SW8030226_COMPLIANCE_20031231

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW ✓m%
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

/: LAND MANAGEMENT; 910 452 0060
0-09-2002 15:99 FRCM:ILYTHE DEUE=LDPMENT 701 588 9935
Jun-3-03 1U:44AM;
TD:910 452 0360
rays ci c
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Pm-rwt Class Pq M ri Permit Iiumbnr
z R WAL 7- f
9TATR OF NORTH CAROLINA
Department of Environment and Natural Resources
and
CURSW Resources ipermit
for.
1C Wor Dovelopsmcnt in mm Asa of EnvuonMental Concern
porsuant to NCG8 113A-118
Excavation andlor fi lling pursuant to NCOS 113-229
IsBurd to "Plyer'tv Edna", do R.D. White, Y4 Bout 382, Shallot_, NC 2809
Authorizing dcwelapmMt 01 Pmsnwick , County at the &&gLALM WOL946 o
as requested in the purmlttmals application dated I= 111361ki and the
KOggtiort Outline tha WvM TWXQpyplaament Mips dated I
Thia Perwit. iseurd an _ hIMUG]m 3 - . is subject to camplim ce with the application (*hem conmisteat
with the pmxnit), ell applicable n:plittionis, spceiat conditions and notes aet iw fi below. Any viol otdch of theca tarns may
be AubjGct to tines, IMPrisonmMI: or civil action; or =y ca++se the pettflit to be auto And void
1) ?his permit renewal trust he attached to the. original of Permit Na_ 7.7-9ti, which imued an 2(27196,
and amended on 6/25196, as well ail subsequent moditicadons and reenewals, and till documentV must
be readily available on dta when Division personnel inspect the project for c mzpliancc.
2) All candidons and stipulations of the active permit mmain in foroo under this mnewal,
6da The mrmitme is adviet d that the proposed off site mAigetion may mquire a toWiflcatioll of
this permit. Contact a reprosontative of the DivWcm at [phone] prior to the
carnh=wnent of any such activity for tkds detetn inodian. The permittee Is further adrieed
that many roll -water dependant activities aye not autherited witilin 30 fcct of the normal high
water )eve].
This petmli x8on may he appealed by dm qmu ttm ar
other quJiticd persom wlittle twiny (20) dnya of tha itwutng
dbtc. An appeal mquirm moolueon prior to work lnittation Qr
cantlnuamz na the case nMy be.
Thle paralt trust ho arcessilsle gn-slm W Depomnant
parsarmel whoa the project is lnspecred fvr caaspl]an=.
Any maintenance wont or project matli13ea6an not cowered
hrmMdar nquirm iysthcr Division Approvq,t,
All warts roust cease when the prrrWt expire on
December 31, 2003
In issWag Hits perrit, tho Staff vF rfarrlt Corolltta sgreea
that yvta project la amaLatent with the Nrnth Carotirsa Coastal
Manugourcnt Program.
Slgncd by the audwlty of Ik Stormy of DIM and the
Chairman of the Caa wl Rases Cottomomlon.
V_,
trot]. afflt>t, bitcotor
Divlalvn of Coastal Managmnent
ThIs pormit and IN coodidous are hweby a=pied.
5igrtatun of Pelmittee

swTC30
East Coast
Engineering Company, P.A.
4918 Main Sheet
Fax: 910,754.9049 Consulting Engineers Post Office Box 2469
Office: 910.754,8029 Shallotte, NC 2M59
July 3, 2003
Ms. Laurie Munn
Water Quality Section
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Subject: Rivers Edge Golf Club and Plantation
The Gallery
High Density Stormwater Plan Submittal
Dear Ms. Munn:
Per your request, enclosed is the following:
1. One copy of the overall master plan showing the location of The Gallery.
2. Two copies of Sheet 6 of 1 1 of the design plans. (This sheet is revised to show the allowable
wetland fill area per the permit.)
3. One copy of the wetland fill permit.
Please be reminded that, per our telephone conversation, we concluded the note regarding the roof drains
being directed to the stormwater ponds was not necessary.
If you have any questions or require any additional information, please contact our office.
Sincerely,
`1
David A. Hollis, EIT
Project Manager
Enclosures
cc: Mr. Mark Saunders, Rivers Edge Golf Club and Plantation
File: 1500-11 (Rivers Edge —The Gallery)

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r P. 1
COMMUNICATION RESULT REPORT ( JUL..15.2003 18=16AM )
TTI NCDENR WIRO
FILE 010r�E OPTION ADDRESS (GROUP) RESULT PAGE
-------------------------------------------------------___----------------------7-----------------
988 MENC?1,Y TX 6-9107548049 OK P. 212
---- -----------------------
REASON FOR ERROR
E-1) HANG UP OP LINE FAIL
E-3) NO ANSWER
E-2) BUST'
E-4) NO FACSIMILE CONNECTION
FAX COVER SHEET
Date: July 15, 2003 No. of Pages; 2
To: David A. Hollis From: Laurie Munn
Company: East Coast Engineering Water Quality Section - Stormwater
FAX 0: 910-754-8049 FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 030226
Project Name: The Gallery
MESSAGE:
In drafting the permit, I noticed that some off -site drainage is entering Pond 2, Please
give me a breakdown of the on -site and off -site drainage to the pond. Also, make sure
there is sufficient volume in the pond to Dandle the off -site drainage. Revise the Basin
Supplement for pond 2 if necessary,
The permit is drafted but will not be issued until I hear back from you regarding this
matter.
Please call me if you have any questions.
Laurie Munn

r
FAX COVER SHEET
Date:
July 15, 2003
No. of Pages: 2
To:
David A. Hollis
From: Laurie Munn
Company:
East Coast Engineering
Water Quality Section - Stormwater
FAX #:
910-754-8049
FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 030226
Project Name: The Gallery
MESSAGE:
In drafting the permit, 1 noticed that some off -site drainage is entering Pond 2. Please
give me a breakdown of the on -site and off -site drainage to the pond. Also, make sure
there is sufficient volume in the pond to handle the off -site drainage. Revise the Basin
Supplement for pond 2 if necessary.
The permit is drafted but will not be issued until I hear back from you regarding this
matter.
Please call me if you have any questions.
Laurie Munn
S:\WQS\STORMWAT\ADDINFO\2003\030226.julyO3

