SW8000918_HISTORICAL FILE_20091203

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW &a&&
DOC TYPE El CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE� (r
YYYYMMDD

awirrw� w�ew
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
December 3, 2009
Mr. William R. Howard
Hampstead Center
8104 Bald Eagle Lane
Wilmington, NC 28411
Subject: Session Law 2009-406 — Permit Extension
Stormwater Permit #SW8 000918
High Density — Hampstead Center
Pender County
Dear Mr. Howard:
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of
Chapter 143 of the General Statutes, which is current and valid at any point between
January 1, 2008, and December 31, 2010. The law extends the effective period of any
stormwater permit that is set to expire during this time frame to 3 years from its current
expiration date.
Accordingly, Stormwater Permit # SW8 000918, which was set to expire on
December 7, 2010, is now in effect until December 7, 2013. Please resubmit the
renewal application and fee at least 180 days prior to December 7, 2013, which would
be June 7, 2011 A copy of the Renewal Application can be obtained from the following
website: http://h2o.enr,state.nc.us/su/bmp_forms.htm.
If you have any questions, please contact the Division of Water Quality in the
Wilmington Regional Office at 910-796-7215.
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
S:IWQSISTORMWATERIRENEWAL1SL2009-4061000918.dec09
cc: Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NorthCarolina
Intemet: www.ncwaterquality.org ;Vaturallry
An Equal Opporlunily 1 Atfumatkve Action Employer

state stormwater Management Systems
Permit No. SW8 000918
Si'A`I'F. OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
SPATE SI`ORMWATEIR MANAGEMENT PERMIT
HIGH DENSITY DEVELOI'MENT
In accorclancc: with the provisions of Article 21 of Chapter 143, General Statutes of Nortlh Caroline as amencied, and
other applicable Laws, Rules, and Regulations
ITRMISSION IS I-1FdWl1Y GRAN'hED TO
A4r. William Hoavai-d, Owner
Hamp.sleud Center
Pender COL wJ 7
l"OR TH El
Construction, operation and maintenance of -a high density commercial subdivision; with runoff to be treated in a
wet detention pond in compliance with the provisions of' 15A NCAC 21-1 .1000 (hereafter referred to as the
11viorinivotei, r•rrles") and the approved stormwater management plans crud speci€ications and other supporting data
as attached and on File with and approved by the Division of Water Quality and considerecl a part of this permit.
This permit shall be effective from the date of issuance until December 7, 2010 and shall be subject to the following
spccifled conditions and limitations:
1. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater described in the
appliCatioll and other Support.i1lg data.
2. This stormwater system has been approved for the management of stormwater runoffas described on page
3 of this permit, the Project Data Shcet.
3. Approved plans and specifications for this project are incorporated by reference and arc enforceable parts
of the permit.
4. The subdivision is permitted for 20 lots, each allowed it nlaxinlunl amount of built -upon area as described
on the attachment to the application. .
5. Lots 14, 15, and 17-20 are limited to a maximum built -upon area cquivalent to 80% of the individual lot
area.
PA

State Stormwater Management Systems
Permit No. SW8 000918
DIVISION OF WATER QUALITY
PROJECT DATA SI IL+ Ia T
Project Name:
Hampstead Center
Permit Number:
SW8 000919
Locatiol]:
Pender COLlllty
Applicant:
Mr. William R. Howard
Mailing Address:
8104 Bald Eagle Lane
Wilmington, NC 28411
Application Date:
October 27, 2000
Nanlc of Receiving Stream / Index 4:
Mill Creek / (CF'R 18-87-14)
Classification 'of Water Body:
"SA"
If Class SA, chloride sampling results:
12
Design Storm:
III
Pond Depth, feet:
7.5
Permanent fool I"Imition, FMSL:
40
Drainage Area, acres:
27.76
"Total Irlll)erviouS SLIHIICeS, 1-t2:
722,447
20 lets, ft2:
642.206
Roads/Parking;, ft2
80,241
Other. f't2
n/a
Offsite Area entering; Pond, R2:
None, per Ingincer
Required Surlace Area, ft2:
22,852
Provided Surf tec Area, ft2:
27,787
Required Storage Volume, IP:
67,113
Provided Storage Volume, W:
70,422
Temporary Storage Flevation, FMSI.,:
42.2
Controlling Orifice:
3"(� pipe
3

Slate Stormwarer Management Systems
11CI.111it No, SWS 000919
H. SCId11.'DU1.,E OF COMPLIANCE
No homeowner/lot owner/developer shall Fill in, alter, or pipe any drainage feature (such as swales) showy
on the approved plans as part ofthe S10rniwatcr management system Without Submitting a revision to the
permit and receiving approval from the Division.
2. Ile permittce is responsible IN verifying that the proposed built -upon area for the entire lot, including
driveways and sidewalks, does not exceed the allowable built -upon area. Once the lot transfer is complete,
the built -upon area may not be invised without approval 10111 the DrvisiOn Of Water Quality, and
responsibility fior meeting the WASupon area limit is transferred to the individual property owner.
If an Architectural Review Committee (ARC) is required to review plans for compliance with the 13UA
limit, the plans reviewed must include sidewalks and driveways. Any approvals given by the ARC do not
reheve the homeowner of the responsibility to maintain compliance with the permitted RUA limit.
4. The following items «rill I-aluire a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. 'Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
C. I"urthcr subdivision, acquisition, or sale ofthe project area. "The project area is defined as all property
:owned by the permittec, For which Sedimentation and lRoMon Control flan approval was sought.
f. l"illing in, altering, or piping of any vegetative conveyance shown on the approved plan.
ncc Director may determine that Other revisions to the project should require a modification to the permit.
G. The Director may notify the penQuee when the permitted site does not meet one or more ofthe minimum
requirements ofthe permit. Within the time frame specified in the notice, the permittec shall submit a written
time schedule to the Director Ru modifying the site to meet minimum requirements. The permittce shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
%. Ile swrniwater management system shall be Constructed in Its entirety, vegetated and operational for its
Intended use prior t0 the construCtiOn of any built -upon Sul'laCC.
8. During CQnstructl011, erosion shall be kept to a minimum and any eroded areas ofthe system will be repaired
immediately.
i. Upon completion of construction, pdcw to Is5uancc of a Celflcate of Occupancy, and prior to operation of
this permitted facility, a certification must be received front an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
10. DCCOralivC spray fountains Will not be allowed in the stormwater treatment system.
L I f the stormwater system was used as an Erosion Control device, it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy ofthe facility.
12. Unless specified elsewhere, permanent seeding requirements foe the stormwater control must follow the
guidelines established in the North Carolina 1 -osion and Sediment Control Planning and Design Manual.
4

State Stormwater Management Systems
Permit No. SWS 000918
13. Prior to transfer of the permit, the pond must be inspected by DWQ personnel, and determined to be in
compliance with all permit conditions. Any items not in compliance must be repaired or replaced to design
condition prior to the transfer. Records of maintenance activities performed to date will be required.
14. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stornlwatcr system functions at optimum efficiency. The approved Operation and Maintenance Phall must
be followed in its entirety and mainte1ance must occur at the SCI1CdUlcd Intervals including, bLlt 110t 11i1111Cd
to:
Cl. SC111181111Ua1 scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetat.ion of'side slopes.
d. Immediate repair of eroded areas.
C. Maintenance of side slopes in accordance with approved plans and spec) frcations.
f. Debris removal and unclogging of outlet Stl-uctLlt-e, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
15. Records of inalntellance activities must be kept and made available upon request to aLlthOrl%C:d I)C1'SO1111CI
of DWQ, The records will indicate the date, activity, name of person performing the work and what actions
were taken.
16. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon area pee lot to the
amount aS shown On the Project Data Shect, per Section I, Part 2. The recorded statements must follow the
f orn1:
iI. "'Hie maximum bUllt-L1p011 Urea per lot is ____*_ square lect. Phis allotted amount includes any built -
upon area constructed within the lot property boundaries, and that portion of the right-of-way
between the front lot line and the edge ofthe pavelllent. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does not
include raised, open wood decking, or the water All-facc Of. swinlnling Pools."
b. ."The covenants pertaining to stormwater regulations may not be changed or deleted wrthOU1
concurrence of the State."
C. "Alteration of' the drainage as shown on the approved plan may not take place without the
concurrence of., the State."
d. "L,ots within CAMA's Area Of I rivironmental Concern may be subject to a reduction in their
allowable built -upon area due to CAMA I-CgUlati011s."
C. "All runoff on the lot 1111.1st drain into the permitted system. This may be accomplisied till-OLlgIl
providing roof drain gutters which drain to the street, grading the lot to drain toward the street, or
grading perimeter swalcs and directing them into the pond or street. l.,ots that naturally drain into the
system are not required to provide these measures."
*The pG!' nitlee i ust Jill in the blank li)i/h the uppi-op lwe i7lNT bet— l7L sell on the BUA atioGl71Tlew to the
application.
17. A copy of-thc recorded deed restrictions must be submitted to the Division wilhin 30 days of the date of
recording the plat, and prior to selling lots. The recorded copy must bear the signature Of the PCI-IllitteC, the
deed book number and page, and stanlplsignature of the Register of Deeds.
-61

