SW7080803_HISTORICAL FILE_20080805

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POST-CONSTRUCTION
PERMIT
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Vanceboro B®jangles' &
Trade[Wilco
Stormwater Management
Intersection of NC 43 & SR 1654
Owner/Developer:
REDCO Properties, LLC
335 N. Queen St.
Kinston, NC 28502
Phone: [phone]
FQSS/ri' :9
a{ AL
026970 3
STOCKS ENGINEERING, P.A.
Donald L. Curry, Jr., PE Phone: 919,821.2440
3344 Hillsborough St., Suite 250 Fax: [phone]
Raleigh, NC 27607 Email: [e-mail]

July 30, 2008
Mr. Don L. Curry, Jr., P.E.
Stocks Engineering, P.A.
3344 Hillsborough Street (�� ,, ���
Suite 250 11 kl� 0
Raleigh, NC 27607
i it u '5 Z008
RE: Contract between Redco Properties, LLC and ®�� �QU�
Joseph E. Thomas V FY RO
Dear Mr. Curry:
The purpose of this letter is to grant permission to Redco Properties, LLC to apply for and secure
all necessary regulatory and construction permits for the purpose of constructing a proposed
Bojangles restaurant and Trade/Wilco convenience store as shown on drawings signed and
sealed by Don L. Curry, Jr., P.E. at Stocks Engineering, P.A. The construction shall be in
conformity with all applicable zoning regulations and restrictive covenants referenced in the
contract and to be included in the deed for the property upon closing. This is not an approval of
the plans and specifications for the construction.
This letter further grants permission for Redco Properties, LLC to encroach upon adjacent
property belonging to the undersigned and lying outside the boundary of the property to be sold,
to install items related to the construction of the drainage, utilities, driveways and stormwater
management ponds and ditches and related grading and drainage activities. This letter does not
permit any storage of equipment or staging on property belonging to the undersigned but only
permits encroachment onto the property owned by the undersigned necessary to construct within
the easements referenced in the contract over the property belonging to the undersigned of the
drainage, utility, stormwater and driveway facilities referenced in the contract. Redco Properties,
LLC and its successors and assigns shall replace and repair any damage to the property of the
undersigned caused by such activities.
No construction shall be permitted pursuant to the terms of this letter on the property to be sold
or the remaining property belonging to the undersigned unless and until closing occurs. The
intent of this letter is to allow Redco Properties, LLC and its successors and assigns to have its
construction permits in place in order to begin construction immediately upon closing. If closing
does not occur, the permission granted in this letter may be revoked by the undersigned.

CRAVEN COUNTY, NORTH CAROLINA
I certify that the following person(s) personally appeared before me this day, each
acknowledging to me that he or she signed the foregoing document: Joseph E. Thomas.
Date '}./31/.00R , �eax�2�cQcfl.
Signature of Notary Public
(Official Seal) n1'av\rj
My commission expires: j�,9oo 9

LETTER OF TRANSMITTAL
Paul D. Smith, PE
3344 Hillsborough St., Suite 250
Raleigh, NC 27607
919.821.2440 (0)
919.821.2210 (C)
To:
Lyn Hardison
Environmental Engineer
NCDENR
943 Washington Square Mall
Washington, NC 27889
Phone:
1 252-948-3842
1 Overnight N.O. x
y
We are sending you the following:
e EC Plans R Prints/Plans
*5 Contracts k Permit Applications
These are transmitted as checked below.
X For Approval K As Discussed
�c For Review and Comment
J. Michael Stocks, PE
P.O. Box 1108
Nashville, NC 27856
252.459.8196 (0)
252.903.6891(C)
Job No.
2008-024
Job Name:
Bojangles' & Trade/Wilco Vanceboro
Vanceboro, NC
Date:
7/31/08
Sent By.
Don Curry, PE
es Construction Plat a Site Plan Drawings
Site Work Calculations n
X For Your File es As Requested
.e For Your Signature, then return to:
e Computer Disk
.e; For Your Use
Copies
Date
Description
2
Express Review - Stormwater
2
Express Review — Erosion Control
Remarks Enclosed are conies of Stormwater and Erosion Control packages for the Express Review for
Bojangles' & Trade/Wilco in Vanceboro. NC.
Please contact me with any questions.
Thanks. Don
Copies To: file

0
Michael F. Easley, Governor
i
William G. Ross Jr., Secretary
rNorth
Carolina Department of Environment and Natural Resources
i
�
Coleen N. Sullins, Director
Division of Water Quality
August 13, 2008
REDCO Pr perties, LLC
Attn.: C,0 McRae
N. en Street
ston, NC 28502
Subject::
Dear Mr. McRae
Stormwater Review SW7080803
Vanceboro Bojangles & TradeANilco
Craven County
This office received a Coastal Stormwater permit application and plans for the subject project on
August 5, 2008. A preliminary review of your project indicates that before a State Stormwater permit
can be issued the following additional information is needed:
1. Add the weir elevation between the main pond and the forebay on the pond profile view
(sheet C-04).
2. Add the dimensions for the wet pond at the permanent pool elevation.
3. It appears that the Provided Volume (Volume between the Permanent Pool and the
Temporary Pool -in Pond Report sheet of the calculations) at the elevation of 21.28' is in the
range of 4,000 cf, while the Required Volume is 10,062 cf. Please revise the Temporary
Pool elevation to provide at least the Required Volume.
4. Revise all the necessary plan sheets and the calculations to reflect above changes.
5. Provide 2 sets of signed and sealed plan sheets and calculations.
The above requested information must be received in this office prior to August 20, 2008 or
your application will be returned as incomplete. The return of this project will necessitate resubmittal of
all required items including the application fee. If you need additional time to submit the required
information, please mail or fax your request for time extension to me at the Letterhead address and
include the application number on the request. The request must include justification for the amount of
additional time needed. The request will only be granted for justifiable delays that are unforeseen and
beyond the owner or consultant's control.
You should also be aware that the Stormwater Rules require that the permit be issued prior to
any development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $25,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at [phone].
Sincerely,
r ,
Samir Dumpor, PE
Environmental Engineer
Washington Regional Office
North Carolina Division of Water Quality Internet: www.ncwateraualitv.ore
943 Washington Square Mall Phone [phone]
Washington, NC 27889 Fax [phone]
One
NorthCarolina
Naturally
An Equal OpportunitylAffiunadve Action Employer— 50% Recycled110% Post Consumer Paper

cc: vWashington Regional Office
Donald Curry, PE, Stocks Engineering, PA (3344 Hillsborough St., Suite 250, Raleigh, NC
27607)

LETTER OF TRANSMITTAL
Paul D. Smith, PE
e 3344 Hillsborough St., Suite 250
Raleigh, NC 27607
919.821.2440 (0)
919.821.2210 (C)
L`I
11
To:
Samir Dumpor
Environmental Engineer
NCDENR
943 Washington Square Mall
Washington, NC 27889
Phone:
252-948-3842
Overnight No x
vos
We are sending you the following:
es EC Plans X Prints/Plans
es Contracts X Permit Applications
These are transmitted as checked below.,
X For Approval es As Discussed
es For Review and Comment
J. Michael Stocks, PE
P.O. Box 1108
Nashville, NC 27856
252.459.8196 (0)
252.903.6891 (C)
Job No.
2008-024
Job Name:
Bojangles' & Trade/Wilco Vanceboro
Vanceboro, NC
Date:
08/14/08
Sent By:
Don Curry, PE
a Construction Plat a Site Plan Drawings
es Site Work Calculations $
X For Your File a As Requested
For Your Signature, then return to:
es Computer Disk
e For Your Use
Copies
Date
Description
2
pp�1S(( 'b��yt��� �(�
RECEU 1� U
Revised Sheet C-04
2
Revised Calculations
DW% _ /ADPI
1
Letter addressing comments
Remarks Enclosed is revised plan sheet C-04 and revised calculations per your letter dated August 13,
2008.
Please contact me with any questions.
Thanks. Don
Copies To: file

Stocks Engineering., P.A.A.
Destgwun,g the Future, Today.
August 14, 2008
Mr. Samir Dumpor
Environmental Engineer
Washington Regional Office
NCDENR
943 Washington Square Mall
Washington, NC 27889
Re: Proposed Vanceboro 13ojangles' and Trade/Wilco Hess
Site Plan Express Submittal for Erosion Control and Stormwater
Response to Comments Dated Thursday, August 13, 2008
Dear Mr. Dumper:
This letter summarizes comments form your letter dated Thursday, August 13, 2008, and their
corresponding responses:
oI. Add the weir elevation between the main pond and the forebay on the pond profile view (sheet C-
04).
The weir elevation has been added as requested.
2. Add the dimensions ter the wet pond at the permanent pool elevation.
Permanent pool dimensions have been added.
3. It appears that the Provided Volume (Volume between the Permanent Pool and the Temporary
Pool -in Pond Report sheet of the calculations) at the elevation of 21.28' is in the range of 4,000
cf, while the Required Volume is 10,062 cf. Please revise the Temporary Pool elevation to
provide at least the Required Volume.
The temporary pool elevation has been raised to elevation 21.68, which provides the
required 10,062 cf.
4. Revise all the necessary plan sheets and the calculations to reflect above changes
Plan sheets and calculations have been revised to reflect the changes noted above.
J. Michael Stoles, PE
® 802-8 East Washington Street
PO Box 1108
Nashville, NC 27856
252.459.8196 (voice)
252.459.8197 (fax)
252.903.6891 (mobile)
[e-mail]
Paul D. Smith, PE
3344 Hillsborough Street
Suite 250
Raleigh, NC 27607
919.821.2440 (voice)
919.821.2210 (fax)
919.880.5886 (mobile)
[e-mail]

. 5. Provide 2 sets of signed and sealed plan sheets and calculations.
Two sets of revised plans and calculations are included herein.
Feel free to contact me with any additional questions or comments.
Sincerely,
Donald L. Curry, Jr., P.B.
Att: Plans (2 copies)
Calculations and revised applications (2 copies)
I: 1