M
LEGEND
4._ FXISTING CONTOUR
PROPOSFD CONTOUR
CATCH BASIN
JUNCTION BOX
ROOF DRAIN BOY
LIMITS OF DISTURBANCE

—" - mian vv. NIMUK, r.C. UIIGGtUI'
Division of Water Quality
May 16, 2003 'A
Mr. R.D. White Al
A✓or-L�-�'"' i ,�
PO Box 352 U
Shallotte, NC 28459
Subject: 401 Water Quality Certification
Rivers Edge Development
(Rock Creek Golf Links)
DWQ Project No. 990266
Brunswick County
Dear Mr. White:
The Wilmington Regional Office received a copy of your CAMA Major Permit Renewal dated
January 3, 2003, and a written request to proceed with your project now known as Rivers Edge
Development on February 14, 2002. The request included some modifications to the plans approved by
the Division of Water Quality on April 20, 1999. As discussed with Paul Farley of Land Management
Group, the changes you were proposing would require you to submit a new application to the Wetlands
Unit and to secure a new 401 Water Quality Certification. Based on further discussions with Paul Farley
and a revised site plan submitted to this office on April 3, 2003, it is the understanding of this office that
you wish to continue with the project as approved in 1999, without the modifications submitted to this
office on February 14, 2003. You are authorized to proceed under the 401 Water Quality Certification
Project No. 990266 and General Water Quality Certification No. 3112 issued to you on April 20, 1999
until your CAMA Major Permit Renewal expires. A copy of the approval letter with additional
conditions is attached.
If at anytime during construction of your project you determine that you cannot meet the
conditions of your Certification, or if you make any changes to the plans that were approved in 1999, you
must contact this office immediately.
If you have any questions concerning this matter, please do not hesitate to call me at (910)-395-
3900.
Sincerely,
7�L& 1 el'7t
Noelle Lutheran '
Environmental Specialist III
RSSlnml: S:1WQS14011LETTERS1990266.MAY
cc: ' Paul Farley, Land Management Group
Cyndi Karoly, Wetlands Unit
Janet Russell, DCM
Doug Huggett, DCM
Noelle Lutheran, WiRO
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone]
Wilmington Regional office Wilmington, NC 28405 [phone] Fax
Customer Service
1 800 623-7748
* .w
NCDENR

Table 1. Summary of wetland fill for real estate development at Rivers Edge.
Type of Impact
Corresponding
Number
Area (acres)
Previously
permitted?
Completed?
Lot fill
1
0.02
Yes
No
Lot fill
2
0.05
Yes
No
Lot fill
3
0.56
Yes
Yes
Lot fill
4
0-03
Yes
No
Lot fill
5
0.06
Yes
No
Lot fill
6
0.71
Yes*
No
Lot fill
7
0.54
Yes*
No
Road crossing
1
0.01
Yes
No
Road crossing
2
0.04
Yes
Yes
Road crossing
3
0.01
Yes
Yes
Road crossing
4
0.07
Yes
Yes
Road crossing
5
0.00
Yes
Not wet
Road crossing
6
0.03
Yes
Yes
Road crossing
7
0.04
Yes
Yes
Road crossing
8
0.02
Yes
Yes
Road crossing
9
0.01
Yes
No
Road crossing
10
0.01
Yes
No
Road crossing
11
0.06
No
No
Road crossing
12
0.03
Yes .
No
Road crossing
13
0.05
Yes
No
TOTAL
2.35

