SW8970105_HISTORICAL FILE_19970311 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 q7 01 OS
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
WHISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
q Q% 03 11
YYYYMMDD
f

State of North Carolina
'Department of Environment,
Health and Natural Resources
Wilmington Regional Office
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
arch 11, 1997
BaiW.D Michael Caldwell, President
aita Development Co., LLC
1777 Northwest Expressway /\�
Atlanta, GA 30329
Dear Mr. Caldwell:
The Wilmington Regional Office received the Ston
6, 1997, with final information on March 11, 1997
as proposed, will comply with the Storrqwater Reg
No. SW8 970105 dated March 11, 199 for the
This permit shall be effective from the dat
limitations as specified therein. Please pay
Failure to establish an adequate system for
future compliance problems.
Subject: Permit No. SW8 970105
Smith Creek Station
High Density Commercial Stormwater Project
New Hanover County
Aanagement Permit Application for Smith Creek Station on January
:view of the plans and specifications has determined that the project,
set forth in Title 15A NCAC 2H.1000. We are forwarding Permit
:lion of Smith Creek Station.
until March 11, 2007, and shall be subject to the conditions and
on to the Operation and Maintenance requirements in this permit.
maintenance of the stormwater management system will result in
If any parts, requirements, or limitations contained in thi permit a�eunacceptable, you have the right to request an ajudicatory
hearing upon written request within thirty (30) days f lowing receipt of this permit. This request must be in the form of a
written petition, conforming to Chapter 150B of the No Carolina GenerraI
Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7, 17. Unless such de are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or me at (910)
395-3900.
Sincerely,
V), t' C-
t—
Rick Shiver, P.G.
Acting Regional Water Quality Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\970105.MAR
cc: Phil Norris, P.E.
Tony Roberts, New Hanover County Inspections
Beth Easley, New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stotmwater Management Systems
Permit No. SW8 970105
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Baita Development Co., LLC
Smith Creek Station
New Hanover County
FOR THE
construction, operation and maintenance of 2 Detention Ponds in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stormwater rules I and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 11, 2007 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit, the Project Data Sheet. Pond 1 of the stormwater control has been designed to handle
the runoff from 688,356 ft2 and Pond 2 for 708,396 ft2 of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.

State Stormwater Management Systems
Permit No, SW8 970105
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Smith Creek Station
970105
New Hanover County
Mr. W. Michael Caldwell, President
Baita Development Co., LLC
1777 Northwest Expressway
Atlanta, GA 30329
Application Date: January 6, 1997
Water Body Receiving Stormwater Runoff: Smith Creek
Classification of Water Body: "C Sw"
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Total Impervious Surfaces Allowed,
Future Development
Outparcel 1
Outparcel 2
Outparcel 3
Outparcel 4
Outparcel 5
Required Surface Area, ftz:
Provided Surface Area, ftz:
Required Storage Volume, ft3:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL
Controlling Orifice:
PONDI PONDS
7.5 7.5
33.1 34
ft2: 688,356 708,396
93,654
19,602;
47,916
24,669
32,400
55,012
62,190
34.9
3.5" pipe
3
45,738
43,124
49,658
25,305
37,000
56,642
62,480
35.6
3.5" pipe

State Stormwater Management Systems
Permit No SWR 970105
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per
approved plans.
5. Deed restrictions must be recorded prior to the sale of any outparcel or future area shown on the approved
plans to ensure that future owners are made aware of the built -upon area limitations. The following
statement must be recorded:
To ensure continued compliance with the NC Division of Water Quality Stormwater Management
Permit Regulations, 15A NCAC 2H.1000, outparcels and future areas as shown on the DWQ
March 11, 1997 approved plans are limited in total built -upon area. Built -upon area ncludes any
pavement on that portion of the right-of-way between the front lot line and the edge of the road,
structures, pavement, walkways of brick, stone or slate, but not including wood decking or the
water surface of swimming pools. Built -upon area limits and the corresponding control system
are as follows:
Pond #
Future Development
93,654 ft2
1
Outparcel 1
19,602 ftz
1
Outparcel 2
47,916 ft2
1
Outparcel 3
45,738 ftz
2
Outparcel 4
43,124 ftz
2
Outparcel 5
49,658 ft2"
2
"All built -upon area from the outparcels or future areas must be directed into the permitted
stormwater control system."
"Additional built -upon area will require a permit modification."
"The connection into the stormwater control shall be made such that short-circuiting of the system
does not occur."
6. The pennittee is responsible for verifying that the proposed built -upon area does not exceed the allowable
built -upon area.
7. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan
In addition, the Director may determine that other revisions to the project should require a modification
to the permit.
1,