For DENR Use ONLY
©�/� North Carolina Department of Environment and R"ew
1"A Natural Resources Lme
NCDENR Request for Express Permit Review
l dN all the Information below and CHECK the PemniqA you anerequesting for express review. FAX or Em
rdinator along with a completed DETAILED negative, site plan (PDF file) and vicinity map (same items exneeted fn I
of the project location. Include this form In the application package. .
• Asheville Region -Alison Davidson 828-2964698;allson.devidson®nemall.net
• Fayetteville or Raleigh Region -David Lee 919-7914203, devid.lee®ncmail.net
• Mooresville& -Patrick Grogan 704-663J772 or patrickgroaanOrcmail.net
• Washington Region -Lyn Hardison 252-946.9215 orlvn.hardison®nemafLnet
• Wilmington Region -Janet Russell 910350-2004 or lanetrussell®ncmall.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: VANCEBORO BOJANGLESIHESS County: CRAVEN
Applicant: BRAD MERCER Company: REDCO PROPERTIES
Address: 335 N. QUEEN ST. City: KINSTON, State: NC Zip: 28502
Phone: [phone] Fax: [phone] Email: [e-mail]
Project is Drains into NON -SA waters Project Located in NEUSE River Basin
Engineer/Consultant: Donald L. Cum, Jr. Company: Stocks EngineerinD
Address: 3344 HILLSBOROUGH ST., SUITE 250 City: RALEIGH, State: NC Zip: 27607
Phone: 9IH21-2440 Fax: [phone] Email: dcurrvMstocksengineedn0.com
❑ Scoping Meeting ONLY ❑ DWO, ❑ DCM, ❑ DLR, ❑ OTHER
Deleted: I —
Deleted: 9
EXPRESS
AUG 052008
NC DENR
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _N Curb Outlet Swales ❑ Off -site [SW _(Provide permit #)]
® High Density -Detention Pond 1# Treatment Systems ❑ High Density -Infiltration _#-Treatment Systems
❑ High Density -Bio-Retention _# Treatment Systems ❑ High Density -Constructive Wetlands _# Treatment Systems
❑ High Density -Other # Treatment Systems ❑ MODIFICATION SW (Provide permit #)
Management ❑ Excavation & RII ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
Z Land Quality ® Erosion and Sedimentation Control Plan vdtK I acres to be disturbed.(CK # IIC(ddt-or DENR use))
WETLANDS QUESTIONS MUST BE ADOgESSEO BELOW ,D3g1 0
❑ Wetlands (401) Check all that aooly Isolated wetland on Property ❑ Yes ® No
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Minor Variance: ® No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ® No Major General Variance ® No ❑ YES
404 Application in Process w/ US ACOE: ❑ Yes ® No 401 Application required: ❑Yes ® No If YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ® No Perennial, Blue line stream, etc on site ❑ yes ® No
For DENR use only
Fee Split for multiple cermits: (Check # 7�6 11 Total Fee Amount 4 G-O0o
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance Ma Min
$
SW ❑ HD ❑ LD ❑ Gen
$ ygdf.v9
401:
$
LGS
S ltXlo.`� 1I
Stream Deter,—
$

0
Vanceboro Bojangles' &
Trade/Wilco
Stormwater Management
Intersection of NC 43 & SR 1654
052008
STOCKS ENGINEERING, P.A. I-u.aw
® Donald L. Curry, Jr., PE Phone: [phone]
3344 Hillsborough St., Suite 250 Fax: [phone]
Raleigh, NC 27607 Email: [e-mail]

0
A

C
Vanceboro Boiangles'
Permit Application
Table of Contents
. Trade[Wilco -
Tab I Permit Applications & Required Forms
Tab II Wet Detention Basin Supplement & Calculations
Tab III Soils Report
Tab IV Drainage & Erosion Control Calculations
Tab V Soils & Topographic Maps

Date Invoice Number Comment REDCO PROPERTIES, LLC Amount Discount Amount Net Amount
07/18/08 071808EXP Vanceboro 4,000.00 0.00 4,000.00
Check: 003861 07/18/08 NC DEPT. OF ENVIRONMENT & NCDENR
Check Total:
4,000.00
-
Bank of America
k: •••
. REDCO PROPERTIES, LLC
KINST01N NC 28501 ''''
003861'
!+
-"POST OFFICE60X9704- -
`
'r KINSTON NC28502,.,
-
•«i.
(252)5220191
'FOUR THOUSAND AND. XX / 100` •
"
. -
CHECK DATE<
y; CHECK'AMOUNT
�-.
07/18/08'
4000 00
PAY To NC DEPT? OF ENVIRONMENT &
THE NATURALRESOURCES"
ORDER 1632:.MAIL SERVICE ROAD:
OF RALEIGHONG"!27699 1632
u'00386"1'II' 1 053000,19.EI
-+000E57,s 7640�s"
GNATURE
SIGNATURE
E

e Vanceboro Bojangles' and Trade/Wilco
Vanceboro, NC
Site Location Narrative
and Express Permitting Questionnaire Response
Pro*ect Narrative
This project lies at the intersection of NC 43 and SR 1654, Bailey Lane, in the town of
Vanceboro, Craven County, NC. The 3.53 acre site is located north of downtown
Vanceboro adjacent to an existing Food Lion grocery store which is accessed by NC 43.
The site is currently undeveloped with grass vegetation that is regularly mowed and well
maintained. The site drains to the south into an existing drainage ditch that carries runoff
to the east and south, around the existing Food Lion store and associated stormwater
pond.
The proposed development consists of a Bojangles' restaurant and TradeAVilco Hess gas
station. Eighty percent of the site is proposed impervious with the remaining grassed and
or landscaped areas. The proposed runoff will be collected in an enclosed drainage
system consisting of several catch basins that convey drainage to the east of the property,
into a proposed stormwater pond adjacent to the existing Food Lion pond. An existing
® ditch which carries off -site drainage will be re-routed around both the Food Lion and
proposed new ponds. The site does not drain to SA waters, requiring the capture and
treatment of the first 1" of runoff in the pond.
1. General Information
a. Name of Project
Vanceboro Bojangles & Trade/Wilco
Stocks Engineering Project #2008-018
b. Street Address, City, County
This site is located in Vanceboro, Craven County, at the intersection of NC 43
and SR 1654 Bailey Lane.
c. Acres in Tract
3.53 ac
d. Acres Being Disturbed
0
5.1 ac

e. Acres in Wetlands
1. Wetlands Must Be Delineated & Sign -Off Obtained From The Corps
2. Proposed Wetland Impacts Require Permits From Corps & DWQ
There are no wetlands on the site.
f. Ownership Information From NC Secretary of State Web Site
Current Owner:
Joseph and Linda Thomas
PO Box 14165
New Bern, NC 28561
Deed Book 2370, Page 1036
Parcel ID #1-045-031
Future Owners:
Bojangles: Redco Properties, LLC
335 N. Queen St.
Kinston, NC 28502
252-522-0191
Mr. Cam McRae
g. Description of Development Proposal
® 1. Previous or Existing Permits
None.
2. Tax parcel ID Number
ParcellD #1-045-031
h. Pre-1988 Built Upon Area, If Applicable
The site has no history of development. It has always been a vacant site.
i. Discuss Phasing of the Project & Stormwater Facilities When Applicable
The proposed Stormwater facilities will be constructed in a single phase.
j. Discuss Proposed Waste Water Treatment & Water Supply
Proposed sanitary and water connections will be made via the Town of
Vanceboro's existing infrastructure.
❑I

k. Identify Historic Sites & Projects Being Funded With Public Monies
There are no historic sites on this property. Public money is not being used for
this development.
1. Disclose Any/All Non -Compliance Issues with DENR Agencies
Not applicable for this site.
2. Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All water
Bodies On or Adjacent To The Project or Closest to The Project Area
The site drains to a tributary to Mauls Swamp and into Swift Creek which then
drains into the Neuse River. Mauls Swamp has a surface water classification of
C: Sw; NSW. 'Z-7- 017- 5-7
b. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase II, Address
Vested Rights When Applicable; Identify Pockets of High Density
The site is designated High Density Commercial. NPDES Phase II and Vested
Rights are not applicable for this location.
4 c. Proposed Total % Impervious Surface
2.85 acres or 80% Impervious
d. Number of Proposed Treatment Measures, Type(s) of Collection System
There is a single proposed wet pond treatment measure for the entire property.
The site drainage will be collected in an enclosed drainage system and drained
into the pond.
e. Will All Built Upon Area Be Collected
Yes.
I. Identify Whether or Not the Project Has Buffer Requirements & Whether or
Not Development Is Proposed Within A Buffer
There are no buffer requirements and the proposed development is not within a
buffer.
C

e g. Discuss Coastal Management Areas of Environmental Concern When
Applicable
There are no AEC's on this project. .
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP
There is no off -site runoff entering the site or the BMP.
Discuss Whether Road Construction Across Other property Is Necessary To
Access This Project
Road construction across other property is not required to access this project.
j. If An On -Site Evaluation Of The Soils Has Been Done, Discuss Infiltration
Rates, Seasonal High Water Table, etc., and Include Date Of Site Evaluation
(This Is Required For Infiltration Projects).
An on -site soils evaluation has been completed by Applied Resource
Management, P.C., of Hampstead, NC and was sealed by Walter Giese, LSS. This
evaluation is included in the permit documentation.
El J

STORMWATER SUBMITTAL REQUIREMENTS
WET DETENTION POND
Objective
A. ✓ Collect all runoff from all BUA (proposed and/or existing and/or offsite) as the case may be,
by any means including piping or swales, and direct it to the pond.
B. V Check the proposed pond design to make sure it meets or exceeds the minimum design '
criteria for surface area, volume and drawdown.
H. What makes up a complete wet detention pond application package?
A. Two sets of sealed, signed & dated layout & grading plans with appropriate details.
Additional sets of plans may be requested for projects in certain counties)
B. Completed application with supplement(s), SWU-101, SW401-Wet Pond, and inspection and
maintenance agreements.
C.N beed restriction document, if applicable (for subdivisions & projects with out parcels)
D. /Sealed, signed & dated calculations. 1,
E. V Estimated seasonal high water table elevation at all pond locations.
F.A// fiChlorides test results must be provided if the project is within''/2 mile of SR waters (Phase 11).
// This is only required to test out of SR water treatment requirements)
III. BIMS entry (for DWQ use only)
Enter & track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area info. Best done after the add info letter is written and before sending
permit up for signature.
IV. Shell documents (for DWQ use only) ;
Permit shells: s:\wqs\stormwater\shells\highcompond
s:\wqs\stormwater\shel Is\hig hsub pond
s:\wqs\stormwater\shel Is\H Dhyb rid
Spreadsheet: s:\wqs\stormwater\excel spreadsheets\pond
VI. Review Procedure
A. APPL ATION
1. An original signature is required. Photocopied signatures cannot be accepted. ;
2.completed wet detention pond supplement and a signed, dated and notarized wet
d detention pond Inspection and Maintenance Agreement with an original signature.
!� 3.V The numbers on the supplement match up to the numbers used in the calculations and
.� hown on the plan details.
V
4. Built -upon areas are reported in square feet in Section 111.6.
5.✓Receiving stream name and classification. This is important because in the non -Phase
II counties, a wet pond cannot be used on a project that is within '/z mile of and draining
/to SA waters. For Phase 11, a wet pond is allowed within '/2 mile of SA waters.
6.Y Section 111.6 is filled in -cannot be left blank. One column must be filled in for each
/proposed wet pond. '
7.V If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the -partnership, a member in a
member -managed LLC, or the manager of a manager -managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs, then a letter of authorization is needed from the
4wresident, vice president, general partner, member or manager.
or subdivided projects, a signed and notarized deed restriction statement must be