Stale SlormvViller Mi111"I"emellt syslems
Pcrmil No. SW8 000918
18. This hermit shall become voidable unless the facilities are constructed in accordance with the conditions of
this perrllit, the approved plans and specifications, and other supporting data.
19. A copy ofthe approved plans and specifications shall be maintained on Clc by the Permittee 10I' a III III I III LI III
Often years front the (late Of the completion Of construction.
20. 131.1ilt upon area includes, but is not limited to, struct.ures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking arcas, but does not include raised, open wood decking, or the water surface of
swilliming pools.
111. GENERAL CONDITIONS
This permit is not translcrable. In the event there is a desire for the fticilitics to change ownership, or there
is a (lame change of the Pe1']mlttee, a "Name/Ownership Change I"orlm" must be submitted to the Division
of Water Quallt)` accompanied 1))` appropriate doculmCntat1011 f'0111 the 1XIIAICS Involved, Such as a cop), of`
the deed Of tl'uSL OthCI' SLIppOrting materials, stich as a sighed Operation and Maintenance plait In the case
ofengincered systems, will also be required. The project Ill List. be in good standingwith DWQ.'fhe approval
of this rcqucst will be considered on its merits and may or may not be approved.
2. failure; to abide by the conditions and limitations contained in this permit may sub'icet the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
The issuance Of this peI-nlit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal)
which have jurisdiction.
4. ]n the event that the facilities 111i1 to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as play be required by this Division,
such as the collstl•ucti0n of additional or rcplacement stormwater management systems.
5. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
pe1'lllll modification, revocation and I-CiSSUance or termination (foes not stay any permit condition.
6. Permittee grants permission to staff'of the DWQ to access the property fol• the purposes of i]Is pcct.ing the
stormwater facilities dtll'Ing normal business IIOLII's.
The permit(ce shall notify the Division Of -any name, ownership or mailing address changes within 30 days.
PCrnlit issued this the 7th day of December. 2000.
NORTH CAROL INA I.NVIRONMI N1'AI- MANAGEM1rNT COMMISSION
Kerr T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 000948
6

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
i
September 12, 2000
Ms, Linda Lewis
Environmental Engineer
N.C. Department of Environment
, And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Management Permit for
Hampstead Center
Pender County
HDS Project No. 6723
Dear Ms. Lewis:
5 L-. P
BY: A4S 0bo 9i
Enclosed please find the following items for the referenced project:
�j
original and one (1) copy of the completed Stormwater Management Permit Application and Wet
Pond Supplement
$420.00 application fee
one (1) copy of the Stormwater Calculations
- one (1) copy of the Erosion Control Plan and Erosion Control Calculations
- two (2) copies of sheets 1 through 3 entitled "Sediment and Erosion Control and Water Quality
Plan"
one (1) copy of the chlorides test results
Stormwater on this project will be controlled and.treated using a stormwater detention pond designed for 90%
TSS removal.
We request NCDENR certification of compliance of this project with Pender County stormwater regulations.
Thank you for your consideration of this request. Please call if you require any additional information.
Very truly yours,
Howard Resnik, P.E.
Encl.: As noted above
cc: Mr. Michael G. Nadeau, Creative Properties
319 Walnut Street Wilmington, NC 28401 [phone]

Hanover Design Services,
Land Surveyors, Engineers, Land Planners
1
October 26,' 2000
Ms. Linda Lewis
Environmental Engineer
N.C. Department of Environment
And Natural Resources
Division of Wafer Quality
127 Cardinal Drive Extension
Wilmington, NC. 28405
Re: Stormwater Management Permit for
Hampstead Center
Pender County
HDS Project No. 6723
Dear Ms. Lewis:
OCT
Enclosed please find the following items for the referenced project
- original and one (1) copy of page 2 of the Stormwater Management Permit Application form, modified
to reflect revised areas
- original and one (1) copy of page 1 of the Wet Detention Basin Supplement, also revised to show the
correct built upon areas
- one (1) copy of the revised storm drainage calculation spreadsheet to go with the application
- one (1) copy of the revised "Stormwater Management Calculations"
- one (1) copy of a portion of the Hampstead Quad Map showing the project; receiving stream,. and
chlorides sample location with half mile distance clearly marked
- two (2) copies of sheets 1 through 3, the revised "Erosion and Sediment Control and Water Quality
Plan"
- two (2) copies of sheets 1 through 4, the "Plan and Profiles" for Hampstead Center including street
cross section details
- two (2) copies of the "Site Grading Plan" and "Storm Drainage Utility Plan" for the private .
commercial areas in the first phase of Hampstead Center
- two (2) copies of the "Preliminary Horizontal Dimensioning Plan"
All comments in your October 23, 2000 transmittal have been addressed. The environmental engineers have
revised the drainfield areas causing the impervious area.calculations to change. These changes are shown in the
new spreadsheet and revised application pages. Due to our use of Computer Aided Design and Drafting software,
the creation of horizontal dimensioning plans has been out -dated. With most of our engineering projects; we are
the survey as well as the engineers, thereby eliminating the need for precise dimensioning plans. However, 1
have created the enclosed "Preliminary Horizontal Dimensioning Plan" for your oflice's use only.
319 Walnut Street Wilmington, NC 28401 [phone]

We hope that this additional information is sufficient for compliance with NCDENR stormwater regulations.
Please do not hesitate to call if you require any additional information.
Very truly yours,
Op
Howard Resnik, P.E.
Encl.: As noted above
cc: Michael.G. Nadeau, Creative Properties

* * COMMUNICATION RESULT REPORT ( OCT.25.2000 2:17PM )
P. 1
FILE MODE
---------------
352 MEMORY TX
OPTION
REASON FOR ERROR
E-1) FANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
9-3439941
I-7�7NCDENR-WIRO-
SULT PAGE
-- -----------------
OK P. 1/1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North, Carolina
Departinent of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
JamesB. Hunt, Governor
FAX COVER SHE, ET
Date: October 25, 2000
To: Toward Resnick, P.E.
Company: Hanover Design Services
FAX #: [phone]
DWQ Stormwater Project #SWS 000918
Project Name: Hampstead Center
MESSAGE:
Bill Holman, Secretary
ages:
am: Linda Lewis Irs
i Section - rmwater
FAX #: [phone]
Phone #: [phone]
Please refer to your BMP manual in Chapter 2, Stormwater wetlands, where it lists some wetland
species. Please select those species suitable for use around the perimeter, where inundation tolerance
is V or less, while also paying attention to the notes regarding sun requirements and the drought
tolerance, Your specific site conditions will dictate the type of plants chosen.

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
.lames B. Hunt, Governor
FAX COVER SHEET
Date: October 25, 2000
To: Howard Resnick, P.E.
Company: Hanover Design Services
FAX #: [phone]
DWQ Stormwater Project 4SW8 000918
Project Name: Hampstead Center
MESSAGE:
Bill Holman, Secretary
No. of Pages: 1
From: Linda Lewis
Water Quality Section - Stormwater
FAX #: [phone]
Phone #: [phone]
Please refer to your BMP manual in Chapter 2, Stormwater wetlands, where it lists some wetland
species. Please select those species suitable for use around the perimeter, where inundation tolerance
is I' or less, while also paying attention to the notes regarding sun requirements and the drought
tolerance. Your specific site conditions will dictate the type of plants chosen.
S:IWQSIS`I'ORM WA"I'IADDINF01000918-2.00T
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone]FAX [phone]
An Equal Opportunity Affirmative Action Employer

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt,.Jr., Governor
Bill Holman, Secretary
Division of Water Qualiti
October 23, 2000
Mr. Vlfilliam R. Howard
8104 Bald Eagle Lane
Wilmington. NC 28411
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 000918
Hampstead Center
Pender County
Dear Mr. Howard:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Hampstead Center on September 15, 2000. 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 specify the type of wetland vegetation to be planted on the 6:1 shelf.
2. Please note on the plans that all building roof drains must be directed into either the
collection system piping or into the street/parking lot.
Provide a map with the project, receiving stream, chlorides sample location and 1/2 mile
distance clearly marked.
4. The orifice draw down calculation says it is for a 3" (� orifice, but 2" is used as the radius
instead of 1.5" in the calculation. Luckily, the .049 ft'- orifice area reported is correct for a 3"
orifice. Please check and revise the numbers used in the calculation.
Please provide a dimension plan which shows all dimensions for the buildings; parking,
streets, and sidewalks.
Please provide a cyrading plan with finished floor elevations, proposed contours, and spot
elevations in the parking lots and streets, etc.
7. Please provide street cross-section details, including the split entrance road and the cul-de-
sacs.
Please specify a sufficient drainage / access easement around the pond to get maintenance
equipment in safely and easily. The slope of the pond starts immediately at the lot line,
leaving very little flat area at the top for equipment to maneuver.
127 Cardimtl Dr. 11,xt., Wilmington, North Carolina 2840-5 Telephone 910-39s-3900 FAX [phone]
An Equal Opportunity Affirmative Action Employer recYdedl10`%" post -consumer paper

Mr. Howard
October 23, 2000
Stormwater Project No. SW8 000918
----------------------------------------------
It appears that some runoff from the split entrance road is not being colleeted and treated in
the pond. Please revise the grading in this area to catch all runoff or provide a separate
engineered system to treat it.
10. Please indicate on the pond embankment section detail how wide the 6:1 shelf is.
11. There are three lots that are not numbered on the plans, two are on either side of the entrance
road in front of Lots 12 and 14, and the third is off the second entrance road and backs up to
Lots 6-11. Please nurnber and account for these lots in the pond design calculations.
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 November 19, 2000, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application 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 143-21 S.1 and is subject to enforcement action
pursuant to NCGS 143-21 S.6A.
Please reference the State assigned project number on.all correspondence. Any original documents
that need to be revised have been sent to the engineer or a6ent. 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,
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINF01000918.00T
cc: Linda Lewis
Howard Resnick, P.E.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/l(M post -consumer paper