State Stormwater Management Systems
Permit No. SW8 970105
8. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit. Within the time frame specified in the notice, the permittee shall submit a
written time schedule to the Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director that the changes have been
made.
H. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational
for it's intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
C. All connections into the stormwater system from future areas/outparcels shall be made such that
. short-circuiting of the system does not occur.
2. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
3. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
4. This permit shall become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
5. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation
of this permitted facility, a certification must be received from an appropriate designer for the system
installed certifying that the permitted facility has been installed in accordance with this permit, the
approved plans and specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
5

State Stormwater Management Systems
Permit No. SW8 970105
6. A copy of the recorded deed restrictions must be submitted to the DWQ within 30 days of the date of the
recording. The recorded copy must be signed by the permittee, dated, stamped with the deed book
number and page, and bear the stamp of the Register of Deeds.
7. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a
minimum of ten years from the date of the completion of construction.
M. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a formal permit request must be submitted to the Division of
Water Quality accompanied by an application fee, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be considered on its merits
and may or may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
The issuance of this permit does not preclude the Permittee from complying with any and all statutes,
rules, regulations, or ordinances which may be imposed by other government agencies (local, state, and
federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management systems.
5.. The permittee grants DEHNR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for
a permit modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the I Ith day of March, 1997.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
!fit' t ':�) E' i v c t-
1= A. Preston Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 970105
IN

State Stormwater Management Systems
Permit No. SW8 970105
Smith Creek Station
Stormwater Permit No. SW8 970105
New Hanover County
Engineer's Certification
1, , as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the project,
for (Project Owner) hereby state that, to the best of my abilities, due
care and diligence was used in the observation of the project construction such that the construction was observed
to be built within substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date

0
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
March 11, 1997
Mr. John Kuske
Andrew and Kuske
902 Market Street
Wilmington, NC 28401
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 970105
Smith Creek Station
New Hanover County
Dear Mr. Kuske:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Smith Creek Station on February 25, 1997. A review of the submitted
design calculations indicates that you used an 8' depth and a corresponding interpolated SA/DA ratio of
2.5 % to design Pond 2. Unfortunately, the State only allows ponds to be a maximum of 7.5' deep. However,
you have provided 37,000 ft2 at the permanent pool, therefore, the provided surface area exceeds the
required amount. Please submit a revised page 7 with a corrected depth and SA/DA ratio.
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 April 11, 1997, 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 have any questions concerning this matter please feel free to call me at (910) 395-
3900.
Sincerely,
/d� A�
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\970105.MAR
cc: Linda Lewis
Central Files
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 a Telephone [phone] a Fax [phone]
An Equal Opportunity Affirmative Action Employer

DETENTION POND ANALYSIS
PROJECT M SW8 970105-1
PROJECT NAME: Smith Creek Station Pond 1
Drainage Basin: Smith Creek
FILE NAME: S:\WQS\POND\970105-1.WK1
REVIEWE ad
DATE: t 1-Mar-97
Class: C Sw Chlorides: N/A
Site Area 1655280 square feet
Drainage Area 812394 square feet
Area in Acres 18.65 acres
IMPERVIOUS AREA
% IMPERVIOUS
Buildings
OP's @90%
Asphalt
TOTAL
84.73%
SURFACE AREA CALCULATION
SA/DA
Req. SA
Prov. SA
VOLUME CALCULATION
184802
67518
436036
1. 688356i square feet
Pond Depth:
3.037%
24669.072 square feet
]square feet
Req. Volume 55011.675 cubic feet
Prov. Volume 62:190' cubic feet
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs 0.35989583
Flow Q5, cfs 0.14395833
7.5 TSS:
[From plan Contours]
[From plan Contours]
Rv= 0.8125861
0.82-70833 ft
Area, in 11.83506 Dia 2, inches
Area, in 4.734024 Dia 5, inches
Engineer uses . 3.5 Inches Area = 9.6211275 in2
Q, cfs = 0.2925717 Drawdown 2.4ti02232 days
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines.
.o]