Wet Detention Pond, cont.
B. CALCULATIONS
? 1./ The orifice is sized based on drawing down the calculated minimum volume in 2-5
Q/ days. The average head to use in the orifice equation is approximately one-third of
the distance between the permanent pool elevation (PPE) and the elevation of the
next available outlet above the permanent pool. The elevation of the next available
outlet must be either the elevation where the minimum volume is provided, or it can
be higher. The temporary pool elevation (TPE) to report on the supplement will be
the elevation of the next available outlet above the PPE. The temporary pool volume
(TPV) to report on the supplement is the volume between the specified PPE and the
of /�TPE.
t� 2. For Phase II projects that are within ''/z mile of and draining to SR waters, the
difference in runoff from the predevelopment and post -development conditions for
3.d// the 1 year 24 hour storm must be controlled and treated.
For Phase II projects, the discharge rate leaving the pond can be no,more than the
d 40 pre -development discharge rate for the 1 year 24 hour storm,
For Phase II projects draining to SA water, no discharge to surface waters may occur
,from wet ponds. The discharge leaving the orifice must be effectively infiltrated prior to
/reachingsurfacewaters.
V
5. The average pond depth is the permanent pool volume divided by the permanent pool
surface area. The result must be between 3 ft. and 7.5 ft. Parts of the pond can be
p /deeper than 7.5 ft., but in no case can any part of the pond be less than 3 ft deep.
6. �/ the 85 /o T art is used a 30' vegetated filter must be provided at the outlet of the
�0 pond. If t 90% S chart is used, no filter is required.
7. ' Use the co A/DA TSS chart from the BMP Manual noting that there are different
/ charts for different areas of the State.
V
f 8. equired surface area at permanent pool.
C 9. V Provided surface area at permanent pool (Based on pond dimensions)
mod[ 2 10. Required volume calculation based on 1.5" storm for Phase II projects` nd 1" storm fo
all others projects. 'unless the project is Phase II and within Yz mile of a ing to
i` R waters then the volume calculation must be based on difference between the pre
J� q� and post development conditions for the 1-yr 24-hr storm.
11. able of elevations, areas, incremental volumes and accumulated volumes for overall
�J pond and for forebay, to verify volumes provided.
u 1 Forebay designed to hold 20% of the permanent pool volume. (Range of 18%-22%
,I KJ
-yS � 13P/ Thee
flow for 10 yr. storm in the vegetated filter, if using 85%TSS.
14 e seasonal high water table must be at or below the proposed permanent pool
,elevation to assure that the necessary volume will be available above the permanent
15. pounding numbers off during the calculation process can result in deficiencies. Do not
�1 Mound the numbers until you get to the final result.
16Y An additional one foot must be excavated below the bottom elevation of the pond. The 1
n -I U foot sediment accumulation depth is not included in the average depth calculation.
��// �I V
�i
ck" orbs

r
Wet Detention Pond, cont.
C. PLANS- Due to storage space constraints, plan sheets should be kept to a minimum. For
small commercial single wet pond projects, the plan set could consist of only 2 or 3 sheets,
layout, grading and details. For larger projects, show as much information as possible on as
few sJaeets as possible, without cluttering them up.
1. ��evelopment/Project Name
2.V ngineer name and firm.
3.Y
egend
4. orth Arrow
5.V Location Map with nearest intersection of two major roads shown. Major road is any 1,
�2, or 3 digit NC, US or interstate highway.
6. ✓ Scale- standard engineering scale, no off-the-wall stuff.
7. ate
8. evision number and date, if applicable.
9. V Original contours, proposed contours, spot elevations, finished floor elevations, pipe
✓rnverts, swale inverts, etc.
10. xisting drainage (piping, swales, ditches, ponds, etc.), including off -site. Include a map
elineating the offsite drainage areas.
11 roperty/Project boundary lines, bearing & distances.
12. can High Water Line or Normal High Water Line, if applicable.
13. The permanent pool elevation must be above the SHWT and above the lowest
e}evation of adjacent wetlands. Evaluate the need for a liner and/or berm/slurry wall to
✓�6revent dewatering the wetland.
14. )Drainage easement widths, pipe sizes and swale inverts are provided.
15V Wetlands delineated, or a note on the plans that none exist. Get a copy of the wetlands
delineation map signed by the Corps of Engineers, or have the applicant include a copy
the unsigned delineation map submitted to the Corps. Wet ponds may not be located
m wetlands unless a permit to fill those wetlands has been obtained.
16. Details forthe roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions &
�I�No�.
17? Apartment / Condo development- Provide a typical building footprint with dimensions
and note all concrete and wood deck areas.
'2 1 The drainage area for each wet pond is clearly delineated and numbered to match up to
the calculations and supplement. Drainage area delineation is best done as a separate
2 plan sheet.
19. A pond section detail to include the f9+ May, a 10ff6o� wide vegetate shelf, per�iiient
elevations for the bottom, perma nt pool, temptrrrary pool, andWT, 3: Its>opes
above the permanent pool, and the weir elevation between the main pond and the
f reba
20 a 10 vegetated shelf extends 6" below and 6" above the permanent pool elevation.
21. An outlet structure detail showing a trash rack with 156" square openings, the necessary
1--� orifice invert elevation (i.e., the permanent pool), orifice size and temporary pool
GVPIIVII
? 2 imensions for each line and arc formed by the permanent pool contour.
2311aWhere the 85% TSS chart was used, a 30 ft. vegetated filter strip is required to be
r �hown on the plans & detailed (elevations, inverts, slopes, and flow spreader
echanism). Please note that the filter strip is not a ditch.
24. /A forebay is provided for each inlet and located so as to prevent short-circuiting.
25.V The pond must have a minimum 1.5:1 length to width ratio and a minimum 3:1 flow path
length. Artificial "baffles" of timber, vinyl, or earth can be used to create a longer flow
/path. The top elevation of the baffle should be set at the temporary pool elevation or
A Vegetation plan is specified for the pond, including slopes. Wetlands species are
Oted for planting on the 10:1 shelf. Weeping Love Grass is not suitable as a permanent
vegetated cover for pond slopes.
All roof drainage must be directed to the pond. Show the roof drain collection lines on
the plan. This is necessary for projects where the buildings back up the property lines
where roof drainage may leave the site prior to going through the pond.

Tab II — Wet Detention Basin
Supplement & Calculations

�• Cu I� R`i '7. ?jp. O'j
0 Trl /VJILCp - V4nKtt�
Z, he z"4
�e,9a7SF
S1paw4.ya., _ 17) Sc
AlI r Po —JD DES�E„1�
=/ Z 4, Z L O s G ✓
Pt- 4tDoS a,2� 4 C-n.ks�l�a^�95�aPi�lG = 3z a to �F
Yoram _ /2� iG c9 5-F IuP.
l SG oo�i SF
�� �MP�zkJio�g = /z�fZVD sF
156, y ac 5P
5AI D4 2 t r o �&R cto'/- 1S5
Via 7-4Fx.c I e -q , AVG 3 ' ( rK 99 5a`va- M r o =
S y
v� D uaFA e' A 12s::4 _ l Ay J /
/`•gib�p0SF
= /y,700sF I V/
jLwN orf \16W Jcr
12y = O.o5 + 0.9(rd)
0.05 �
IZv - 0.77
1/ = %3o % go . R % A
"w�
= 3 630 �3• (-) (0,77(1,) /
a]
P-p ! i u
A p12414A-CE Ape
lSG Scbsf = 3.4, A --

/I(
Plc-V, C4-LCvL4:mc) ,JS F4�---772— 9 , r3 .05 60—k—(Z. FT5
-Pc.Ol-N ol-Te ul.00>�L =JtD ✓DL (cf) \)
/O/ob2CA
M, ?ca SG
e of
�V, DnnvJtXxJ�1 L4Lcv�o..9s
G2 = Cp
A=O.OZISS (7- oC-10
= 3z-z �jsi
f4
v
3
Q ' 9, 5 <`s
yoL_ /0 0&I CPS
FLo�nJ o, 05 cog
Zo��Z�C,S
M

Watershed Model Schematic
Hydraflow Hydrographs by Intelisolve v9.22

r
Hydrograph Return Period Recap Hydraflow Hydrographs by lnlelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
------
4.220
0.002
-----
----
-----
----
_—
Pre Development
2
SCS Runoff
----
13.36
2.594
-------
-----
----
----
—__
Post Development
3
Reservoir
2
0.319
0.047
---
---
_____
__—_
—____
__—
Outfow
Proj. file: Pond Behind FL-WDP Calcs.gpw
Wednesday, Jul 30, 2008

3
IE
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
TPeakTIme)al
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
i
SCS Runoff
4.220
1
720
10,159
--
Pre Development
2
SCS Runoff
13.36
1
719
31,873
---
---
--
Post Development
3
Reservoir
0.319
1
916
17,038
2
22.41
24,138
Outflow
Pond Behind FL-WDP Calcs.gpw
Return Period: 1 Year
Wednesday, Jul 30, 2008

