SW8990719_Historical File_20050801

Transmittal
Toe Paul Bartlett, DWQ
Pane John K. Klein, PE
CC: Ed Hill
DatK 7/28/2005
Ma Trademark Comer
Project No.: SW8 990719 Mod File No,: 25016
As per letter dated July 28, 2005, please find enclosed two (2) copies of the revised Drawing for the
project. Revisions include:
�q V 1. UVeir elevation has been added on the fbrebay wall detail.
2. The pond depth elevation has been corrected to 30.0 and excavation depth corrected on the pond
detail.
We trust this will satisfy your needs. Should there be any further questions, please feel free to contact
our office.
Thank you
3410 Wrightsville Avenue Wilmington NorthCandina 28403 910.799.7967 Fax [phone]

P. 1
COMMUNICATION RESULT REPORT ( JUL.26.2OO5 5:O1PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
707 MEMORY TX 9-7930599 OK P. 3/3
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional office
Michael F. Easley, Governor
FAX COVER SHEET
Date., 7/26/05
To: John Klein
Company: Wrightsville Eng. Services
FAX #; [phone]
William G. Ross, Jr., Secretary
No. of Pages; 3 (I ncl. Cover)
From: Paul Bartlett
Water Quality Section
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SWS 990719 Modification
Project Name: Trademark Corner
MESSAGE:
John,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Hill, and a copy will be mailed to you.
//1 //**/"

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
Date: 7/26/05
To: John Klein
Company: Wrightsville Eng. Services
FAX #: [phone]
William G. Ross, Jr., Secretary
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 990719 Modification
Project Name: Trademark Corner
MESSAGE:
John,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Hill, and a copy will be mailed to you.
ENB1ptb: S:IWQSISTORMWATERIADDINF0120051990719Mod.ju105
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Page 1 of 1
North Carolina
Elaine F. Marshall � EFART ENT OF TVI:E
Secretary E RET RY of T E:
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Date: 7/26/2005
Click here to:
View Document Filings I
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Corporation Names
Name Name Type
NC Trademark Corners, Legal
LLC
Limited Liability Company Information
SOSO:
FID:
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Agent Name:
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Address:
Principal Office Address:
Principal Mailing Address
0565390
Current -Active
9/27/2000
Domestic
NC
Perpetual
Plage, Robert
807 Wood Cove Road
Wilmington NC 28409
807 Wood Cove Road
Wilmington NC 28409
2713 Trademark Drive
Wilmington NC 28405
2713 Trademark Drive
Wilmington NC 28405
For questions or comments about the North Carolina Secretary of State's web site, please send a -mail to Webmaster.
http://www.secretary.state.nc.us/Corporations/Corp.aspx?Pitemld=5286698 7/26/2005

ybmu4
LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Trademark Corners, LLC
STATE OF INCORPORATION: NC
SOSID: 0565390
Date Filed: 3/31/2004 8:44 PM
Elaine F. Marshall
North Carolina Secretary of State
SECRETARY OF STATE L.L.C. ID NUMBER: 0565390 FEDERAL EMPLOYER ID NUMBER:
NATURE OF BUSINESS: None
REGISTERED AGENT: Plage, Robert
REGISTERED OFFICE MAILING ADDRESS: 807 Wood Cove Road
Wilmington, NC 28409
REGISTERED OFFICE STREET ADDRESS: 807 Wood Cove Road
Wilmington, NC 28409 County: New Hanover
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS: 2713 Trademark Drive
Wilmington, NC 28405
PRINCIPAL OFFICE STREET ADDRESS: 2713 Trademark Drive
Wilmington, NC 28405
MANAGERSYMEMBER S/OR G ANI7_,ER S :
Ed Hill
Title: Manager
809 Wood Cove Rd.
Wilmington, NC 28409
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Ed Hill
FORM MUST BE SIGNED BY A MANAGER/MEMBER
Ed Hill
3/31/2004
DATE
Manager/Member
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: E-Paid Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

OF WAIF Michael F. Easley, Governor
� 9p
�O G William G. Ross, Jr., Secretary
co r North Carolina Department of Environment and Natural Resources
+ Alan W. Klimek, P.E. Director
Division of Water Quality
July 26, 2005
Mr. Broadus E. Hill, III, Managing Member
Trademark Corners, LLC
807 Wood Cove Road
Wilmington, NC 28409
Subject: Request for Additional Information
Stormwater Project No. SW8 990719 Modification
Trademark Corner
New Hanover County
Dear Mr. Hill:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Trademark Corner on July 13, 2005 for review on July 21, 2005. A preliminary review of that
information has determined that the application is not complete. The following information is
needed to continue the stormwater review:
(tii t1. Please enter the weir elevation on the Forebay Wall Design detail on Drawing C-
Please correct the pond depth elevation to 30.0' and excavation depth on the
to Pond W/Forebay detail on Drawing C-1.
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 August 2, 2005, 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 construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
One
NofthCarolina
AI&WAY
An Equal Opportunity/Affirmative Action Employer— 50% Recycled110% Post Consumer Paper

Mr. Broadus E. Hill, III
July 26, 2005
Stormwater Application No. SW8 990719 Modification
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Since ly,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb:
cc:
S:\WQS\STORMWATER\ADDINFO\2005\990719Mod.juIO5
John K. Klein, P.E., Wrightsville Engineering Services, PLLC
Paul Bartlett
Page 2 of 2

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Scotts Hill quadrangle 117-9034
Projection is UTM Zone 18 NAD83 Datum G=-1.617
http://www.topozone.com/print.asp?z=18&n=3799141.45539714&e=236163.338216051 &... 7/26/2005

Trademark Center SW8 990719 Modification
Subject: Trademark Center SW8 990719 Modification
From: Paul Bartlett <[e-mail]>
Date: Mon, 25 Jul 2005 16:15:46 -0400
To: Cameron Weaver <[e-mail]>, Linda Lewis <[e-mail]>
The mystery of SW8 030510 might be solved! SW8 990719 Mod was issued 7/23/03 for
Northchase Auto-Shine/Trademark Corner. A permit number had been deleted from the
application and SW8 990719 Mod written in. The only record of 030510 is an Add Info
fax in 2003 from Laurie Munn. I think 030510 was opened and then Laurie realized the
application was a permit modification and rescinded the number, although the number
remains in BIMS. So there are no files for 030510 and there shouldn't be. I talked
with John Klein; has has no knowledge of 030510. His records show 990719 and 961104
(off -site treatment).
Cameron, please have Lindsay close out the 030510 number (permit issued as SW8 990719
Mod, 7/23/03) in BIMS and process the new application for Trademark Corner as SW8
990719 MOD only.
Thanks, Paul
1 of 1 7/25/2005 4:16 PM