DETENTION POND ANALYSIS
PROJECT #: SW8 970105-2
PROJECT NAME: Smith Creek Station Pond 2
Drainage Basin: Smith Creek
FILE NAME: S:\WQS\POND\970105-2.WK1
REVIEWE ad
DATE: I I-Mar-97
Class: C Sw Chlorides: N/A
Site Area 1655280 square feet
Drainage Area 842886 square feet
Area in Acres 19.35 acres
IMPERVIOUS AREA
% IMPERVIOUS
Buildings
OP's @90%
Asphalt
TOTAL
84.04%
SURFACE AREA CALCULATION
SA/DA
Req. SA
Prov. SA
VOLUME CALCULATION
119900
138521
449975
708396; square feet
Pond Depth:
3.002%
25305A68 square feet
37000Isquarefeet
Req. Volume 56641.725 cubic feet
Prov. Volume 62480 cubic feet
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs 0.36157407
Flow Q5, cfs 0.14462963
7.5 TSS:
[From plan Contours]
[From plan Contours]
Rv= 0.806397
0.7270833 ft
Area, in 12.68158 Dia 2, inches
Area, in 5.072634 Dia 5, inches
Engineer uses 3.5 Inches Area = 9.6211275 in2
Q, cfs = 0.2743151 Drawdown 2.6361949 days
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines.
.9
1

ANDREW & KUSKE John R. Andrew, P.E.
CONSULTING ENGINEERS, INC. s (= J.A. Kuske, P.E.
902 Market Street c U J. Phillip Norris, P.E.
Wilmington, NC 28401-4733 910-343-9653 / FAX [phone]
LETTER OF TRANSMITTAL
To:
Date:
3
Job No.
Go37
Subject:
r/.i'n
i7c.✓7'1L -ice_ _
cz�/C Gam. /�/C
WE ARE SENDING YOU VIA
❑ ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ❑ PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this mesage.
COPIES
DATE I
NO.
DESCRIPTION
C E I
V E
/=v—vic
•9 /J
MAR 1
c-
DE
A
PR
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-7. -S-
S REOUESTED
OR YOUR USE
❑ FOR REVIEW AND COMMENT OR APPROVAL
❑ FORBIDS DUE ❑ YOUR PRINTS LOANED TO US
CC:
SIGNED
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privilege and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it o the addressee you are hereby notified that any
dissemination, distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately
notify the sender and return to the address above.

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202 N. Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N C. 28401 Of
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CONSULTING ENGINEERS, INC. 5'
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• - 85% TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP
10%
.9
.8
.7
.6
.5
0
0
0
0
0
20%
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100%
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP
10%
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60 %
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100 0
12.0
10.0
8.8
8.1
7.3
6.6

'mot
i
DIVISION OF WATER QUALITY A&K #96037
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
1. GENERAL INFORMATION
(Please print clearly or type)
1. Project Name: Smith Creek Station
2. Location, directions to project (include County, Address, State Road) Attach map. Smith Creek Station
is located in New Hanover County off Old Eastwood Road, Racine Drive, and Market Place Drive.
3. Owner's Name: W. Michael Caldwell/Baits Development Co., LLC Phone: [phone]
4. Owner's Mailing Address:
City Atlanta
1777 Northwest Expressway
State GA
Zip 30329
5. Nearest Receiving Stream UT Spring Branch/Smith Creek Class C-SW
6. Project description Smith Creek Station is a 38.00 acre commercial development with retail shops etc.
II. PERMIT INFORMATION
1. Permit No.(7bbefiiledinbyDwQ) SW8 970105
2. Application Date 12/19/96 (1-6-97) faV feC 2_ZS-cam Fee enclosed $ 385.00
3. Pennit Type X New Renewal Modification(existing Permit No.)
4. Prej Type _ Low Density X Detention _ Infiltration _ Redevelop _General_ Alter
5. Other State/Federal Permits/Approvals Required (Cbeekapproprrnte blank)
CAMA Major Sedimentation/Erosion Control X 404 Permit
III. BUILT UPON AREA (Please see NCAC 2111005 #1007for applicable density limits)
J•5 POND WAMED NO. 2 TOTAL PROJECT IMPERVIOUS AREA
Drainag Drainage Breakdown of Impervious Area
Ba51n Basm (Please indicate below the design impervious are
Classification C-SW C-SW Buildings 7.98 Ac. ✓�+y///—
Existing Built -upon Area
Streets 17.25 Ac.
Proposed Built -upon Area 15.80 Ac. 16.26 Ac. Parking/SW Included Above
Total Project Area(38.00 AC. 1) 8.65 Ac. 19.35 Ac. * Other 6.88 Ac.
% Impervious Area
84.72% 84.03%
Totals 32.11 Ac.
Offsite
*Future Development Parcel No. 1
IV. STORMWATER TREATM ENT (Describe how the runoff will betreated) and outparcels at 90% impervious
Wet detention ponds designed to achieve 90% TSS removal Each pond is designed for 85% impervious
NOTE: See calculations for impervious breakdown for each detention pond drainage basin.