State of North Carolina
Department of Enviro V_(-- liar L7
and Natural Resourcf.s
Division of Water Quality 4?R Z 5 ?S59 2 4.
[ d
James 2. HL-nf, Jr., Govemor ►�
Wayne McDevitt, Secretary NorrCUENR
Kerr T. Stevens, Director E:NYERCMma:. 'r AND NA't`UPAL R;sCURCCS
April 2:1,
Brunswick'awttp
LWQ Project # 9bCZ66. COE
197401238
hff, R.D.White M
P.O. Box 352
Shailortc. N,(:. 28459
APPROVAL, or 401 Water (duality Certification and .ADDITIONAL CONUMONS
Deer itlr.)Vhita:
You have our approval, in accordance with the attached conditions and those listed below, to place fill matetial inl .25 acres
or wetlands or waters `or the pu Tosa a: deyeioping in trio Rock Gulf L.iW and residential development, as you described in 'your
modirted application dated 4 December, 1998. Ater mAcxittg your application, we have decided that Us till is covered by
Gicneraf Warer Quttllty Certlf',CaUon,Number 3l l2. In addition, you should get arty other feral, state or focal permits before you
go ahead with ,your project including (but not lint and to) Sudimcnr and Erosion Control. Coastal Stormwater, Non -Discharge and
water Supply Water shed regulations. ibis approval will expire when the ac omoanyiog 404 o, CAMA perstit expi..rs unless
otiu:wisc specif,ed in the General Cerrifcatioa
This apptoval is vrtly valid for the purpose and design Oat you deseribcd in you: application except as modified below, If
you change year project, you must notify us and you may be rcgt:i_rd to send us a new applfcatioa.. It the property is sold. the
new owner must be given a copy of tf»s C 16 ication and approval letter and is the;cbV mponsible ror;.ompiyiag with nit
coadidons. if total wetland rills for this project know of in the future) exceed one acre, compensatory mitigation tray be required
as dcu: ibed in 15A NCAC 2H .o506 (e- (6) and (7). For this approvsi to oc valid, you must follow the conditions listed in the
amt-heel ramification and any additional c;ondi6ens listed below,
1. Deed notiftcaticns or siatilar mechanisms shall be placed on All lou with rctrit4ag jurisadona; wetlands and waters to netifv the
state in order to assure ttoctpliartce far :1ltutc wetland and/or water impact Thcsc mechanisttts sb&U be put in place within 30 days
of the time or this letter or The isawco of Lie 44 Permit (whichever is lucr).
2. Ara condition is t x a final, w6acn storrawcw plan including a we. detamtm basin far tha golf $ tub house arch must Lie arprovcd
by 1)WQ btfcrc •.ruland (or atreatnj impacts orcur. Also, before any building b occupied at the subject site t.'�e stormwaLer
aearttcnt facilides shall be ,cwructed and operational and the stormweter rrmiagemert plan be intplcatented. Stor wawr frcrn
the golf eaursc shall not directly diar'hat gc Eats enuatin! Wales or streams.
3. Compensatory reitigation is ftquirzd as outlined in your o December I"a fetter. DWI shall ba copied on the mitigation plan and
annual moniWr.rtg reports.
If yoy do not acrept any of die conditions of iris certificatiun. you may ask for an adjudicatory hearing. Yet: rrust set within 60
days of the date that you receive this letter. To ask for a hearing, send a written petidort, which conforms to Chapter 150t3 of tt c
North Carolina General Stan W to the OTiice of Adtrdnistrarive Hearings, P.G. Bout 27.447, Raleigh, N.0 .176 L 1-7447. This
certification and its conditfotu are flood sad tending unless yoo ask far a kdain;.
This letiar cotrpletes the tevitw o: the t>ivision of Waicr Quallry under Section :01 of the Clean WatcrAcr. If you have
any questions, plcaw telephone John Dorney ai 919.733-1786,
cc: Wilmington Oistrict Corps of E;tg.neers
Corps of Engineers `,idilmington Field Office
Whmingolt DY4Q Rtgionat Office
John Dofncy
CCilirul FLes
Rob Moil; Land Mann.gcrncnt '5ro;rp
John. Parker. LCtif
Todd St, John
......._ _ eel .._ Y.
. ._..__. ...... , .:.....__._ _ ........ _ .
990266Jtr
Diviaior, of Water Quality • Non•Gischarge 3ranch
4401 fieedy Creek Pa., Raleigh, NC 27667 Telephone [phone] FAX [phone]
An Equal Opporturity Affirmadve ACion Employer a 509a recwladlIM pope ccrtsumer paper

o�OF WATFRQG Michael F. Easley, Governor
y William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
0 < Alan W. Klimek, P.E. Director
Division of Water Quality
April 25, 2003
Mr. Mark Saunders, President
Rivers Edge Golf Club and Plantation
2000 Arnold Palmer Drive
Shallotte, NC 28459
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 030226
The Gallery
Brunswick County
Dear Mr. Saunders:
The Wilmington Regional Office received a Stormwater Management Permit Application for
The Gallery on February 18, 2003. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
Please provide a copy of the overall master plan showing the location of The Gallery.
2. Please provide a note that all roof drains must be directed to the wet detention ponds.
3. Please provide documentation of approval to fill wetlands.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to May 25, 2003, or the application
will be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
_.-_ --- indicate the ate by which you expect to submit the required information. _ .._ The Division is allowed _90._
"days from the receipt of a completed app ication to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS i43-215.6A.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service AA
—�
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NCL) i

Mr. Mark Saunders, President
April 25, 2003
Stormivater Project No. SW8 030226
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone].
Sincerely,
l
Laurie Munn
Environmental Engineer
RSS/:Ism S.%WQSlSTORMWATIADDINFO120031030226.apr03.doc
cc: Laurie Munn
David A. Hollis