Transmittal
Toe Water oualty supervisor
Fmw John K. Klein, PE
DQ Broadus E. lit, III
Date: 7112105
Poc)
PON Trademark Comer, Modification to SIM 990719 File No.: 25016
FAST TRACK SUBMITTAL
The Developers of the tract, Trademark Comers, LLC, has requested that the project be fast -tracked in
the most expedient fashion possible. We realize that the project has not had a pre-app meeting;
however, the information was forwarded prior with the meeting canceled at the owner's request. Due
to the I,fi'o
available._ nature of the project, we are requesting that the project be reviewed at the earliest slot
The prig' project name orthC se AutoShin�' to be incorporated into the new project area which
expands the project area, renames the o tact, revises the ownership and provides construction
of a new wet dekation basin for the project thereby removing the project from the NorthChase
Apartments regional stor water pond. This new submittal provides for future development within the
project area.
Enclosed for your needs are:
Completed original StomMater Management Permit Application Form plus one (1) copy
Original Wet Detention Basin Supplement
Permit application processing fee of $420
Two (2) Copies of the detailed Narrative with Calculations
Two (2) copies of the Drawing
Should there be any questions conceming the enclosed information, please feel free to contact our
office.
Thank you
SW 6L 1 3LU05
Dad 1 D rnod
3410 Wrightsville Avenue Wilmington North Carolina 28403 910.799.7967 Fax [phone]

DESIGN NARRATIVE
SEDIMENATION CONTROL SPECIFICATION
AND
DRAINAGE CALCULATIONS
for
TRADEMARK CORNER
NORTHCHASE PARK OF COMMERCE
2715 TRADEMARK DRIVE
NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR
Trademark Corners, LLC
807 Wood Cove Drive
Wilmington, NC 28409
[phone]
July 2005
FILE NO.: 25016
CAN
�loo�,,. ��,.�� RECEIVED
1ArL R s-wgI g0Ir9r+�o
p AA w Si.
6 In
'rree��i�t��Na
'REPARED BY
WRIGHTSVILLE ENGINEERING SERVICES, P.L.L.C.
3410 Wrightsville Avenue
Wilmington, NC 28403
[phone]

TABLE OF CONTENTS
DESIGN NARRATIVE
DWQ STORMWATER DESIGN AND SEDIMENT CONTROL
1-INCH STORM DESIGN
RIP -RAP OUTLET DESIGN
POND DESIGN, POSTDEVELOPMENT RUNOFF RATES
2-YEAR
10-YEAR
25-YEAR
100-YEAR
EROSION AND SEDIMENT CONTROL SPECIFICATION

DESIGN NARRATIVE
1. GENERAL:
The purpose of this submittal is to present design of the stormwater management measures for the subject site.
Included within this submittal are the Drawings and Storm Drainage Calculations. All items are part of the overall
plan and included by reference.
This submittal involves modification to permit number SW8 990719, NorthChase Auto -Shine to include the
adjoining tract also under common ownership. Both tracts were originally designed to discharge into the DWQ
wet detention pond at NorthChase Apartments to the south; this submittal wilt include design of a new pond to
serve the site and disconnection from the existing pond. The owners also desire that the new permit be issued in
the name of the parent company, Trademark Comers, LLC.
2. EXISTING SITE:
The existing site is completely cleared with low grasses. Soils are predominately Leon (Le). Overall, the site is
moderately drained due to the nearby roadway collection swales which are located to the north and east of the
subject property.
The site falls within the drainage boundary of Smith Creek, a class C-Sw water as was noted in the original
submittal documents.
3. PROPOSED IMPROVEMENTS:
This proposal calls for the construction of a wet detention basin to serve the existing NorthChase Auto -Shine as
well as allocations for future development on the comer tract. The existing outlet pipe discharging to the south
wiH be incorporated into the design with the remainder of the piping removed and the downstream inlet opening
plugged.
Due to space limitations, the pond -will be constructed rising a Beta-unii-vg welt strruciure around the perimeter, 1 op
of the wall shall be a minimum of 36.0 (existing ground surface) with a bottom grade elevation of 34.0.
Calcutation of the 14nch storm volume indicates that the 1-inch storage volume will occur below the elevation
where the wall occurs. Storage above this elevation are designed to meet NHC predevelopment runoff rates.
4. STORM DRAINAGE CALCULATIONS:
Calculations for the project involve design. of the wet detention pond to satisfy state and local requirements.
State requirements were designed using. appropriate methods used by NCDNR for wet detention basins and pond
sizing calculations.
Modeling for the past -development runoff involved breaking the project into two drainage basins: the pond
collection area; and, those grassed areas which drain away from the project. Based on the site data, these areas
are 1.10 acres and 0.4 acres respectively. The combined flow from both of these were evaluated to the
predevelopment rate of runoff. Post -development runoff calculations were made using a TR-20 analysis with the
HydroCAD modeling software furnished by Applied Microcomputer Systems.
Based on our evaluations, the pond will be adequate to meet pre -development rates of runoff. Refer to the
Design Calculations for additional review.

Page Two
Design Narrative
Trademark Corner
The 100-year storm event was evaluated to ensure that the emergency spillway will contain the overflow without
overtopping the top of the pond perimeter. Based on the routing using the 100-year storm, the maximum pond
height will be approximately 35.14 MSL. The existing building finished floor is well above this elevation and will
not be threatened should this level occur
5. EROSION CONTROL CONSIDERATION:
As no real land, dishwbing, except for the pond construction itself, it to be done, sedimentation and erosion control
is to be handled by use of silt fencing around the perimeter of the project. Additional measures proposed include
but not limited to the following:
a. Use of temporary seeding should construction activity be halted for the designated time periods.
b. Rip -rap protection at all pipe ends.
c. Silt fencing around sensitive areas and perimeter areas.