.V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded for
the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
W. Michael Caldwell
, certify that the information included on this permit
(Please print or type name clearly)
application form is correct, that the project will be constructed in conformance with the approved plans, that the
deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge, the
proposed project compjies with the requirements of 15A NCAC 2H.1000.
I authorize the 4elo)fnyned�person or firm to submit stormwater plans on my behalf.
Agent
VIL AGENT AUTHORIZATION (MusreECOMPLETF.U)
Person or firm name Andrew & Kuske Consulting Engineers Inc
Mailing Address 902 Market Street
City Wilmington State NC Zip 28401 Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
Office Use Only
`� -7
DEC L 3 1996 !J

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.2 202 N. Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 3 Of
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Date Design Andrew and Kuske Sheet
0/7/%9-7 202 N. Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 Of
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Date Design Andrew and Kuske Sheet
Z z/ 97 CONSULTING ENGINEERS, INC. /r
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Date Design Andrew and Kuske Sheet
Z/z//-77 -ZZ: 202 N. Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 /6 Of
Check Job For Job No.
16,5)
' J ✓/1Z F /. O yo
GrC.LE�/ ipc.,fjt = O, // iTC
f = L7, Co,6irSzJ a 0.2?0Co,3s98 ) = a,68
Ci7L L�-t?TE O: eP = G /rj i / _ -7 /.v//fG /o Y2 .T/2,. 1-7
Q = o.6E3 7JCo.-7/J = /, -je cfr
S�.sc c
✓f = o, oZ Z
Off/7s a� .�z o ✓ = 0, Si
f✓�J'L-E vEtv�.Ty = Z.3S" FPf OK Fc�.r` GG7Ir G/„//�-/G
/�//JC ✓E/Oc /7y G/Y£CiC
- /B //iPE �i S i9JTvr/E fiaa//ti<_ Fi.✓G O = 8, O 9 Z Z
o.l/ = 9,Sro2
Of'�L-c 8. o9zz
�- = O, 3 F F2" .--! G /f/T�T/ili.o•��.0/ �c �
D
✓i vL L
/v�PE vEcoc/ry = 0,66 (9,SSo9,�= '7.oF/�S
F-/VEAL G-aL .O/C�/,o?7Ur[
✓= 3,o FPf Gz
VlF G' x 6'

Date Design Andrew and Kuske Sheet
21Z/1'37 202 N. Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 Of
Check Job Ela /o J cd _,Kam c' For Job No.
S.-7/T/f c,cEliC 5771.T7o�J
'� L S SJa2.-7LliT7T/C- �?LGL[. iJ77.1...% /�OJ 7
.S�//LE /VO. 6 � FX/1/7[✓G .�a�f-[7 PiGE
/J[tilr.vcJ"c� �y'LE9 = O, Zo i/L
/M/�E,G v7o✓f �92E/a = O. /2 /iz
O. /Z 'x /00 6O,Oo /b
0,70
C = 0,9S�o.6o00, fp,z<o,g000) 0,65
�,,;F-' c rG?Tr 6P Q = c /,v ' / = '7 /v Y.f
J
.f[J�C FyFcoci7y c /1fc/C
/, 919 eXor = Z. 79 c-�
�X /.r77..�c 2 � ?-o �✓//! vLGu c/Y G/JC /iC
ylS✓i`7! FGo�/.—mac F✓CL
✓= a,sso�
CJ = 9, zB cal
c7f�[� E, oo zz
'�:-/ = OSB 3,9,6
0
's 7 '
V = o, 0 7
En✓F�C.�7 o,Jl7<�Tn�2
L, = 31f/,S j= q,S'
Cr= 9C�,sj = 6'
x 6 /ne oor c cgSf

