SW7070219_HISTORICAL FILE_20201105

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE�10,�
YYYYMMDD

WAP-3
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
November 5, 2020
The Reserve at Herons Ridge, LLC
Attention: Sidney A. Wood
1524 Mt Pleasant Road
Chesapeake, VA 23322
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7070219
The Reserve at Herons Ridge
Pasquotank County
Dear Sidney Wood:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7070219 for a stormwater treatment system consisting of three
wet detention ponds serving a proposed Reserve at Herons Ridge Subdivision located
off River Road in Elizabeth City, NC expires on February 20, 2021. This is a reminder
that permit renewal applications are due 180 days prior to expiration. We do not have a
record of receiving a renewal application.
If you would like to keep this permit active, please submit a completed permit renewal
application along with a $505.00 fee for permit renewal. Permit application forms for
renewal can be found on our website at:
https: /Ideq.nc.gov/about/divisions/energy-mineral-land-resources/energy-mineral-land-
niles/stormwater12rogram/post-construction. North Carolina General Statutes and the
Coastal Stormwater rules require that this property be covered under a stormwater
permit if the project is built. Failure to maintain a permit subjects the owner to
assessment of civil penalties. If this project is not built and you do not plan on building it
in the future, you can request that the permit be rescinded.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger.thorpe aOncdenr.gov.
Sincerely, �-ar�"`�
a✓�
Roger K. Thorpe ,
Environmental Engineer
n^tea North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources

REGEWEO
007
The Reserve at Herons Ridge DWQ-WAR®
Pasquotank County — Elizabeth City - North Carolina
The Reserve at Herons Ridge is a proposed 106 lot residential subdivision located
off of River Road (SR 1169). The tract to be subdivided contains 47.13 acres, but only
46.87 acres are included in the subdivision. A residual parcel located across the canal,
fronting on River Road contains 0.26 acres and is not included in this permit. The land is
currently vacant and zoned R-10 (Residential 10,000 sf lots) and R-15 (Residential
15,000 sf lots).
Development of this subdivision will include construction of approximately 6,988
If curb and guttered streets with sidewalks, water main, gravity sewer main, sewer force
main and three detention ponds. The streets will contribute 5.08 acres of impervious
surface and the sidewalks will be another 1.17 acres. Coverage on each lot will be
limited to 5,500 sf for the R-10 lots and 7,500 sf for the R-15 lots. The maximum
coverage for the development is 20.55 acres or 43.85%.
According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on this site are predominately Arapahoe with small areas
of Dragston, Tomotley, and Roanoke. The Roanoke soils are limited to the perimeter of
the property that is adjacent to the large existing ditches. Three soil borings were
performed in the detention pond areas by Sean C. Robey, PE and Kimberly Hamby on
February 12, 2007. All soil borings were conducted with an AMS 2-3/4" diameter, 6'
long, hand mud auger.
Boring No. 1 was located in the area for Pond A. The elevation at the boring
location is approximately 6.50'. The first 10" inches were sandy loam topsoil. From 10-
36" was a sandy clay loam, from 36-42" was a fine sandy loam, and at 42" it changed to
sand. At 66" the sand was wet and we were unable to remove any additional soil with the
auger we were using. We estimate the seasonal high water table to be approximately 66"
below the surface, or elevation 1.0'. The permanent pool for Pond A has been set at 1.0'.
Boring No. 2 was located in the area for Pond C. The elevation at this location is
approximately 8.00'. The first 8" were sandy loam topsoil. From 8-42" was a sandy clay
loam. Below 42" was sand. Based on a change in coloration at 60" and visible soil
wetness at 66", we estimate the seasonal high water table at 60" or elevation 3.0'. The
permanent pool elevation for Pond C has been set at elevation 3.0'.
Boring No. 3 was made in the area of proposed Pond B. The elevation at this
location is approximately 6.50'. The first 8" inches were sandy loam topsoil. From 8-

42" was a sandy clay loam, and at 42" it changed to sand. At 66" the sand was wet and
we were unable to remove any additional soil with the auger we were using. We estimate
the seasonal high water table to be approximately 66" below the surface, or elevation
1.0'. The permanent pool for Pond B has been set at 1.0'.
Each of the three borings supported the soils map classification of Arapahoe.
While the Arapahoe soils have permeability rates that could support infiltration, Drainage
Areas 1 & 3 are too large to utilize infiltration. With the utilization of underground
piping, we find that the depth of the piping and the elevation of the water table prohibits
the use of infiltration in Drainage Area 2. Therefore, we have determined that wet
detention basins are the most appropriate method of storm water treatment for this
development. All of the detention ponds are designed for 90% TSS removal and they
drain to a tributary of the Pasquotank River that drains under River Road before entering
the river.
In addition to meeting state requirements for stormwater treatment, this site will
comply with the City of Elizabeth City's Stormwater Ordinance. This ordinance requires
that post development runoff not exceed pre development runoff during a 10 year storm
event. Rational method was utilized to estimate pre and post development runoff for each
drainage area. Our "chainsaw routing" method detention pond spreadsheets calculate the
peak discharge out of each pond. Based on these methods we have determined the
following:
Drainage Area Pre-dev. Discharge Post-dev runoff Det. Pond Discharge
1 52.9 cfs 75.61 cfs 15.29 cfs
2 5.86 cfs 8.37 cfs 0.98 cfs
3 20.41 cfs 29.15 cfs 10.28 cfs
Drainage Area 1 contains 26.03 acres that are designed to drain to Detention Pond
A. This drainage area includes 126,882 sf (2.91 ac) of roads and 31,337 sf (0.72 ac) of
sidewalks. It includes all of lots 6-89. The maximum impervious area allowed per lot is
5,500 sf or a total of 462,000 sf (10.61 ac) for this drainage area. The resulting maximum
impervious area for this drainage area is 14.24 acres or 54.71%. All of the roadway
drainage will be collected in curb and gutter and an underground piping system. Runoff
from lots 74-89 will sheet flow across grassed yards into rear lot line ditches with 3:1 side
slopes and into Detention Pond A while the rear of lots 56- 73 will sheet flow across
grass yards directly into the pond. Lots 6-19 will sheet flow across grassed yards and
over the curb into the curb and gutter system and into a rear lot swale that will direct
runoff into the underground drainage system. Lots 20-55 are adjacent to a canal and an
existing ditch that is to remain protected. These lots will have to be graded to force all
runoff from impervious surfaces to the front of the lots and into the roadway drainage
system. If necessary, gutters and downspouts shall be utilized to route runoff to the
collection system.

Drainage Area 2 contains 2.91 acres that are designed to drain to Detention Pond
B. This drainage area includes 25,996 sf (0.6 ac) of roads and 3,021 sf (0.07 ac) of
sidewalks. This area includes lots 1-5 and the pump station lot. The maximum
impervious area allowed per lot is 5,500 sf or a total of 33,000 sf (0.76 ac) for this
drainage area. The resulting maximum impervious area for this drainage area is 1.43
acres or 49.14%. All of the roadway drainage will be collected in curb and gutter and an
underground piping system. Runoff from the lots will sheet flow across grassed yards
into the curb and gutter and into rear lot line swales with 3:1 side slopes. The rear lot line
swales are routed into the piped drainage system that drains to Detention Pond B.
Detention Pond B has been designed for 90% TSS removal.
Drainage Area 3 contains 10.14 acres that are designed to drain to Detention Pond
C. This drainage area includes 68,443 sf (1.57 ac) of roads and 16,652 sf (.38 ac) of
sidewalks. This area includes lots 91-106. The maximum impervious area allowed per
lot is 7,500 sf or a total of 127,500 sf (2.93 ac) for this drainage area. The resulting
maximum impervious area for this drainage area is 4.88 acres or 48.13%. All of the
roadway drainage will be collected in curb and gutter and an underground piping system.
Runoff from lots 90-105 will sheet flow across grassed yards and into rear swales or over
the curb into the curb and gutter system. The rear lot line swales are routed into the piped
drainage system that drains to Detention Pond C. Lot 106 shall be graded to such that all
runoff from impervious surfaces will drain across the yard and into the curb and gutter. If
necessary, gutters and downspouts shall be utilized to route runoff to the collection
system.
The total disturbed area for development will not exceed 40.77 acres. This
includes the entire tract except for the area within the 30' AEC, the area within the top of
bank of the protected ditch, and the residual parcel that fronts River Road. Limits of
disturbance have been shown on the plans.

/ ^i

OFFICE USE ONLY
Date Ra:clverl —�� Pce Pail - � Put mi( Nun,bel�
l` 1 S-/-v70'70;?-1q
State of Norllt Carolina
Departutenl of Environmen( and Natural Resources P//
Division of Wa(er Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORMRECE-WED
This rotn may be photocopied for use as an original
1. GENERAL INFORMATION
FEB 2 0 2007
OWO-WARO
Applicants name (specify lbc not ofthe corporalion, individual, etc. who owns the project):
The Reserve at —Herons —Rid
2. Print Owner/Signing Official's name and tille (person legally responsible for facilityand compliance):
_S_te�hen L1 e,Ppler ..Managing -_Mem
3. Mailing Acldress for pcison lisiecl in item 2 above:
113 South Colonial Road Suite 123
City: Virginia Beach State: Va. 7ip: 23451
TclephoncNumbcr: ( 757 )_853-1111
4. Project Name (subdivisioTi, facility, or estai)IlSbillent newe - should be COI]SiStCnt With project name on l'ilons,
specifications, letters, operation and maintenance agreements. etc.):
The Reserve at Herons Ridge
5. Location of Project (street aciclress):
Northwest corner of River Road (SR 1169) and Asbury Road (SR_1316)
City: Elizabeth C.it_y Cou, [Y:_P_as.q.u.o_tank __
G. Dircclions to project (from twonst niojor intersection):
H ads t e�_&4 ta.l_�v�.r_d—t.o_ R.i v e�13_Q a-d_._2rQj e.ct__is_o.n_t.h_e_N.o_r_t
corner of River Road and Asbury Road.
7. Latitude: 36 ° 17 '
Lougiwde: 76 ° 12'
8. Contact person who can answer questions about the projecC
of project
Nan,c:-K.i,Mb_e-r-1-yC._3amb_y TolcphoneNumibcr: (25_2) 335-1888
if. PERMIT INFORMATION:
1. Specify whetlier project is (check one): X New Renewal 1\40dification
Form SWU-101 Version 3.99, Pagc l Of"I