DWQ STORMWATER DESIGN,
PREDEVELOPMENT RUNOFF RATES
AND
SEDIMENTATION CONTROL DESIGN

Wrightsville Engineering Services, PLLC
PROJECT: Trademark Corner PROJECT NO.:
25016
CLIENT: Trademark Corner, LLC DATE: Jury 2005
LOCATION: NorlhCihase, New Hanover County, NC PREPARED BY:
JKK
SUBJECT: Stormwater Calculations
GIVEN: Design for detention pond drainage basin.
Design Storms: 2-year, 10-year and 25-year
Soils: Leon (its) Hyrologic; Group: B
1. PROJECT AREA (PA) : (See Plan)
PA = 6W47 SF
= 1.50 Acres
Comprised of the following types of regions:
Areas Draining to the Detention Pond =
1.10 Ac
Other non -built -upon area not collected into pond (wetlands, etc) =
0.40 Ac
Total:
1.50 Acme
2. RUNOFF COEFFICIENTS:
Preconstruction (undeveloped) = 0.30
Impervious = 0.95
Turf (developed) = 0.Z0
3. RAINFALL INTENSITY: Use Klrpich Method
Average Predeveloped Slope:
Larvest Length (L)= 295
Vertical Drop = 1.5
Watershed Slope = 0.51 %
Tc ((LA3/H)A0.385)/128
where: L = 295 '
H= 1.5'
Therefore, To = 5 min.
USE: 5 min
4. RAINFALL INTENSITY: (see dwM
For 2-year, 5 min storm, intensity () =
5.88 in/hr
For 10-year, 5 min storm, intensity (i) =
7.23 inthr
For 25--,^=r, 5 min stur,-n, intens4 (i) =
8.15 inthr
For 100-year, 5 min storm, k tensky (i) =
9.6 Whr
Rainfall Amounts, 24-hr Storm Event (for pond routing): see dart
For 2-year,
4.50 in
For 10-year,
7.00 in
For 25-year,
8.05 in
For 50-year,
9.00 in
For 100-year,
10.00 in
5. DETERMINE PEAK DISCHARGE (Q):
Q= C x i x A Q (cfs); A (acres)
i (in/in)
a. Predevelopment Rate (Qpre):
RETURN f A RUNOFF
PERIOq C i( nlhr) (AM (CFSI
2 0.30 5.86 1.50 2.6
10 0.30 7.23 1.50 3.3
25 0.30 8.15 1.50 3.7
100 0.30 9.6 1.50 4.3
6. Summary of Wit -Upon Areas into Pond:
25016 - Trademark Comer

Wrightsville Engineering Services, PLLC
Parking -
1S207 SF =
0.42 Acres
Buildings -
2807 SF =
0.06 Acres
Sidewalks -
0 SF =
0.00 Acres
Future Development -
168M SF =
0.39 Acres
Total Built Upon Area =
✓ 37814 SF
=
0.87 Acres w
Turf.
10102 SF
=
0.23 Acres
Pond bA Buift-upon = 0.868 Ac /
1.10 Ac =
78.9 %
use:
80.0 %
7. RATIONAL METHOD RUNOFF COEFFICIENTS FOR PIPING:
impervious =
0.87 Ac x
0.95 =
0.82
Turf =
0.23 Ac x
0.20 =
0.05
1.10
0.87
Weighted C Factor =
0.79 use.
0.80
8. STORM DRAINAGE DESIGN:
Refer to StormCad design data for piping
9. DETENTION POND DESIGN:
Design to shore the first 1-inch of runoff from project area
Imperv. 1.00 x 37814 SF x 1'/12' = 3151 CF
Turf 0.20 x 10102 SF x 1'/12' = 168 CF
3320 CF
Based on stale requirements for ponds without vegetative filter
and using the design impervious percent of ✓ 80.0 with a depth of -3.0
feet, the ratio of surface area (SF) to drainage area to drainage area (DA) _ / 9.40
Therefore, minimum required pond surface area (SA) is:
9.40 x 1.100 / 100 = 0.10 Acres
4504 SF
AVE. CUMUL
AREA AREA VOLUME VOLUME
ELEV. (SFI Sf_ZF fm , CF
30.0
2488
2949
31.0
3409
3905
32.0
4400
5478
33.0
41.
�3
7138
34.0
77
7719
35.0
7719
7719
36.0
7719
Depth where storage requiremw-it met:
Depth of Required Storage:
Elevation of Top of Riser.
Depth of Storage Provided:
Volume of Storage Provided:
0 (Pond Design Bottom)
2949 Yf, (Volume below surface)
2949 w
3905
6853 w
5476
2331 (neat Pool Eleva *m)
7138 -..--'
7138 (Volume above surfacel
7719 �pG7
1`85 w
7719
22576
33.47
0.47 VF or
33.47
0.47 VF or
3320 CF✓
5.6 Inches
5.6 Indies
25016 - Trademark Comer

Wrightsville Engineering Services, PLLC
10. DWQ ORIFICE DESIGN:
Design orifice for dirge allowed using the fotloweng
equation
Q= C x A x (29h)An 5 where:
Q = CFS
C = Orifice coefficient =
0.6
A = Orifice Area (SF)
g = 32.2 ft/s2
h = pressure head (ft)
Rearranging the above equation for A yields:
A=Q/Cx(2gh)^0.5
Design parameters:
Pond Outlet Invert =
33.00
14nch storage level =
33.47
Average Pond Elevation =
33.23
Trial Orfice Design =
1.250
Orifice Centerline =
33.1
Ave Pressure Head (h) =
0.18
Pond Volume: 3320 CF
3320 CF
Time to Drain: 2 Days
5 Days
Release Rate: 0.019 CFS
MODS CFS
Orifice Area: 0.0094 SF
0.0038 SF
Orifice Diameter 0.109,
0.(W '
1.312 "
0.83 "
USE FOR DESIGN: 1.250 ,.
Actual Draw -Down Rate = 0.017 CFS
Actual Ave Draw -down time = 52.9 Hours = 2.2 days
11. Forebay Design Req:
Design trebay for 20 % of the total volume below permanent pool.
Volume below surface: 12331 CF
FOREBAY VOLUME
AVE. CUMUL
AREA AREA VOLUME VOLUME
ELEV. (SF) (SF) (CF) (CF)
30 45 0
152 152
31 259 152
392 544
32 524 696
33 1874 1099 1643 0
2338
2338
Total Volume Below Normal Pool Elevation = 2338
Percent Forebay vs Total Volume = 19.0 %
12. Forebay Weir Design (see NydroCAD cads for basin with 25year storm)
weir equation: Q = C x H1312 x (L - 0.2H) where:
Q=CFS
25016 - Trademark Comer