Pipe Tablas /9
PIPE CAPACITY TABLE - - - - REINFORCED CONCRETE PIPE
Slope =.5%
n=.012
Pipe Di a.
Slope
Manning'
Pipe Arcs
Hydraulic
Full - Flow
(inches)
%
n
(Sq. Ft.)
Rodius( Ft.)
Cap.(CFS)
12
0.50
0.012
0.7854
0.2500
2.7240
15
0.50
0.012
1.2272
0.3125
4.9425.
18
0.50
0.012
1.7672
0.3750
6.0420
21
0.50
0.0 12
2.4053
0.4375
12.1370
24
0.50
0.012
3.i416
0.5000
17.3,G1
27
0.50
0.012
3.9761
0.5625
23.7426
30
0.50
0.012
4.900u8
0.6250
31.4558
36
0.50
0.012
7.0686
0.7500
51.1817
42
0.50
0.012
9.6212
0.8750
77.2436
48
0.50
0.012
12.5664
1.0000
110.3319
54
0.50
0.012
1 S.9044
1.1250
151.1048
60
0.50
0.012
19.6350
1.2500
200. i 938
66
0.50
0.012
23.7564
1.3750
258.2077
72
0.59
0.012
26.2744
1.5000
325.7351
Full -Flow
Yel. (FPS)
3.4682
4.0275
4.5508
5.0460
5.5182
5.9713
6.4081
7.2407
8.0265
8.7799
9.5008
10.19S8
10.8681
11.5205
Pave 1

OPEN CHANNEL FLOW 5-25
Appendix C: Circular Channel Ratios
Experiments have shown that n varies slightly with depth. This fig-
ure gives velocity and flow rate ratios for varying n (solid line) and
constant n (broken line) assumptions.
N
I
\
C
♦
>
�
U
\
O
♦
>
\
\
L
`
\
L
\
\
\
C
\
c
O
>
C C
\
\
I
♦
\
I
I
\
I
\
\
\
I
1
m
`
m
.
�
U
\
�
C
01
C
`
�
C
`
.
C
\
O m m O LL7 O M N
O O O O O O O O O
ratio of depth to diameter d/D
PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199. San Carlos. CA 94070

CL.I.. f.l.i _.'i,
C[.il'til CLu,
ESTIMATION OF
STONE
SIZE AND
DIMENSIONS FOR
-CULVERT
APRONS
Step 1> Esltmale now veloclly Va of culve,l u
paved channel outlet.
'
step 7> for pipe culvuls Do Is dlomeler,
2
For pipe arch, arch and 6c■ culverle and
npaved chaneloullsle, 0 a - A o. .henA
7411.
— uose secllanol aeo of Rowof
outlet.
II
I20For
mulllple cuiverle, use Da 1.75 ■ D a
1single
culverl.
LSl.p
J> For apron gradeiof 10% a sleeper, use
recommendallons for nnl hlgher tons
)5
_I_
_I_
_I—
(lanes l Ihn, e)
IT—
)O
MATERIAL
LENGT)I OF APRONl.,Z
TO PROTECT TD PR0,TNTO
N
APRON
cut�cRt
L
scoun Ilac
L]-—-1——
_——I—-—
I
I
1
I
Slone fslhq (fin.)
] ■ D o
/ ■ D o
j5-
I
filing (Light)
J s 0 o
e• D o
7
I
I
'
g
Slone
1 D
e 0 ,
_i_ _ _
_ _ _ _
_ _ / _ _
J
Slone rviing (U edlum)
. o
eDa
I
/
Slone !Yung (Ileovy)
/Da
S• D
ID e D o
r 20 2J
0 5 ) ) J
S
_
6
Stone filing (Ileavy)
Slone filing (11e0vy)
o
e s D o
12 e D o
p I N F T,
7
Speciol eludy regulred (energy dlltpo(on, ellling Cash
or lorger stone ilia.)
SOURCE BANKS AND CHANNEL
LINING PROCEEDURES,
jv
N.Y.D.O f., DIVISION
OF
DESIGN AND CONSTRUCTION, 1971
\