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control _404/401 Permit XNPDES 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 .
Tn all drainage areas roadway drainage will ha rnllerted into a
underground piping system. Runoff from the lots ylill sheet fl _y_
into rear lot line swales or into the cub�nd cutter system-.
2. Stormwater runoff from this project drains to the
3. Total Project Area: 46.87 acres
1
5. How many drainage areas does the project
Pasauotank
River basin.
4. Project Built Upon Area: 43.85 %
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
1 Drainage Area 2
Receiving Stream Name
pas uotank River
Pas uotank River
Receiving Stream Class
SC
SC
Drainage Area
6
Existing Impervious* Area
0
0
Proposedlmpervious"Area
13.85 AC
1.42 AC
% Impervious* Area (total)
53.21%
48.80%
Impervious; Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
0
0
On -site Streets
On -site Parking
0
0
On -site Sidewalks
�,
Other on -site 5 5 0 0 s f 1
t 462 OOOsF 10.61 A
33,000 sf .76 AC
Off -site
01
0
Total: 13.85 AC
I Total: 1.42 AC
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

Attachment to Stormwater Management Permit Application Form
Information for Third Drainage Area for The Reserve at Herons Ridge Subdivision
Basin Information
Drainage Area 3
Receiving stream name
Pas uotank River
Receiving stream class
SC
Drainage area
441,719 sf (10.14 AC)
Existing impervious area
Proposed impervious area
212,095 sf (4.87 AC)
% impervious area (total)
48.13% .
Impervious surface area
Drainage Area 3
On -site buildings
On -site streets
68,443 sf (1.57 AC)
On -site parking
On -site sidewalks
16,652 sf (.38 AC)
Other on -site
Off -site (7,500 sf per lot)
127,OOO1 (2.93 AC)
Total: 4.88 AC

7. How was the off -site impervious area listed above derived?
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 the 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
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
Z. No more than * 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 the 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 stornnvater management permit modification prior to
construction.
5. All permitted runoff from 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.
* lots 1-89 5,500 sf and lots 90-106,7,500 sf
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. SUPPLEMENT 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 SWU-107
Underground 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. SUBMITI'ALREQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Wafer 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.
L Please indicate (]lot you have provided the following required inforrualion by initialing In [lie space provided
next to each Item. -
Initials
• Original and one copy of the SlormwaLer Management Permit Application Form . ; P
• One copy of the applicable SupplemmIL Foh'nh(5) for each BMP
• Permit application processing fee of $420 (payable to NCDENR) t�
• 1)etallccl narrative description of sIorrnwater Ircaoncnt/nhaIlagcn'hent
• Two copies of plans and specifications, including: 9
- Develophnent/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision mmIIbef & elate _
- Muau high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numhers
- OF contours, proposed contours, spot elevations, finished floor elevations
- Details of loads, drainage fUaIWICs, collection systems, and sLorniwater conn'ol measures
- W00,E1nds delineated, or a note on plans that none exist
- Existing drainage (including o17-si1e), (Irainage easements, pipe sizes, runoff Calcnla Lions
- Drainage areas duliucated
- Vegetated bullers (where required)
VII. AGENTAUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
hehalf, please complete this section.
Designated agent (individual or firm):_Hym.arl—&—AQb--y—PC
Mailing Adch'css: PO Box 339
City: Camden
Phone: l—Z5.2 L33-5-18.8-8--
VIll. APPLICANT'S CERTIFICATION
State: NC _ Zip: 27921
Fax: ( 25.2 )_3.38 555-2 _
1,(pint ortype name ofpcisonlisted ill General lnfontutGon,Real 2) Stephen L. Peppler
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will he constructed in conformance wilh [lie approved plans, that the required cleed resb-ictions
and protective cover will b recorded, and that the proposed project complies with the requlrenhents of 15A
NCAC 21-1 .1000.
Signature: _ Date: —C2
//j_0
Porten SWU-101 Version 3.99 Page 4 of4

Pcruiil. No.
(to be provided by DIVQ)
State of Norlh Carolina
Departnienl of Environtuent and Natural ReSOUPCCS
Division of Water Quality
STORM WATER iVIANACEME.N'I' PERMIT APPI-,ICA'f10N FORM
WET DETENTION BASIN SUPPLEMENT
This form may be phofocopied for use as au original
DWO StormwaterManagernent Plan Review:
A complete stormwater management plan submittal includes an application foru'i, a wet detention basic
supptement for cacti basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
i. PROJECT INFORM.A'FION
Project Name: The Reserve at Herons Ridge
Cont.ktPerson:_Stephen L. Peppler PhoncNumbcr: [phone]
For projects with nndtiple basins, specify which basin this woiksheet applies to: Detentioll!Pond�A-
elevations
Basin Bottom Elevation-4 .0 ft. (floor of the basin)
Permanent Pool Elevation 1.0 ft. (elevation of the orifice)
Temporary Pool Elevation 1 .()6 ft. (elevation of the discharge structure, ovq-flow)
areas
Permanent Pool Surface Area 61 , 361 sq. ft.
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Olher parameters
SA/DAi
Diameter of Orifice
Design Rainfall
Design TSS ]removal Z
FormSWU-102 Rev3.99
26.03 ac.
13.85 ac.
(ivcrter siuface area at the orifice elevation)
(ore -.cite and (�f-site drainage to the basin)
(on -site and off ,rile drainage to the b(Uin)
13 408 cu. R. (coiubined volume gfmain basin andforebay)
60,854 _ Co. It. (volume detained above die permanent pool)
40,387 cu.ft.(opproxiniolely20%ofTotalvolunie)
3. 9% (surface area to drainage area ratio fan DIVQ table)
4 n. (2 to 5 day temporary pool draw -down requirecn
5.75 in. (10 year storm)
90 % (mininnan 85% required)
Page I of 4

Footnotes:
t When using (lie Division SA/DA tables, the correct SAMA ratio for penuaucut pool sizing should be computed based upon the
actual impervious % and pennanent pool depth. Linear interpolation should be employed to determine the correct value for uou-
standard table entries.
2 In the 20 coastal counties, the requirement fur a vegetative filter may be waived if the %vcl detention basic is designcal to provide
90% TSS removal. The NCDL•NR 13MP manual provides design tables for both 35%TSS removal mud 90%TSS removal.
If. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Managcurent Practices Manual
(N.C. Department of Environment, health and Natural Resomrccs, 'February 1999) and Administrative Code
Section: 15 A NCAC 21-1 .1008.
Initial in lire space provided to indicate the following design requirements have been mcl and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Porte, the agent rimy initial below. I1' a requirement has not been met, aUnch justification.
Applicants initials
132W It.
(O�iM b.
C.
d.
C.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forcbay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runofffrom the design storm event.
The temporary pool draws clown in 2 to 5 days.
If required, a 30-foot vegetative tiller is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is grader than 3: 1.
g. The basin side slopes above the pennaucnt pool are no steeper than 3:1.
It. A submerged and vegetated perimeter shclfwith a slope of 6:1 or Less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
�v-i j. A trash rack or similar device is provided for both the overflow and orifice.
— — — — — — — — k. A recorded drainage casement is provided for each basin including access to nearest right-
of-way.
_ I. If the basin is used for sediment and erosion control during conshuclioa, clean out of file
basin is specified prior to use as a wet dctcntiou basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
(iqu^p
I11. WET DETENTION BASIN OPERATION AND MAINTENANCE AG12EI$MEN1'
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and (hc
vegetated filter if one is provided.
This system (check one) 0 does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 0 does not incorporate pretreatment other than a forcbay.
Pone 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 monUily:
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.
Repair eroded areas immediately, is -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 neat' 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 deptli rcads 3 . 75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2.25 feel in the forebay, the sediment shall be removed.
13ASIN DIAGRAM
Ul/ in the bhnnks)
Permanent fool Elevation 1 . 0
Sediment Rcu oval GL =1 -25 175'%
---- - Sediment Removal Elevation 2 . 75 75%
Bollmn Glcalion —2. 0----------------------------- -------------- ----
Bottom Elevation —4 . 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

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
changes to the system or responsible party.
Printname: Stephen L. 'Peppler
Title: Managing Partner
Address: 114 Smith Colonial Roa c1 Sni tr 10 3
Note: 7'he legally responsible party should not be a homeowners association unless more than 50% of the lots have bccn sold and a
resident of the subdivision has been named the president.
1_C'a� _CXe — , a Notary Public for the State ofecl� C a-fo\
dr o
County of as!i. o�c �� �� o hereby certify that f>� P.Q � Dl C C'
personally appeared before me this V-3`c ^ day of a�—t , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
MARIANNE J. COOPER
NOTARY PUBUC
PASOUOTANN COUNTK NC
SEAL
My commission expires b - I F - S1a
Form S WU-102 Rev 3.99 Page 4 of 4

Attachment to WET DETENTION BASIN SUPPLEMENT
For The Reserve at Herons Ridge
Detention Pond A — Drainaee Area 1
e. Pond has been designed for 90% TSS removal.
k. The pond will be located on property owned by the Homeowners Association
which has frontage on a public street.

I'GI'Inll No
(to be provider! by UIVQ)
Slate of Nor IIi Cni-olina
Dupartiucnl of Gnvirunnic it and NetW'al Rosonrccs
Division of Water Quality
SfOIRMWATeIZ Iv1ANACC':Ad13N'1 PLR(rll`f APP1•ICrA'PION PORIA
WLT D1:TLN'TION BASIN SUPPLEJOENT
This moll may be 116olocopicd ral use as nil of igiuel
DWQ Slonnwater Ilan Review:
A complete stormwatci nuulagenicnL plan sublidirW iucludcs an application form, a wct cictcntion basin
supplement for each basin, design calculations, and plans and specilicatioris sbo%ving all basin and outlet
structure details.
1. PROJEC'J' INFORNINFION
ProjectNanw: The Reserve at Herons Ridge
Contact Person: Stephen L. Peppler _ Phoac NLmIbCi: (757 8) 53-1111.
Por projects Willi nndtiPlc basins, spccily which basin this worlcslicct applies Mycent ion Pond R
elevations
Basin Bottoin Elcvalion __� 0 ft.
Permanent Pool Glcvatio❑ 1 i 0 R
Temporary Pool hlevation
wva.r
Pcrnuuicul Pool Surface Arcn,0193 _ sj I
Dramagc Arai
Impervious Area
Pcruiancal fool Volume
Temporary Pool V011llne
porebay Volliiile
Other poronletc)-s
SA/DA I
Diameter of Orifice
Dcsigu Rainfall
Design TSS Rciuoval 2
2 .91 _ ac.
1.42 ac.
(floor of the basin)
(clevation of the orifice)
(elevation ofthe di.vchat;ve slrnclure ov,iJlom)
(inner Sla:iace orcu at the or7ficc elevullon)
((m-.vile and qIf -vile (lroinaj;e to the b(isin)
(on -silo and off site (h'clincl�,,e to the bruin)
19,613 _ cw I1. (combined volume o% main ba.vin an(ynrchn),)
6,406 _ cu. IL (vohune (lelainsi above the permanent pool)
3,921 cu. 11. (opp) oxilwocly 204, of lutal vohnnc)
3 . 5 % (san Gue area to dl uinogc area ralia fi-oln DWQ /able)
1.5 ill. (2 to 5 cloy tempol-oly pool clrniv-du nor rcgau-ed)
5.75 in. (10 year storm)
90 in (mininlluu 85i; regtrire(1)
Dorm SWU-102 Rev 3.99 I'agc 1 or 4