STO MWATEII MANAGEMENT CALCULATIONS
And Water Quality Calculations
For
HAMPSTEAD CENTER
PREPARED FOR
William R. Howard
8104 Bald Eagle Lane
Wilmington, NC 28411
Prepared
RECEIVED
OCT 2'1 2000
DWQ q
PROd # 'SL2 2 bco
Howard Resnik, PE
`,tijNlurlfrrjj�'
,•`�o�tH CARot
�F�SSo•/4,9
SEAL t _
025483
o�E,NG
9 I oo R° S. // ����ill11114Nti
Hanover Design Services, PA i�ev, `/S""
319 Walnut Street Rey, 101 ?-610 0
Wilmington, NC 28401

HAMPSTEAD CENTER CALCULATIONS FOR DWQ:
AREAS DRAINING TO POND:
COMMON
NCDOT
LOT # 1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
AREA
ROW
LOT AREA (so
12,97E
17,117
19,350
11,808
12.314
10,780
16,261
11.088
16,393
15.406
15.172
74.922
35.692
104.285
249,142
37,767
34.391
34,507
33,090
144.504
127,439
117.798
ASSOCIATED DRAINFIELD (so
3,304
3,304
3,304
3,3D4
3.608
3,631
3,389
3,360
5,321
5,404
5,320
11,267
---
---
---
-
---
---
---
---
ASSOCIATED WELL AREA (so
1,198
1.292
TOTAL LOT AREA (Sf)
16,282
20,421
23,852
16,404
15,922
14,411
19,650
14,443
21,714
20,810
20,492
86,189
35,692
104,285
249,142
37,767
34,391
34,507
33,090
144,504
127,439
117,798
TOT. AREA DRAINING TO POND
= 1,209,210
sf
IMP, SURFACE BREAKDOWN:
BUILDINGS (so
3.000
3,000
3,000
3,000
3,000
3,000
3,000
3,000
3,000
3,000
3.000
4.000
6,000
83.428
199,314
5,246
27,513
27,606
26.472
115,603
---
---
STREETS! PARKING (so
4.153
4,135
3,715
3,443
1.172
3,221
5,851
1,500
7.202
4.853
10,283
31.577
11,661
(80% CF
(80% OF
12,237
(80% OF
(80% OF
(80% OF
(80% OF
---
60,241
SIDEWALKS (so
273
705
737
481
497
492
755
250
686
746
686
1.004
720
TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
OTHER ! DUMPSTERS (sf)
--
220
-
220
220
-
--
-
-
220
AREA)
AREA)
110
AREA)
AREA)
AREA)
AREA)
EXISTING IMP, SURFACE (so
---
---
---
---
---
-
---
---
---
---
---
7.352
---
---
---
---
---
TOTAL IMP. SURF. PER LOT (sf)
7,426
6,060
7,452
7,144
4,889
6,713
9,606
4,750
10,888
8,599
13,969
36.581
18,601
83,428
199.314
17,593
27,513
27,606
26,472
115,603
80,241
INDIVIDUAL IMP. PERCENTAGES
46%
39%
31%
44°%
31%
47%
49%
33%
50%
41%
68%
42%
52%
80%
80°%
47°%
80%
80%
80%
80%
0%
68%
TOT. NEW IMP. SRFACE AREA
= 715,095
sf
TOTAL IMP, SURFACE AREA
= 722,447
sf
TOTAL IMP, PERCENT
= 59.7%
TOTAL GREEN AREA
= 486,763
sf
REQUIRED SURFACE AREA:
(722.447 x 0.98) + (486.763 x 0.2)1 1,209,210 = 0.666
= 66.6%
FROM 90% TSS REMOVAL CHART, AT DEPTH OF 7.5' AND 66.6% IMPERVIOUS SURFACE,
SAIDA = 2.16%
MINIMUM SURFACE AREA = 0.0216 x 1,209.210 = 26,119 sf
SURFACE AREA PROVIDED AT ELEVATION 40 = 27,787 sf
REQUIRED 1" STORAGE VOL.:
MINIMUM STORAGE VOLUME=((722,447 x 0.98) + (486,763 x 0.2) 1 1,209,210) x 1112 = 67,113 cf
STORAGE VOLUME PROVIDED AT ELEVATION 42.2= 70,375 cf
(SEE ATTACHED STAGE -STORAGE TABLE)
FORBAY VOLUME:
MINIMUM FOREBAY VOLUME = 20% OF PERMANET POOL VOLUME _
(SEE ATTACHED STAG ESTORAGE TABLE) -
MINIMUM FOREBAY VOLUME = 98.094 x 0.2 = 19,619 cf
FORBAY VOLUME PROVIDED = 19,619 cf
Hg4ovm 0mc-N sums , PA
319 WALWT S"TEET
W LMMTON NO ZM

STAGE - STORAGE- TA13LE:
INCREMENTAL
ELEVATION
AREA
VOLUNIE
(ft)
(so
(cf}
32.5
5,156
-
33
5,982
2,760
34
7,367
6,625
35
9,100
8,234
36
11,099
10,100
37
13,757
12,428
38
16,792
15,275
39
20,385
18,589
40
27,787
24,086
41
31,587
29,687
42
35,452
33,520
42.2
36,233
7,169
43
39,382
30,246
44
43,376
41,379
45
47,435
45,406
46
53,064
50,250
STORAGE STORAGE
(cf) (acre-ft)
29,687
63,207
70,375
100,621
142,000
187,406
237,655
VOLUME AT PERMANENT POOL (ELEVATION 40)
STAGE - DISCHARGE TABLE:
0.6815
1.4510
1.6156
2.3099
3.2599
4.3022
5.4558
98,094 cf
ELEVATION
4" PVC
GRATES SPILLWAY
TOTAL
(ft)
(cfs)
(cfs) (cfs)
(cfs)
40
-
- -
-
41
0.42
- -
0.42
42
0.59
- -
0.59
42.2
0.62
- -
0.62
43
0.73
39.91 -
40.63
44
0.84
134.68 -
135.52
45
0.94
261.30 -
262.24
46
1.03
413.12 210.00
624.15
st ��PR
WIUGNGTM NO 2tM ��

3" PVC Drawdown:
Orifice coefficient (C) = 0.6
Average licad form 1" storage to orifice (h) = (42.2 —40.0) / 2 =1.10'
3" pvc cross sectional area (A) = pi x r^2 = 3.14 x (1.5 / 12)^2 = 0.04909 SF
Acceleration due to gravity (g) = 32.2 f /s^2
Q = CA (2gh)^1/2 = 0.6 x 0,04909 x (2 x 32.2 x 1.10)^1/2 = 0.2479 efs
66,325/ 0.2479 = 267,547 seconds = 3.1 days
KWVER D'M+3N MMCM PA
319 4M"UT MREET
MLMINGTON NO Mol ___i

HAMPSTEAD CENTER OUTLET CONTROL:
STA TE STORAGE ELEV. = 42.2
n i WSEL = 4 0. 0
A = 12.8 SF
(4) — 2' x 3' GRATES L = 16.9 FT
WEIR EQUA RON.
Q = CLH s/'
C = 3.3 for sharp crested
ORIFICE EQUA 770N.
Q = CA 2gH
C = 0.6
NTS
70 FT
ELEV. = 47.25 CONSTRUCTED
ELEV. = 47.0 SETTLED
PRIMARY / EMERGENCY
SPILL WA Y
ELEV. = 45.0 SPILLWAY
RIP RAP C = 3.0 for brood crested
NTS HANDVEG pA
319WAUW 1i h j- i

Rr R-09-, 1996 16: 15 FROM EHNR W I LM REG OFFICE TO
97624201 P.02
85%u TSS T�1jNIOVAL
30 FOOT C' GETA'IET) FILTER REQUIRED
1d411E. iNG TOIN W;2401
DEPTH
.3'
3.5'
4.0'
4.5'
S .0'
5.5'
6.0'
6.5'
7.0'
7.5'
1RSP ro
10%
.9
.8
.7
.6
.5
0
0
0
0
0
20 %
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3 1
1.2
1.0
1 .9
4 0 %
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50 %.
4.2
3.7
3.3
1 3.0
2,7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
�-70%
6.0
5.2
4.5
4.1
1 3.7
3-.1
2.9
2.5
2.1
1.8
$0 %
6:8.
6.0
5.2
4-17
4.2
3.7
1 2
2.7
2.2
2.0
90'% -
'-7.5-.- -.
6.5
5.8
5.3
4.8
4.3
- 3-.8
3:3- -
2:8
1.3
1.*w-
8'.2-
7.4
6.8
6.2
5.6
5.0
G.4 -;-
3.8
3.2
2.6
DEPTH
3' " 3.54.0'
4.5' 5.0'
5.5'
6.0' . -
- 6.5'
7.0'
7.5'
�%
10% -
1:3 -1.0 .8
.7 .6
.5
A -
,3
.2
'.1
20 %.
2.4'- ' 2:0 1.8
1.7 1.5
1.4
1.2'
-1.0
-.9
.6
30 %
3.5 3.0 2.7
2.5 2.2
1.9
1.6
1.3
1.1
.8
40%
4,5' 4.0. 3.5
3.1 2.8
2.5
2.1
1.8
1.4
1.f
50 %
5.6 5.0 4.3
3.9 3.5
3.1
2.7
2.3
1.9
1-.5
60 %
7.0 6.0 5.3
14.8 4.3
3.9
3.4
2.9
2.4
-1.9
70 %
:8.1 7.0 6.0
5.5 5.0
4.5
3.9
3.4
2.9
2.3.
80 %
9.4 8.0 7.0
6.4 5.7
5.2
4.6
4.0
3.4
2.8" `
90.%.
10.7 9.0 7.9
7.2 6.5
5.9
5.2
4.6
3.9
3.3
100 %
12.0 10.0 8.8
8.1 7.3
6.6
5.8
5.1
4.3
3:6