Hydrograph Report
Cl
Hydraflow Hydrographs by Intelisolve v9.22
® Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 3.590 ac
Basin Slope
= 0.3 %
Tc method
= KIRPICH
Total precip.
= 3.20 in
Storm duration
= 24 hrs
Q (cfs)
5.00
® 4.00
i 11
2.00
1.00
Pre Development
Hyd. No. 1 — 1 Year
Wednesday, Jul 30, 2008
Peak discharge = 4.220 cfs
Time to peak
= 720 min
Hyd. volume
= 10,159 cuft
Curve number
= 69
Hydraulic length
= 570 ft
Time of conc. (Tc)
= 9.67 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
5.00
4.00
19111111
2.00
FAIIIII
0.00 ' I
' I I I I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
5
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 2
Post Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 3.590 ac
Basin Slope
= 0.3 %
Tc method
= KIRPICH
Total precip.
= 3.20 in
Storm duration
= 24 hrs
Composite (Area/CN) = ](3.140 x 98) + (0.450 x 61)] / 3.590
Q (cfs)
14.00
® 12.00
10.00
M
. �1
4.00
2.00
Wednesday, Jul 30, 2008
Peak discharge
= 13.36 cfs
Time to peak
= 719 min
Hyd. volume
= 31,873 cuft
Curve number
= 93*
Hydraulic length
= 570 ft
Time of conc. (Tc)
= 9.67 min
Distribution
= Type II
Shape factor
= 484
Post Development
Hyd. No: 2 — 1 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
® Hyd. No. 3
Outflow
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 -Post Development
Reservoir name
= Wet Detention Pond
Storage Indication method used.
Q (cfs)
14.00
® 12.00
21
10.00
W
M
4.00
PAIIPI
it
Outflow
Hyd. Noi 3 -- 1 Year
6
Wednesday, Jul 30, 2008
Peak discharge = 0.319 cfs
Time to peak
= 916 min
Hyd. volume
= 17,038 cuft
Max. Elevation
= 22.41 ft
Max. Storage
= 24,138 cuft
Q (cfs)
14.00
12.00
10.00
M
M
4.00
2.00
0.00 1 I I I
0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 3 — Hyd No. 2 IliIiIIlliiilililIlll Total storage used = 24,138 cuft Time (min)

Pond
Report
Hydraflow Hydrographs by Intelisolve v9.22
Wednesday, Jul 30, 2008
Pond No.
1 - Wet Detention Pond
Pond Data
Contours - User -defined contour areas. Average end area
method used for volume calculation. Begining Elevation = 21.00 It
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
I
Incr. Storage (tuft)
Total storage (tuft)
0.00
21.00
11,650
0
0
0 50
�'�
21.50
17,700
1 7,338
7,33Ob�Z
8
1.00
22.00
18,500
9,050
16,388
1.50
22.50
19,400
9,475
25,863
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B] [C]
[D]
Rise (In)
= 8.00
2.00
0.00
0.00
Crest Len (ft)
= 10.00 20.00 0.00
0.00
Span (In)
= 8.00
2.00
0.00
0.00
Crest El. (ft)
= 22.40 22.40 0.00
0.00
No. Barrels
= 2
1
1
0
1
Weir Coeff.
= 3.33 3.33 3.33
3.33
Invert El. (ft)
= 21.00
21.00
0.00
0.00
!Weir Type
= Riser Broad --
-
Lenglh(ft)
= 52.00
0.10
0.00
0.00
,Multistage
= Yes No No
No
Slope (%)
= 0.44
0.10
0.00
n/a
N•Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60;Exfll.(Inlhr)
= 0.000 (by Contour)
MultlStage
= n1a
Yes
Yes
No
TW Elev. (ft)
= 0.00
NoW CuNerVOMbe ou b are ensWed under Wet 0c) and wflet (W) control. Wah been dna hmd for obflce condldwe (Ic) and vubmer wm (a).
® Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
® 0.00
c
- Total O
Stage / Discharge
Elev (ft)
23.00
22.80
22.60
22.40
22.20
22.00
21.80
21.60
21.40
21.20
21.00
Discharge (cfs)

0
a
IF
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
How
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
In Flow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
0,002
1
1440
29
—
--
--
Pre Development
2
SCS Runoff
2.594
1
720
5,869
=--
i
------
-----
Post Development
3
Reservoir
0.047
1
1112
4,439
2
I
i
i
i
i
I
i
I
I
i
I
21.28
4,111
Outflow
Pond Behind FL-WDP Calcs.gpw
Return Period: 1�
Wednesday, Jul 30, 2008

Hydrograph Report
P
Hydraflow Hydrographs by Intelisolve v9.22
® Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Storm frequency
=
1"
Time interval
= min
Drainage area
= 3.590 ac
Basin Slope
= 0.3 %
Tc method
= KIRPICH
Total precip.
= 1.00 in
Storm duration
= 24 hrs
Q (cfs)
0.09
is 0.08
0.07
0.06
U
0.05
0.04
0.03
0.02
0.01
Pre Development
Hyd. No. 1 —
Wednesday, Jul 30, 2008
Peak discharge = 0.002 cfs
Time to peak
= 1440 min
Hyd. volume
= 29 cuft
Curve number
= 69
Hydraulic length
= 570 ft
Time of conc. (Tc)
= 9.67 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.05
0.04
0.03
[I"7
0.01
0.00 1 1 I i i I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
10
HydraOow Hydrographs by Intelisolve v9.22
0 Hyd. No. 2
Post Development
Hydrograph type
= SCS Runoff
Storm frequency
= 0
Time interval
= 1 min
Drainage area
= 3.590 ac
Basin Slope
= 0.3 %
Tc method
= KIRPICH
Total precip.
= 1.00 in
Storm duration
= 24 hrs
I6
Composite (Area/CN) = [(3.140 x 98) + (0.450 x 61)] / 3.590
Q (Cfs)
3.00
2.00
1.00
0.00
Wednesday, Jul 30, 2008
Peak discharge
= 2.594 cfs
Time to peak
= 720 min
Hyd. volume
= 5,869 cult
Curve number
= 93*
Hydraulic length
= 570 ft
Time of conc. (Tc)
= 9.67 min
Distribution
= Type II
Shape factor
= 484
Post Development
Hyd. No. 2 --
Q (Cfs)
3.00
2.00
191I11
6LTi1•
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

11
Hydrograph Report
® Hyd. No. 3
I
Outflow
Hydrograph type
= Reservoir
Storm frequency
=
1"
Time interval
= min
Inflow hyd. No.
= 2 - Post Development
Reservoir name
= Wet Detention Pond
E
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
0.00 '
0 300
Hyd No. 3
II
Outflow
Hyd. No. 3 --F7
Wednesday, Jul 30, 2008
Peak discharge = 0.047 cfs
Time to peak
= 1112 min
Hyd. volume
= 4,439 cuft
Max. Elevation
= 21.28 ft
Max. Storage
= 4,111 cuft
Q (cfs)
3.00
2.00
MKIY�
0.00
600 900 1200 11500 1800 2100 2400 2700 3000
— Hyd No. 2 HIM 111111 Total storage used = 4,111 cult Time (min)
I

I
w m
e'
EL 22.50
'
1
at
3:1
uAx
EL 21.50 Yiot
TEMP. POOL EL
wx 2a
.-21.28
M
LLA2
M14 IX W p
0rtCN BONOY
!iMIU.
40E
Euv. APPeo2. zo.75
5'
-21.
MIN. DEPTH Auv.-21.]0
2' flm
2,
2BOfiOY
3:1
0:1 WGUA=
SH[
E1EV.
YA%
w91E1f
ELI 18.007-00
A>'Pxo2. 21.00
EL 15.00IYE1FV..20.]0ff
1
PROPOSED
POND SECTION LOOKING NORTH
SCALE: N.T.S.
B' P s
2:t ® I AWN IN
1 ]:1
YA2 YA% YA% I
EL 17.00
® �z� PROPOSED POND PROFILE LOOKING EAST
C-04 SCALE: N.T.S.
4 OUTLET STRUCTURE DETAIL
C_04 SCALE: N.T.S.
EMUW.
fl.

. ---- r-r e•CEwAMDE
j� D Try
4- PVC
N
sa' ,onf ar SPUNAY

WM POND
IN
56`5€
AN
AREA.
IIVLT i
iNsm �
P

pplied KeOource Management, f'.G.
5 May 2008
Stocks Engineering
c/o Don L..Curry Jr.; P:E
3344 Hillsborough'Street, Suite 250
Raleigh, NC 27607
Re: Storm Water Evaluation
Vanceboro, NC
Mr. Curry,
Please find below a report referencing a soil and site evaluation for the above referenced.
site, located at the corner of Highway 43 and Bailey Road in Vanceboro, North Carolina.
1.0 Introduction/Purpose
The purpose of the soil and site evaluation was to determine the feasibility of
disposing and/or storing storm waterwithin appropriate storm waterdevices located
on the site.
2.0 Methods
(Refer to Appendix A and Figure 1)
The site was evaluated using hand auger borings. Auger borings were made at
varying locations throughout the site to a depth of at least 60 inches and profile
descriptions recorded. The ;seasonal high water table was. determined: by the
.indication of redoximorphic features and/or colors of chmma 2 or less (Munsell
Color Book) at >2% of the soil volume in:mottles or matrix of a horizon or horizon
subdivision.
The saturated hydraulic conductivity (Kt) of the unsaturated portion.of the soil
profile was measured using a Compact Constant Head Permeameter. These in situ
measurements of saturated hydraulic conductivity were obtained in accordIancewith
the Compact Constant Head Permeameter User's Manual by Kst, Inc. Field work
was conducted at the site on April 24, 2008.
eP.O. Box 5,52
Hampstead, NC 28443
910. p70.2919
FAX [phone]

0 5 May 2008
3.0 Results/Findings.
(Refer to Appendix A and Figure 1 )
The site was determined to contain soils with a seasonal high water table less than
12 inches from the natural soil surface. In -situ saturated hydraulic conductivity
measurements within the proposed.area range from 0.010 -0.027 inches per hour
at a depth of 24-25 inches in the unsaturated portion of the.soil profile. (Refer to
Table .1)
Table 4
Soil
Boring/
' CCHP
-Seasonal High.Water Table .
Ksat (in/hr)
1
<12 inches
.0.010
2
<.0 inches.
0.015
3.
<12 inches
0.027. .:. .
Arithmetic Mean
0.017 ..
Geometric Mean
0.016
4.0Limitations
The areas analyzed as part of this investigation only provide isolated data sets and..
points and do not represent subsurface conditions at every location in the, project .
area..Analyses and conclusions of this report, interpretation between data: points,
` and subjectivesubsurfaceinterpretation, may not be completely representative of
all subsurface conditions: .
This investigation, furthermore. does not provide conclusive data on limits of impact.
or other interpolations where indicated by question marks or: where otherwise
qualified.
Conclusions and recommendations of this investigation and report are based on the
best available data" in'an effort to assist in the understanding, control and/or site
planning and preparation. No guarantee is expressed or implied that new or
additional data and/or scientific, measures will not be required for ultimate solution
of the existing project.
2