Date Design Andrew and Kuske Sheet
202 N. Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 Of
Check Job For Job No.
S ari�co.�vcc"'xc.��y-,a•,.�- �.37
S7b.vE G'-' c e g9 37/1 c� c vc �TT�U.✓1
.D/STv2OEo ?c.aE-`i = 3B. Gb �?c.clf o.vfiTF
DiST✓.c.GiCO Gtiflir2' UiTL// _ /, 07 //GicL.r oFf._f'i.r�
�2ac✓Uf/ O/iZ//
7ilc�/ /Ba�Fr�c� c '70, 326 1-7-7 �Evvic�a�c�9GG
-Ot- O/lJE7 cv✓ --! ¢
d/ /Z /f «ofs ,fEc ✓7w/irz �lX� �¢
/fvFancC Fxisn�c of n// c.eo.Tl"-.rFcTro,-✓
����= cy�JCs'J tLz).LL�)C41 = 3G�rZ
Z
.T72>ei7cL c ,C ry = moo, 32'U F, -3
36 r T Z
Exi..fc7tiG O iTG// GE..�G T// = Z3 ZO FT � O.C-o
C/tCcr Ong/ oi�rlE.✓Jio �J 4 ' /1iGi/
No7� ; /�/STiTL G i�L Z CiylG /c o✓p,-�,f /

Andrew & Kuske
CONSULTING ENGINEERS, INC.
John R. Andrew, P.E.
J.A. Kuske, P.E.
J. Phillip Norris, P.E.
902 Market St.. Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fax [phone]
February 24, 1997
Ms. Linda Lewis, Environmental Engineer
NC DEHNR/Div. of Water Quality C"��j,
127 Cardinal Drive Extension FEB 2
Wilmington, NC 28405-3845 5 1997
Re: Smith Creek Station
New Hanover County, NC
Revised Stormwater Submittal
A&K Project No. 96037
Dear Ms. Lewis:
We are in receipt of your January 22, 1997 correspondence. Enclosed are two sets of
revised plans, the revised stormwater application, and revised calculations for your approval.
Please note that Detention Pond No. 1 has moved to a new location. We offer the following
in response to your comments.
1. Road elevations have been added to the plan. At this time we do not know what
Future Development Parcel No. 1 will be. A note has been added to the plan and to
the Attachment A deed restriction stating that when developed the stormwater from
Future Development Parcel No. 1 must be piped into the forebay of Detention Pond
No. 1. Outparcels 1-5 have a stormdrain stubout and inlet for their connection into the
system upon development.
2. Two sets of revised plans are enclosed for your review and approval.
3. Revised calculations are enclosed showing that we have provided the required 20% of
the storage volume in the forebay for each detention pond.
4. A wetlands survey and a 401 water quality certification are enclosed for your review
and file.
5. The state storage pool, normal pool, and the forebay dimensions have been added to
the plan. All other dimensions are shown on the layout plan C2A - C2D. Please note
that architectural plans detailing the exact building dimensions have not been
completed. Our site plan shows the not to exceed square footage for each building on
the plan. I have rounded most of these square footages up in my calculations to be
more conservative. We have informed the owner that if the building square footages

Ms. Linda Lewis/DWQ
February 24, 1997
Page 2
change or if the site plan is revised during or before construction, we will have to re-
submit to your office for a permit modification.
6. The outlet structure details have been revised for both detention ponds.
7. A pond section detail has been added to the plans for both detention ponds.
8. The percent impervious area for each pond drainage area has been calculated
individually in the calculations. The calculations show that the 85.00% impervious
assumption for each pond drainage area was correct. Please note that the overall
project drainage area has been reduced from 39.15 acres to 38.00 acres due to the
relocation of Detention Pond No. 1.
9. The statistics for each detention pond have been listed individually on the application.
10. The individual drainage areas for each pond have been revised. The drainage area
for Detention Pond No. 1 is 18.65 acres. The drainage area for Detention Pond No. 2
is 19.35 acres. The total drainage area is 38.00 acres. The areas were calculated by
AutoCad. A revised drainage area markup is enclosed for your use. Please note that
the detention ponds are slightly over designed based on the original information
submitted.
11. The drawdown orifice calculations have been revised and sized for a 2 day drawdown.
Please review this information for approval and contact us with any questions or comments
you may have.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
John A. Kuske, III, Project Engineer
JAKIII/sbs
cc Mr. Michael Caldwell/Baits Development Company, LLL
Mr. Jeff Jones/McDevitt Street Bovis
9 37-1