Sol] Types:
Abbreviation Type and Description Hydrologic Group
AnB Alpin fine sand, 1 to 6 percent slopes A
1MOVER QESIC-N SSS';':.'S
319 th1e LKur
IMU&NUM No W41

U-S` DEPARTMENT OFAGR|CULTUR[
SO|LCONSFRVAT|0N SEHV.10E

46 Soil SIMIA ender
TABLE 16.--SOIL AND WATER FEATURES
[."Flooding" and "water table" and terms such as "rare," "brief," I'appvrent," and "perched" are explained in
the text. The symbol > means more than. Absence of an entry indicates that the feature is not a
concern or that data were not estimated]
r , Flooding , Hi h water table Risk of corrosion Map symbol and ;Hydrologic; I
soil name ; group Frequency ; Duration Months ; Depth ; Kind ;Months ;Uncoated ;Concrete
1 I I
i i steel
t
AnB---------------'
I
Alpin ;
ALA ---------------
Altavista
AUB ---------------
Autryville
r
AyA, AyB2---------�
Aycock
BaB---------------
Baymeade
Bo ------------ I---
Bohicket
Ca----------------
Carteret
Ch:
Chewacla---------
Chastain---------;
1
I
Ct----------------;
Croatan '
1
I
I
I
Dorovan
EmA ---------------
Exum
EuA: 1 11
Exam-------------;
t
1
Urban land. '
1
Fo------------ ---
Foreston
GoA---------------
Goldsboro
Gr----------------;
Grantham
Gt----------------
Grifton
InA: ;
Invershiel-------]
I
1
Pender-----------'
1
t
t
I I
+ F
I I
A :None --------
�
I
;
---
+ r
I I
!
I
I
C---
I
I ,
C ;Rare--------; --_
I
I I
1
,
,
__-
r I
I ,
A ;None--------; ---
1
;
---
+ r
I I
1
,
I
,
! I
B :None
� �
,
1
I
! I
1 I ---
A ;None--------i
! I
1 r
I
�
I
,
---
I 1
I 1
D :Frequent---- Very
1 ,
,
,
brief:
,
Jan -Dec
+ I
1 ,
D !Frequent ---- !Very
1
,
brief!
Jan -Dec
I 1
r ,
I I
i
I I
! I
C ',Frequent ----Brief -----
Nov -Apr
I I
D :Frequent ---- :Very
1
long ;
Dec -Apr
I ,
! ,
D !Rare --------
,
1
---
! I
! I
� `
D
D :Frequent---- Very
,
,
I
1
long
Jan -Dec
! 1
+
r
I
+ I
C ;None--------�
1
!
I I
I I
I I
1 r I
1
,
,
r
1 ,
I I
,
C ,None-----------
1
r
+ ,
I ,
I
+ 1
+ r
! 1
,
I
,
,
1 I
C ;None--------; ---
I
;
---
I 1
1
1
+ I
+ I
I
I
B ;None --------;---
I 1
I I
+
,
,
1
+ I
D ;None--------; ---
1
1
;
---
� �
I t
+ 1
D ;None--------; ---
1
I
1
I
;
---
! I
! 1
+ I
I
r
I I
+ 1
! I
C ;None--------; ---
I
I
I
,
;
---
+ I
! I
C ;None--------� ---
I
r
;
---
! ,
! ,
I
I
1 r �
I I i i I
>6.0 ; --- .Low ------ .High.
I , I
I I �
1.5-2.5;Apparent;Dec-Mar;Moderate ;Moderate.
t I �
4.0-6.0;Apparent;Jan-Apr;Low--- ;High.
, I ,
1 I 1 I 1
;4.0-6.0;Perched ;Jan-Apr;Moderate ;High.
I r I
1 1 i i I
:4.0-5.O:Apparent:Dec-Apr:Lox ------ ;Moderate.
1 1 I 1 I
+3-0 ;Apparent;Jan-Dec;High ----- ;High.
I I F
+3-1.0;Apparent;Jan-Dec;High-----;High.
1 I I I
0.5-1.5;Apparent;Nov-Apr;High ----- ;Moderate.
I 1 I 1 I
0-1.O:Apparent:Nov-May:High----- High.
I
0-1.01Apparent;Dec-May;High ----- ;High.
I 1
I
+1-0.5;Apparent;Jan-Dec;High-----;High.
+ I k I I
I I I I I
2.0-3.0;Apparent;Dec-Apr;Moderate ;High.
+ r 1 I F
+ I 1 1 I
r 1 I I I
I 1 1 I I
I I 1 I I
2.0-3.0;Apparent;Dec-Apr;Moderate ;High.
! I I I 1
! I I 1 I
! I r r !
+ 1 1 I 1
I I F I I
I I I I 1
:2.0-3.5:Apparent:Dec-Apr:Moderate :High.
! I I 1 I
! I I I I
2.0-3.0;Apparent;Dec-Apr;Moderate ;High.
I F 1 r 1
I 1 I I 1
I I I I r
1 1 ! I I
0-1.0;Apparent;Dec-May;High ----- ;High.
r i i
I I ,
0.5-1.0;Apparent;Dec-May;High ----- ;Low.
! I t 1 I
1 1 r 1 I
1 1 I I I
1.0-2.5;Perched ;Dec-Mar;High ----- ;Moderate.
I I r I I
I I I I I
1.5-2.5;Apparent;Dec-Mar;Moderate ;Moderate.
! 1 1 I 1
so:
HANOVER f?ESir;ni gMV1 'S PA
�319 �4ad� Pik 'EJ
MOM NO ' 6401

Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
J
U5f-D COM FO S 1 TE
G = 0,7 FOR
PUB L iI C R1W AKAf
— USED C—OMPOS/TE
C 0. ¢S' olond C=-O,g
FOR- C0#*1MFRGrAK-
F2 V S
Land Use
C
Business:
Downtown areas
0.70-0.95
Neighborhood areas
0.50-0.70
Residential:
Single-family areas
0.30-0.50
MJulti units, detached
0.40-0.60
Multi units, attached
0.60-0.75
Suburban
0.25-0.40
Industrial:
Light areas
0.50-0.80
Heavy areas
0.60-0.90
Parks, cemeteries
0.10-0.25
Playgrounds
0,20-0.35
Railroad yard areas
0.20.0.40
Unimproved areas
0.10-0.30
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
0.75-o.85
Roofs 0.75-0.85
Land Use
C
Lawns:
Sandy soil, flat, 2%
0.05-0.10
Sandy soil, avo., 2-7%
0.10-0.15
Sandy soil, steep, 7%
0.15-0,20
Heavy soil, Slat, 2%
0.13-0.17
Heavy soil, ave., 2-7%
0.18-0.22
Heavy soil, steep, 7%
0.25-0.35
Agricultural land:
Bare packed soil
S mooth
0,30-0.60
Bough
0.20-0.50
Cultivated rows
Heavy soil no crop
0.30-0.60
Heavy soil with crop
0.20.0.50
Sandy soil no crop
0.20-0.40
Sandy soil with crop
0.10-0.25
.Pasture
Heavy soil
0.15-0.45
Sandy soil
0.05.0.25
Woodlands
0.05-0.25
NOTE: The designer must use judgment to select the appropriate C value
within the range for the appropriate land use. Generally, larger areas with
permeable soils, flat slopes, and dense vegetation should have lowest C
values. Smaller areas with slowly permeable soils, steep slopes, and
sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (1--igures,8.03b
through 8.03g—source: North Carolina State Highway Commission; Jan.
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, TC. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step S. Determine peak discharge, 0 (10/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
HANOVER f)ESIGN SERVICES, PA
319 WALK T S1REET
WIURIP,IMIN NC W401
8.03.2