0
• PpproNmpte SB and CCHP Loodbm I,
Bang CCHP= Compact ConsfaM Heatl Petrrteameter
Map adapted Iran Design plan proAded by Stocks Engine dng
TITLE: Stocks Engineering-Vanceboro, NC FIGURE:
Alppi911'OB)'M27108682
esource Mnagement PC CCHP and Soil Boring Locations
om�t2, H eod. HC 2l. H ead, 98 28 JOB: SCALE: DATE:
919 F!J( 270-2908
008072 1 "=100' 04/28/08 GY

•
Stocks Engineering
Soil Profile Description and Kgat Data
Vanceboro, North Carolina
April 24', 2008
Logged By: Gene Young, IRS
Page 1 of 2
Soil Boring 1
Soil Description
0 - 9 inches Dark grayish brown (2.5Y 4/2) sandy loam, granular, very friable,
non- expansive.
9- 24 inches Light yellowish.brown (2.5Y 6/4) sandy clay loam/ clay loam, sub -
angular blocky, firm, slightly expansive with light brownish gray (2.5Y
6/2) and brownish yellow (10YR 6/8) mottles.
24 -60 inches Brownish yellow (10YR 6/6) sandy clay loam/ sandy clay, sub -
angular blocky, firm, slightly expansive with light gray (10YR 7/1)
and redish yellow (7.5YR 6/6) mottles.
Seasonal High Water Table < 12"

Stocks Engineering
Vanceboro, NC
Test Site: CCHP 1 Page 2 of 2
Soil notes:
Location
(cm)
Hole Depth
64
water H
15
Reference
10
d
59
D
74
H1
59
DTW (cm)
Time.
Valve
A
Conver.
Test
9:15
Start:
On
(cm^-2)
Factor
Initial:
59
1
0.001056
20
Final:
59
Test
10:30
ow
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min)
(cm)
(cm)
(cm)
(cm)
Factor
(cm^3/hr)
(cm/hr)
(in/hr)
(in/wk)
(gpd/ftz)
0:00:00
0
46.8
0
59
15
20
"
IM
s�-01-
Ott"
- - A
0:05:00
5
46.1
0.7
59
15
20
168
0.1774
6.070
11.734
,
0:10:00
1 5
45.8
0.3
59
15
20
72
0.0760
0.030
5.029
u
0:15:00
5
45.8
0
59
15
20
0
0.0000
0.000
0.000
0:25:00
10
45.4
0.4
59
15
20
48
0.0507
1 0.020
3.353
0:35:00
10
45.1
0.3
59
15
20
36
0.0380
0.015
2.514
0:45:00
10
44.8
0.3
59
15
20
36
0.0380
0.015
2.514
&M
0:55:00
10
1 44.6
0.2
1 59
15
20
24
0.0253
0.010
1.676
1:05:00
10
44.4
0.2
59
15
20
24
0.0253
0.010
1.676
1:15:00
10
44.2
0.2
59
15
20
24
0.0253
0.010
1.676
Ksa,
0.0253
0.010
1.676
0.149

•
`J
Stocks Engineering
Soil Profile Description and KSat Data
Vanceboro, North Carolina
April 24 th, 2008
Logged By: Gene Young, IRS
Soil Boring 2
Soil Description
Page 1 of 2
0-8 inches Dark grayish brown(2.5Y 4/2) sandy loam, granular, very friable,
expansive.
8 - 15 inches Very dark grayish brown (10YR 3/2) sandy clay loam, sub -angular
blocky, firm, slightly expansive.
15 - 60 inches Light yellowish brown (2.5Y 6/4) clay, weak sub -angular blocky,
very firm, expansive with gray (2.5Y 6/1) and brownish yellow
(10YR 6/8) mottles.
Seasonal High Water Table <12"

Stocks Engineering
Vanceboro, NC
Test Site: CCHP 2 Page 2 of 2
Soil notes:
Location
(cm)
Hole Depth
61
water H
15
Reference
10
d
56
D
71
H1
56
DTW (cm)
Time
Valve
A
Conver.
Test
10:38
Start:
On
cm^-2
Factor
Initial:
56
1
0.001056
20
Final:
56
Test
11:38
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min)
(cm)
(cm)
(cm)
(cm)
Factor
(cm^3/hr)
(cm/hr)
(in/hr)
(in/wk)
(gpd/$2)
0:00:00
0
43.8
0
56
15
20
M- MW
MMW���
E
0.035
5.867K
r 1
0:10:00
10
43.1
0.7
56
15
20
84
0.0887
0:20:00
1 10
42.8
1 0.3
56
15
20
36
0.0380
0.015
2.514
a
0:30:00
10
42.5
0.3
56
15
20
36
0.0380
0.015
2.514
0:40:00
10
42.2
0.3
56
15
20
36
0.0380
1 0.015
2.514
. , .
0:50:00
10
41.9
0.3
56
15
20
36
0.0380
0.015
2.514
1:00:00
10
41.6
0.3
56
15
20
36
0.0380
0.015
2.514>
K581
—W0380T
0.015
2.514
0.224

0
9
Stocks Engineering
Soil Profile Description and KSat Data
Vanceboro, North Carolina
April 24 ', 2008
Logged By: Gene Young, IRS
Soil Boring 3
Soil Description
Page 1 of 2
0 - 8 inches Olive brown (2.5Y 4/3) sandy loam, sub -angular blocky, friable, non
expansive.
8 - 15 inches Yellowish brown (10YR 5/6) sandy clay loam, sub -angular blocky,
firm, slightly expansive with light brownish gray (10YR 6/2), grayish
brown (10YR 5/2) and brownish yellow (10YR 6/8) mottles.
15 - 28 inches Yellowish brown (10YR 5/6) clay loam/ clay, sub -angular blocky,
firm, slightly expansive with gray(10YR 6/1) and reddish yellow
(7.5YR 6/6) mottles.
28 - 60 inches Grayish brown (2.5Y 5/2) clay loam/ clay, weak sub -angular blocky,
very firm, expansive.
Seasonal High Water Table < 12"

Stocks Engineering
Pest Site: CCHP 3
Soil notes:
Location
(cm)
Hole Depth
61
water H
15
Reference
10
d
56
D
71
H1
56
Vanceboro, NC
Page 2 of 2
DTW (cm)
Time
Valve
A
Conver.
Test
11:47
Start:
On
cm^-2
Factor
Initial:
56
1
0.000808
20
Final:
56
Test
13:07
Sto
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min)
(cm)
(cm)
(cm)
(cm)
Factor
(cm^3/hr)
(cm/hr)
(in/lir)
(in/wk)
(gpd/ft2)
0:00:00
0
46.4
0
56
15
20
: 'M
Boom
W=10111141=
a
t
0:10:00
10
45
1.4
56
15
20
168
0.1357
0.053
8.978
s' '
0:20:00
10
44.3
0.7
56
15
1 20
84
0.0679
1 0.027
4.489
0:30:00
10
43.7
0.6
56
15
20
72
0.0582
0.023
3.848
0:40:00
10
43
0.7
56
15
20
84
0.0679
0.027
4.489
0:50:00
10
42.3
0.7
56
15
20
84
0.0679
0.027
4.489
1:00:00
10
41.6
0.7
56
15
20
84
0.0679
0.027
4.489
1:10:00
10
40.9
0.7
56
15
20
84
0.0679.
0.027
4.489:
1:20:00
10
40.2
0.7
1 56
15
20
84
0.0679
0.027
4.489
KSat
0.0679 1
0.027
4.489
0.400

07/30/2008 14:39
9102702988
ARM AND WATERWORKS
•C i
30 July 2008
ppfied Re50Urce Management, 11.C.
Stocks Engineering
c/o bon L. Curry Jr.; RE
3344 Hillsborough Street, Suite 250
Raleigh, NC 27607
Re: Storm Water Evaluation
Vanceboro, NC
Mr. Curry,
Please find below a report teferencing a soil and site evaluation for the above referenced
site, located at the corner of Highway 43 and Bailey Road behind the Food Lion in
Vanceboro, North Carolina.
1.0 Intraduction/Purpose
The purpose of the soil and site evaluation was to determine the feasibility of
disposing and/or storing storm water within appropriate storm water devices located
on the site.
2.0 Methods
(Refer to Figures 1 and 2)
The site was evaluated using hand auger borings. Auger borings were made at
varying locations throughout'the site to a depth of at least 60 inches and profile
descriptions recorded. The seasonal high water table was determined by the
indication of redoximorphic features and/or colors of chrome 2 or less (Munsell
Color Book) at ?2% of the., soil volume in mottles or matrix of a horizon or horizon
subdivision. Field work was conducted at the site on July 25, 2008,
3.0 Results/Findings
(Refer to Appendix A and Figures 1 and 2)
The site was.characterized by soils with a seasonal high water table less than 12
inches from the natural soil surface as indicated by the presence of redoximorphic
features and/or colors of chroma 2 or less (Munsell Color. Book) at?2% of the soil
PO.30x 662
a HzMippatcad. HC 28A45
910,270.2919
FAX 270.29&&

07/30/2008 14:39 9102702988 ARM AND WATERWORKS PAGE 03
30 July 2008
volume In mottles or matrix of a horizon or horizon subdivrision. Soil borings also
indicated the presence of massive soil s1ructut6.as well as expansive clay
mineralogy. A detailed profile description for each i6hng Location is in Appendix A.
4.0 Lirhitattons
The areas analyzed as part. of this investigation only provide isolated data sets and
points and do not represent subsurface conditions at evety location in.the project
area. Analyses and conclusions of this report, interpretMion between data points,
and subjective subsurface interpretation, may not be a &hPletely representative of
all subsurface conditions.
This investigation, furthermore does not provide conclusive data on IiMits of impact
or other interpolations where indicated by question marks or where otherwise
qualified.
Conclusions and recommendations of this investigation and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation_ No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution
of the existing project.
�J
Should you have any questions or concerns please do not hesitate to contactme at
[phone].
Sincerely,
'g a t_S s
Waiter D. Giese, LSS
Project Manager
0