Fouluulcs:
When using the Division SA/DA tables, the correct SA/DA ratio fur peruumcnl pool nixing should be co npu(cd bused upon Ihc
actual impervious'A and pcnuauma pool depth. Liucar inlerpolaliou Ahould be employed to detcraiuc d, correct value for lron-
standard table entries.
2 In the 20 coastal cmuntim, Ihc. imphcwua Rn a vegetative Gltcr way be waived Wdw wcl dcicution bast❑ is dcsigucd to pWvidc
9U% ISS removal. The NCDGNR BMP manual provides dcsigu tables Ibr both U'Xb TSS rcwoval and 901A FSS rcwoval.
H. REQUIRED ITEi IS CHECKLIST
The following checklist outlines design requirements per the Stoniawater BestManagcmcnt Practices Main,] ]
(N.C. Depaitntent of Isnviiountent, llcallh and Nalural RCSOUICGS, I'VaLiary 1999) and Administrative Code
Section: 15 A NCAC 211 .1008.
Initial in the space provided to indicate the following elcsign requirements have been act and supporting
docunicntation is attached. 11 Ihc applicant has dcsignaled an agent in the Storinwutcr Managcmcut Pcsmit
Application Form, the agent ncly initial hclow. If a requircuteut has not been owl, attach jusHlica(iou.
Applicants Initials
ILJII{ hla. The pwmancntpool depth is between 3 and G feet (requited minimum of 3 feet).
I� h b The fotcbay volutuc is appnoxiinately equal to 20% of the basin volatile.
G. 1fhc twnpoiary pool conbols runoff front the dcsigu stotrn event.
1CF t� d. The lennporary pool draws clown in 2 to 5 days.
— — — — — — c. If required, a 304bot vegctalive Filler is provided at So outlet (include tlon-crusNe now
calculations)
�&h f. The basin length to widlh ratio is greater than 3:1.
g. The basin side slopes above the penutuientpool are no steeper than 3:1.
— I � It. A submerged and vegetated perimeter shcll-with a slope of 6: t or less (show detail).
i. Vegetative cover above the pennanent pool elevation is specified.
J. A bush rack or similar device is provided for both Me overflow and orifice.
k. A recorded drainage casement is provided for each basin including access to nearest i ight-
of-way.
1. If the basin is used for sediment and erosion control during construction, clam out of the
�q�� basin is specified prior to use as a %VJ dctention basin.
in. A niechankin is specilied which will drain the basin for ntairuciiance or all culcal ca cy.
cfUNnP
Ill. WETDETENTION13ASIN OPERATION AND NIAINTEINANCE AGIZEE1IENT
The wet detention basin system is defined as the wet detention basin, pretrcatmcut including lbrcbays and the
vegetated filter if one is provided.
This system (check one) 0 does lI does not incorporale it vegdatcd litter at the oullet.
This system (check otre) 0 dues 19 does not incorporate pretreatment older Uian a torebay.
Form SWU-102 Rcv 3.99 Page 2 of 4

Maintenance activities shall be perlbrIII cd as follows:
1. Alter ever), niticant,ruuoflpIoctic ing riinfaII event anI a lead: numlhly:
a. Inspect the wet detention basin system for sediment, aMlinulatiou, erosion, trash aecuuiulaliou,
vegetated covet, and general condition.'
b. Check and clear the orifice of any obstructions such that drawdown of the tcnnporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seccl as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height, of six inclics, and remove trash as needed.
3. Inspect and repair the collcclion system (i.e. catch basins, piping, swales, I iprnp, etc.) quarterly to maintain
proper functioning.
4. RCI110Ve accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (sec diagram below). Removed sedimenl shall be disposed of
in all appropriate mamicr and shall be handled in a manner that will not, adversely impact water quality (i.e.
stockpiling scar a wet detention basin or stream, etc.).
The measuring device used to dclernine the sccliment elevation shall be such that it will give an accurato
depth reading and not readily pcuclratc into accuuiulaled sediments.
When the permancul pool depdf rcads 3. 75 feel it, the main pond, the sediment shall be Iciuovccl.
When the permanent pool depth rcads 2 . 25 lect in the forcbay, the sccliment shall be reiuoved.
13ASIN DIAGRAM
(ill in /lie blanks)
Pcnnaocut Pool l.lcvutio❑ 1 . 0
Sediment Rca oval El. —1 . 25 -15,
-------- ---- -- Saliwwil Removal Plovatiou —2. 7S
llollom 131c °aliuu -------
___----
______ --
13ouom 131cvation=4.0
FOREBAY N'IAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of [lie basin surface. Thesc
plains shall be encouraged to grow along the vegetated shelf and forcbay beau.
6. If the basin must be drained for an colergency or to perform maintenance, the flushing of sediment through
the emclgency drain shall be minimized to the maximum extent practical
POrm SWU-102 Rev 3.99 Page 3 of

7. All components of the wet detention basin system shall he maintained in good %voiking order.
1 acknowledge and agree by my signature below that 1 am responsible for the performance of' the seven
nutintcmance procedures listed above. I agree to nobly DWO of;uty problans wilh the system or prior to any
changes to the system or responsible party.
Print name:_ct Pnhan- i, - •PPnnl ar
Title: Managing Partner
Address:— 11 SS D„ r h(-33_Lo.niaLRaad S uite_1 2 3
Date: 6 7
Note: The legally responsible party shoUId not be n Ilol➢60vVWI's assoc iati ou unless moic Ilan 50% of the lots Itave been sold ;ind a
resident of the subdivision has been named the president.
1, `C� c-,,c c--A��ccp��- t Notary Public lot the Slate of j-" r� Cc. N\ice
CounY of�A5e;do h\
t ��.r'~ , ereby certify that} Q,ph..¢,� �, PA,r�n lR r•
personally appeared before me this clay of �,-Zbrt., C�1 ,tout acknowledge the clue
execution of the forgoing wet detention basin maintenance recluileme� -nts. Witness my hand and official seal,
MARIANNE 1. COOPER
NOTARY PUBLIC
PASQUOTANN COUM NC
SEAL
My commission expires
FoanSWU-102 Rcv3.99 Pagc4of4

Attachment to WET DETENTION BASIN SUPPLEMENT
For The Reserve at Herons Ridge
Detention Pond B — Drainalle Area 2
e. Pond has been designed for 90% TSS removal.
k. The pond will be located on property owned by the Homeowners Association
which has frontage on a public street.

Pull m l No.
(to be provide(!by DIVJ
Slide. of Norlll Carolina
Depai l nlcnt of Environuu:nl and Natural Resources
Division of Wali�r Quality
STORM\WATI3R FORM
WET IDETENTION BASIN SUPPLEMENT
'Ellis form may be pllolocopied for u.se as an 01 ilgilml
D\VQ Stoiniwatei Management Plan Review:
A complete stormwatcr management plan submit(al
supplement for cacti basin, design calculations, and
structure details.
PHOJEC't' INFORMA'PION
includes an application form, it wct detention basin
plans and specilicalions showing all basin and outlet
PiojcclNainc: The Reserve at Herons Ridge
Coulact Person: Stephen 1. Peppler Phouc NUmbcr: ,(757 ) 853-1111
For projects Willi multiple basics, specily which basin Lbis Worl<sllect apPlics lo:Dgten-L on Pond C
elevations
Basin 1301-loin Elevation —3.0 Cl.
Permaucnt pool Llevalion 3.0 Il.
Tcmporv-y Pool Elcva(ioll _ 4.31
areas
Perntaucut Pool Surface Arca-L6-, 0-1�5_ sy. Cl.
Dreivage Arca
Impervious At
_ 10.14 _ac.
4.87 _ac.
(floor of the basil])
(devotion of r/le wlficc)
(elevotion �f dre dia'char�a sh'rrGure ot�ei/lom)
(nvter srofiace area al the orifice elevation)
(o)i-silo and o[f-.site (hranloge to the basill)
(o) 1-sire wlei offsite ch ainuge to the basin)
VolUDles
Pcnuancnl Pool V01umc 42 , 194 — cu. 11. (combined rohmic o% moor basin olld orcboO
Telupot'ary Pool Volmuc 22,683 cu. fl. (volume cdelaine(lohove llle pernluilen[ pool)
Foicbay Volume _ 8 , 754 cu. I'( ((ippi oaiinotely 20% of total volunle)
Other paramelcrs
SAIDAI 2. 7% (surfcice areo to (1rainoge oreo ratio fi oil] DIVQ table)
Diameter of Orifice 2.375 in. (2 to .5 doy lewpora,), pool draw-dowl, I g1to-ecl)
Design Rainfall 5.75 u. (10 year storm)
Design TSS IZCIttOVal 2 90 %, (nlhlilnunl 85% required)
Form SWU-102 Rev 3.99 Page 1 01 4