Wrightsville Engineering Services, PLLC
C = weir coefficient = . 3.33
L = weir length (FT) = 2 x H (min)
H = head (FT)
rearranging and solving for weir length yields the folkyMng:
L=(Q!CxHA312)A0.2X
Forebay Flow Rate:
Q = 8.72 CFS (see HydroCAD calos)
Set invert at normal pod elevation = 33.00
Design weir capacity = 8.72 CFS
Design weir depth = 6 " = 0.50 FT
Therefore, required weir length = 7.51 FT use: 8 FT
14. Pond Summary:
Storage Volume Provided =
3320 CF
Pond Outlet Invert =
33.00
Design Storage Elevation =
33.47 Depth = 0.47 VF
Pond Bottom Elevation =
30.00
Outlet Orifice Diameter =
1.25 inches
Ave Discherge Rate =
0.017 CFS
Anticipated drawdown time
52.9 Hours = 2.2 Days
15. Rip -Rap Outlet Cakulatlo .-
Refer to Figure &06.b.1 and 8.06.b.2 for rip rep design charts
Pond Inlet:
Pipe Diameter =
Q(25) Peak Flow Rate =
Velocity at end of FES =
From Figure 8.06.b.1, case falls within Zone 1
Therefore, apron length = 4 x D =
Pond Outlet
Pipe Diameter =
Q(10) Peak Flow Rate =
Velocity at end of FES =
From Figure 8.06.b. J , case foie widin Zone 2
Therefore, apron length = 6 x D =
24 inches = 2.0 Ft
8.72 CFS (see HydraCAD calcs)
5.02 FPS (refer to FlowMasher Cakes with FES width)
8.0 FT using Class A rip -rap
12 inures = 1.0 Ft
2.12 CFS (see HydraCAD calcs)
9.07 FPS (refer to FkowMaster Cakes with FES width)
6.0 FT using Class B rip -rap
16. Summary of Pre and Post Development Calculations:
Refer to HydmCAD model output for detailed evaluation of each node. The project was modeled
as aonsistirog of drainage basins and catch basins corresponding to each of the proposed inlets. The routed
runoff was passed thru the pond with post-developnoent amounts being determined
STORM PREDEVELOPMENT POST DEVELOPMENT
EVENT RATE (CFS) RATE (CFS)
2 2.6 0.5
10 3.3 2.1
25 3.7 3.1
100 4.3 4.6
25016 - Trademark Comer

N"
II
as% TS6 RBWVAL
301OOT VBG=72P FMTSB Rl9Q�J1
tip
3'
IS'
4.0'
4.F
SO
5.5'
b.w
6.5'
W
10%
.9
.$
.7
.6
.S
0
0
0
2D%
1.7
1.3
1.
1.1
1.0
.8
.7
.5
.5
30%
IS
2.2
1.9
1.5
1.3
1.2
1.0
.9
40%
'3.4
3.0
2.6
2.
1
1.9
1.6
1.4
Ll
1.0
50%
4.3
3.7
3.3
3.0
2.7
.�
2.1
1.9
1.5
1.3
69 %
3.0
4.5
_3
3.5
3.2
2.0
.6
2.3
2.0
1.6
70%
6.0
.2
4.5
4.1
3.7
3.1
2.9
2.S
2.1
1A
60%
6.a
5.2 .
4.7
4.2
3.7
3.2
2.
2.2
2.0
90%
7.5
6.5
5.9
5.3
4.9
4.3
13.5
!i
&2
7.4
+6.9
6.2
5.6
3.0
4.4
LIS
3.2
ft% T85 RZMYAJ6
NO VWWAT= MLTIMR RWJU1
m
=wm
31
3.S'
4.0'
4.5'
5.0'
53'
CO'
6.5'
7.0'
7J?
109
11.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
2DX
2.4
2,0
1.8
1.7
1.5
11.4
1.2
2.4
.9
.6
30%
3.3
3.0
2.7
2.5
2.2
1.9
1.6
1.%
1.1
.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
3.0
4.3
3.9
3.5
3:1
2.7
13.4
2.3
IS
LS
600
7.0
6.0
5.3
4.9
4.3
1_9
2.9
2.4
1.0
70%
$.1
7.4
6.0
5.5
A 5.0
14..s
3.9
14
2.9
2.3 �
80lb
9.4
8.0
7.0
6.4
1.7
5.2
4.6
4.0
3.4
2.$
90'S!
10.7
9.0
7.9
7.2
6.5
S,9
5,2
4.6
3.9
3.3
1 '
12.0
10.0
$_t
8.1
7,3
6.6
5.9
S.1
4.3
3.6
M to
PM)Viow-ld
me Cut

NAWHMioyER Coom7STORM WATER DBMGNMRNUAL
SEG'T!owO - RUNOFFDETMWmArtoNPRocBDURES
TABLE 40 3
NEW HANOVER COUNTY
DEPTH - DURAriON - FREQUENCY TABLE
TABLE 40-3A
Duration
Return ftiod
2 }+r
S-yr
1 ayr
2S-yr
50-yr
1 p0.yr
(time)
()
(in)
(xn)
(M)
(in)
(in)
5 miry
0.49
0•55
0.60
0.69
0.74
0.80
10 min
0.89
0.99
1.07
1.20
1.31
1.41
15 min
1.15
1.29
1.40
1.57
1.70
1.84
30 min
1.62
1.92
2.14
2.47
in
2.99
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
2.50
3.30
3.60
4.20
4.70
5.20
3 hr
2.80
3.50
4.05
4.70
S.20
5.80
6 hr
3.30
4.20
4.82
5.71
6.40
7.00
12 br
3.90
5.00
5.80
6.90
7.70
8.60
L.24 hr 1
4.50
5.80
7.00
8.05
9.00
10.00
TABU 40-3B
Duration
Return Period
2-yr
yr
1 ayr
25-yr
50-yr
100-yr
(time)
(inlhr)
(inlhr)
Ouft)
(hv'hr)
(inft)
(in/hr)
5 mm
5.88
6.63
7.23
8.I5
8.87
9.60
10 min
5.28
5.91
6.43
7.22
7.85
8.48
15 min
4.60
5.15
5.59
6.27
6.82
7.36
30 min
3.23
314
4.29
4.94
5.46
5.97
60 min
2.10
2.58
2.92
3.41
3.90
4.18
2 hr
1.25
1.65
1.80
2.10
2.35
2.60
3 hr
0.93
1.17
1.35
1.57
1.73
1.93
0.55
0.70
0.80
095
1.07
1.17
L24hr
0.33
0.42
0.48
0.58
0.64
0.72
0.19
0.24
0.29
034
0.39
0.42
Source: Latest Versions ofNWS TP-40 and NWS H dro-35
3+
ADOPTED SEPMWM S. 2000
PAGE 40-5