J_ S*fate of North Carolina
101 Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Land Resources
Land Quality Section
Michael F. Easley,Governor
William G. Ross Jr., Secretary
February 19, 2003
1�•
001.00M.NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
NOTICE OF RECEIPT OF EROSION & SEDIMENTATION CONTROL PLAN
Rivers Edge Golf Club and Plantation, Inc.
Mr. Mark Saunders, President
2000 Arnold Palmer Drive
Shallotte NC 28459
Dear Mr. Saunders:
This office has received a soil erosion and sedimentation control plan for the project listed .below
which was submitted as required by the North Carolina Sedimentation Pollution Control Act (NCGS 1 13A-
57(4)).
Please be advised that. this Act requires that all persons disturbing an area 'of one or more acres of
land must obtain approval of a soil erosion control plan prior to the commencement of said land disturbing
activity {NCGS 1 13A-54(d)(4))• The act further states that this plan must be filed a minimum of 30 days
prior to the activity and the approving authority must approve or disapprove the submitted plan within 30
days of receipt. Failure of the approving authority to approve or disapprove the submitted plan within the
30 day period will be deemed approval of the plan. Commencement or continuation of a land -disturbing
activity under the jurisdiction of this Act prior to the approval of an erosion and sediment control plan is a
violation of the Act.
A copy of any erosion and sediment control plan which could involve the utilization of ditches for the
purpose of dewatering or lowering the water table is forwarded by this office to the Division of Water Quality
(DWQ). It is suggested that you contact the Division of Water Quality at [phone] if the ditches
shown on your plan will lower the water table.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions, please do not hesitate to contact this office. Your cooperation in this matter
is appreciated and we look forward to working with you on this project.
Sincerely,
Carol N. Miller, CPESC
Assistant Regional Engineer
CNM/trw
cc: David A. Hollis, P.E.; East Coast Engineering
WiRO-LOS
PROJECT NAME: Rivers Edge - The Gallery
PROJECT NUMBER: BR-03187
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

f LOCATION:
!� RIVER BASIN:
SUBMITTED BY:
DATE RECEIVED BY LOS:
River Ridge Drive - Brunswick County
Lumber
East Coast Engineering
February 18, 2003
127 Cardinal Drivc Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

1
THE GALLERY
Rivers Edge Golf Club and Plantation, Inc.
CALCULATIONS
AND
SUPPORTING MATERIAL
FOR
STORM WATER DESIGN
January 2003
+e6ait111""
Prepared by:
East Coast
Engineering Company, P.A.
Consulting Engineers
Shallotte, North Carolina 28439
Post Office Box 2469 4918 Main Street
Office: 910,754.8029

NARRATIVE
for
The Gallery - Rivers Edge Golf Club &, plantation
Shallotte, Brunswick County, NC
DESCRIPTION
The site is a 9.08-acre tract located within the River's Edge Golf Club and Plantation Subdivision
project, along Copas Road (SR 1 171) and adjacent to Section 3 & 9 of the development. The proposed
development on the site is twelve (12) townhomes (62 units total) along a new, curbed road with concrete
driveways and overflow parking. The new road is named River Ridge Drive. Also included in this
project is the extension of Latrobe Lane that connects Section 3 to Section 9. The site is sparsely wooded
with sandy topsoil and grades ranging from 0.5% to 5.0%. The site will be graded to meet the proposed
plans, however care will be taken to leave as many existing trees as possible and incorporate the trees into
the proposed landscaping. There is a large portion of wetlands on the site. Two permanent retaining
walls are proposed adjacent to the wetlands in two separate areas to allow for proper site preparation
without disturbing the wetlands. Construction is scheduled to begin as soon as all permits and approvals
are obtained. ~
STORMWATER MEASURES
The stormwater runoff from the site is estimated using the rational method. The site is not
located near SA waters, thus the first inch (F) of rainfall is accounted for in the design. The stonnwater
will collect into two (2) wet detention basins on the site. The stormwater run -Off will be directed to the
basins by curbed roadways, catch basins, rooflirte nutters and underground piping. The basins will outlet
to the existing natural drainage courses on the site, which will direct the outflow to the Shallotte River
(Sw-C) that is in the Lumber River Basin.
EROSION CONTROL MEASURES
The attached plans and specifications give the requirements for erosion control measures. Silt
fence will be located at certain locations on the perimeter of the site and adjacent to wetlands. The silt
fence will be installed prior to any land disturbing activity. The runoff xvill be directed to temporary
sediment basins and the wet detention basins during construction of the site. The basin areas will be
cleared and grubbed and the basins constructed prior to any other land disturbing activity. Silt fence stone
outlets will be located adjacent to the temporary sediment basins. The temporary diversion swaies will
direct the runoff to the basins and shall be established prior to the remaining grading activities on the site.
Gravel inlet protection will be used around the catch basins until vegetation is established or the area is
paved. A gravel COnStl-LIC6011 entrance will be constructed at the end of Latrobe Lane. Riprap energy
dissipaters will be used on the wet detention basin outlets. The grading contractor and the developer will
provide the maintenance for the erosion control measures.
CONSTRUCTION SEQUENCE
The Contractor will install the gravel construction entrance prior to beginning any clearing and
grading operations. Silt fence and check dams will be installed prior to beginning any clearing and
grading operations. The wet detention basins will be constructed immediately after that portion of the site
is cleared, and the outlet structures will be installed with outlet piping. The temporary sediment basins
will be constructed with outlets. Temporary diversion swales will be installed and will direct runoff to the
basins during construction. The disturbed areas will be landscaped and seeded upon completion, and as
soon as possible. The wet detention basins will be restored to original depth and design grades after
completion of all other construction.