Footuolcs:
Whcu ueiug the Divi.sim; SA/DA InLlcs, 11w Cut Imd SAMA ratio for pernuumnl pool sii,inh should Lc cunlIII led burud upon II C
actual iugtervious % and penn;uwul pout depth. Linear iIIlerpolmiou should be employed to delcrmiue the correct value for uun-
standard table entries.
2 In the 20 co;alal couutics, the wquilclima Gila vcgclolivc Ilticr luay be waived if llic we( detadiou basin is designed to pmvidc
9oss us removal. Ile NCDENK UMP nmmmi provides design tables for bolh 35Z,'I SS removal and 90%'I SS rcwoval.
IL REQUIRED ITEMS CHECKLIST
The following checklist outliucs design requirements per the SW nlwater Best Management Practices Ivlauuah
(N.C. Depaitnnenf of Environment, IIcalth and Natural ICesourccs, February 1999) and Administrative Code
Section: 15 A NCAC 211 . I008.
Initial in the space provided to indicate the following design requirements have been met and supporting
docuulcntatiotl is ❑ttachutd. If the applicant has designated all agent in the Stornnvatcr Management Permit
Application Fonn, We agclu nmy initial below. II' a requirement has not been noel, attach jusMicaliou.
Applicants Initials
a. The permancutpool depth is between 3 and 6 feet (mgAred minimum of 3 feel).
b. The forcbay volume is approximately cclual to 20% of the basin volume.
C. The temporary pool controls runoff Gone the design slorm event.
d. The temporary pool :haws clown in 2 to 5 clays.
— — — — — — — — c. if required, a 30400t vegelalke filler is provided at the outlet (include Ion -erosive Iloov
calculations)
VA� f. "file basin Icnglh to width ratio is Wcalcr Hiatt 3: I.
_ 41 g. The basin side slopes above the pelinauc It pool are no steeper than 3:1.
II. A subnncrged mud vegelali;el pcdnncwr shelf wifh a slope of'6:1 of less (show detail).
i. Vegetative cover above the permanent pool cicvatiou is specilicd.
j. A trash rack or shiWar device is provided for bulb the overflow and orifice.
k. A recorded drainage easematnl is provided for each basin includinng access to nearest I ight-
ofvvay.
I. if tine basin is used for sediment and erosion control during construction, clean out of the
(���� basic is specified prior to use as a vvet dctcntiou basin.
m. A mechanism is specified which will :train the basin for nwintenauce or au eulcrgoltcy.
(pN
M. AVETI) OVENTION BASIN OPERATION AND [MAINTENANCE AGRE.ENIEMY
The wet detention basin system is defined as the wet detemiun basin, pretreatment including f aujnlys and the
vegetated tiller if one is provided.
This system (check one) 0 does R does not incorporate a vege(ated Eller at (he outlet.
'Phis systcnl (check one) 0 does to does cat incorporate pre( -eminent outer than :t lilreb:ry.
Fromm SVW 02 Rev 3.99 Page 2 of 4

Maiatemamce activities shall be per(Lrnled as IoIIows:
Aftcr every signillcant rusuff producing rainfall event and al least monlhdy:
a. lnspect the wet detention basin system fur scdimcnt acemminlatiOla, crosiou, trash acculnulatiou,
vegetated cover, and gcncrnt condition.'
Check and clear the wilicc of any obstructions such that drawdown of lac temporary pool occults within
2 to 5 days as designed.
2. Repair eroded areas ilnmcdiatcty, m-seed as necessary to maintain good vcgctativc cover, mow vcgctativc
cover to maintain a uwximurn height of six inches, and remove trash as needed.
3. fmspect and repair the collection system (i.c. catch basins, piping, swalcs, riprap, etc.) quarterly In maintain
proper fumcliuming.
RCmOVe accumulated scdimcnt Prom the wet detention basin system scmli-annually or when dcplh is
reduced to 75% of do original design depth (sec dAgrmn below). Removed sediment Will be disposed of'
in an appropriate manner and shall be handled in or manner that will not udvcrscly ilupacl wafer qualily (i.e.
stockpiling near it %vet detention basin or dream, etc.).
The mcesuring device used to dctcnnille the scdimcnt elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sulimculs.
Whcn the pcnnancnt pool dcpdf reads A Sa, Poet iu do main pond, the scdimcnt shall be removed.
When the permanent pool depth reads _2. P 9 feel in the Porebay, the sediment shall be removed.
Salimcm Rml oval W. —1 . 50 ( 75' u
t ollom 111c:rtiuu i'%,
FOREBAY
BASIN DIAGRAM
bill in 11w hlnnhs)
Pelinaaent Pool Elevatioll 3, 0
_----sediment Removal Elevation . 7 5
I;i llom Elevation _1, 0
MAIN POND
75'A
25%
5. Remove cattails and other indigenous wetd.md plants when they cover 50% of the basin surface. 'These
plants shall be encouraged to grow along the vegetated shelf and lbrcbay berm.
6. If the basin must be drained for an cmcrgcncy or to pcliorm maiulcnance, the lhlshimg of scdimcnt through
Me cmcrgcncy drain shall be minimized to Uro maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of4

7. All components of the wet detention basin system shall be rnahmained in WnW working order.
I acknowledge and agree by my sigmame 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
changes to the system or responsible party.
Printnamc: Stephen ,L-_ Reppler
Address: 1 1 ' S9.tith_C.ol4niaLRaad_S.uj-Le-12 3
Note: The legally responsible party should not be a homcownsrs association unless more then 50%, of the lots hive been sold and a
resident of the subdivision has been mans! the president.
rrvltj�tt a Notary Public for the State of��r}Y� GeoL�o�,
County of PGS • �,�„� , do hereby certify that'�-i�_ep�,r \ _ �--� p�r
personally appafrect bcforc me this L7 t day of cb-a—,, D-)C�Z and acknowledge the due
execution of the forgoing weC dctention basin maintenance requirements. Witness my hand and official seal,
MARIANNE J. COOPER
NOTARY PUBLIC
N400YOK UMNR NC
SEM
My commission expires_ (a - I F —
Perm SWU-102 Rev 3.99 Page 4 of 4

Attachment to WET DETENTION BASIN SUPPLEMENT
For The Reserve at Herons Ridge
Detention Pond C — Drainage Area 3
e. Pond has been designed for 90% TSS removal.
n4L�����
FEB 2 0 2007
®WQ-WAR®
k. The pond will be located on property owned by the Homeowners Association
which has frontage on a public street.

AIR EGE6VED
2007
AR®
The Reserve at Herons Ridge
Pasquotank County — Elizabeth City - North Carolina
February 13, 200
The Reserve at Herons Ridge is a proposed 106 lot residential subdivision located
off of River Road (SR 1169). The tract to be subdivided contains 47.13 acres, but only
46.87 acres are included in the subdivision. A residual parcel located across the canal,
fronting on River Road contains 0.26 acres and is not included in this permit. The land is
currently vacant and zoned R-10 (Residential 10,000 sf lots) and R-15 (Residential
15,000 sf lots). PY g S; Jv,sf •aoti
y0—/,6 9 7,5o05-1 a-t4
Development of this subdivision will include construction of approximately 6,988
If curb and guttered streets with sidewalks, water main, gravity sewer main, sewer force
main and three detention ponds. The streets will contribute 5.08 acres of impervious
surface and the sidewalks will be another 1.17 acres. Coverage on each lot will be
limited to 5,500 sf for the R-10 lots and 7,500 sf for the R-15 lots. The maximum
coverage for the development is 20.55 acres or 43.85%.
According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on this site are predominately Arapahoe with small areas
of Dragston, Tomotley, and Roanoke. The Roanoke soils are limited to the perimeter of
the property that is adjacent to the large existing ditches. Three soil borings were
performed in the detention pond areas by Sean C. Robey, PE and Kimberly Hamby on
February 12, 2007. All soil borings were conducted with an AMS 2-3/4" diameter, 6'
long, hand mud auger.
Boring No. 1 was located in the area for Pond A. The elevation at the boring
location is approximately 6.50'. The first 10" inches were sandy loam topsoil. From 10-
36" was a sandy clay loam, from 36-42" was a fine sandy loam, and at 42" it changed to
sand. At 66" the sand was wet and we were unable to remove any additional soil with the
auger we were using. We estimate the seasonal high water table to be approximately 66"
below the surface, or elevation 1.0'. The permanent pool for Pond A has been set at 1.0'.
Boring No. 2 was located in the area for Pond C. The elevation at this location is
approximately 8.00'. The first 8" were sandy loam topsoil. From 8-42" was a sandy clay
loam. Below 42" was sand. Based on a change in coloration at 60" and visible soil
wetness at 66", we estimate the seasonal high water table at 60" or elevation 3.0'. The
permanent pool elevation for Pond C has been set at elevation 3.0'.
Boring No. 3 was made in the area of proposed Pond B. The elevation at this
location is approximately 6.50'. The first 8" inches were sandy loam topsoil. From 8-

n
42" was a sandy clay loam, and at 42" it changed to sand. At 66" the sand was wet and
we were unable to remove any additional soil with the auger we were using. We estimate
the seasonal high water table to be approximately 66" below the surface, or elevation
1.0'. The permanent pool for Pond B has been set at 1.0'.
Each of the three borings supported the soils map classification of Arapahoe.
While the Arapahoe soils have permeability rates that could support infiltration, Drainage
Areas 1 & 3 are too large to utilize infiltration. With the utilization of underground
piping, we find that the depth of the piping and the elevation of the water table prohibits
the use of infiltration in Drainage Area 2. Therefore, we have determined that wet
detention basins are the most appropriate method of storm water treatment for this
development. All of the detention ponds are designed for 90% TSS removal and they
drain to a tributary of the Pasquotank River that drains under River Road before entering
the river.
In addition to meeting state requirements for stormwater treatment, this site will
comply with the City of Elizabeth City's Stormwater Ordinance. This ordinance requires
that post development runoff not exceed pre development runoff during a 10 year storm
event. Rational method was utilized to estimate pre and post development runoff for each
drainage area. Our "chainsaw routing" method detention pond spreadsheets calculate the
peak discharge out of each pond. Based on these methods we have determined the
following:
Drainage Area Pre-dev. Discharge Post-dev runoff Det. Pond Discharge
1 52.9 cfs 75.61 cfs 15.29 cfs
2 5.86 cfs 8.37 efs 0.98 cfs
3 20.41 cfs 29.15 cfs 10.28 cfs
Drainage Area 1 contains 26.03 acres that are designed to drain to Detention Pond
A. This drainage area includes 126,882 sf (2.91 ac) of roads and 31,337 sf (0.72 ac) of
sidewalks. It includes all of lots 6-89. The maximum impervious area allowed per lot is
5,500 sf or a total of 462,000 sf (10.61 ac) for this drainage area. The resulting maximum
impervious area for this drainage area is 14.24 acres or 54.71%. All of the roadway
drainage will be collected in curb and gutter and an underground piping system. Runoff
from lots 74-89 will sheet flow across grassed yards into rear lot line ditches with 3:1 side
slopes and into Detention Pond A while the rear of lots 56- 73 will sheet flow across
grass yards directly into the pond. Lots 6-19 will sheet flow across grassed yards and
over the curb into the curb and gutter system and into a rear lot swale that will direct
runoff into the underground drainage system. Lots 20-55 are adjacent to a canal and an
existing ditch that is to remain protected. These lots will have to be graded to force all
runoff from impervious surfaces to the front of the lots and into the roadway drainage
system. If necessary, gutters and downspouts shall be utilized to route runoff to the
collection system.