�-�
. A -R L: 4
-~~~

Hydraflow Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Te
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev .
Line ID
coeff
(1)
flow
full
-
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
On
Up
On
Up
On
Line
-
-
-
(ft) .
(ac)
(ac)
(C)
(min)
(min)
(inlhr)
(cfs)
(cfs)
(fVs)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
194.0
0.95
16.55
0.50
0.47
8.21
5.0
31.0
4.2
59.26
79.89
4.81
48
0.31
38,80
38,20
42.48
42.20
49.00
40.00
1.A to 1.13
2
1
20.0
0.85
0.85
0.50
0.43
0.43
5.0
5.0
7.2
3.07
7.43
3.77
18
0.50
42.40
42.30
43.07
43.04
49.00
49.00
1.8 to 1.GG
3
1
193.0
0.00
14.75
0.00
0.00
7.31
0.0
27.8
4.4
52.75
80.09
4.22
48
0.31
39.40
38.80
43.28
43.04
49.00
49.00
1.8 to 1.0
4
3
164.9
0.00
14.75
0.00
0.00
7.31
0.0
25.0
4.6
52.75
79.10
4.20
48
0.30
39.90
39,40
43.84
43.63
47.90
49.00
1.0 to 1.D
5
4
226.5
0.20
14.75
0.70
0.14
7.31
5.0
21.3
4.9
52.75
79.86
4.26
48
0.31
40.60
39.90
44.34
44.07
46.70
47.90
1.D to 1,E
6
5
34.5
0.25
5.95
0.70
0.17
2.84
5.0
16.3
5.5
20.49
31.23
4.17
30
0.58
41.40
41.20
44.86
44.78
46.70
46.70
1.E to 1.N
7
6
35.5
0.10
3.10
0.70
0.07
1.49
5.0
15.7
5.5
10.75
16.98
3.42
24
0.56
42.10
41.90
45.24
45.16
46,80
46.70
1.N to 1.0
8
7
34.5
0.10
0.10
0.70
0.07
0.07
5.0
5.0
7.2
0.49
8.00
0.28
18
0.58
43.20
43.00
45.44
45.44
46.80
46.80
1.0 to i.P
9
7
215.4
0.20
2.90
0.70
0.14
1.35
5.0
12.1
6.0
9.78
12.89
3.11
24
0.32
42.80
42.10
45.85
45.44
46.70
46.80
1.0 to 1.Q
10
9
34.5
0.15
2.70
0.70
0.11
1.21
5.0
11.5
6.1
8.76
17.22
2.79
24
0.58
43.00
42.80
46.12
46.07
46.70
46.70
1.Q to 1.R
11
10
85.6
0.10
0.10
0.70
0.07
0.07
5.0
5.0
7.2
0.48
6.22
0.27
18
0.35
43.80
43.50
46.31
46.30
48.20
46,70
1.R to 1.S
12
10
59.5
0.30
0.80
0.45
0.14
0.36
5.0
6.1
7.0
2.60
6.09
1.47
18
0.34
43.20
43.00
46.34
46.30
47.10
46.70
1,R to 13
13
12
67.2
0.50
0.50
0.45
0.22
0.22
5.0
5.0
7.2
1.63
5.73
0.92
18
0.30
43.40
43.20
46.37
46.36
47.30
47.10
1.7 to 1.0
14
10
71.3
0.45
1.65
0.40
0.18
0.68
5.0
10.3
6.3
4.90
14.67
1.56
24
0.42
43.30
43.00
46.34
46.30
47.10
46.70
1.R to 1.V
15
14
171.3
0.85
1.20
0.40
0.34
0.50
5.0
7.5
6.7
3.60
6.21
2.03
18
0.35
43.90
43.30
46.58
46,38
47.00
47.10
1.V to 1.W
16
15
149.0
0.35
0.35
0.45
0.16
0.16
5.0
5.0
7.2
1.14
6.08
0.64
18
0.34
44.40
43.90
46.69
46.68
47.50
47.00
1.W to 1.X
17
5
131.5
0.10
8.60
0.70
0.07
4.33
5.0
19.1
5.2
31.25
79.23
2.50
48
0.30
41.00
40.60
44.83
44.78
46.40
46.70
1.E to 15
18
17
35.4
0.10
4.65
0.70
0.07
2.56
5.0
18.5
5.2
18.42
26.70
3.75
30
0.42
41.15
41.00
45.05
44.98
46.40
46.40
1.F to 1.G
19
18
45.5
0.20
4.55
0.70
0.14
2.49
5.0
17.7
5.3
17,92
23.55
3.65
30
0.33
41.30
41.15
45.38
45.30
46.50
46.40
1.G TO 1.H
20
19
35.5
0.25
4.35
0.70
0.17
2.35
5.0
17.1
5.4
16.90
21.77
3.44
30
0.28
41.40
41.30
45.67
45.61
46.50
46.50
1.H to 1.1
21
20
345.0
0.20
0.60
0.70
0.14
0.42
5.0
9.1
6.4
2.99
12.77
0.95
24
0,32
42.50
41.40
45.96
45.90
47.30
46.50
1.1 to 1.1
Project File: Storml.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 33
Run Date: 10-25-2000
NOTES: Intensity = 121-801(Tc + 23.50) ^ 0.84; Return period = 10 Yrs. ; Initial tailwater elevation = 42.20 (ft) ; Total flows limited to inlet captured flows. "MOMR DEStGM S�R'b"GAS, Pit
WILMINGTON NC 28401

Hydraflow Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd ! Rim Elev
Line ID
coeff
(1)
Flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
UT
Up
Dn
Line
_
_
-
-
- -
(ft)
(ac)
(ac)
(CJ
(min)
(min)
(inlhr)
(cfs)
{cfs)
(ftls}
(in}
(%)
{ft}
(ft}
{ft
(tt)
(ft)
22
21
184.2
0.10
0.20
0.70
0.07
0.14
5.0
6.1
7.0
0.97
5.99
0.55
18
0.33
43.10
42.50
46.00
45,98
46.23
47.30
1.J to 11
23
22
64.0
0.10
0.10
0.70
0.07
0.07
5.0
5.0
7.2 .
0.48
5.87
0.27
18
0.31
43.30
43,10
46.01
46.00
46.23
46.23
1.1- to 1.M
24
21
47.9
0.20
0.20
0.70
0.14
0.14
5.0
5.0
7.2
1.01
6.79
0.57
18
0.42
43.70
43.50
45.99
45.98
47,30
47.30
1.J to 1.K
25
17
170.3
0.15
3.85
0.70
0.11
1.71
5.0
9.5
6.4
12.32
36.14
1.74
36
0.29
41.50
41.00
45.04
44.98
46.30
46.40
1.F to 1.Y
26
25
34.5
0.15
0.15
0,70
0.11
0.11
5.0
5.0
7.2
0.76
8.00
0.43
18
0.58
42.80
42.60
45.11
45.11
46.30
46.30
1.Y to 1.2
27
25
169.3
0.25
3.55
0.70
0.17
1.50
5.0
6.7
6.9
10.81
13.46
3.44
24
0.35
42.10
41.50
45.50
45.11
45.80
16.30
1.Y to 1.AA
28
27
100.0
3.30
3.30
0.40
1.32
1.32
5.0
5.0
7.2
9.54
12.39
3.04
24
0.30
42.40
42.10
45.95
45.77
46.00
45.80
1.AA to 1.BB
29
20
161.6
1.00
3.50
0.50
0.50
1.75
5.0
14.4
5.7
12.65
22.81
2.58
30
0.31
41.90
41.40
46.05
45.90
46.50
46.50
1.1 to 1.CC
30
29
165.3
0.70
2.50
0.50
0.35
1.25
5.0
11.7
6.1
9.03
12.40
2.88
24
0.30
42.40
41.90
46.45
46.18
46.50
46.50
1.CC to 1.DD
31
30
223.1
0.80
1.80
0.50
0.40
0.90
5.0
7.9
6.7
6.50
12.67
2.07
24
0.31
43.10
42.40
46.79
46.61
47,00
46.50
1.DD to 1.EE
32
31
176.7
1.00
1.00
0.50
0.50
0.50
5.0
5.0
7.2
3.61
6.12
2.05
18
0.34
43.70
43.10
47.08
46.87
47.30
47.00
1.EE to 1.FF
33
6
40.0
2.60
2.60
0.45
1.17
1.17
5.0
5.0
7.2
8.46
15.99
2.69
24
0.50
42.10
41.90
45.22
45.16
47.00
46.70
1.N to 1.HH
Project File: Storml.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 33
Run Dale: 10.25-2000
NOTES: Intensity = 121.80 / (Tc + 23.50) A 0.84; Return period = 10 Yrs. ; Initial tailwater elevation = 42.20 (ft) Total flows limited to inlet captured flows.
i1�F7 �^fi: Ai Cri�rn F' 1
319 VdA(.NU
WJLM1NdTQbN NL; 26401