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Rivers Edge
The Gallery
Catch Basin Drainage Flow
Calculations
East Coast Engineering Company, PA
DAH
Q to RB-1 Drainage Area =
1,200
SF
Q to RB-2 Drainage Area =
1,20C
SF
Drainage Area =
0,03
Acres
Drainage Area =
0.03
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value �
Surface
Acres
C-Value (')
Asphalt/Rooftop
0.0275 1
0.95
Asphalt/Rooftop
0.0275
0.95
Grass
0.00
0.2
Grass
0.00
0.2
Total A'
0.0275
Total A'
0.03
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
50
Tc Length
50
Tc High Elev.
10
Tc High Elev.
10
Tc Low-Elev,
0
Tc Low Elev.
0
Slope
0.2
Slope
0.2
Tc
0.29
Tc
0.29
Tc Factor f2)
0.4
Tc Factor (2)
0.4
Tc wl Factor
0.1179
Tc wl Factor
0.1179
Intensity'i'f3y
7.1
Intensity'i't3J
7.1
Qi = C rA
D.1858
cfs
Q; = C rA
D.1858
cfs
Q to RB-3 Drainage Area =
1,800
SF
Q to RB-4 Drainage Area =
1,800
SF
Drainage Area =
0.04
Acres
Drainage Area =
C.04
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value �'�
Surface
Acres
C-Value r'1
Asphalt/Rooftop
0.0413 1
0.95
Asphalt/Rooftop
0.0413 1
0.95
Grass
0.00
0.2
Grass
0.00
0.2
Total 'A'
0.0413
Total 'A'
0,0413
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
60
Tc Length
60
Te High Elev.
10
Tc High Elev,
10
Tc Low Elev,
0
Tc Low Elev.
0
Slope
0.1667
Slope
0.1667
Tc
0.36
Tc
0.36
Tc Factor (2)
0.4
Tc Factor (2)
0.4
Tc w! Factor
0.1455
Tc wl Factor
0.1455
Intensity ' i ' {3>
7.1
Intensity ' i ' 13)
7.1
Q, = C rA
0.2787
cfs
Qi = C rA
0.2787
cfs
Q to RB-5 Drainage Area =
1.800
SF
Q to RB-6 , Drainage Area =
1,800
SF
Drainage Area =
0.04
Acres
Drainage Area =
0.04
Acres
Design Storm =
10
YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-ValueV)
Surface
Acres
C-Value(')
Asphalt/Rooftop
0.0413
0,95
Asphalt/Rooftop
0.0413
0.95
Grass
0.00
0.2
Grass
0.00
0.2
Total 'A'
0.0413
Total 'A'
0.0413
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
60
Tc Length
60
Tc High Elev.
10
Tc High Elev.
10
Tc Low Elev,
0
Tc Low Elev.
0
Slope
0,1667
Slope
0,1667
Tc
0.36
Tc
0.36
Tc Factor (2)
0.4
Tc Factor j2)
0.4
Tc wl Factor
0.1455
Tc wl Factor
0,1455
Intensity 'i'{3}
7.1
Intensity 'i'13)
7.1
Q, = C/A
0.2787
cfs
Q, = C iA
0.2787
cfs
(1) Table 8.03a; (2) Figure 8.03a; (3) Figure 8.03b of the NCDENR Erosion and Sediment Control Pianning and Design Manual. Revision Date: 118103

Rivers Edge
The Gallery
Catch Basin Drainage Flow
Calculations
East Coast Engineering Company, PA
DAH
Q to RB-7 Drainage Area =
1,800
SF
Q to RB-8 Drainage Area =FZ1
0
SF
Drainage Area =
0.04
Acres
Drainage Area =4
Acres
Design Storm =
10
-YR storm
Design Storm =
0
-YR storm
Surface
Acres
C-Value rr1
Surface
Acres
C-Value 1'1
Asphalt/Rooftop
0.0413
0.95
Asphalt/Rooftop
0.0413 1
0.95
Grass
0.00
0.2
Grass
0.00
0.2
Total A'
0.0413
Total 'A'
0.0413
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
60
Tc Length
60
Tc High Elev.
10
Tc High Elev.
10
Tc Low Elev.
0
Tc Low Elev.
0
Slope
0.1667
Slope
0,1667
Tc
0.36
Tc
0.36
Tc Factor Izj
0.4
Tc Factor (2)
0.4
Tc wl Factor
0.1455
Tc wl Factor
0,1455
Intensity'i'(3)
71
Intensity 'i,13}
7.1
Q; = C iA
0.2787
cfs
Q; = C rA
0.2787
cfs
Q to RB-9 Drainage Area =
1,800
SF
Q to RB-10 Drainage Area =
3,600
SF
Drainage Area =
0.04
Acres
Drainage Area =
0.08
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value f�1
Surface
Acres
C-Value r'1
Asphalt/Rooftop
0.0413
0.95
Asphalt/Rooftop
0,0626
0.95
Grass
0,00
0.2
Grass
0.00
0.2-
To ta / A'
0.0413
Total 'A'
0,0826
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
60
Tc Length
60
Tc High Elev,
10
Tc High Elev.
10
Tc Low Elev.
0
Tc Low Elev.
0
Slope
0,1667
Slope
0.1667
Tc
0.36
Tc
0,36
Tc Factor (2)
0.4
Tc Factor (2)
CA
Tc wl Factor
0.1455
Tc wl Factor
0,1455
Intensity'i' (3)
7.1
Intensity'i' (3)
7.1
Q; = C rA
0,27$7
cfs
Q; = C /A
0.5574
cfs
Q to RB-11 Drainage Area =
1,800
SF
Q to RS-12 Drainage Area =
1,800
SF
Drainage Area =
0.04
Acres
Drainage Area =
0.04
Acres
Design Storm =
10
YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value ry
Surface
Acres
C-Value 1r1
Asphalt/Rooftop
C.0413
0.95
Asphalt/Rooftop
0.0413
0.95
Grass
0.00
0.2
Grass
0.00
0.2
Total A'
0.0413
Total 'A'
0.0413
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
60
Tc Length
60
Tc High Elev.
10
Tc High Elev,
10
Tc Low Elev.
0
Tc Low Elev,
0
Slope
0.1667
Slope
0.1667
Tc
0.36
Tc
0.36
Tc Factor laf
0.4
Tc Factor I2)
0.4
Tc wl Factor
0.1455
Tc wl Factor
0.1455
Intensity'i'(3)
7.1
Intensity'i'(3)
71
Q; = C eA
0.27$7
cfs
Q; = C rA
0.2787
cfs
(1) Table 8,03a: (2) Figure 8.03a: (3) Figure 8.43b of the NCDENR Erosion and Sediment Control Planning and Design Manual. Revision pate: 118103