Drainage Area 2 contains 2.91 acres that are designed to drain to Detention Pond
B. This drainage area includes 25,996 sf (0.6 ac) of roads and 3,021 sf (0.07 ac) of
sidewalks. This area includes lots 1-5 and the pump station lot. The maximum
impervious area allowed per lot is 5,500 sf or a total of 33,000 sf (0.76 ac) for this
drainage area. The resulting maximum impervious area for this drainage area is 1.43
acres or 49.14%. All of the roadway drainage will be collected in curb and gutter and an
underground piping system. Runoff from the lots will sheet flow across grassed yards
into the curb and gutter and into rear lot line swales with 3:1 side slopes. The rear lot line
swales are routed into the piped drainage system that drains to Detention Pond B.
Detention Pond B has been designed for 90% TSS removal.
Drainage Area 3 contains 10.14 acres that are designed to drain to Detention Pond
C. This drainage area includes 68,443 sf (1.57 ac) of roads and 16,652 sf (.38 ac) of
sidewalks. This area includes lots 91-106. The maximum impervious area allowed per
lot is 7,500 sf or a total of 127,500 sf (2.93 ac) for this drainage area. The resulting
maximum impervious area for this drainage area is 4.88 acres or 48.13%. All of the
roadway drainage will be collected in curb and gutter and an underground piping system.
Runoff from lots 90-105 will sheet flow across grassed yards and into rear swales or over
the curb into the curb and gutter system. The rear lot line swales are routed into the piped
drainage system that drains to Detention Pond C. Lot 106 shall be graded to such that all
runoff from impervious surfaces will drain across the yard and into the curb and gutter. If
necessary, gutters and downspouts shall be utilized to route runoff to the collection
system.
The total disturbed area for development will not exceed 40.77 acres. This
includes the entire tract except for the area within the 30' AEC, the area within the top of
bank of the protected ditch, and the residual parcel that fronts River Road. Limits of
disturbance have been shown on the plans.

&man & Rohev, PC
CansullingEngineers and Land Surveyors 1,[phone] Office
[phone] C%fice
- [phone] Fax
I
February 15, 2007
Scott Vinson
Division of Water Quality -Surface Water Section
Washington Regional Office
943 Washington Square Mall RE, GENE®
Washington, NC 27889
FEB 2 0 2007
Subject: Stormwater Management Permit pVUQ WAR®
The Rcscrve at I lerons Ridge
Project # 050016
Dear Mr. Vinson:
Enclosed for your review and approval, please find the following items:
I. Two (2) copies of sheets C- 3, 7-9 and 11-13 for the above referenced
project- ..
2. The original and one copy of the Stormwater Permit Application and
required attachments.
3. Two (2) copies of the project description and calculations.
4. Check in the amount $4000.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
cc: file
Stephen Peppier
Sincerely,
Scan C. Robey, P.E. 10
/
Kimberly D. Hamby
vv
am
Project Manager
P. O. Box 339, Camden, NC 27921

NC®ENR
North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s). Fax or email this completed form along with a narrative
and vicinity map of the project location to the appropriate One -Stop Coordinator:
• Fayetteville or Raleigh Region -David Lee 919-791-4203; dayid.lee(c ncmail.net rl�ECEHV ED
• Mooresville & Asheville Region -Patrick Grogan 704-663-3772 or patrick.groganPricmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(@,ncmail.net
• Wilmington Region -Cameron Weaver 910-350-2004 or cameron.weavetfa ncmail.net FEB 2 0 2007
Project application received after 12 noon will be stamped in the following work day.
®WQWARO
APPLICANT Name Stephen L. Peppier
Company The Reserve at Her-ns Ridge, LLC
Address 113 South Colonial Rcb: Ste..101�[State Va. Beach, VA Zip23451
Phone[phone] Fax Email
PROJECT SYSTEM(S) TRIBUTARY TO SURFACE WATER CLASSIFICATION
PROJECTName The Reserve at Herons Ridge County
PROJECT LOCATION (ADDRESS) Corner of Asbury Road and River Roar?
ENGINEER/CONSULTANT
Company Hyman .,c Robey, PC
Address PO Box 339 City/State Camden, NC Zip_27921
Phone [phone]Rftft Fax Email
State or National Environmental Policy Act (SEPA, NEPA) — EA or EIS Required ❑Yes ❑ No
© STREAM ORIGIN Determination: of Stream calls; Stream Name
® STORMWATER ❑Low Density ® High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off Site
WETLANDS MUST BE ADDRESSED BELOW
❑COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® LAND QUALITY ❑ Erosion and Sedimentation Control Plan with 411 acres to be disturbed.(CK #3503 (for DENR use))
❑ WETLANDS (401): Check all that apply Isolated wetland on Property ❑ Yes ❑ No
Wetlands on Site ❑ Yes ❑ No / Buffer Impacts: ❑ No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Minor Variance : ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 401 Application required: ❑Yes ❑ No If YES, ❑ Regular
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit Received from US ACOE ❑ Yes ❑ No
Perennial, Blue line stream, etc on site ❑ yes ❑ No
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application fee, to be
charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
Fee Split for multiple permits: (Check #J� �) Total Fee Amount $
SUBMITTAL
DATES
Fee
SUBMITTAL DATES
Fee
CAMA
Variance ❑ Maj; ❑ Min
SW ❑ HD; ❑ LID)
401:
LQS
Stream Deter,_

Page I
PERMANENT POOL DETENTION PONDS
DESIGN OF POND
The Reserve = Detention Pond A
10 Yr, 24 Hr Storm
DETENTION POND - Pond A (Front Pond)
Hyman & Robey, PC
150-A Hwy 158 East
Camden, NC 27921
(252)-335-1888
02/13/07
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
IMPRV
3.0 FT
3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
WATERSHED AREA:
26.03 ACRES
WATERSHED % IMPERVIOUS:
54.71
PERMANENT POOL ELEVATION:
I FT
DESIGN PERMANENT POOL DEPTH:
5 FT
SA/DA PERCENTAGE FACTOR:
3.9 clo
POND SURFACE AREA REQ-D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH= 121.41 LF
LENGTH = 364.229 LF
44221 SF
13266 SF
6.5 FT
0.3
1.0
1.3
1.8
2.3
2.9
3.4
4.0
4.6
5.1
FEB 2 0 2007
DWQ-WAR®
7.0 FT
0.2
0.9
1.4
1.9
2.4
2.9
3.4
3.9
4.3
(FROM ABOVETABLE -TAKEN FROM DESIGN OF STORM WATER
CONrROL FACILITIES WORKSHOP MANUAL - PENC 198M
(BASED UPON MINIMUM SURFACE AREA)
Use these dimensions: WIDTH 142.70 LF
LENGTH 430 LF
VOLUME OF 1" RAINFALL Normal Pool Elevation
AREA OF ROOFS: 5.30 AC
AREA OF PARKING/CONCRETE: 8.94 AC
AREA OF GREEN AREAS: 11.79 AC
VOLUME OF RUNOFF 58628.1 CF VOL(CF)=[(ROOF*1.0)+(PARKING*.95
STORAGE DEPTH FOR MINIMUM AREA = 0.96 FT
ELEVATION OF I" RAINFALL = 1.96
i e SEAL
18550
Vol
I I tos'k. I \\\\\\
12

Page 2
DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.33928 CFS
Q(5 DAYS) = 0.13571 CFS
1" RUNOFF STAGE 0.96 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1" RUNOFF OUTLET DEVICE: 3.61721 INCH DIA HOLE
A=[Q/(Cd*SQRT(2gh)))* 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: 4 INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 2.33647 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 76 cfs
Tc = Time of Concentration = 20 min
Calculation of Tp (Time to Peak)
From SCS NEE 4, page 15-7 Eqn. 15.4
Lag Time (L) _ (IA0.8*(S+I)A0.7)/(1900*YA0.5) for L in Hrs
where: I = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in
S = (1000/CN)-10 = 1.49425
L= 0.40606 hrs
From SCS NEE 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4, page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.04433 hrs
Tp = 0.42823 hrs = 25.6938 min
Volume under Hydrograph = 1.39 * Qp * Tp = 162858 Cubic Feet
1185
1.49425
87
0.5
17
SEAL
18550 _
• '••fteINee.
' CI t RO\\\N
"81/1

Page 3
Inflow Hydrograph
SCS Dimensionless Hydrograph
Time
Discharge Time
Discharge
Volume
Ratio
Ratio hr
cfs
cf
0.00
0.00 0.00
0
0.10
0.03 0.04
2
351
0.20
0.10 0.09
8
1172
0.30
0.19 0.13
14
2226
0.40
0.31 0.17
24
3632
0.50
0.47 0.21
36
5507
0.60
0.66 0.26
50
7733
0.70
0.82 0.30
62
9607
0.80
0.93 0.34
71
10896
0.90
0.99 0.39
75
11599
1.00
1.00 0.43
76
11716
1.10
0.99 0.47
75
H 599
1.20
0.93 0.51
71
10896
1.30
0.86 0.56
65
10076
1.40
0.78 0.60
59
9139
1.50
0.68 0.64
52
7967
1.60
0.56 0.69
43
6561
1.70
0.46 0.73
35
5390
1.80
0.39 0.77
30
4569
1.90
0.33 0.81
25
3866
2.00
0.28 0.86
21
3281
2.20
0.21 0.94
16
4851
2.40
0.15 1.03
11
3445
2.60
0.11 1.11
8
2507
2.80
0.08 1.20
6
1804
3.00
0.06 1.28
4
1289
9 ,
3.20
0.04 1.37
3
937
jfSEAL
3.40
0.03 1.46
2
680
3.60
0.02 1.54
2
492
18550
=
3.80
0.02 1.63
1
351
i P
.... :'
'. GiNEE
4.00
0.01 1.71
1
258
/�iP�� , \NN\c
1Ci11tRO
4.50
0.01 1.93
0
293
5.00
0.00 2.14
0
0
Volume under hydrograph =
154691 cf
Based upon runoff volume = 162858
cf
Depth req'd for minimum
area = 2.65409

Page 4
STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE In s
S Z
sf cf cf ft
Pond Side Slope (M) =
In Z Z est Elevation
61361 0
0
0
Surface area at normal pool
1
63088 31112
31112
0.5
10.35
-0.69
0.59
1.5
64833 31980
63093
1
11.05
0.00
1.09
2
66596 32857
95950
1.5
11.47
0.41
1.57
2.5
68378 33743
129694
2
11.77
0.69
2.04
3
70177 34639
164332
2.5
12.01
0.92
2.50
3.5
71994 35543
199875
3
12.21
1.10
2.96
4
73829 36456
236330
3.5
12.37
1.25
3.43
4.5
75682 37378
273708
4
12.52
1.39
3.89
5
77553 38309
312017
4.5
12.65
1.50
4.36
5.5
79442 39249
351266
5
12.77
1.61
4.83
6
Regression
Output
Constant
9.34346
Ks = S/Z^b
= 57179.01
Sul Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
5
Number of Holes
Hld =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
9.50
Elev Invert Barrel (ft)
Cdb =
0.60
Barrel orifice coeff
3.65
'a.'SEAL
10550 -
••'•.�VOINEEP'•• ��
sFgN C. R���P`�•
Barrell Adjustment Factor
3