Pond Inlet Velocity
Worksheet for Rectangular Channel
Project Description
-
Project File
d:Vandpr-2125016-11riprap.fM2
Woricsheet
Pond Inlet Rip Velocity
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
--
Mannings Coefficient
0.013
Channel Slope
0.76 %
Bottom Width
47.75 in
Discharge
8.72 fLO/s
Results
Depth
0.44
ft
Flow Area
1.74
ft2
Wetted Perimeter
4.85
ft
Top Width
3.98
ft
Critical Depth
0.53
ft
Critical Slope
0.004169 ft/ft
Velocity
5.02
ft/s
Velocity Head
0.39
ft
Specific Energy
0.83
ft
Froude Number
1.34
Flow is supercritical.
Jul 11, 2005 KLEIN ENGINEERING AND ASSOCIATES ROWMaster v4.1 c
14.29.'S6 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Pond Outlet Velocity
Wbrksheet for laeclaingular Channel
Project Description
Project File
d:llandpr-2125016—ftprap.fm2
Worimheet
Pond Outlet Velocity
Flow Element
Rectangular Channel
Method
Manning's Formula
Sohre For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 12.50 %
Bottom Width 23.50 in
Discharge 2.12 iP/s
Results
Depth
0.12
ft
Flow Area
0.23
fl2
Wetted Perimeter
2.20
ft
Top Width
1.96
ft
Critical Depth
0.33
ft
Critical Slope
0.005249 ft/ft
Velocity
9.07
ft/s
Velocity Head
1.28
ft
Specific Energy
1.40
ft
Froude Humber
4.63
Flow is supermilical.
Jul 11, 2005 KLEIN ENGINEERING AND ASSOCIATES FlowMaster v4.1 c
14:31:49 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Appendices
NEW YORK DOT DISSWATOR METHOD
FOR USE IN DEFINED CHANNELS
(Serum: 'Bank and channel lining procedures", New York Department
Of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vlo
where Q = discharge in efs and = Velocity in FPS.
ESTIMATION OF MIME SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V, at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Du=Ao. where A.= cross -sectional area of flow at outlet.
For multiple culverts, use Det�1.25xDo of single culven.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
s-
■r■u
Y�p,rrYi�4Mlrruusl.ncrr�[Q
���maaaaroinssa.r�ar
yip,
rM
rrar�oruarr,ra
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mc�Or�
m
muaKuKAffm
wraum
d
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n■'
�■rrrii�Triwr
r.rrrrl■r�rmas
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rvrrr=torer.su>s■r::sr
r�ualaQal[.a41alsl�q�
p
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lu■a�u_
rim*rt�mruvrra=tiarrml..aRa
ar:rl,'zs*.earl=nmrrr
�mn�rrtiu
ar� err=
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saays'-ter
>isa■.■r■=Offlapns.
al�raaaiom�arlar
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iaiu
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ENMA"
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wn
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]
20"m
�lrlrr.►tarrtr,
erne-
lolrriut.=cioi■.r■-vsa.nlnul.
rrmnu-".aswaa
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l�rriiiiaaairariusanrums
�a:u�;1a
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rare■u►rrar
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ream
urrr�arrr■■r
r
aarrlr
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ra=�acuarr
■r■ err o ■■
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reel
rlrrrr
lolrr��rair
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u _a�YrOti`rrr.rrrltt■r
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alr■oum/u.rnl�i;w■M>tartar■r
b`■rra=1#■llq/l9=7
5' f 0' 15` 20' 25'
DIAMETER (Ft)
Figure 8.06.b.1
ttm IZ03 8.06.3

0
_ . �
rv" M MATE AL
P40Y CT CLOEF f
I TO FREVEW bCOUR
AM [H �L21lLWA S
t
STONE FILLING (FINE)
3 x Qo
4 x Do
3 x Do
6 x
2
STONE FILLING (LIGHT) CL 8
3
ISTONE FILLING (MEDIui CL_ 1- ~_
4 x Do
`
_Do
8 x Do
4
STONE FILLING (HEAVY) CL. t
4 x Da
S x Do
5
STONE FILLING (HEAVY) CL. 2
5 x Of
10 x Do
6
STONE FILLING (HEAVY) CL 2
6 x Do
10 x Do
T SPECIAL STUDY REOUIRED ENERGY DWIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 limas Pipe dk (min.)
(DETERMINATION OF STONE SIXXS FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 00 determine maximum stone size (e.g. for 12
Fps --?A" or 5501bs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range f(3r stone
(for 12 FPS it is 125-500 lbs. for 75% of scene, and the maximum
and minimum range in weight should be 25-500 lb&)
Note. In determining channel velocities for stone linings and revetmen4 use
the following coe0icients of roughness:
Diametef Mannin's Min. ikesuxmw
--(inches) "n" of fining (inches)
Pima
3
0.031
Light
6
0.035
Medium
13
0.040
Heavy
23
0044
9 12
12 1g
18 24
30 36
(c]wMIS) (Dirapswo
5.06.6
Rev. IZA3