Rivers Edge East Coast Engineering Company, PA
The Gallery DAH
Catch Basin Drainage Flow
Calculations
Q to RB-13 Drainage Area =
1,800
SF
Q to RB-14 Drainage Area =
1,200
SF
Drainage Area =
0.04
Acres
Drainage Area =
0.03
1
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value t't
Surface
Acres
C-Value
Asphalt/Rooftop
0.0413
0.95
Asphalt/Rooftop
0.0275
0.95
Grass
0.00
0.2
Grass
0.00
0.2
Total 'A'
0.0413
Total A'
0.0275
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
60
To Length
50
To High Elev.
10
To High Elev.
10
Tc Low Elev.
0
To Low Elev,
0
Slope
0.1667
Slope
0.2
To
0.36
To
0.29
Tc Factor (2)
0.4
To Factor (2)
0.4
Tc wl Factor
0.1455
To wl Factor
0A 179
Intensity'i'(3)
7.1
Intensity'i't3J
7.1
Q; = C rA
0.2787
cfs
Q; = C rA
0.1858
cfs
Q to RB-15 Drainage Area =
2,400
SF
Q to RB-16 Drainage Area =
1,2D0
SF
Drainage Area =
0.06
Acres
Drainage Area =
p.03
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C- Valve
Surface
Acres
C- Value t'1
Asphalt/Rooftop
0.0551
0.95
Asphalt/Rooftop
0.0275
0.95
Grass
000
0.2
Grass
0.00
0.2
Total A'
0.0551
Total 'A'
0.0275
Weighted 'C'
0.95
Weighted 'C'
0.95
Tc Length
50
To Length
50
To High Elev
10
To High Elev.
10
To Low Elev.
0
To Low Eiev.
0
Slope
0.2
Slope
0.2
To
0,29
Tc
0.29
To Factor (2)
0.4
Tc Factor i21
0.4
To wl Factor
0.1179
To wl Factor
0.1179
Intensity'i'(3)
7.1
Intensity'i'(3)
7.1
Q; = C rA
0.3716
cfs
Q; = C rA
0.1858
cfs
Q to RB-17 Drainage Area =
1,200
SF
Q to RB-18 Drainage Area =
1,200
SF
Drainage Area =
0.03
Acres
Drainage Area =
OA3
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C- Value f ,1
Surface
Acres
C-Value
AsphaluRcoftop
0.0275
0.95
Asphalt/Rooftop
0.0275
0.95
Grass
0.00
0.2
Grass
0,00
0.2
Total A'
0.0275
Total 'A'
0.0275
Weighted 'C'
0.95
Weighted 'C'
0,95
Tc Length
50
To Length
50
Tc High Elev,
10
To High Elev,
10
Tc Low Elev.
0
To Low Elev.
0
Slope
0.2
Slope
0.2
Tc
0.29
To
0.29
Tc Factor cz1
0.4
To Factor {3y
p.4
To wl Factor
0.1179
To wl Factor
0.1179
Intensity'/'(3)
7.1
tntensity'i'(3)
7.1
Q; = C eA
0.1856
cfs
Q; = C lA
0.1858
cfs
(1) Table 8.03a; (2) Figure 8.03a; (3) Figure 8.03b of the NCDENR Erosion and Sediment Control Planning and Design Manual. Revision Date: 118103

Rivers Edge East Coast Engineering Company, PA
The Gallery DAH
Catch Basin Drainage Flow
Catculations
Q to RB-19 Drainage Area =
3,000
SF
Q to RB-20 Drainage Area =
1,800
SF
Drainage Area =
0.07
Acres
Drainage Area =
0.04
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C- Valuer`}
Surface
Acres
C-Value(`)
Asphalt/Rooftop
0.0689
0.95
AsphalURooftop
0.0413
0.95
Grass
0,00
0.2
Grass
0.00
0.2
Total A'
0.0689
Total A'
0.0413
Weighted 'C'
0.95
Weighted 'C'
0,95
Tc Length
60
Tc Length
50
Tc High Elev.
10
Tc High Elev.
10
To Low Elev,
0
Tc Low Elev.
0
Slope
0,1667
Slope
0.2
Tc
0.36
To
0.29
Tc Factor t2)
0.4
Tc Factor (2)
0.4
To wl Factor
0.1455
To wl Factor
0.1179
Intensity `i ' ray
7.1
Intensity ' /- (3)
7.1
Qi = C /A
0.4645
cfs
Q, = C iA
0.2787
cfs
Q to CB-1 Drainage Area =
24,938
SF
Q to C6-2 Drainage Area =
24,223
SF
Drainage Area =
0.57
Acres
Drainage Area =
0.56
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value ra
Surface
Acres
C-Value rr�
AsphaluRooftop
0.3675
0.95
Asphalt/Rooftop
0.4119
0.95
Grass
0.21
0.2
Grass
0.14
0.2
Total 'A'
0.5725
Tote/ A'
0.5561
Weighted'C'
0.681409
Weighted'C'
0,755504
Tc Length
270
Tc Length
300
Tc High Elev.
21
Tc High Elev.
26
Tc Low Elev.
20
Tc Low Elev.
20
Slope
0.005
Slope
0,02
Tc
4,47
Tc
2.84
Tc Factor (2)
CA
To Factor (2)
0.4
Tc wl Factor
1.7673
Tc w/ Factor
1.1367
Intensity's' c'y
7.1 1
Intensity'i' (3)
7.1
Q; = CM
2.7697
cfs
Q; = C iA
2.9828
cfs
Q to CB-3 Drainage Area =
16,920
SF
Q to CB-4 Drainage Area =
14,180
SF
Drainage Area =
0.39
Acres
Drainage Area =
0.33
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C-Value rr�
Surface
Acres
C-Value
Asphalt/Rooftop
0.3675
0.95
Asphalt/Rooftop
0.123
0.95
Grass
0.02
10.3884
0.2
Grass
0.20
0.2
Total 'A'
Total 'A'
0.3255
Weighted 'C'
0.909528
Weighted 'C'
0,4835
To Length
320
Tc Length
320
Tc High Elev,
25
To High Elev.
25
To Low Elev.
21.5
Tc Low Elev.
21.5
Slope
0.005
Slope
0.0109
To
5.09
Tc
3.77
To Factor j21
0.4
Tc Factor (2)
0.4
To wl Factor
2.0371
Tc wl Factor
1.5071
Intensity'i'(3)
7.1
Intensity'i'(3)
71
Qi = C iA
2.5084
cfs
Q, = C rA
1.1175
cfs
(1) Table 8.03a; (2) Figure 8,03a; (3) Figure 8.03b of the NCDENR Erosion and Sediment Control Planning and Design Manual. Revision Date: 1003

