90
26,552 18.90
12.47
0.07
--- --- 12.42
7.59 ---
---
--
20.08
3.00
27,613 19.00
12.75
0.07
--- --- 12.64
10.61 ---
---
---
23.32