8//38/2888 14:99 9182782988 ARM AND WATERWCPoC5 PAGE 84
is
,
a°
,
F4,I F
r 1
' SB 2'
. SB 7 �•�
?APro11mOM Soil Bolo IGCplbry A,
MOP OdWled from Design P1Pn Pvdded by S1P Engheortg
TITLE: Stocks Engineering Vanceboro, NC FIGURE:
Sol] Boring Locations
yPlied Rceour�e Managem� �rr�c� PC g
eo. e89Mpmp� iHTai— JOB: SCALE .,, D
,910,xm9919 F7J( x7a7See
008072 Unknown 1 07/30/08 DNH

ut1jul2uuu 14:39 910270298E ARM AND WATERWRKS PAGE 05
u
I t11 i, i
� � t
i 1
N v �
• � '1 11
• '4I
+ 1
58 } �
�1
� 1
1
1
1 �
1 1
1 '1
1 1 ,
1 ,
,
,
• ApprUlnule Soo Mft I. -a ~
Map 000PW ham Dedw Mn MlqN W Stocks y:pI,,Vp
TBLE: Stocks Engineering-Vwceboro, NC FIGURE:
I¢�ed.Reso rocM n ement PC $OII Boring Locations
I910I 2742919 FAX p1ppS9 J B:. SCALE: ATE: BY:
008072 Unknown 07/30/08 DNH

07/30/2008 14:39 9102702988 ARM AND WATERWORKS PAGE 06
Appendix A
•
•

07/30/2008 14:39 9102702988
ARM AND WATERWORKS
E�
Soil Description
0 - 7 inches
7 - 18 inches
18 - 30 inches
30-60inches
Seasonal
0
Stocks Engineering
Soil Profile Description and K,,, Data
Vanceboro, North Carolina
July 25', 2008
Logged By: Walter D. Giese, LSS
Page 1 of 1
Soil Boring 1
Grayish brown (10YR 5/2) silty loam, crumb, friable, slightly
expansive.
Light brownish gray (10YR 6/2) sandy clay, angular blocky, very
firm, expansive with yellowish brown (10YR 5/6) mottles.
Light brownish gray (10YR 6/2) sandy clay, angular blocky to
massive, very firm, expansive with yellowish brown (10YR 5/6)
mottles.
Gray (2.5Y 6/1) sandy clay, massive, extremely firm, expansive with
yellowish brown (10YR 5/6) mottles.
Water Table < 12"

07/30/2008 14:39 9102702988
ARM AND WATERWORKS
Soil Description
Stocks Engineering
Soil Profile Description and KBat Data
Vanceboro, North Carolina
July 251, 2008
Logged By: Walter D. Giese, LSS
SoiLBoring 2
Page 1 of 1
0 - 9 inches Grayish brown (10YR 5/2) silty loam, crumb, friable, slightly
expansive.
9 - 24 inches Gray (2.5Y 511) silty clay , angular blocky to massive, very firm,
expansive with light olive brown (2.5Y 5/6) mottles.
24 - 54 inches Gray (10YR 5/1) silty clay, massive, extremely firm, expansive
with yellowish brown (10YR 5/6) mottles.
54 - 60 inches Gray (10YR 6/1) sandy clay, sun -angular blocky, firm to very firm,
slightly expansive to expansive with yellowish brown (10YR 618)
mottles.
Seasonal High Water Table < 12"
0

lU
Tab IV — Drainage & Erosion Control
Calculations

0
1,
PIPE
m:4 .q -1wMaqohnfin6%f,Concent atJon-
#OFINCOMING
STORM (S.
AREA
AREA indiv.
TOTAL
INLET TIME
IND. PIPE
TOTAL PIPE
DESIGN
DESIGN TIME
10-YR
0IndMdual
0 total
D thao.
SIZE In
V full
LENGTH
ELEV.
ELEV.
ELEV.
ELEV.
BOX DEPTH
DISCHARGES
FROM
YR,10•YR)
In iv '_1
(ac)
AREA ac
I N
'CA IndN:
u
ml
TIME(min.)
TM min
(OBvN PIPE
(min)
INTENSITY
(cfs)
(cft)
SLOPE
(in)
15'min,
II
MIS")
(�
INLETTOP
INLET
OUTLET
OUTLET
(R)
(omv)(min)
(INho
INVERT
L
INVERT
2
1
2
10
13300
0.31
0.31
0.80
0.24
0.24
5
0.808
5.00
5.00
5.00
7.20
1.76
1.76
0.22%
11.9 -
15
0.012
2.68
130
27.10
24.60
27.33
24.31
2.50
2
2
4
10
9100
0.21
0.51
0.80
0.17
0.41
5
1.212
5.81
5.81
5.81
7.20
1.20
2.96
0.22%
14.4
15
0.012
2.68
195
27.33
- 24.31
26.40
23.89
3.02
2
3
4
10
26100
0.60
0.60
0.80
0.48 '
0.48
5
0.099
5.00
5.00
5.00
7.20
3.45
3.45
0.22%
15.3
15
0.012
2.68
16
26.05
23.80
26.40
23.76
2.25
2
4
6
10
18400
0.42
1.54
0.80
0.34
1.23
5
1.133
5.10
5.10
5.10
7.20
2.43
8.85
0.15%
23.4
18
0.012
2.50
170
26.40
23.76
26.38
23.51
2.64
3
5
6
10
33900
0.78
0.78
0.80
0.62
0.62
5
0.323
0.00
0.00
5.00
7.20
4.48
4.48
0.22%
16.8
15
0.012
2.68
52
26.38
23.51
26.38
23.40
2.87
2
6
7
10
4500
0.00
2.31
0.80
0.00
1.85
5
0.379
0.32
5.32
5.32
7.20
0.00
13.33
0.75%
20.1
18
0.012
5.59
127
26.38
23.40
26.25
22.44
2.98
2
7
10
1D
- 13000
0.30
2.61 .
0.80
0.24
2.09
5
0.135
6.09
6.09
6.09
7.20
1.72
15.05
1.50%
- 18.5
18
0.012
7.91
64
26.25
22.44
26.50
21.48
3.81
2
8
9
10
moo
0.33
0.33
0.80
0.27
0.27
5
0.634
5.00
5.00
5.00
7.20
1.92
1.92
0.22%
12.2
15
0.012
2.68
102
26.31
23.06
26.64
22.84
3.25
2
9
10
10
3500
0.08
0.41
0.80
0.06
0.33
5
0.460
5.63
5.63
5.63
7.20
0.46
2.38
0.22%
13.3
15
0.012
2.68
74
26.64
22.84
26.50
22.67
3.80
1
10
11
10
0
0.00
3.03
0.00
0.00
2.42
5
2.417
0.70
5.70
5.70
7.20
0.00
17.43
0.12%
31.4
24
0.012
2.71
393
26.50
21.48
23.01
21.01
5.02
7I30f2008

• i
HGL
Bojangles & TradeMilco - Vanceboro, NC
INLET OR
JUNCT. f
OUTLET
ELEVATON
OUTLET 'OUP
10.80 W.S
Elm
D (in)
O (cfa)
L (R)
K
Sf
V1ull
OUTLET
(NB)
vtuff
MURT
i
HI
(Foclbn
Loss)
He
( Contraction
Loss)
HEAD LOSSES
He
(byansion OIm(a .) Kfor HD
Lou) flow lana.l
(Bwd
fuss))
HI (Tou
I W S
ELEV
RIM
ELEV
DIFF
11
20.91
22.51
22.51
L
17.43
70
4 A
0.002
3.03
2.71
0.11
0.04
0.04
85
Ulm
0.28
2276
25.50
274
10
31.01
22.61
2276
24
17.43
393
4 A
0.002
2.71
5.59
0.60
0.03
0.17
90
Ol0
0.34
1.14
23.91
26.50
2.59
9
22.67
23.67
23.91
15
2.38
74
113.8
0.000
2.0
2.68
0.03
0.03
0.04
30
0.28
0.03
0.13
24.04
26.61
2.60
8
22.84
23.84
24.04
15
1.92
102
113.8
0."
2.68
0.00
0.03
0.03
0.00
0
0.00
0.00
am
24.10
26.31
221
7
21.48
22.68
23.91
18
1505
64
245.1
0.004
7.91
5.59
0.24
0.24
0.17
45
0.38
0.18
0.84
24.75
2625
1.50
6
22.44
23.64
24.75
18
13.33
127
245.1
0.003
5.59
2.68
0.38
0.12
ON
90
0.70
0.08
0.61
25.36
26.38
1.02
5
23.40
24.40
25.36
15
4.48
52
113.8
0.002
2.68
0.00
0.08
0.03
0.00
0
0.00
0.00
0.11
25.47
26.38
0.91
4
23.51
24.71
25.36
Is
8.85
170
245.1
0.001
2.50
2.68
0.22
0.02
0."
45
0.38
0.04
0.33
25.69
26.40
0.71
3
23.76
24.75
25.69
15
3.45
18
113.8
0.001
2.68
0.00
0.01
0.03
0.00
0
0.00
0.00
0.04
25.73
26.05
0.32
2
23.89
24.89
25.69
15
296
195 -
'113.8
0.001
268
2.68
0.13
0.03
ILIA
90
0.70
0.08
0.28
25.96
27.33
1.37
1
24.31
25.31
25.96
15
1.76
130
113.8
0."
2.68
0.00
0.03
0.03
0.00
0
0.00
0.00
0.06
26.02
27.10
1.08
7/30/2008