Page 5
EMERGENCY WEIR
Elevation
Cw
=
3
Weir coeff
Ecr
=
1.96
Elev weir coeff (ft)
Lw
=
5
Weir Length (ft)
Riser
Riser
Riser
Hole
Hole
Hole
Riser Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir) (orifice)
Spillway
Weir
1.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.09
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.17
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.27
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.41
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.58
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
2.28
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.7
2.43
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.8
2.56
0.0
0.0
0.0
0.0
0.0
0.0
0.00
7.0
2.68
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.1
2.77
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.9
2.84
0.0
0.0
0.0
0.0
0.0
0.0
0.00
12.3
2.89
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.3
2.92
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.1
2.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.6
2.97
0.0
0.0
0.0
0.0
0.0
0.0
0.00
15.2
2.97
0.0
0.0
0.0
0.0
0.0
0.0
0.00
15.3
2.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.9
2.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.3
2.89
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.5
2.85
0.0
0.0
0.0
0.0
0.0
0.0
0.00
12.6
2.81
0.0
0.0
0.0
0.0
0.0
0.0
0.00
11.8
2.77
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.9
2.73
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.1
2.69
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.4
2.60
0.0
0.0
0.0
0.0
0.0
0.0
0.00
7.6
2.52
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.3 /
18550

Page 6
ROUTING OF INFLOW HYDROGRAPH
THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.043
2
0
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.086
8
351.492
1.01
0.00
0.00
0.00
0.00
0.00
0.00
0.128
14
1523.13
1.04
0.00
0.00
0.00
0.00
0.00
0.00
0.171
24
3749.24
1.09
0.00
0.00
0.00
0.00
0.00
0.00
0.214
36
7381.33
1.17
0.00
0.00
0.00
0.00
0.00
0.00
0.257
50
12888
1.27
0.00
0.00
0.00
0.00
0.00
0.00
0.300
62
20620.8
1.41
0.00
0.00
0.00
0.00
0.00
0.00
0.343
71
30228.3
1.58
0.00
0.00
0.00
0.00
0.00
0.00
0.385
75
41124.5
1.75
0.00
0.00
0.00
0.00
0.00
0.00
0.428
76
52723.8
1.93
0.00
0.00
0.00
0.00
0.00
0.00
0.471
75
64440.1
2.11
0.87
0.00
0.00
0.00
0.00
0.87
0.514
71
75905.9
2.28
2.70
0.00
0.00
0.00
0.00
2.70
0.557
65
86386
2.43
4.84
0.00
0.00
0.00
0.00
4.84
0.600
59
95715.4
2.56
7.04
0.00
0.00
0.00
0.00
7.04
0.642
52
103769
2.68
9.12
0.00
0.00
0.00
0.00
9.12
0.685
43
110331
2.77
10.92
0.00
0.00
0.00
0.00
10.92
0.728
35
115209
2.84
12.32
0.00
0.00
0.00
0.00
12.32
0.771
30
118700
2.89
13.35
0.00
0.00
0.00
0.00
13.35
0.814
25
121212
2.92
14.10
0.00
0.00
0.00
0.00
14.10
0.856
21
122904
2.94
14.62
0.00
0.00
0.00
0.00
14.62
0.942
16
124959
2.97
15.25
0.00
0.00
0.00
0.00
15.25
1.028
11
125108
2.97
15.30
0.00
0.00
0.00
0.00
15.30
1.113
8
123837
2.96
14.90
0.00
0.00
0.00
0.00
14.90
1.199
6
121749
2.93
14.26
0.00
0.00
0.00
0.00
14.26
1.285
4
119156
2.89
13.48
0.00
0.00
0.00
0.00
13.48
1.370
3
116288
2.85
12.63
0.00
0.00
0.00
0.00
12.63
1.456
2
113330
2.81
11.77
0.00
0.00
0.00
0.00
11.77
1.542
2
110380
2.77
10.93
0.00
0.00
0.00
0.00
10.93
1.627
1
107502
2.73
10.13
0.00
0.00
0.00
0.00
10.13
1.713
1
104730
2.69
9.37
0.00
0.00
0.00
0.00
9.37
1.927
0
98149.3
2.60
7.65
0.00
0.00
0.00
0.00
7.65
2.141
0
92545.6
2.52
6.27
0.00
0.00
0.00
0.00
6.27
2.97307 = maximum stage elevation
15.2951 = maximum discharge

Page 7
The Reserve - Pond A
Pasquotank County - Elizabeth City
10 yr STORM
-.-- INFLOW (cfs)
OUTFLOW 80 — *—
Cf)]
70
s
360
50
m 40
30 a
0 20 a
10 a R
0.000 1.000 2.000 3.000
Time (hrs)
EAL
a 18550 0
FAN C. pog�i

POND A CALCULATIONS
AREA
POND CALCULATIONS
FOR
POND A-B CALCULATIONS.XIS
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
(A) FOREBAY SURFACE AREA
(B) FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
(A) AREA AT EDGE OF FOREBAY SHELF
(B) AREA AT EDGE OF FOREBAY SHELF
(A) AREA OF FOREBAY BOTTOM
(B) AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1' STORAGE
ELEVATIONS
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1"STORAGE
VOLUME CALCULATIONS
MINIMUM
MAIN BASIN VOLUME
(A) FOREBAY VOLUME
(B) FOREBAY VOLUME
PERMANENT POOL VOLUME
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
TEMP. STORAGE VOLUME (1- RUNOFF)
F2
44221 61.361.12
42,737.18
11,094.94
7,529.00
31,866.62
20,821.75
7,520.75
4,743.35
6,096.39
3,588.34
66,020.86
F
1.00
-0.67
0.67
-2.00
1.96
F3
150,020.31
24,599.50
15,787.99
190,407.79
21.21 %
60,854.23
TEMPORARY STORAGE OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 2.87
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION -2.75
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED I�//ij/ 3.75
FOREBAY `\\ ....I
SEDIMENT REMOVAL ELEVATION ' ,i3 ��t'; % -1.25
PP DEPTH READS ... SEDIMENT SHALL BE REMOV — SEAL = 2.25
18550
p'V
FILE LOCATION -5\Hyman8 Ro6ey05\056016Herons PUNExcal\POND AB CALCULATIONS IS /// s••'•O"IN'`-'�P•� \\\
TAB - POND CALC
a\6r20m7�A :a6 an /// OmRog�OP.,1 of 2

POND CALCULATIONS
FOR
POND A-B CALCULATIONS.xIs
TOTAL FOREBAY VOLUME
40,387.49
TOTAL PP VOLUME
190,407.79
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
21.21%
— O EAL
= 18550
i• •'•.•�%l•'OINE.•'•
FILE LOCATION 5\Hyman& Pelee, 05\050016 Heron'e PIM,Excel\POND A B CALCULATIONS.XIe
TAB POND CA-C A
WlW20071146 W Pape 2 of 2

Page I
PERMANENT POOL DETENTION PONDS
DESIGN OF POND
The Reserve �Detention-Pond-pi
10 Yr, 24 Hr Storm
DETENTION POND
Hyman & Robey, PC
150-A Hwy 158 East Camden, NC 27921REGO U EV
(252)-335-1888
02/13/07 FEB 2 0 2007
®WQ-IIVARO
SAIDA PERCENTAGES
FOR 90%
TSS REMOVAL
WITHOUT
VEGETATIVE
FILTER
% IMPR V
3.0 FT
3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT
6.5 FT 7.0 FT
10%D
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3 0.2
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0 0.9
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3 1.1
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8 1.4
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3 1.9
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9 2.4
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4 2.9
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0 3.4
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6 3.9
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
5.1 4.3
WATERSHED AREA:
WATERSHED % IMPERVIOUS:
PERMANENT POOL ELEVATION:
DESIGN PERMANENT POOL DEPTH:
SAIDA PERCENTAGE FACTOR:
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH= 38.456 LF
LENGTH = 115.368 LF
2.91 ACRES
49.14 %
I FT
5 FT
3.5 % (FROM ABOVE TABLE TAKENFROMDESIGN OFSTORM WATER
CONTROL FACILUIES WORKSHOP MANUAL - PENC 1988)
4437 SF
1331 SF
(BASED UPON MINIMUM SURFACE AREA)
Use these dimensions: WIDTH 43.77 LF
LENGTH 210 LF
VOLUME OF 1" RAINFALL Normal Pool Elevation
AREA OF ROOFS: 0.38 AC
AREA OF PARKING/CONCRETE: 1.05 AC
AREA OF GREEN AREAS: 1.48 AC �_
VOLUME OF RUNOFF 6074.81 CF VOL(CF)=I(ROOF*I.0)+(VAttRtN;;,
STORAGE DEPTH FOR MINIMUM AREA = 0.66 FTSs
ELEVATION OF I" RAINFALL = 1.66
SEAL
18550
i J''•�./l'OINEEP'••
�rC i iRpB �\\\��

Page 2
DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.03516 CFS
Q(5 DAYS) = 0.01406 CFS
I " RUNOFF STAGE 0.66 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 1,27675 INCH DIA HOLE
DIAMETER OF HOLE TO USE: 1.5 INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 2.06996 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 9 cfs
Tc = Time of Concentration =
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
A=[Q/(Cd*SQRT(2gh))I* 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
15 min
Lag Time (L) = (IA0.8*(S+I)A0.7)/(1900*YA0.5) for Lin Hrs
where: I = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in
S = (1000/CN)-10 = 1.49425
L= 0.22264 hrs
From SCS NEH 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4, page 16-8 Eqn, 16.12
D = 0.133 tc
where: Tc=Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.03325 hrs
Tp = 0.23927 hrs = 14.3561 min
Volume under Hydrograph = 1.39 * Qp * Tp = 10775.7 Cubic Feet
750
1.49425
87
0.8
1
1 a550
sFgN C.
I,///nnun1110N