Rivers Edge
The Gallery
Catch Basin Drainage Fiow
Calculations
Q to CB-5 Drainage Area =
17,922
SF
Drainage Area =
0.41
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value
Asphalt/Rooftop
0.2347
0.95
Grass
0.18
0.2
Total 'A'
0.4114
Weighted 'C'
0.627791
Tc Length
265
Tc High Elev
25
Tc Low Eiev.
23.5
Slope
0.005
To
4.40
Tc Factor tst
0.4
Tc wl Factor
1.7618
Intensity ' i ' f3}
7 1
Q; = C iA
1.8338 cfs
East Coast Engineering Company, PA
DAH
Q to CB-6 Drainage Area =
50,964
SF
Drainage Area =
1.17
Acres
Design Storm =
1 D
-YR storm
Surface
Acres
C-Value ra
Asphalt/Rooftop
0.8599
0.95
Grass
0.31
0.2
Total 'A'
1.17
Weighted 'C'
0,75121
Tc Length
320
Tc High Elev.
25
Tc Low Elev.
23.5
Slope
0.0047
Tc
5.22
Tc Factor hf
0.4
Tc wl Factor
2.0884
Intensity'i' (3)
7.1
Q; = C iA
6.2402
cfs
(1) Table 8,03a; (2) Figure 6.03a; (3) Figure 8.03b of the NCDENR Erosion and Sediment Control Planning and Design Manual, Revision pate; V8103

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Rivers Edge
The Gallery
Wet Detention Basin Calcuiations
Pond 1
East Coast Engineering Company, PA
DAH
Drainage Area (DA) =
109,979 sf
or 2.52 ac
Impervious Area (1A)=
64683 sf
1,48 ac
Percent Impervious (1)
IA/DA
0.59
or 59%
SAIDA; 90% TSS
no vegetative filter re 'd)
Pond Depth = 4
0.052
or 5.20%
Min. re 'd SA PP
(SAIDA)x DA
5,718.93 sf
Min. req'd storage volume
Rv = 0.05 + (0,009 x 1) = 0.579
Volume = 1 in x (1 ft 112 in) x Rv x DA
5,309,47 cf
SA provided PP
Oval Pond Elev = 18
5,912 sf
Enough SA provided?
YES
Min. storage depth req'd
Min. storage volume I SA provided @ PP
0.90 ft
Storage depth set at
1 ft
Elevation of temporary pool
19 ft
SA @ Tem ora ool
7,190 sf
Storage volume provided
Average of SA @ temp. pool & PP x storage depth
6,550.87 cf
OK
Outlet Sizing
Q - 2 day drawdown time
Min, re 'd storage volume x (1 in. 12 days)
0,031 cis
Q - 5 day drawdown time
Min. re 'd storage volume x (1 in. 15 days)
0.012 cfs
Height
h (112 Min. Storage Depth)
0,50 ft
Co
Constant
0.6
Required Area for Q-2
A = QI(C x (2gh)' 2)
1.30 in
Required Area for Q-5
A = QI(C x (2gh)12)
0.52 in
Orifice Choosen
1.25 in
CHECK
Area Provided by Orifice Choosen
A = 7[r2
1.23 in
Area Provided by Orifice Choosen
0.009 ft
The Average head
h = 112(Tempora Pool depth - 1/2(orifice diameter))
5.6875 1n
The Average head
0,474 ft
Q provided
Q = Ca(2gh)i!2
0.028 cfs OK
Emergency Spillway
25 YEAR DISCHARGE:
8.07 CFS
FREEBOARD HEIGHT;
0,55 FT
FREEBOARD ELEVATION:
19.55 FT
RISER:
24 IN
OUTLET PIPE:
18 IN
(Figure 8.07b of NCDENR Erosion and Sediment Control Planning and Design Manual)
Revision Date: 1117/03