E.C. H Celo
BojanglPs 8 TradeM/ilco - Vanceboro, NC
•
•
UPSTRE
AYM
JUNCT. /
ELE TIAV ON
L�0..880
W IET
Olin)
a(Crl
Lift)
K
in
vmu
OUTLET
(W
vmn
INLET
UP-)
NFAO Los9Es
IWST
ELEV
RIM ELEV
DOT
Hf (Fdwlat
Local
(
(Expert
n Lau)
cs-
41nMlen
1 fl
KMHO
tlb(Rhd
Le..)
Hlflr W
Lwe)
w
30
36
`tv`±34N0
33
32
29
28
2]
370.11
18G81
387J5
^. 11az^E3
390.b
390.81
39201
]928/
39105
371.71
388.2t
WPM
V 9071a
39280
38241
38101
393.5]
3WG5
371.71
388.21
390A2
c:381J1 6
383.38
39180
]84.10
31b42
%W0
24
24
24
sa�aU
2l
24
15
15
15
0485
28.25
23.38
'^'20.ata
12T8
9.J8
ill
0]t
0.72
1"
52
112
=n .1d6»
M
tb
]fi
%
112
245.1
245.1
215t
%24 .t:P
245.1
2d5.1
]0
)0
70
i am
1 0013
0.
�:.
0003
0.001
0.001
0000
0000
1 021
7.84
:'8
45T
3.95
4.12
3.M
3.3/
oO
].W
a66
3.95
0.t2
3.31
3.34
0.00
J.fiO
0.88
1.02
013
0.2t
0W
001
001
1.]t
040
013
000
000
0.01
0.01
0.01
0.5]
0.32
031
0.p8
0.09
008
0.08
000
80
80
55
15
15
20
60
0
0.55
0.55
O.Q
0.10
0.10
0.18
0.55
000
0.89
0.50
0.32
002
003
0.03
0.10
0.00
0.81
I1.91
1.81
0.42
038
024
0.21
0.00
378.59
390.12
391.93
393.80
391.18
J94A2
3 .42
3B188
390.32
09A43
397.33
398.6)
397.50
ri7.50
399.50
J96.50
1180
431
540
1.87
3.32
308
40]
1.02
EXPLANATION OF COLUMN HEADINGS
SAMPLE CALCULATIONS gunctlon 34)
Intel or Junction#.
The Wet a junction examined.
34
Outlet Elevation:
The elevation of the outlet and of the pipe Ian the inlet orjunc6an.
= 389.11
Outlet +0.8D:
Assume the Pipe is 80%full.
=389.11+0.W24/12=390.71
Outlet +0.80 = Outlet Elevation +0.80' Diameter of pipe (D)/12
Outlet W.S. Elevation:
Outlet Water Surface Elevation
= 391.93
Outlet W.S. Elev. = Maximum of (Outlet + 0.8' D) or the (Wet W.S. Sev) fnsn the upstream pipe
D (in):
Pipe Diameter of downstream Pipe.
= 24 N.
O (cfs):
DLschage of Water amenrg Wet ajunNm fort, pipes and catch basin.
= 20.03 cis
L (ft):
two of pipe exiting the Wet m Mwtion.
=140 ft.
K
Constant value for friction slope based on pipe cilameter.
= 245.1 for 24 in. pipe
K = 1.4Wn - Amer' (hyd. rsdius)+M
Sf:
Fnctlon Slope
= (20.03/245.ty2 = 0.007
Sf = (O/K)'2
Vfutll Outlet(fps):
Valoctty of water leaving the inlet or Junction
=6.66 fus
Vfutl Intel (fps):
Velocity of water entering the inlet ojunction
= 4.57 fda -
Hf:
Friction Loss- Lass due 0 flow in the pipe.
=140'.007=0.93
Hf = L' Sf
He
Contraction Loss - Loss due to naranicdon of now at Wen of wlthN pipe.
= 0.256.W212'g = 0.17
Hc= 0.25'(Vfull ouUW212-g) -
He:
Expansion Loss - Loss due to expansion of flow into the junction or inlet (primary Willow line)
= 0.35' 4.57^='g = 0.11
He = 0.35' (VfuO WeM2fYg)
Change in direction of flow Charge in angle of primary flow fine.
=SS dogmas
K fo Hb:
Constant based on charge In pipe flow for calculating bend loss.
= 0.70
Constant vane depending on change In angle of pmr,ery Ilm Brie.
Hb:
Bend Loss - Loss due to charge In direction of flow.
= 0.70'(4.57^2J(292.2)) = 0.23
Hb = K - (VN212.32.2)
HL
Tonal Loss - The sum of Friction, commcdon, expanaion, and bad losses. -
= 0.93+ 0.17+0.1 1 .0.23 = 1.45
Inlet W.S. Elev.:
Inlet water surface elevaton
= 391.93 + 1.45 = 393.38
Wet W.S. Elev. = Outlet W.S. Elev. + Hl
Rim Elev.:
Top devadon of th Niel or junction.
= 402.98
Di6.
Distance from Water elevation to top Of Wet
=402.98-393.38=9.60
Di f = Rim Elev. -Wet W.S. elw.
,va: eoL w�.• .mr.4 / w 9com xrs.d uax
E.C. HGL Semple Q

"angilfEeJWlleo- Vancehoro, NC
E�Gb
fAOY
TO
bop. c
1 )
TOTAL
AREA c
1
CYW.
GMv.
CA wn
T%�
(R�)
Tp1E
(�)
TOT/L TIcI N+M
CCNCDF
Wed
DT0lM
Ime.l
(,,Z
v1InBr1
Ql W
(vhl
1.
1�1
SLOPE
Dpwa
Ihl
SGE(N)
iS =r.
m•,
O
VM1II
-(Mrq
IERriiN
M)
SET
TOP
M£T
a'AHTf
gfILET
TOP
Ol1ilE)
efill
R03
20
02]
s11MO ,
D2a
"I',
OW
n. 8p as
025
_=,
025
10
1 0.15
. e
1 W.W
�1111. ax+ O r�
10,00
as.. p•
loop
1m. 0.
t0A0
load
720
1-720em
],10
].10
t,m
� is
021
]0
1,B0
.gym. �a
2.13
4W
I 0]5%
� n.
23)%
ON%
ea
ea: e�
S/
lee
15
Ks`3:. SR:e:
13
15
RCP
&✓ ra
RCP
RCP
OMl
N8011::
onl
poll
♦"
1-4 0 s
B.1]
�W
/0
�116
Bfl
/0
-
x %
/W.Sp
3BB,50
ABpr
7 a
]Pl.]2
lY5]2
/n30
]BBSD
/@_50
IW.Bi
]pi/2
21
22
22
33
OW
O/2
0.33
015
O.W
OOfI
am
Ob
am
OBe
10
tD
0.1B
0.10
W.
ION
tole
1C,54
2l
M
0.10
D65
O.W
Oal
0]!
10
023
10 )2
10)2
10.72
1.10
06"
5/7
0. 0%
15.1
15
RCP
On3
4A2
W
440.
IDAW
/W,/2
]n3B
25
21
022
022
ON
020
020
10
0
IOW
tool
low
]20
1,M
1M
0/1%
f0.1
15
ftCP
0ola
J34
b
40650
/0a.
4A2
n
1 40132
24
]4
OW
ow
DW
am
D05
10
0.1]
10.W
loop
106W
720
058
o5B
0•
ell
15
RCP
O011
3.73
ID
402.90
3,0
/R1.q
]00.]B
2e
l4
on
1.1/
OW
0006
1W
10
040
CODS
toBS
1D05
]W
o42
]21
DSni
1).B
10
RCP
0013
421
1W
40]4
AA]1
/02.e8
101.]t
II
:
0.11
0.11
O.W
0910
0.10
1
058
10.W
told
loop
)20
0.72
0.72
0.4OK
]0
f5
RCP
poll
3.34
112
5 50
30].50
]%SO
301a5
2B
30
OW
0.11
OW
O.W
O10
1p
04]
lest
tON
103B
].10
oW
0.]1
ObY
]B
IS
RCP
0.013
J.
W
3WS0
]02.H
A),e
141,5)
EXPLANATION OF COLUMN HEADINGS
From:
Inlet from v ich the pipe's exiting.
To:
Inlet to which the pipe is entering.
Area indw. (ac):
Incremental area for the'Rom' Inlet.
Total Area (ac):
Total area h We system up t0 this Pont-
C indiv.
hdWitlual mno8 coefficient, C va4e, for'Fmrn Inlet
CA hdiv.
Cx A for'FrOon Inlet
CA sum
CA Indio. +CA sum from previous aoelrh
filet Torre (min):
Time fn % W , h watershed W reach inlet _ 10 min. filet time assumed forth¢ area
Ind. Rre Time (min):
'Segment Tine' for Pattiallar section of pipe.
F T=Len9thwelooty5g
Total T(c) (min):
Time for %star In Previous pipe to Men stet in Dues im (Me Tmm' inlet)
Rpe Time = Intel time+ Segment time
Time Of Cone. (min):
The maximum amount of time bet een (Inlet time + Roe Tune) and Pipe Time
Intensity (4ift):
The wthinShy for the design year Strom (In this case, a 10 min, duration, 10 W. Storm was used)
0 lndi,(.is):
The amount of flow into We Inlet
O = CA Indio' I = (CA indW' Intensity)
O WWI (Cfs):
The amount of total flow in the pipe section.
Slope (full):
LongiWtlinal Ste" of pipe section
D theo. (h):
The WeoreBW I pipe sae required! W handle We Discharge
D (meo) = 16' (O'r✓sgrl(s1,tw))".375
S¢e(in.):
Nnxl available standard size(15'mal
.it
Pipe Material
n
'n'vaWe for pipe roughness
V fug (Ns):
Velocity Of pipe flow (assuming full flow)
V had =(1.49hh)'(D/d8)"I213)'(sprt(sbpe))
Length (8):
Length of pipe
Elev. Intel Top
Top Elevation of Inlet
Se, filet Invert:
The Invert elevation of the Pipe at he ndWV inlet (Inv. out)
Rev. Octet Top
TOO Elevation of Octet
Ekv. Outlet Invert
The Owed elevation of the pipe at the entering filet (nv. h)
Lower Invert = UPOer Invert- Skpe' Lengh
SAMPLE CALCULATIONS (pipe segment 20 W 21)
20
21
= 0.02 ac
=.30
=.80
=0.90' 0.02 =.018 =.02
�.25+.02 = 0.27
=10 min
=116'14.89 Nsec /flit = 0.40 hdn.
= 10.15 min
=10.15 ran
= 7.20 iuhr
= 0.27' 7.20 hh, - 0.14 cle
=1.80 +0.14 • L94 cfs
= 0.66%
=16' (1.94'.01 W(sprt(.0086))'.375 = 9+8 in.
=15 h.
=RCP
=D.013
= (1.94013) - (15/48p(2/3)' (sDt(.0088)) = 4.89 flls
=116 d
=401SO
= 398.42
= 400.50
= 398.42 - 0.0086 -116 •397.42
E.C. Sunrb CW