Precast F�Inurred Concrete
Flared End Sections ,��►
rr�g oLJ
FAWble P/gsdc Type Mhfs
SpedficaUO178: N.r Department of TransporWbI7
fifi
F3
lik 77
T
1
M
-4 K-
TTf
OD NJ D Wall At
Jj4 1 jk
�—.- C
5OR
D
Well
I OD
L
I A
8
C
E
P
10
H
J
I K
M
Wt.
12'i
2
16
75
4
24%
5Ql/s
23%
141A
13%
13%
1314
14dt
13A
650
15
2%
19%
75
7
19%
45%
30
17%
167
17%
16%
2
2
880
18
24
2%
23
75%
9
19
461/2
36
20"%a
201A
20%
19%
2
2
1.170
30
3
31&
30
37%
733A
'73%
11
13%
421A
` 52
3114
21'A
47SA
59%
27%
341Aa
27
331A
2M
' 333A
26%
32%
2%
2A
2%
2Va
1,460
3614
42
41/b
, 44
51 `
99
90
16
22
61 %
63%
3ra
341A
I 71
77
41
40
397'e
38%
3%
.a S1 A
2.000
3,600
48
5
58"
983A
25%
69%
291A
84
471A
53%
467A
521;%s
46
521A
451/
517/e
4%
4%
31/2
3%
5,100
6,200
154
60
6%
6
65
72
100
99
27
65
35
90
58%
589N
58%
671/2
4%
4%
30
60
39
96
65%
65
643A
64
43A
43A
11,650
' 0D at joint is enlarged to C Wall
N.C. Products Corp. P.O. Box 2M77 Leigh! EV C. 27+611 (919) &,�4.2557

Drainage Ba 'n
2P
DWQ Pon
Combined
Su [Reach o Link
(3S)
Areas

Pond Calcs Type It/ 24-hr Rainrfall=4.50"
Prepared by Wrightsville Engineering Services, PLLC Page 1
FlydroCADO 7.00 s/n 001707 019W2003 Applied Microcomputer Systems
Subcatchment 1S: Drainage Basin
Runoff = 4.60 cfs @ 12.07 hrs, Volume= 0.313 af, Depth= 3.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=4.50"
Area ac CN Description
1.100 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (f tft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Drainage Basin
Hydrograph
Type III 24-hr
4 Rainfall=4.50"
Runoff Area=1.100 ac
3- Runoff Volume=0.313 of
Runoff Depth=3.41"
2- TC=5.0 min
CN=92
1-1
il 0 i a a 10 11 12 13 14 15 16 17 18 18 20
Time (hours)

Pond Calcs Type !ll 24-hr Rainfall=4.50"
Prepared by Wrightsville Engineering Services, PLLC Page 2
HydroCADD 7.00 s/n 001707 01986-2003 Awied Microcomouter Svstems
Subcatchment 3S: Uncollected Areas
Runoff = 0.46 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=4.5V'
Area (ac) CN Description
0.400 61 >75% Grass cover, Good, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (fifft) (fused) (cfs)
5.0 Direct Entry
Subcatchment 3S: Uncollected Areas
Hydrograph
Type Ili 24-hr
04 Rainfall=4.50"
0.35. Runoff Area=0.400 ac
° Runoff Volume=0.032 of
o °25 Runoff Depth=0.97"
02 Tc=5.0 min
0.15- CN=61
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Runoir

Pond Calm Type N 24-hr Rainfall=4.50"
Prepared by Wrightsville Engineering Services, PLLC Page 3
HydroCAQV 7.00 s1n 001707 01986-2003 Applied Microcomputer Systems
Pond 2P: DWQ Pond
Inflow Area = 1.100 ac, Inflow Depth = 3.41"
Inflow = 4.60 cfs cQ 12.07 hrs, Volume= 0.313 of
Outflow = 0.29 cfs @ 13.61 hrs, Volume-- 0.117 af, Atten= 94%, Lag= 92.3 min
Primary = 0.29 cfs @ 13.61 hrs, Volume= 0.117 of
Routing by Star -Ind method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Elev= 33.91' @ 13.61 hrs Surf.Area= 7,189 sf Storage= 9,542 cf
Plug -Flow detention time= 278.7 min calculated for 0.117 of (37% of inflow)
Center -of -Mass det. time=172.0 min ( 927.4 - 755.4 )
# Invert Avail'.Storage Storage Description
1 32.50' 24,591 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
32.50 6,047 0 0
33.50 7,189 6,618 6,618
34.50 7,189 7,189 13,807
36.00 7,189 10,784 24,591
# Routing Invert Outlet Devices
1 Primary 33.00' 12.0" x 8.0' long Culvert RCP, square edge` headwall, Ke= 0.500
Outlet Invert-- 32.00' S= 0.1250 T n= 0.013 Co= 0.900
2 Device 1 33.00' 1.3" Vert.,Orific elGrate C= 0.600
3 Device 1 33.65' 10.0" Vert. Orific afGrate C= 0.600
Primary Outflow Max--0.29 cfs @ 13.61 hrs HW--33.91' (Free Discharge)
t-'! !v-art (Passes 0.29 cfe of 2.43 cfs potential flora)
2=0r1flce1Grate (Orifice Controls 0.04 cfs Q 4.4 fps)
rificelGrate (Orifice Controls 0.25 cfs @ 1.7 fps)

Pond Calm
Prepared by Wrightsville Engineering Services, PLLC
HydroCAD® 7.00 sh 001707 01986-2003 Applied Micmwm
1
Pond 2P: DM Pond
Hydrograph
4.60 dTs
Inflow Area=1.100 ac
Peak Elev=33.91"
Storage=9,542 cf
Type /it 24-hr Rainfall=4.50"
Page 4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 W 18 19 20
Time (hours)
Innow
MY

Pond Cales
Prepared by'
R
Services, PLLC
Link 4L: Combined
Type 11124-hr Rainfa11=4.50"
Page 5
Inflow Area = 1.500 ac, Inflow Depth = 1.20"
Inflow = 0.48 cfs @ 12.09 hrs, Volume= 0.150 of
Primary = 0.48 efs @ 12.09 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Link 4L: Combined
Hydrograph
Inflow
Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Drainage Ba 'n
2P
DWQ Pon
Su Rich on [Unk
(3S)
4L
Combined
t®a%deAQ� <.M%M
Areas

Pond Calcs Type 11124-hr Rainfall=7.00"
Prepared by Wrightsville Engineering Services, PLLC Page 2
HydroCAD® 7.00 s!n 001707 01986-2003 Applied Mcrocomputer Systems
Subcatchment 1S: Drainage Basin
Runoff = 7.51 cfs @ 12.07 hrs, Volume= 0.527 af, Depth= 5.75"
Runoff by SCS TR 20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type Ill 24-hr Rainfall=7.00"
Area (ac) CN Description
1.100 92 Urban commercial, 85% imp, HSG B
Tc Length Slope
5.0
1
Capacity Description
Direct Entry,
Subcabchment 1S: Drainage Basin
Hydrograph
Type III 24-hr
Rainfall=7.00°°
Runoff Area=1.100 ac
Runoff Volume=0.527 of
Runoff Depth=5.75°°
Tc=5.0 men
CN=92
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20
Time (hours)