Page 3
inflow Hydrograph
SCS Dimensionless Hydrograph
Time Discharge Time Discharge Volume
Ratio Ratio hr cfs cf
0.00
0.00
0.00
0
0.10
0.03
0.02
0
23
0.20
0.10
0.05
1
78
0.30
0.19
0.07
2
147
0.40
0.31
0.10
3
240
0.50
0.47
0.12
4
364
0.60
0.66
0.14
6
512
0.70
0.82
0.17
7
636
0.80
0.93
0.19
8
721
0.90
0.99
0.22
9
767
1.00
1.00
0.24
9
775
1.10
0.99
0.26
9
767
1.20
0.93
0.29
8
721
1.30
0.86
0.31
8
667
1.40
0.78
0.33
7
605
1.50
0.68
0.36
6
527
1.60
0.56
0.38
5
434
1.70
0.46
0.41
4
357
1.80
0.39
0.43
4
302
1.90
0.33
0.45
3
256
2.00
0.28
0.48
3
217
2.20
0.21
0.53
2
321
2.40
0.15
0.57
1
228
2.60
0.11
0.62
1
166
IIII 11
2.80
0.08
0.67
1
119
3.00
0.06
0.72
0
85
Iv'•:
_
Q 1�N1
3.20
0.04
0.77
0
62
_
l�' SEAL
-
18550
3.40
0.03
0.81
0
45
3.60
0.02
0.86
0
33
i
,'VG!NSFIp
3.80
0.02
0.91
0
23
iz 4A(IC
4.00
0.01
0.96
0
17
4.50
0.01
1.08
0
19
5.00
0.00
1.20
0
0
Volume
under hydrograph =
10235 cf
Based upon runoff volume =
10775.7 cf
Depth req'd for minimum
area =
1.17233

STAGE STORAGE FUNCTION OF POND
Page 4
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE In s
S Z
sf cf cf ft
Pond Side Slope (M) =
In Z Z est Elevation
9192
0
0
0
Surface area at normal pool
1
9962
4788
4788
0.5
8.47
-0.69
0.54
1.5
10750
5178
9967
1
9.21
0.00
1.02
2
11557
5577
15543
1.5
9.65
0.41
1.50
2.5
12381
5984
21528
2
9.98
0.69
1.99
3
13223
6401
27929
2.5
10.24
0.92
2.50
3.5
14084
6827
34755
3
10.46
1.10
3.02
4
14962
7261
42017
3.5
10.65
1.25
3.56
4.5
15858
7705
49722
4
10.81
1.39
4.12
5
16772
8158
57879
4.5
10.97
1.50
4.71
5.5
17705
8619
66499
5
11.10
1.61
5.31
6
Regression
Output:
Constant
9.34346
Ks = S/ZAb
= 9717.724
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISERIBARRELL SPILLWAY W EMERGENCY WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
H I n =
5
Number of Holes
HId =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
9.50
Elev Invert Barrel (ft)
Cdb =
0.60
Barrel orifice coeff
2.17
Barrell Adjustment Factor
Q

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
1.66
Elev weir coeff (ft)
Lw
=
2
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir) (orifice)
Spillway
Weir
1.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.07
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.18
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.25
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.33
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.41
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.49
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.56
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.70
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
1.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
1.84
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5
1.87
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.6
1.89
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
1.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
1.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
1.95
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
1.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.0
1.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.0
1.95
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.0
1.95
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
1.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
1.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.8
1.92
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.8
1.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
1.88
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.6
1.86
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5
SEAL
18550 =
.' FNGI�JE.....
sFgN
/���NIIIN11110w\

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
efs
cfs
cfs
cfs
cfs
0.000
0
0
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.024
0
0
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.048
1
23.2568
1.01
0.00
0.00
0.00
0.00
0.00
0.00
0.072
2
100.78
1.02
0.00
0.00
0.00
0.00
0.00
0.00
0.096
3
248.073
1.04
0.00
0.00
0.00
0.00
0.00
0.00
0.120
4
488.394
1.07
0.00
0.00
0.00
0.00
0.00
0.00
0.144
6
852.751
1.12
0.00
0.00
0.00
0.00
0.00
0.00
0.167
7
1364.4
1.18
0.00
0.00
0.00
0.00
0.00
0.00
0.191
8
2000.09
1.25
0.00
0.00
0.00
0.00
0.00
0.00
0.215
9
2721.05
1.33
0.00
0.00
0.00
0.00
0.00
0.00
0.239
9
3488.53
1.41
0.00
0.00
0.00
0.00
0.00
0.00
0.263
9
4263.75
1.49
0.00
0.00
0.00
0.00
0.00
0.00
0.287
8
5031.23
1.56
0.00
0.00
0.00
0.00
0.00
0.00
0.311
8
5752.19
1.63
0.00
0.00
0.00
0.00
0.00
0.00
0.335
7
6418.89
1.70
0.04
0.00
0.00
0.00
0.00
0.04
0.359
6
7019.78
1.75
0.17
0.00
0.00
0.00
0.00
0.17
0.383
5
7532.02
1.80
0.32
0.00
0.00
0.00
0.00
0.32
0.407
4
7938.61
1.84
0.45
0.00
0.00
0.00
0.00
0.45
0.431
4
8256.07
1.87
0.57
0.00
0.00
0.00
0.00
0.57
0.455
3
8509.35
1.89
0.67
0.00
0.00
0.00
0.00
0.67
0.479
3
8707.74
1.91
0.75
0.00
0.00
0.00
0.00
0.75
0.526
2
9013.33
1.94
0.87
0.00
0.00
0.00
0.00
0.87
0.574
1
9183.76
1.95
0.95
0.00
0.00
0.00
0.00
0.95
0.622
1
9248.47
1.96
0.98
0.00
0.00
0.00
0.00
0.98
0.670
1
9246.26
1.96
0.97
0.00
0.00
0.00
0.00
0.97
0.718
0
9197.71
1.95
0.95
0.00
0.00
0.00
0.00
0.95
0.766
0
9118.72
1.95
0.92
0.00
0.00
0.00
0.00
0.92
0.814
0
9022.42
1.94
0.88
0.00
0.00
0.00
0.00
0.88
0.861
0
8916.2
1.93
0.83
0.00
0.00
0.00
0.00
0.83
0.909
0
8805.35
1.92
0.79
0.00
0.00
0.00
0.00
0.79
0.957
0
8693.16
1.91
0.74
0.00
0.00
0.00
0.00
0.74
1.077
0
8416.99
1.88
0.63
0.00
0.00
0.00
0.00
0.63
1.196
0
8164.72
1.86
0.54
0.00
0.00
0.00
0.00
0.54
1.95795 = maximum stage elevation
0.97582 = maximum discharge
9�1 1 9r'.
1SEAL
$ 18550
sFAN:::.:•••e�
C. R�

Page 7
10
9
8
6
5
m
N 4
0 3
2
1
0
The Reserve - Pond B
Pasquotank County - Elizabeth City
10 yr STORM
I � '
a
u t I ut
0.000 0.500 1.000 1.500
Time (hrs)
—a—INFLOW (cfs)
-- • - OUTFLOW (cfs)
18550
sF9N ........

POND B CALCULATIONS
AREA
POND CALCULATIONS
FOR
POND A-B CALCULATIONS.xIs
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
MINIMUM
F2
4437 9,192.51
6,273.39
2,919.12
3,437.33
1,116.78
854.88
303.31
10,193.79
ELEVATIONS
F
PP ELEVATION
1.00
ELEVATION AT EDGE OF MAIN BASIN SHELF
-0.67
ELEVATION OF MAIN BASIN BOTTOM
-4.00
ELEVATION AT EDGE OF FOREBAY SHELF
-0.67
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1" STORAGE
1.66
VOLUME CALCULATIONS
F3
MAIN BASIN VOLUME
15,691.04
FOREBAY VOLUME
3,921.49
PERMANENT POOL VOLUME
19,612.53
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
19.99%
TEMP. STORAGE VOLUME (1- RUNOFF)
6,406.21
TEMPORARY STORAGE OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 1.98
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED
FOREBAY
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED
FILE LOCATION - S Wymen & ROCey'W05C016 - Hewn Pu ExcehPOND A-B CALCULATIONS x,s
TAD POND OALOD
V13/100711,51 AM
18550
sFAN c.: Qs� ,
-2.75
3.75
1.25
2.25
Ps001 011

Page 1
PERMANENT POOL DETENTION PONDS
DESIGN OF POND
The Reserve , Detention Pond C
10 Yr, 24 Hr Storm
DETENTION POND - Pond A (Front Pond)
Hyman & Robey, PC
150-A Hwy 158 East
Camden, NC 27921
(252)-335-1888
02/13/07
SAIDA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
% IMPRV
3.0 FT
3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
WATERSHED AREA:
10.14 ACRES
WATERSHED % IMPERVIOUS:
48.13
%
PERMANENT POOL ELEVATION:
3
FT
DESIGN PERMANENT POOL DEPTH:
6
FT
SAIDA PERCENTAGE FACTOR:
2.7
%
POND SURFACE AREA REQD:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH = 63.0499 LF
LENGTH = 189.15 LF
11926 SF
3578 SF
6.5 FT
0.3
1.0
1.3
1.8
2.3
2.9
3.4
4.0
4.6
5.1
FEB 2 012001
7.0 FT
0.2
0.9
1.4
1.9
2.4
2.9
3.4
3.9
4.3
(FROM ABOVE TABLE TAKEN FROM DESIGN OF S FORM W ATER
CONTROL FACILmES WORKSHOP MANUAL -PENC 1988)
(BASED UPON MINIMUM SURFACE AREA)
Use these dimensions: WIDTH 71.50 LF
LENGTH 224 LF
VOLUME OF 1" RAINFALL Normal Pool Elevation
AREA OF ROOFS: 1.47 AC
AREA OF PARKING/CONCRETE: 3.41 AC
AREA OF GREEN AREAS: 5.26 AC
VOLUME OF RUNOFF 20914.2 CF VOL (CF)=[(ROOF*1.0)+(PARKING'.95.
STORAGE DEPTH FOR MINIMUM AREA = 1.31 FT
ELEVATION OFI"RAINFALL = 4.31
,I SEAL
18550
sFgN C»•%0'.'
3

Page 2
DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.12103 CFS
Q(5 DAYS) = 0.04841 CFS
I" RUNOFF STAGE 1.31 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 1.99813 INCH DIA HOLE
A=[Q/(Cd*SQRT(2gh))]* 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: 2.375 INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 2.02232 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 30 cfs
Tc = Time of Concentration = 15 min
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag Time (L) = (I^0.8*(S+I)^0.7)/(1900*Y^0.5) for Lin Hrs
where: I = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (1000/CN)-10 = 1.49425
L= 0.41017 hrs
From SCS NEH 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4, page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.03325 hrs
Tp =
0.4268
hrs =
25.6077
min
Volume under Hydrograph =
1.39 *
Qp * Tp =
64070.6
Cubic Feet
�6EAL
18550
4 C. to
1200
1.49425
87
0.5