Rivers Edge
The Gallery
Wet Detention Basin Calculations
East Coast Engineering Company, PA
DAH
Pond 2
Drainage Area (DA) =
130,705 sf
or 3.00 ac
Impervious Area (IA)=
69556 sf
1.60 ac
Percent Impervious (1)
IAIDA
0.53
or 53%
SAIDA; 90% TSS
(no vegetative filter req'd)
Pond Depth = 6.0
0,029
or 2.90%
Min. req'd SA @ PP
(SAIDA)x(DA)
3,790.44 sf
Min. req'd storage volume
Rv = 0.05 + (0.009 x I) = 0.529
Volume = 1 in x (1 ft 1 12 in) x Rv x DA
5,761.30 cf
SA provided @ PP
Oval Pond Eiev = 19
5,835 sf
Enough SA provided?
YES
Min. storage depth req'd
Min. storage volume 1 SA provided @ PP
0.99 ft
Storage depth set at
1 ft
Elevation of temeorary pool
20 ft
SA @ Temporary pool
7,047 sf
Storage volume erovided
Average of SA @ temp. pool & PP x storage depth
6,440.88 cf
OK
Outlet Sizing
Q - 2 day drawdown time
Min. req'd storage volume x 1 in. 12 days)
0.033 cfs
Q - 5 day drawdown time
Min. req'd storage volume x 1 in. 1 5 days)
0.013 cfs
Height
h (112 Min. Storage Depth)
0.50 ft
cc
Constant
0.6
Required Area for Q-2
A = QI(C x (2gh)11)
1.41 in
Required Area for Q-5
A = Q/(C x (2gh)")
0.56 in
Orifice Choosen
1.25 in
CHECK
Area Provided by Orifice Choosen
A = :cr 21.23
in
Area Provided by Orifice Choosen
0.009 ft
The Average head
h = 1/2(Temporary Pool depth - 112(orifice diameter))
5.6875 in
The Average head
0.474 ft
Q provided
Q = Ca(2gh)11
0.028 cfs OK
Emergency Spillway
25 YEAR DISCHARGE:
11.60 CFS
FREEBOARD HEIGHT:
0.7 FT
FREEBOARD ELEVATION:
20.7 FT
RISER:
24 IN
OUTLET PIPE_
18 IN
(Figure 8.07b of NCDENR Erosion and Sediment Control Planning and Design Manual)
Revision Date: 1/17103

Rivers Edge - The Gallery
POND VS, FOREBAY
East Coast Engineering Co., PA
DAH
POND 1 VOLUME TO FOREBAY COMPARISON
FOREBAY
2:1 SLOPE
BOTTOM SF
238.96
SURFACE SF
785.85
DEPTH
3
VOLUME
1537
POND 2 VOLUME TO FOREBAY COMPARISON
FOREBAY
2:1 SLOPE
BOTTOM SF
529.08
SURFACE SF
1221.02
DEPTH
3
VOLUME
2625
POND
POND
DEPTH
®
DEPTH
3:1 SLOPE
3:1 SLOPE
BOTTOM SF
101.14
BOTTOM SF
282.28
TOP SF
1650.77
TOP SF
2575.88
DEPTH
2.33
DEPTH
4.33
VOLUME
2041
VOLUME
6188
6:1 SLOPE
6:1 SLOPE
BOTTOM SF
1650.77
BOTTOM SF
2575,88
SURFACE SF
5006.4
SURFACE SF
5571.02
DEPTH
1.67
DEPTH
1.67
VOLUME
5559
VOLUME
6803
TOTAL POND VOLUME
7600
TOTAL POND VOLUME
12991
FOREBAY % OF POND
20.2%
FOREBAY % OF POND
20.2%

Rivers Edge
The Gallery
Catch Basin Calculations
Neenah Foundry Curb Inlet
Perimeter Provided (ft)
Open Area Provided (ft)
R-3501-R
5.50
2.64
Catch Basin ID
Q (cfs)
Min.
Permimeter
Required (ft)
Min. Open
Area Required
(ft2)
CB-1
2.77
4.46
0.97
CB-2
2.98
4.80
1.05
CB-3
2.51
4.04
0.88
CB-4
1.12
1.80
0.39
CB-5
1.83
2,95
0.64
CB-6
6.24
10.05
2.19
Minimum Permeter = Q 1 (CH"2) where C = 3.0, H = 0.35
Minimum Open Area = Q / C x (2gH)112 where C = 0.6, H = 0.36, G = 32.2
East Coast Engineering Company, PA
DAH
Revision Date! 118/03

Appendices
250
200
150
100
90
80
70
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Inlet Proportions
Pipe
Pipe
Conduit
Riser
(D) - in
(d) - in
8-12
18
15
21
18
24
21
30
24
30
30
36
36
48
42
54
48
60
1.0 1.5 2.0 2.5 3.0
Head required at crest of riser in feet (h)
Figure 8.07b Design chart for riser outlet.
Pipe drop inlet spillway design:
For a given 0 and H, refer to Table 8.07a or 8.07b for conduit size.
Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
capacity and riser diameter, and find the head (h) required above the
crest of the riser. The height of the riser should not be iess.than 5D - h,
except as noted in the above sketch.
Example - Given: CMP; 0 = 20 cfs; H = 14 ft, h max. 1.0 ft; L = 70 ft.
From Table 8.07a find conduit size (D) = 18 inches. From Inlet Propor-
tions Table, riser size = 24 inches. Head (h) required for Q = 20 and
d = 24 is 1.0 ft.
Rev. 12193 8.07.9

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