�lGDDT IN I-E73 Al - Tf�sE w ITS` \A6' 0M13 " �� Nc Tr aN TYPE
Hydraflow Inlet Report off a �„ G c �tTe" 7uN716A( TYPES ARE ARr/1 r�L
R41Ns "r.FZ> Page 1
Line
No
Line ID
A
Inlet
time
I
C
Q =
CIA
Q
carry
Q
capt
Q
byp
Junc
type
Curb Inlet
Grate Inlet
Gutter
Flow
Byp
line
No
Ht
L
area
L
W
So
W
SW
Sx
depth
spread
--
-(ac)
(min)
(in/hr)
-
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(tuft)
(ft)
(ftlft)
(ft/ft)
(ft)
(ft)
1
1.A to 1.13
0.95
5.0
7.23
0.50
3.43
0.00
3.43
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.33
66.23
Offsite
2
1.B to 1,GG
0.85
5.0
7.23
0.50
3.07
0.00
3.07
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.31
61.50
Offsite
3
1.13 to 1.0
0.00
0.0
0.00
0.00
0.00
0.00
0.00
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.00
0.00
Offsite
4
1.0 to 1.D
0.00
0.0
0.00
0.00
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
0.000
0.00
0.000
0.000
0.00
0.00
3
5
1.D to 1.E
0.20
5.0
7.23
0.70
1.01
0.00
1.01
0.00
Comb
5.5
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.12
2.8 I
4
6
1.E to 1.N
0.25
5.0
7.23
0.70
1.26
0.02
1.28
0.00
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.13
3.10F"
Offsite
Comb
Camb
7
1.N to 1.0
0.10
5,0
7.23
0.70
0.51
0.00
0.49
0.02 1
6.0
3.00
3.09
2.98
1.98
0.005
2.00
0.042
0.021
0.15
5.14
6
8
1.0 to 1.P
0.10
5.0
7.23
0.70
0.51
0.00
0,49
0.02
6.0
3.00
0.00
2.98
1.98
0.005
2.00
0,042
0.021
0-15
5.14 !7--10ffsite
Comb
9
1.0 to 1.0
0.20
5.0
7.23
0.70
1.01
0.00
1.01
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.12
2.861c--
7
10
1.0 to 1.R
0.15
5.0
7.23
0.70
0.76
0.02
0.78
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2A0
0.042
0.021
0.10
2,3841
8
11
1.R to 1.S
0.10
5.0
7.23
0.70
0.51
0.00
0.48
0.02
Comb
6.0
3.00
3.09
2.98
1.98
0.010
2.00
0.042
0.021
0.14
4.67 I
10
12
1.R to 1.T
0.30
5.0
7.23
0.45
0.98
0.00
0.98
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.14
28.62
10
13
17 to 1.11
0.50
5.0
7.23
0.45
1.63
0.00
1.63
0.00
Grate
0,0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.20
40.24
8
14
1.R to 1.V
0.45
5.0
7,23
0.40
1.30
0.00
1.30
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.17
34,67
10
15
1.V to 1.W
0.85
5.0
7.23
0.40
2.46
0.00
2.46
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0,005
0.005
0.26
52.99
14
16
1.W to 1.X
0.35
5.0
7.23
0.45
1.14
0.00
1.14
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.16
31.72
18
17
1.E to 1,F
0.10
5.0
7.23
0.70
0.51
0.00
0.51
0.00 11
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.07
1.67Er'
22
18
1.17 to 1.G
0.10
5.0
7.23
0.70
0.51
0.00
0.51
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.07
1.67;117
19
1.G TO 1.1-1
0.20
5.0
7.23
0.70
1.01
0.00
1.01
0.00
5.5
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.12
2.861�8
Comb
20
1.H to 1.1
0.25
5.0
7.23
0.70
1.26
0.00
1.26
0.00
Comb
> 6.0
3.00
3.09
2.98
1.98
Sag
1.50
0.042
0.021
0.13
3.1
24
21
1.1 to 1.J
0.20
5.0
7.23
0.70
1.01
0.00
1.01
0.00
m
6.0
3.00
3.06
2.98
1.98
Sag
2.00
0.042
0.021
0.12
2.86 F1
20
22
1.J to 1.1-0.10
5.0
7.23
0.70
0.51
0.00
0.48
0.02
am
5.5
3.00
0.00
2.98
2.00
0.030
2.00
0.042
0.021
0.12
3.71
Offsite
Project File: Storm1.stm
1-0-F File: WILMINGTON.IDF
Total number of lines: 33
Run Date: 10-25-2000
NOTES: Inlet N-Values = 0.013 ; Design depth for grate(s) = 0.3 (ft); Intensity = 121.80 / (Inlet time + 23.50) " 0.84; Return period = 10 Yrs. ; " Indicates Known Q added
31QVVIAr N'; i -'i

Hydraflow Inlet Report
Line Line ID A Inlet I C Q= Q Q Q
No time CIA carry capt byp
(ac) (min) (Inlhr) (cfs) (cfs) (cfs) (cfs)
23
t.L to 1,M
0.10
5.0
7.23
0,70
0.51
0.00
0.48
0.02
24
1.J to 1.K
0.20
5.0
7.23
0.70
1.01
0.00
1.01
0.00 t
-*
25
1.F to 1.Y
0.15
5.0
7.23
0.70
0.76
0.00
0.76
0.00
26
1.Y to 12
0.15
5.0
7.23
0.70
0.76
0.00
0.76
0.00
27
1.Y to 1.AA
0.25
5.0
7.23
0.70
1.26
0.00
1.26
0.00
28
1.AA to 1.136
3.30
5.0
7.23
0.40
9.54
0.00
9.54
0.00
29
1.1 to 1.CC
1.00
5.0
7.23
0.50
3.61
0.00
3.61
0.00
30
1.CC to 1.DD
0.70
5.0
7.23
0.50
2.53
0.00
2.53
0.00
31
1.DD to 1.EE
0.80
5.0
7.23
0.50
2.89
0.00
2,89
0.00
32
1.EE to 1.FF
1.00
5.0
7.23
0.50
3.61
0.00
3.61
0.00
33
1.N to 1.HH
2.60
5.0
7.23
0.45
8.46
0.00
8.46
0.00
Project File: Storml.stm I-D-F Fite: WILMINGTON.IDF
NOTES: Inlet N-Values = 0.013 ; Design depth for grate(s) = 0.3 (ft); Intensity = 121.80 / (inlet time + 23.50) ^ 0,84; Return period = 10 Yrs.: *Indicates Known Q added �� r
Page 2
Junc
Curb Inlet
Grate Inlet
Gutter
Flow
type
Ht
L
area
L
W
So
W
SW
Sx
depth
spread
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
Com
5.5
6.0
3.00
3.00
0.00
3.09
2,98
2.98
1.98
1.98
0.030
Sag
2.00
2.00
0.042
0.042
0.021
0.021
0.12
0.12
3.71
2.86E
Com
Com
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0,042
0,021
0.10
2.38�
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.10
2.38
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0,13
3.10
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
1.16
I
231.58
Grate
0.0
0,00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.34
68.54
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0,005
0.005
0.27
54.03
Grate
0.0
0.00
1.65
2,00
2.00
Sag
1.50
0.005
0.005
0.30
59.06
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0,005
0.34
68.54
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0,005
0.005
0.91
181.94
Total
number
of lines:
33
Run Date:
10 25
I
2000
gyp
line
.No- -
-Offsite
-19
-28
-28
-Offsite
Offsite
30
Offsite
30
31
6

I Table 0.03b
Runoft Curve Nurnbers (CN)
Hydrologic Soil Group
A
i3
C
D
Land Us24Cover
Cultivated land
without conservation
72
81
BB
91
with conservation
62
71
76
81
Pasture land
condition
66
79
86
69
Poi
€air condition
49
69
79
84
good condition P ze _p �� ;
39
61
74
80
Meadow
good condition
-�
30 '
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries,
etc.
good condition:
grass cover on 75%
or more of the area
39
61
74
80
fair condition:
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
areas (85%impervious)
89
92
94
95
Industrial districts
(720/9 impervious)
81
88
91
93
i
Residential:' Development completed and vegetation
established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92
1/4 acre 38
61
75
83
87
1/3 acre 30
57
72
81
86
1 /2 acre 25
54
70
80
85
1 acre 20
51
68
79
84
' 2 acre 15
47
fib
77
81
Paved parking lots, roofs. POS i —D GV ;
driveways, etc.
98
98
98
98
Streets and roads (7Z Z, 447 9-98)-l- (4-84-, 763 t 39 }
paved with curbs and / Z o -05' Z to
storm sewers '
98
98
98
gravel '74, z
6
85
89
91
dirt72
82
87
89
�-5� ¢
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
93
95
97
Lot sizes of 1/2 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assunrong the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
{
8.03.10
pjL
wlt 1, �t� CN [�,C; [d40f1
Rev. 12N3

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
0,88
6
864
25,925
10
----
---
------
pre-dev 10-yr
2
SCS Runoff
59.34
6
756
435,849
10
----
------
------
post-dev 10-yr
3
SCS Runoff
89.09
6
756
655,170
100
---
------
------
post-dev 100-yr
4
Reservoir
53.99
6
768
406,124
10
2
43.18
107,938
10-YR ROUTE
5
Reservoir
78.48
6
768
625.444
100
3
43.78
132,705
100-YR ROUTE
Proj. file: 6723.gpw
OF file: WILM.IDF
Run date: 10-25-2000
HANOVER DESION SUMCE%P.A.
319 WAL N'UT q
L'U&.f,+ NG-FON NO 28401

Hydrograph Plot
English
Hyd; No. 1
pre-dev 10-yr
Hydrograph type
= SCS Runoff
Peak discharge =
0.88 cfs
Storm frequency
= 10 yrs
Time interval =
6 min
Drainage area
= 27.80 ac
Curve number =
30
Basin Slope
= 1.1 %
Hydraulic length =
800 ft
Tc method
= LAG
Time of conc. (Tc) =
98.6 min
Total precip.
= 7.23 in
Distribution =
Type 11
Storm duration
= 24 hrs
Shape factor =
484
Total Volume = 25,925 cuff
1 - SCS Runoff - 10 Yr - Qp = 0.88 cfs
1.0
0.s
0.6
f,
C�
0.4
0.2
0.0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 1
819WALNJT Kf�E"
IMMaTO-N fit; ' 11

Hydrograph Plot
Hyd. No. 2
post-dev 10-yr
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 27.80 ac
Basin Slope
= 0.6 %
Tc method
= LAG
Total precip.
= 7.23 in
Storm duration
= 24 hrs
English
Peak discharge = 59.34 cfs
Time interval =
6 min
Curve number =
74
Hydraulic length =
1500 ft
Time of conc. (Tc) =
67.9 min
Distribution =
Type II
Shape factor =
484
Total Volume = 435.849 cult
2-SCS Runoff -10Yr-Qp=59.34ds
60
50
40 -
C1
30 — —
20 — -
10
0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 2
N11I�41f r.- ,= ,rah �V Rij
W)U4146 dN No 2M

Hydrograph Plot
Hy& No. 3
past-dev 100-yr
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 27.80 ac
Basin, Slope
= 0.6 %
Tc method
= LAG
Total 'precip.
= 9.60 in
Storm duration
= 24 hrs
English
Peak discharge = 89.09 cfs
Time interval =
6 min
Curve number =
74
Hydraulic length =
1500 ft
Time of cone. (Tc) =
67.9 min
Distribution =
Type II
Shape factor =
484
Total Volume = 655,170 tuft
3 - SCS Runoff - 100 Yr - Qp = 89.09 cfs
100
80
60 -
C�
40 —
20 — —
0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 3