Pond Calcs Type 11124-hr Rainfall=7.00"
Prepared by Wrightsville Engineering Services, PLLC Page 3
HvdroCAD® 7.00 stn 001707 01986-2003 Ana6ed Microcomputer Svstems
Subcatchment 3S: Uncollected Areas
Runoff = 1.28 cfs @ 12.08 hrs, Volume= 0.083 af, Depth= 2.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=7.OV'
Area (ac) . Chl Description
0.400 61 >75% Grass cover, Good, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Uncollected Areas
Hydrograph
12B ds
Type III 24-hr
Rainfall=7.00"
Runoff Area=0.400 ac
Runoff Volume=0.083 of
Runoff Depth=2.48"
Tc=5.0 min
CN=61
0 1 2 3 4 5 a 7 fS 9 10 11 12 13 14 15 16 17 1R 19 91
Time (hours)
— Runoff

Pond Calm Type III 24-hr Rainfall= 7. 00 "
Prepared by Wrightsville Engineering Services, PLLC Page 4
HydroCAD® 7.00 aln 001707 019W2003 Applied Microcomputer Systems
Pond 2P: DWQ Pond
Inflow Area = 1.100 ac, Inflow Depth = 5.75"
Inflow = 7.51 cfs c@ 12.07 hrs, Volume= 0.527 of
Outflow = 1.67 cfs @ 12.46 hrs, Volume-- 0.325 af, Atten= 78%, Lag= 23.5 min
Primary = 1.67 cfs @ 12.46 hrs, Volume= 0.325 of
Routing by. Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Elev= 34.44' Q 12.46 hrs Surf.Area= 7,189 sf Storage= 13,365 cf
Plug -Flow detention time= 192.0 min calculated for 0.325 of (62% of inflow)
Center -of -Mass det. time= 114.6 min (857.7 - 743.2)
#
Invert
Avail.Storage Storage Description
1
32.59
24,591 cf Custom Stage Data (Prismatic) Listed below T
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
32.50
6,047
0 0
33.50
7,189
6,618 6,618
34.50
7,189
7,189 13,807
36.00
7,189
10,784 24,591
#
Routing
Invert
Outlet Devices
1
Primary
33.00'
12.0" x 15.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert-- 28.50' S= 0.3000 7 n= 0.013 Cc-- 0.900
2
Device 1
33.00'
1.3" Vwt. Orifice/Gmie C= 0.600
3
Device 1
33.65'
10.0" Vert Orlfic afGrate C= 0.600
Primary OutFlow Max=1.67 des @ 12.46 hrs HW=34.44' (Free Discharge)
t-1-CUI -ft (Pssses 1.67 cfs of 3.66 cfs potential flow)
--2-0rifrcelGrate (Orifice Controls 0.05 cfs a 5.7 fps)
L-3=0rifcafGrate (Orifice Controls 1.61 cfs @ 3.0 fps)

Pond Cale
Prepared by Wrightsville Engineering Services, PLLC
HydroCAD® 7A0 sin 001707 01986-2003 Appled Microcom
Type Ill 24-hr Rai►ftl=7.00"
Page 5
Pond 2P: DWQ Pond
Hydrograph
7. Inflow Area=1 A 00 ac
Peak Elev=34.44'
5 Storage=13,365 cf
1
17.51 cis I
1 A7 cis
0 1 2 3 4 5 6 7 8 8 10 11 12 13 14 15 16 17 18
Time (hours)
tr►Row
Primary

Pond Calcs
Prepared by Wrightsville Engineering Services, PLLC
HydroCADD 7.00 sln 001707 01986-2003 App&ed Microcoml
Link 4L: Combined
Type 11124-hr Rainfall=7.00"
Page 6
Inflow Area = 1.500 ac, Inflow Depth = 3.26"
Inflow - 2.13 cis @ 12.33 hrs, Volume= 0.408 of
Primary = 2.13 cfs a 12.33 hrs, Volume= 0.408 af, Men= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, clt= 0.01 hrs
Link 4L: Combined
Hydrograph
2.13 cis
11 Inflow Area=1.500 ac
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Irdlow
Primary

Drainage Ba nn
2P
DWQ Pon
Su [Reach] juj�k
Zia -
Combined
3S
Areas

Pond Calm
Prepared by Wrightsville Engineering Services, PLLC
HydroCAD07.00 s/n 001707 0198&2003 Applied Microcom
Subcatchment 1S: Drainage Basin
Type 11124-hr Rainfall=8.05"
Page 2
Runoff = 8.72 cfs @ 12.07 hrs, Volume= 0.618 af, Depth= 6.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfa11=8.05"
Area (ac) CN Description
1.100 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (M) (ft/sec) (cfs)
5.0 Dined Entry,
Subcatchment 1S: Drainage Basin
Hydrograph
a- Type III 24-hr
Rainfall=8.05"
Runoff Area=1.100 ac
Runoff Volume=0.618 of
5
Runoff Depth=6.74ae
LL
4 Tc=5.0 min
3 - CN=92.
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
— Runoif

Pond Calcs
Prepared by Wrightsville Engineering Services, PLLC
HydroCAD® 7.00 s/n 001707 01986-2003 Applied Microcom
Subcatchment 3S: Uncollected Areas
Type 11124-hr Rainfal1=8.05"
Page 3
Runoff = 1.67 afs @ 12.08 hrs, Volume= 0.107 af, Depth= 3.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-20.00 hrs, dt= 0.01 hrs
Type ill 24-hr Rainfall=8.05"
Area (ac) Chl Description
0.400 61 >75% Grass cover, Good, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Uncollected Areas
Hydrogmph
1.67 ds
Type Ill 24-hr
Rainfall=8.05"
Runoff Area=0.400 ac
Runoff Volume=0.107 of
Runoff Depth=3.21 ••
Tc=5.0 men
C N=51
0 1 2 3 4 5 6 7 6 9 10 11 12
Time (hours)
16 17 1f! 16 71
— Runoff