Page 3
Inflow Hydrograph
SCS Dimensionless Hydrograph
Time Discharge Time Discharge Volume
Ratio Ratio hr cfs cf
------ ----- -----------------------------------
----------------------------------------------
0.00 0.00 0.00 0
0.10 0.03 0.04 1 138
0.20 0.10 0.09 3 461
0.30 0.19 0.13 6 876
0.40 0.31 0.17 9 1429
0.50 0.47 0.21 14 2166
0.60 0.66 0.26 20 3042
0.70 0.82 0.30 25 3780
0.80 0.93 0.34 28 4287
0.90 0.99 0.38 30 4563
1.00 1.00 0.43 30 4609
1.10 0.99 0.47 30 4563
1.20 0.93 0.51 28 4287
1.30 0.86 0.55 26 3964
1.40 0.78 0.60 23 3595
1.50 0.68 0.64 20 3134
1.60 0.56 0.68 17 2581
1.70 0.46 0.73 14 2120
1.80 0.39 0.77 12 1798
1.90 0.33 0.81 10 1521
2.00 0.28 0.85 8 1291
2.20 0.21 0.94 6 1908
2.40 0.15 1.02 4 1355
2.60 0.11 1.11 3 986
2.80 0.08 1.20 2 710
3.00 0.06 1.28 2 507
3.20 0.04 1.37 1 369 _\
3.40 0.03 1.45 1 267 -_
3.60 0.02 1.54 1 194
3.80 0.02 1.62 0 138
4.00 0.01 1.71 0 101
4.50 0.01 1.92 0 115
5.00 0.00 2.13 0 0
Volume under hydrograph = 60858 cf
Based upon runoff volume = 64070.6 cf Depth req'd for minimum area =
rAl
MEAL
18550
sFp gN C ••og.

Page 4
STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE In s
S Z
sf cf cf ft
Pond Side Slope (M) =
In Z Z est Elevation
16016 0
0
0
Surface area at normal pool
3
16912 8232
8232
0.5
9.02
-0.69
0.56
3.5
17825 8684
16916
1
9.74
0.00
1.05
4
18757 9145
26061
1.5
10.17
0.41
1.53
4.5
19706 9616
35677
2
10.48
0.69
2.01
5
20674 10095
45772
2.5
10.73
0.92
2.50
5.5
21659 10583
56355
3
10.94
1.10
2.99
6
22663 11080
67435
3.5
11.12
1.25
3.50
6.5
23684 11587
79022
4
11.28
1.39
4.02
7
24724 12102
91124
4.5
11.42
1.50
4.54
7.5
25781 12626
103750
5
11.55
1.61
5.09
8
Regression
Output:
Constant
9.34346
Ks
= S/Z^b
= 15926.22
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
5
Number of Holes
H I d =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
9.50
Elev Invert Barrel (ft)
Cdb =
0.60
Barrel orifice coeff
Y q^`l
' a
SEAL 18550
Barrel] Adjustment Factor
3

EMERGENCY WEIR
Page 5
Elevation
Cw
=
3
Weir coeff
Ecr
=
4.31
Elev weir coeff (ft)
Lw
=
3
Weir Length (ft)
Riser
Riser
Riser
Hole
Hole
Hole
Riser Riser
Barrel
(1)
(2)
(3)
(weir) (orifice)
3.00
0.0
0.0
0.0
0.0
0.0
0.0
3.00
0.0
0.0
0.0
0.0
0.0
0.0
3.02
0.0
0.0
0.0
0.0
0.0
0.0
3.06
0.0
0.0
0.0
0.0
0.0
0.0
3.13
0.0
0.0
0.0
0.0
0.0
0.0
3.23
0.0
0.0
0.0
0.0
0.0
0.0
3.37
0.0
0.0
0.0
0.0
0.0
0.0
3.56
0.0
0.0
0.0
0.0
0.0
0.0
3.78
0.0
0.0
0.0
0.0
0.0
0.0
4.01
0.0
0.0
0.0
0.0
0.0
0.0
4.26
0.0
0.0
0.0
0.0
0.0
0.0
4.50
0.0
0.0
0.0
0.0
0.0
0.0
4.72
0.0
0.0
0.0
0.0
0.0
0.0
4.92
0.0
0.0
0.0
0.0
0.0
0.0
5.08
0.0
0.0
0.0
0.0
0.0
0.0
5.21
0.0
0.0
0.0
0.0
0.0
0.0
5.30
0.0
0.0
0.0
0.0
0.0
0.0
5.36
0.0
0.0
0.0
0.0
0.0
0.0
5.39
0.0
0.0
0.0
0.0
0.0
0.0
5.40
0.0
0.0
0.0
0.0
0.0
0.0
5.40
0.0
0.0
0.0
0.0
0.0
0.0
5.37
0.0
0.0
0.0
0.0
0.0
0.0
5.32
0.0
0.0
0.0
0.0
0.0
0.0
5.25
0.0
0.0
0.0
0.0
0.0
0.0
5.18
0.0
0.0
0.0
0.0
0.0
0.0
5.10
0.0
0.0
0.0
0.0
0.0
0.0
5.03
0.0
0.0
0.0
0.0
0.0
0.0
4.97
0.0
0.0
0.0
0.0
0.0
0.0
4.91
0.0
0.0
0.0
0.0
0.0
0.0
4.85
0.0
0.0
0.0
0.0
0.0
0.0
4.81
0.0
0.0
0.0
0.0
0.0
0.0
4.70
0.0
0.0
0.0
0.0
0.0
0.0
4.62
0.0
0.0
0.0
0.0
0.0
0.0
Principal
Emergcy
Spillway
Weir
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.0
0.00
0.7
0.00
2.4
0.00
4.3
0.00
6.1
0.00
7.7
0.00
8.9
0.00
9.7
0.00
10.1
0.00
10.3
0.00
10.2
0.00
9.9
0.00
9.1
0.00
8.2
0.00
7.2
0.00
6.3
0.00
5.5
0.00
4.8
0.00
4.2
0.00
3.6
0.00
0.00
3.1
2.2
0.00
1.5
lrrp
ran..
a•I SEAL
18550
• '•.�VpM...
C
sFAN
���//IIII I pI1P11��

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.043
1
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.085
3
138.282
3.02
0.00
0.00
0.00
0.00
0.00
0.00
0.128
6
599.221
3.06
0.00
0.00
0.00
0.00
0.00
0.00
0.171
9
1475.01
3.13
0.00
0.00
0.00
0.00
0.00
0.00
0.213
14
2903.92
3.23
0.00
0.00
0.00
0.00
0.00
0.00
0.256
20
5070.33
3.37
0.00
0.00
0.00
0.00
0.00
0.00
0.299
25
8112.53
3.56
0.00
0.00
0.00
0.00
0.00
0.00
0.341
28
11892.2
3.78
0.00
0.00
0.00
0.00
0.00
0.00
0.384
30
16179
4.01
0.00
0.00
0.00
0.00
0.00
0.00
0.427
30
20742.3
4.26
0.00
0.00
0.00
0.00
0.00
0.00
0.469
30
25351.7
4.50
0.73
0.00
0.00
0.00
0.00
0.73
0.512
28
29803.1
4.72
2.39
0.00
0.00
0.00
0.00
2.39
0.555
26
33723.2
4.92
4.26
0.00
0.00
0.00
0.00
4.26
0.598
23
37032.2
5.08
6.08
0.00
0.00
0.00
0.00
6.08
0.640
20
39693.1
5.21
7.67
0.00
0.00
0.00
0.00
7.67
0.683
17
41648.4
5.30
8.91
0.00
0.00
0.00
0.00
8.91
0.726
14
42860.7
5.36
9.70
0.00
0.00
0.00
0.00
9.70
0.768
12
43490.2
5.39
10.12
0.00
0.00
0.00
0.00
10.12
0.811
10
43732.7
5.40
10.28
0.00
0.00
0.00
0.00
10.28
0.854
8
43673.6
5.40
10.25
0.00
0.00
0.00
0.00
10.25
0.939
6
43106.6
5.37
9.87
0.00
0.00
0.00
0.00
9.87
1.024
4
41983.2
5.32
9.13
0.00
0.00
0.00
0.00
9.13
1.110
3
40533.7
5.25
8.20
0.00
0.00
0.00
0.00
8.20
1.195
2
39000.7
5.18
7.25
0.00
0.00
0.00
0.00
7.25
1.280
2
37483
5.10
6.34
0.00
0.00
0.00
0.00
6.34
1.366
1
36040.7
5.03
5.52
0.00
0.00
0.00
0.00
5.52
1.451
1
34714.1
4.97
4.79
0.00
0.00
0.00
0.00
4.79
1.536
1
33510.1
4.91
4.15
0.00
0.00
0.00
0.00
4.15
1.622
0
32427.3
4.85
3.61
0.00
0.00
0.00
0.00
3.61
1.707
0
31457.1
4.81
3.14
0.00
0.00
0.00
0.00
3.14
1.921
0
29299.9
4.70
2.17
0.00
0.00
0.00
0.00
2.17
2.134
0
27747.8
4.62
1.55
0.00
0.00
0.00
0.00
1.55
5.40304 = maximum stage elevation
10.2848 = maximum disc

Page 7
The Reserve - Pond C
Pasquotank County - Elizabeth City
80
10 yr STORM
man
70
60
�r
N
I \
50
'Ir �,
i i �',"•' ' c!� i� rl ', IJun ^i r .
0
—e INFLOW (CIS)
40
.....-.OUTFLOW (CIS)
m
30
20
r �
■-
�a4•rnr�♦ or..� a .
r .
wid�L�YYdN •'w i i 1
0
0.5 1 1.5 2 2.5
Time (hrs)
Z SEAL
18550
g l'I0 \\�

POND CALCULATIONS
FOR
POND C CALCULATIONS.xIs
POND C CALCULATIONS
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1" STORAGE
VOLUME CALCULATIONS
MINIMUM
Fz
11926 16,015.16
11,282.92
4,732.24
6,719.35
1,783.14
2,477.02
1,634.43
18,726.33
F
3.00
1.33
-3.00
1.33
0.00
4.31
F3
MAIN BASIN VOLUME
33,439.79
FOREBAY VOLUME
8,753.85
PERMANENT POOL VOLUME
42,193.63
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
20.75%
TEMP. STORAGE VOLUME (1" RUNOFF)
22,683.32
TEMPORARY STORAGE OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 3.92
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION -1.50
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED 4.50
FOREBAY
SEDIMENT REMOVAL ELEVATION 0.75
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED --,--%�2.25
iesso
FILETAB LOCATION $VyWey'650500 macBR16-He,ons PUTEvcBNPONDCCALNLATION$vIs /// sI1�Q � Q
p,.1 of 1