Reservoir Report
Reservoir No. 1 - PRIMARY POND
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft tuft tuft
0.00
40.00
27,787
0
0
1.00
41.00
31,587
29,687
29,687
2.00
42.00
35,452
33,520
63,207
2.10
42.10
35,842
3,565
66,771
3.00
43.00
39,382
33,851
100,622
4.00
44.00
43,376
41,379
142,001
5.00
45.00
47,435
45,406
187,407
6.00
46.00
53,064
50,250
237,656
Page 1
English
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 36.0
3.0
0.0
0.0
Crest Len ft
= 16.9
70.0
0.0
0.0
Span in
= 36.0
3.0
0.0
0.0
Crest El. ft
= 42.20
45.00
0.00
0.00
No. Barrels
= 2
1
0
0
Weir Coeff.
= 3.30
3.00
3.00
0.00
Invert El. ft
= 40.00
40.00
0.00
0.00
Eqn. Exp.
= 1.50
1.50
1.50
0.00
Length ft
= 130.0
5.0
0.0
0.0
Multi -Stage
= Yes
No
No
No
Slope %
= 0.30
1.00
0.00
0.00
N-Value
= .013
.010
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation =
41.00 ft
Note: All outflows have been analyzed under Wel and outlet control.
Stage 1 Storage 1 Discharge Table
Stage 'Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
.0
40.00
0.00
0.00 ---
--- 0.00 0.00 --- ---
0.00
1.00
29,687
41.00
0.00
0.00 ---
--- 0.00 0.00 --- ---
0.00
2.00
63,207
42.00
33.74
0.24 ---
--- 0.00 0.00 --- ---
0.24
2.10
' 66,771
42.10
35.90
0.25 ---
--- 0.00 0.00 --- ---
0.25
3.00
100,622
43.00
45.41
0.24 ---
--- 39.91 0.00 --- ---
40.14
4.00
142,001
44.00
85.73
0.00 ---
--- 134.68 0.00 --- ---
85.73
5.00
187,407
45.00
112.41
0.00 ---
--- 261.30 0.00 --- ---
112.41
6.00
; 237,656
46.00
133.88
0.00 ---
--- 413.12 210.00 --- ---
343.88
WILfANG T ON fly

Hydrograph Plot
Hyd! No. 4
10-YR ROUTE
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Max. Elevation = 43.18 ft
storage Indication method used.
l
English
Peak discharge = 53.99 cfs
Time interval = 6 min
Reservoir name = PRIMARY POND
Max. Storage = 107,938 tuft
Total Volume = 406,124 tuft
4 - Reservoir - 10 Yr - {gyp W 53.99 cfs
60 —�
50
40
u 30
C�
20 —
10 — -
0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 2 / Hyd. 4
1h+lt MvG! QN.. S`�t;

Hydrograph Plot
Hyd. No. 5
100-YR ROUTE
Hydrograph type = Reservoir
Storm frequency = 100 yrs.
Inflow hyd. No. = 3
Max. Elevation = 43.78 ft
Storage indication method used.
English
Peak discharge = 78.48 cfs
Time interval = 0 min
Reservoir name = PRIMARY POND
Max. Storage = 132,705 cuft
5 - Reservoir - 100 Yr - Qp = 78.48 cfs
100
8a
,u sa - —
V
Cy
40
20 —
0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 3 / Hyd. 5
319WALNUT ST3 p
WUCNGT0N0

EROSION CONTROL NARRATIVE
OWN
EROSION CONTROL CALCULATIONS
For
HAMPSTEAD CENTER
PREPARED FOR RECEIVED
SEP 15 2000
DWQ
William R. Howard PROJ #
8104 Bald Eagle Lane
Wilmington, NC 28411
pA CARO
E5Slp��"9
Q' I
Prepared SEAL.
02503 -
Howard Resnik, PEARp
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

EROSION AND SEDIMENT CONTROL PLAN
HAMPSTEAD CENTER
for
WILLIAM R. HOWARD
August, 2000
NARRATIVE
NOTE: To be reviewed in conjunction with "Erosion and Sediment Control Plan for
Hampstead Center", Hanover Design Services, P.A., Drawing No. 6723ecpHSR.
PROJECT DESCRIPTION -
The purpose of this project is construction of a commercial planned
development. The Erosion and Sediment Control Plan is to identify measures
to be implemented to control erosion during construction of the public and
private roads, utilities, and land grading associated with this development.
The site is located on Highway 17, south of Hampstead, across from
Deerfield Subdivision. The total project area is 29.03 acres in size, 14.8 of
which are proposed to be disturbed. The site is open with fairly gently sloping
topography towards the back of the site. It is bordered on the north-east and
north-west by undeveloped property, on the south-east by Highway 17, and
on the south-west by a plant nursery, as shown on drawing # 6723ecpHSR.
SOILS -
The soils in the project area are mostly Aipin fine sand (AnB);
excessively drained soils with a hydrologic classification of "A." The primary
means of stormwater transport in all areas around the site, all proposed site
improvements, and impervious areas will be directed to the proposed
pond/basin with storm sewers and grassed swales. t
(Soils Map attached)
HANOVEFi DESIGN SERW-ES, RA.
319 WALhW �4 REFT
1'YILfV=N NO kZ401

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1 . TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrance of the project from Highway 17.
Drainage is away from the road and sedimentation will be controlled with
downstream practices. During wet weather it may be necessary to wash truck
tires at this location.
2.1 LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the plans. Cut and fill
slopes shall be 3:1 or flatter except where specifically indicated.
3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Plan, and around
any temporary stockpile areas as necessary to prevent any graded interior
areas from eroding onto adjacent areas.
4.' GRASS -LINED CHANNELS
Practice 6.30
All overflow ditches and swales to be graded to design configuration,
seeded, and stabilized if necessary with temporary straw -net liners to collect
and convey site water to the Sediment Basin as shown on plan. After final
project stabilization, ditches to be re -graded and cleaned of siltation as needed
to establish designed contours for stormwater conveyance.
5. OUTLET STABILIZATION
Practice 6.41
Rip -rap aprons will be located at the downstream end of all discharge
pipes to prevent scour.
H:1!«3if:-Ci
319 WALNUT GMEET
UIIIit UN(3MN NO 2M01

6: CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been installed, parking
areas are to be stabilized by placing sub -base course of approved stone, to
reduce erosion and dust during the remainder of building construction.
7. INLET PROTECTION
Practice 6.52
Storm sewer inlet barriers of block and gravel inlet protection are to be
constructed to help prevent sediment from entering the storm sewer system.
After permanent stabilization of the entire contributing watershed area, the
storm sewer system is to be flushed to remove accumulated sediment and
ensure design flows.
8. SEDIMENT BASIN
Practice 6.61
The Sediment Basin is to be constructed first (see Construction
Schedule) and is the primary Practice to prevent sediment from leaving the site.
Detailed design and spillway configurations are specified in the Stormwater
Management Calculations and sheet 2 of the Erosion and Sediment Control and
Water Quality Plan.
HANOVER I?EsirN
319WA, 4UT �n-.-T
iNILNIINOTON NO kZ401

CONSTRUCTION SCHEDULE -
Indicated on Plan
1 . Obtain approval of Plan and any necessary permits, and hold a pre -construction
conference prior to commencing any work.
2.' Flag work limits and stake -out roadway, Sediment Basin, and Swales for
preliminary grading.
3.: Install gravel Construction Entrance.
4., Install Sediment Basin as shown on Plans prior to rough grading site
5.. Construct Swales and any other sediment control practices shown, prior to
rough grading site, stockpiling topsoil as necessary.
6. , Install utilities in roadway, establish final grades and stabilize roadway areas
with stone base course.
7. Final grade building sites, install public and non -municipal utilities as needed,
and vegetatively stabilize areas where building construction is not imminent.
& All erosion and sediment control Practices are to be inspected weekly and after
any rainfall, and repaired as necessary.
9. Upon completion of building construction, the roadway areas are to be paved
and all areas permanently vegetatively stabilized. After site stabilization,
temporary measures are to be removed and the Sediment Basin cleaned to its
original design contours, if necessary, and riser structures orifices opened, so
as to function as a storm water management 1 water quality retention pond.
HAfQ011M )ESKM SERV'C�, ,
lMLLM" NO e3401

MAINTENANCE FLAN -
Indicated on Plan
1 : All measures to be inspected weekly and after any rainfall event and needed
repairs made immediately.
2. Sediment Basin to be cleaned out when the level of sediment reaches 3.4'
below orifice opening. Riser structure to be cleaned if excess water above
design surface no longer drains properly.
3. Sediment to be removed from swales when they are approximately 50% filled
or sediment level is within 1' of top of swale bank.
4. Sediment to be removed from behind the Silt Fence when it becomes 0.5'
deep. Fencing to be repaired as needed to maintain a barrier.
5. All seeded areas shall be fertilized, mulched, and re -seeded as necessary,
according to specifications provided, to maintain a suitable vegetative cover.
6. Construction entrance to be maintained in such a manner as to prevent mud
or sediment from leaving the construction site. Periodic topdressing with 2-
inch stone may be required. Inspect after each rainfall and immediately remove
all objectionable materials spilled, washed, or tracked onto public roadways.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and Design Manual",
Section 6.1 1, latest version.
HAHOVM [?ESIGM SEE14 CE.S, P. �
VVILMNOTaq No i dawi