Pond Calm
by Wrightsville Engineering Services, PLLC
D 7.00 sin 001707 01986-2003 Applied Mcrocorr�
Pond 2P: DMIQ Pond
Type III 24-hr Rainfall=8.05"
Page 4
Inflow Area = 1.100 ac, tnflow Depth = 6.74"
Inflow = 8.72 cfs @ 12.07 hrs, Volume= 0.618 of
Outflow = 2.12 cfs @ 12.44 hrs, Volume= 0.414 af, Atten= 76%, Lag= 22.0 min
Primary = 2.12 cfs @ 12.44 hrs, Volume-- 0.414 of
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Bev= 34.68' @ 12.44 hrs Surf.Area= 7,189 sf Storage= 15,123 cf
Plug -Flow detention time= 180.3 min calculated for 0.414 of (67% of inflow)
Center -of -Mass det. time= 108.4 min ( 848.0 - 739.6 )
#
Invert
Avail -Storage Storage Description
1
32.50'
24,591 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubicfeet) (cubic -feet)
32.50
6,047
0 0
33.50
7,189
6,618 6,618
34.50
7,189
7,189 13,807
36.00
7,189
10,784 24,591
#
Routing
Invert
Outlet Devices
1
Primary
33.00'
12.0" x 15.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 28.50' S= 0.30007 n= 0.013 Cc-- 0.900
2
Device 1
33.00'
1.3" Vert Orifice/Grate C= 0.600
3
Device 1
33.65'
10.0" Vert Orifice/Gmte C= 0.600
Primary OutFlow Max=2.12 cfs @ 12.44 hrs HW=34.68' (Free Discharge)
t-1=Ojsoe:t (Passca 2.12 cfs of 4.11 cfs potential flow)
1-2=0rifice/Grabe (Orifice Controls 0.06 cfs @ 6.1 fps)
L--3=0r1f1cs/Grate (Orifice Controls 2.06 cfs Q 3.8 fps)

Pond Calm
Prepared by Wrightsville Engineering Services, PLLC
Pond 2P: DM Pond
Hydrograph
Inflow Area=1,100 ac
Peak Elev=34.68'
Storage=15,123 cf
8.72 ds
2.12 ds
Type W 24-hr RainfaN=&05"
Page 5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Tm* (hours)
Inflow
Primary

Pond Cates Type 11124-hr Rainfall=8.05".
Prepared by Wrightsville Engineering Services, PLLC Page 6
HvdroCAD® 7.00 afn OG1707 ® 49M-2CM Ann!PA RA#,mmmnthnr Cua4amc
Link 4L: Combined
Inflow Area = 1.500 ac, Inflow Depth = 4.17"
Inflow = 3.08 cfs Q 12.11 hrs, Volume= 0.521 of
Primary = 3.08 cfs @ 12.11 hrs, Volume-- 0.521 af, Men= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt-- 0.01 hrs
Link 4L: Combined
Hydrograph
Inflow Area=1.500 ac
1-1
IUSdsI
i z s 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20
Tune (hours)
trr Av
Pd"Mry

1S
Drainage Ba 'n
3S
2P Unco ected Areas
DWQ Pon
4L
Combined
sub Reach on Link

Pond Calcs Type 11124-hr Rainfall=10 00"
Prepared by Wrightsville Engineering Services, PLLC Page 2
HydmCADS 7.00 s/n 001707 01986-2003 Applied Microcomputer Systems
Link 4L: Combined
Inflow Area = 1.500 ac, Inflow Depth = 5.88"
Inflow = 4.57 cfs @ 12.09 hrs, Volume= 0.735 of
Primary = 4.57 afs @ 12.09 hrs, Volume= 0.735 af, Men= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Link 4L: Combined
Hydrograph
In1bw
Pnmary
Inflow Area=1.500 ac
1 19 s 4 5 a 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

STORMWATER POND DESIGN
POSTDEVELOPMENT RUNOFF RATES
2-YEAR
1-0-YEAR
25-YEAR
1 aQ-YEAR

EROSION AND SEDIMENT CONTROL
SPECIFICATION

SECTION 02910
EROSION AND SEDmENT CONTROL
PART 1
1.01 GENERAL:
The Contractor shall maintain all work areas within and outside the project boundaries
free from environmental pollution which would be in violation of any Federal, State or
local regulations.
1.02 EROSION AND SEDEWENT CONTROL:
All work shall comply with the regulations of the North Carolina Sedimentation Control
Act of 1973.
1.03 DISTURBED AREAS:
Sufficient erosion control practices must be installed and maintained to retain sediment
within the boundaries of the site. All disturbed areas shall be non -erosive and stable
within fifteen (15) working days or 90 calendar days whichever is shorter. All slopes,
including ditches and stockpiles, must be stabilized within fifteen (15) days or thirty (30)
calendar days whichever is shorter.
1.04 AREAS UNDER ACTIVE CONSTRUCTION:
All erosion control devices shall be installed and maintained as required by the North
Carolina Department of Environment, Health, and Natural Resources. Such measures
may consist of berms, dikes, drains, and sediment basins, or use of fiber mats, woven
plastic filter cloths, gravel, mulches, bituminous spray, and other erosion control devices
or methods. Refer to drawings for minimum requirements for erosion and sediment
control devices.
PART 2 PRODUCTS
2.01 FERTELXFJNG AND SEEDING: Refer to drawings
2.02 SILT FENCE:
Silt fence shall be used as a permeable barrier that retains sediment on the construction
site. Use a synthetic filter fabric which is certified by the nianuflicturer or supplier
conforming to the following requirements:
Filtering efficiency - 85% minimum
Tensile Strength of 20% maximum elongation 30 Ibs/lin in (min)
Slurry Flow Rate - 0.3 gal/sq ft/min
Installation and maintenance shall be by the manufacturers' recommendations. Materials
shall meet the requirements of the North Carolina Department of Transportation.
T-13-1

PART 3 AIR AND WATER QUALITY PROTECTION
3.01 PROTECTION OF AIR QUALITY:
The air pollution likely to occur due to construction operations shall be minimized 'by
wetting down bare soils during windy periods, requiring the use of properly operating
combustion emission control devices on construction vehicles and equipment used by
contractors, and by encouraging the shutdown of motorized equipment not actually in
use. T rash burning will not be permitted on the construction site.
3.02 PROTECTION OF WATER QUALITY:
The Contractor shall observe the rules and regulations of the State ofNorth Carolina and
agencies of the United States Government prohibiting the pollution of stream or river
waters by the dumping of any refuse, rubbish or debris therein.
T-13-2