Sediment Basin Calculation Worksheet
Project Name: Vanceboro Boianeles & Trade/Wilco
Sediment Basin #
Area Disturbed = 1°`'-150000 isf
3.44 acres
Peak
Area =
Qio=CXIXA
3.44 acres
li0-1 7:2 in/hr
A = 3.44 a acres
Q10 = 7.44 cfs
Minimum Surface Area Calculation:
Surface Area (SF) = Q10 x 0.01 x 43560 sf/ac
= 7.44 cfs x 0.01 x 43560 sf/ac
Surface Area Req = 3240 sf
Basin Volume Calculation:
Volume of Sediment = (Disturbed Ac.) x (3600 of sed./year) x (1 year)
= 3.44 ac x 3600 x 1 yr
Min Vol = 12397 cf
Assumed basin depth —[�, ,,',3.5 .. , n, I ft
min D = 3.5' for "Temp Sediment Trap"
Resultant Basin Area Req = 3542 sf
Check Surface Area Criteria
Surface Area Requirement = 3240 sf
Basin Volume Cale Area = 3542 sf
Therefore: Basin Volume Area Requirement Governs
Min Volume Req = 12397 cf
Min Area Req = 3542 sf
Assume L = 2xW, calculate basin dimensions
Actual W —[: ] ft
Min W = 42 ft
L = 85 ft
D = 3.5 ft
Actual Vol = 12643.75 cf
Vol Check: OK
Actual Area = 3612.5 sf
Area Check: OK
Actual Basin Dimensions = 42.5 ft W x 85 ft L x 3.5 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H = [Q/CLj"
Q10 = 7.44 cfs
C = 2.68 constant
L —. __..._.dv.10..,._..._.....ei? ft
min L = 4'
•
H = 0.43 ft
max H = 0.5'
Calculate Velocity Over Weir V = Q/A
V = 7.44 cfs / 10 ft x 0.43 ft
V = 1.75 ft/sec
OK

•
•
Ditch "Q" and "V" Calculation Worksheet
Project Name: V�ancetiorolBotangles;,'&4rade/WilcoHess
Ditch # : aPertmtwDitch
Station Range: vRzS&1Plim5t
Drainage Area =
QIo=CxIxA
10.45 acres
Iio
A = 10.45 acres
Q10 = 36.98 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2f5*S 1rz , Q=A/V
Ditch Characteristics:
n °0'03 M grass
Base Width (B) re ft Q
M P?11110 45MOV M:1
Ditch Slope (S) — a : ;0A0o $ `ra
Permissible Max Velocity (Vp)i,,00075:00fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =
flow depth
a1i5a. ft
Area (A)=
B*d+M*d2-
12.95
Perimeter (P) =
b + 2d*(M2+1),5
14.92
R=
kT=
0.87
VpR =
V Permiss * R =
4.34
V =
Flow Velocity =
2.86 fps
Q= designflow= a33649,8 cfs
Check Ditch Velocity for Lining:
VP = 5.00 fps
Vactual= 2.86 fps
Vac°foal Vall&iWMo.=P66fi ,iniokNee'dedMW
check Q: OK
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temoorag Condition:
Q2=CxIxA
C ,W050
12 �476 .,tee., in/hr
A = 10.45 acres
Q2 = 24.86 cfs
Perimeter Ditch

i
Ditch Characteristics:
n =bare earth
Base Width (B) = 2 ft
M= 4
Ditch Slope (S) = 0.40%
Permissible Max Velocity (Vp)F*200 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d =
flow depth =
DWI*lal n
Area(A)=
B*d+M*d2"
7.12
Perimeter (P) =
b + 2d*(M2+1) 5 "
11.13
R =
A/P =
0.64
VpR =
V Permiss * R =
1.28
V =
Flow Velocity =
3.49 fps
Q =
design flow =
e; `-1.24186 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual= 3.49 fps
Vactual>yill ow'°:FindiTairIinm eP "—PT- q
Recalculate with Temp Liner:
Liner Material = Straw"m`witWNe'E
n —,l' ',gEr,07,033's .s, ERI Straw with Net
Base Width (B) = 2 ft
4
Ditch Slope (S)S) = 0.40%
T allow (Tp) ¢ 1.45N.$j Straw with Net
Apply the Following Analysis to Determine Actual "d" and "V"
d =
flow depth =
L3
Area(A)=
B*d+M*d2-
10.34
Perimeter (P) =
b + 2d*(M2+1).l
13.35
R =
A/P =
0.77
V = Flow Velocity= 2.41 fps
Q = design flow =24¢86 cfs
Tshear stress = 'Y*d*s
y=
62.4 lb/ft3
d=
1.38 ft
S =
0.40%
Tshearstress=
0.34
Compare Tsh.51Css to Td:
T allow (Td) 1.45
Tshear stress= 0.34
TsheaistreiWC<ai dr ?,",O
Perimeter Ditch

aW_ I Pei
OW9
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e e e

• • o
1 0.. _. ...._ KILOMETERS i __. ___ _ 2
0 MEIERS 1000 _ - --TppO
5 0
MILES
'CONTOUR INTERVAL 2 METERS
SUPPLEMENTARY CONTOUR OPIERVAL 1 METER
NATIONAL GEODETIC. VERTICAL DATUM OF 1929
CONTROL ELEVATIONS SHOWN TO THE NEAREST .O.I METER
OTHER ELEVATIONS :SHOWN TO THE NEAREST OS PIEtFR
IS MAP COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS
ALE BY;U. S. GEOLOGICAL SURVEY, RESTON, VIRGINIA 22092
SCRIBING TOPOGRAPHIC MAPS AND SYMBOLS IS AVAILABLE ON REQUEST
N.C. •rJ
�f
QUADRANGLE LOCATION
CONTOURS AND:'ELEVATIONS
IN METERS
ROAD CLASSIFICATION
primary-h19hva9, Light -duty road, hard or
hard surface....... _ improvedsurface....
Secondary highway,
hard. sutface.........f Unimproved road..:...--.
InterstateRouteU.'S. Route O State Ra .
VANCEBORO,N
SWN VANCELMO 15' QUADF
35077-C2-7M-024
1983
DMA 55M 1 SW -SERIES'

• Soil Map-Cravemknty, North Carolina •
(USGS Map -Craven County, North Carolina)
302600 3028w 3030w w32W w39W wxw w:ww w w w .w•ww weow w=aw
if I
4� tr .� �_ Z `4• `l'
7I • � ti; P
Cam
. 11
r 1 r •
Tabenibick
�
43 r 70 ~$ C
Y I
am
1`
' gam, t_�' --s� � . ��•�•• � • �! - 1t.
i /�i ;;,._ �`'^ � • • � .fit• ,r � .. �i Vv � •
N Meters
A 0 200 400 800 1,200
Feet
0 500 1,000 2,000 3'000
USDA Natural Resources Web Soil Survey 2.0
Conservation Service National Cooperative Soil Survey
7/22/2008
Page 1 of 3

Soil Map-Cravelenty, North Carolina •
(Goldsboro Bolangles)
y it q,�lk� °.1�t'� s/ � •. \\a f�
. iLx a{.Y`4u-..Ax,. E�.fTA Qti�.=ma n�.�.�'���r� •4_
vrtem v»em Y1: fIM :lLiall� 3dAE0[1 3NGL0 303900 3040
N Meters
A 0 200 400 800 1.200
Feet
0 500 1,000 2.000 3.000
US Natural Resources Web Soil Survey 2.0
Conservation Service National Cooperative Soil Survey
l W.
7/2212008
Page f of 3

• • •
Soil Map —Craven County, North Carolina
(Goldsboro Bojangles)
MAP LEGEND
Sou$
Q
Soil Map Units
Special
Point Features
V
Blowout
®
Borrow Pit
X
clay spot
♦
Closed Depression
X.
Gravel Pit
..
Gravelly Spot
®
Landfill
A
Lava Flow
,6
Marsh
R
Mine or Quarry
(D
Miscellaneous Water
O.
Perennial Water
Rock Outcrop
}
Saline Spot
..
Sandy Spot
Severely Eroded Spot
0
Sinkhole
j)
Slide or Slip
p
Sock: Spot
E
Spoil Area
0
Stony Spot
Very Stony Spot
t
Wet Spot
MAP INFORMATION
Other
Original soll survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may very from the
Special
Line Features
original. Please rely on the bar scale on each map sheet for proper
�+
Gully
map measurements.
Short Steep Slope
Source of Map: Natural Resources Conservation Service
other
Web Soil Survey URL: http:ltwebsoilsuNey.nres.usda.gov
Coordinate System: UTM Zone 18N
Water Features
Q Oceans
This product is generated from the USDA-NRCS certified data as of
the version dates) listed below.
�...
Streams and Canals
Soil Survey Area: Craven County, North Carolina
Transportation
Survey Area Data: Version 10, Jul 18, 2007
a
Rails
Date(s) aerial images were photographed: 1993
Roads
The orthophoto or other base map on which the soil lines were
ti
Interstate Highways
compiled and digitized probably differs from the background
N
US Routes
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
State Highways
ti
Local Roads
C
Other Roads
USDA Natural Resources Web Soil Survey 2.0 - 7f2212001B
Conservation Service -. - National Cooperative Soil Survey Page 2 of 3

Soil Map raven County, North Carolina
Goldsboro Bojangles
i
Map Unit Legend
Craven County, North Carolina (NC049)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CrB
Craven silt loam, 1 to 4 percent
slopes
102.9
15.7%
GoA
Goldsboro loamy fine sand, 0 to
2 percent slopes
6.5
1.0%
La
Leaf silt loam
163.9
25.0%
Le
Lenoir sill loam
312.5
47.7%
Ly
Lynchburg fine sandy loam
67.4
10.3%
MM
Masontown mucky fine sandy
loam and Muckalee sandy
loam, frequently flooded
1.7
0.3%
Totals for Area of Interest (AOI)
654.91 100.0%
USDA Natural Resources Web Soil Survey 2.0 7122/2006
WIN Conservation Service National Cooperative Soil Survey Page 3 of 3