U.S. DEPART MrINT OF AGRICULTURE
SOIL CONSERVATION SERVICE
HANOVEQ PESW,-'��

Abbreviation

Soil SUCvc pndef
TABLE 16.--SOIL AND WATER FEATURES
["Flooding" and "water table" and terms such as "rare," "brief," "apparent," and "perched" are erplained the text. The symbol ) means more than. Absence of an entry indicates that the feature iin
s not a
concern or that data were not estimated]
I , Floodin
Map symbol and ;Hydrologic;
sail name : group Frequency Duration
'
Months
, flig h water table , Risk of corrosio
, I 1 n
Depth Kind Months Uncoated :Concrete
I 1 steel
Ft
I
I
AnB---------------�
A
!None -------- --- �
---
I I '
� >b.0 ; --- � --_ ;Low ------;Hi h_
g
Alpin
'
AtA-------- ------- ;
C
;Rare--------' --- '
I ,
---
I ,
" ' ,
,1.5-2.5I,Apparent,Dec-Mar,Moderatc ,Moderate.
Altavista
AuB---------------;
A
'
;None--------; --- ;
---
1 I I
;4.0-6.O;Apparent;Jan-AprI;Low ------ ;High.
Autryville i
i
AyA, AyB2---------;
B
1
;None--------; --- ;
---
1 I I I
14.0-6.0;Perched ;Jan-Apr;Moderate ;High.
Aycock
• ,
+ I i
! I I 1 ,
Ball---------------;
A
;None--------; ---
---
:4.0-5.O:Apparent:Dec-Apr:Low ------ ;Moderate.
Baymeade
Bo ---------- ------�
D
:Frequent ----- :Very brief:
Jan -Dec
+3-0 1Apparent 1Jan-Dec:ifigh ----- (High.
Bohicket
1
+
Ca----------------;
D
I I
:Frequent ---- ;Very brief;
Jan -Dec
I
;+3-1.0;Apparent;Jan-Dec;High ----- ;High_
Carteret
Ch:
I I
I I
Chewacla---------;
r
C
:Frequent ---- ;Brief-----;
Nov -Apr
;0.5-1.5;Apparent;Nov-Apr;High-----;Moderate.
Chastain----.-----;
D
I 1 r
:Frequent ---- !Very long ;
Dec -Apr
r I t 1
; 0-1.0:Apparent;Nov-May;fiigh-----;High.
I
Ct----------------;
D
I I
:Rare --------
+
1
0-1.0;Apparent;Dec-May;High-----;High.
Croatan
Do----^--- --------;
Dorovan
D
I
,Frequent long ,
Jan -Dec
I 1
+1-0.5 A arent Jan -Dec Hi h---- '
i i PP i i 9 -IHi h.
g
EmA--------------- ------;
C
;None---------; --- ;
---
:2.0-3.0:Apparent:Dec-Apr:Pfoderate :High.
Exum
EuA:
I
Exum-------------
C
;None--------: --- :
---
:2.0-3.0:Apparent;Dec-Apr;Moderate ;High.
t
! I 1
Urban land.
1 I I 1 I
FO----------------r
1
C
' ' "
,None--------, --- ,
---
;2.0-3.5,Apparent;Dec-Apr; Moderate ;High.
Foreston ;
I
GoA---------------;
B
,
;None--------; --- ;
---
;2.0-3.0,Apparent;Dec-Apr;Moderate ;High.
Goldsboro
1
Gr----------------- i
1
D
I + I
;None ' ,
, --- '
___
1 I 1 I I
I I I
I 1 1 , ,
0-1.O,Apparent,Dec-May,High-----High.
Grantham
'1
G'- ----------------- ;
D
I
;None--------; --- ;
---
10.5-1.0;Apparent;Dec-May;fiigh-----;Low.
Grifton
I
,
InA:
Invershiel-------:
C
'None --------� --- ;
---
,1.0-2.5;Perched ;Dec-Mar:High-----;Moderate,
Pender-------=---:
C
:None----- --: --- :
---
:1.5-2.5:Apparent:Dec-Mar:Moderate ;Moderate,
• "
' ' 1
1 I I r �
Sol
O___
3ohr.
Kal,
KeB-
Ker
KuB
Ku
Ln1
Is
LS

EROSION CONTROL FOR GRASSED SWALE:
EMERGENCY OVERFLOW SWALE FOR PUBLIC ROADS:
A = 2.7 acres
I = 7.2 "/hr
C = '0.7
n =
0.03
s =
0.003
M =
5 (3:1)
B=
10
y=
?
Q = CIA
_ (0,7)(7,2)(2,7)
= 13.6 cis
REARRANGING MANNING'S GIVES YOU:
Zreq = Qn / (1.49s"1/2) '5.00
ARA2/3 = Qn / (1.49s^1/2)
or
Zav = Zreq
A = By + My"2 P = B + 2y (1 + MA2)^1/2
R = A / P Zav = ARA2/3
B=
10
y =
1.00
A =
15.02
P =
20.2
R =
0.74
Zav =
5.00
y = 1.0 feet
V= Q/A= Q/(by +My^2)= 0.91 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
i'fANOM DS, rw SERV, rE3,
'419 WAi NUT SMEF
MWINGTON NO -,,640?

VELOCITY CONTROL FOR PIPE OUTFALLS:
PIPE OUTLET 1.A INTO POND
Qpeak = 58.5 cfs from 48" pipe (see sheet 1 ECP)
Q=VA V= Q/A
= (58.5)/(12.6)
4.7 ft/sec
From chart 8.06b, Q = 58.5 cfs
d= 48"
d50 = 0.20 ft or 2.4 ", use
3 "
La = 19 ft
3d = 12.0 ft
W=d+0.4La= 8ft dmax=1.5xd50=
4.5"
apron thickness = 1.5 x dmax =
6.75 "
apron dimensions: min. stone size =
3 inches
min, apron thickness =
12 inches
apron length =
19 ft
width of apron at pipe outlet =
12.0 ft
width of apron at end of apron =
12 ft
PIPE OUTLET 2.A (POND OUTLET)
Qpeak = 38.3 cfs from 36" pipe (see sheet 1 ECP)
Q=VA V= Q/A
(1.73)/(1.8)
= 5.4 ft/sec
From chart 8.06b, Q = 38.3 cfs
d= 36"
d50 = 0.20 ft or 2.4 ", use
3 "
La = 11 ft
3d = 9.0 ft
W=d+0.4La= 7ft dmax=1.5xd50=
4.5"
apron thickness = 1.5 x dmax F
6.75 "
apron dimensions: min. stone size =
3 inches
min. apron thickness =
12 inches
apron length =
11 ft
width of apron at pipe outlet =
9.0 ft
width of apron at end of apron =
9 ft
1 {t1�FYER
319 C[lRLN i;
MLWIK)TON NC.; ?,ud0'

`.�
'
;
�
i
'F�iRi�l
l
��
���
�
'
'
f
f
Ifil
�
n
#
PHIMUM
AAMM PM
nr
r
rn�ui
i�
��
��iie
�
�
�
�
�
M
AINE@
ON
Curves'may not be extrapolated.
Figure 6.06b Design of outlet protection from around pipe flowing full, maximum tailwaler condition (Tw ? 0.5 diameter).
C119 WALNt'�7'
8.06.4
Rev. 12J93

PIN
Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical Sol[
Grass Lining
Permissible Velocity
Channel Slope Characteristics
for Established Grass
Application
Lining (ftlsec)
0-5% Easily Erodible
Bermudagrass
5.0
Non -plastic
Tall iescue
4.5
(Sands & Silts)
Bahiagrass
4.5
Kentucky bluegrass
4.5
Grass -legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tall fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass -legume mixture
4.5
5-10% Easily Erodible
Bermudagrass
4.5
Non -plastic
Tall fescue
4.0
(Sands & Silts)
Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
Tall fescue
5.0
(Clay Mixes)
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grass -legume mixture
3.5
>10% Easily Erodible
Bermudagrass
3.5
Non -plastic
Tall fescue
2.5
(Sands & Silts)
Bahiagrass
2-5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tall fescue
3.5
(Clay Mixes)
Bahiagrass
3.5
Kentucky bluegrass
3.5
Source: USDA-SCS Modified
NOTE: 'Permissible Velocity based on 1 o-yr storm peak runoff
2Soil erodibility based on resistance to soil movement from concentrated flowing
water.
3Before grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross -Section throughout the length of a channel, subdivide [he channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are "W-shaped, par-
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
H11NOVER DESICkI SEMIte-'
319 WALNUT STEEr J
VALHIINGTON INC 26401
8.05.4

SeP-12-00 09:11A Envirochem
•a
910 392 4424 P.02
hexnS4 s 14M"
�':'i.'t^{-�;�.:r��'v
',V3,r f f�CONSULTING
Customer:
HANOVER DESIGN SERVICES
319 Walnut Street
Wilmington, NC 28401
Attn: Howard Resnik
Date Sampled:
Sampled By:
WATFR-
09/05/00
Client
Environmental Chemists, Inc.
6W2 Windmill Way • Wilmington. Nonh Carolina 2005
[phone] (Lab ) • (910}3g2-"24 (Fa),i
EchrmW @@'Isom
NCDENR: DWQ CERTIFICATE #94, DLS CERTUACATE #37729
REPORT OF ANALYSIS
Date of Report:
Purchase Order #:
September 12, 2000
Report Number: 0-3066
Report To- Howard Resnik
Sample ID
Lab ID
Chlorides
(T mglL
SR1618 Hughes Road
# 7397
12
Reviewed �nd approved for release to the client.
RECE-JIVE'D'
SEP 15 2000
DWQ
PROD #

�"r
J i � � � � _.
• 1

4 -ES 10 STAI
OF THE INTERIOR 'OGICAL SURVEY
lx'OCK,' POI"f 02 4L 4 2'3 TOPSAIL 0 A41
5 0'
-jq
3.9
Ail,
v M.
lkll
V
3X
� PA
A..
Ml
"Xis 13
MRAR&