y(oa.S7
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James6. Hunt, Jr., Governor
Jonathan S. Howes, Secretary
A. Presto n Howard, Jr., P.E., Dire cto r
09"Al
AN
[DEHNR
Octnher28,1996�
New Hanover Cyotyt I fl �� ��
DWQProject;i ijii
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Baita Deve!opment Co., LLC D E C E I V E D
1777 Northeast Expressway D
Suite aFEB 2 5 1997
Atlanta, , GA 30329
Dear Sirs: E)E Ni
PROJp
You have our approval to place fill material in 0.159 acres of wetlands or waters for the purpose of
constructing a commercial development at Racine Drive and Eastwood Road, as you described in your
application dated 2 October 1996. After reviewing your application, we have decided that this fill is covered
by General Water Quality Certification Number 2671. This certification allows you to use Nationwide
Permit Number 26 when it is issued by the Corps of Engineers.
This approval is only valid for the purpose and design that you described in your application except as
modified below. If you change your project, you must notify us and you may be required to send us a new
application. For this approval to be valid, you must follow the conditions listed in the attached certification
and any additional conditions listed below. Iv!s. Linda Lewis of our Wilmington Regional Office shall be
contacted to develop an acceptable stormwater plan. In addition, you should get any other federal, state or
local permits before you go ahead with your project including (but not limited to) Sediment and Erosion
Control, Coastal Stormwater, Non -Discharge and Water Supply Watershed regulations.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written
petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act If you have any questions, please telephone John Domey at 919-733-1786.
Sin eII,y, ' T
P enoo-n-vHloward, Jr
Attachment V
cc: Wilmington District Corps of Engineers
Corps of Engineers Wilmington Field Office
Wilmington DWQ Regional Office
Mr. John Domey
Central Files
Parks Downing, Jr. t
Linda Lewis; DWQ Wilmington Regonal Office
961004.1tr
Division of Water Cuality • Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reecv Creek Rd., Raleigh, NC 27607 Telechcne 919-733-1786 FAX # 733 959
An Equal Opportunity Affirmative Ac:icn Employer • 50% recycled/1006 post consumer pacer

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Combined Pipe/Node Report
OuTPA+-L- a� -11LEV15E0
Pipe
Upstream
Node
Downstream
Node
length
(ft)
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
Inlet
Discharge
lots)
Section
Size
Capacity
(cfs)
Average
Velocity
(ft/s)
Upstream
Invert
Elevation
(ft)
P-25
1-24
1-23
190.00
1.24
0.90
1.12
1.12
8.13
18 inch
8.29
4.60
36.00
P-24
1.23
1-22
175.00
1.24
0.90
1.12
2.23
8.13
24 inch
17.22
5.09
35.30
P-23
1-22
1-1
174.00
1.24
0.90
1.12
3.35
8.13
24 inch
24.42
7.51
34.70
P-2
1.1
J-1
160.00
0.42
0.90
0.38
3.73
2.75
30 inch
26.66
5.30
33.50
P-22
1-21
1-20
186.00
0.57
0.90
0.51
0.51
3.74
15 inch
4.35
3.05
36.50
P-21
1-20
1-19
168.00
0.85
0.90
0.77
1.28
5.58
18 inch
10.53
5.13
36.00
P-20
1-19
1-18
189.00
1.24
0.86
1.07
2.34
7.77
24 inch
16.98
5.22
34.50
P-19
1-18
1-3
127.00
0.34
0.90
0.31
2.65
2.23
30 inch
20.62
3.72
33.87
P-13
1.12
1-11
118.00
0.55
0.90
0.50
0.50
3.61
15 inch
4.89
2.94
36.00
P-12
1-11
1-10
120.00
0.55
0.90
0.50
0.99
3.61
18 inch
9.66
4.01
35.60
P-11
1-10
1-4
122.D0
0.55
0.90
0.50
1.49
3.61
18 inch
13.31
5.94
35.00
P-17
1-16
1-5
58.00
0.16
0.90
0.14
0.14
1.05
12 inch
4.30
1.34
35.50
P-16
1-15
1-14
119.00
0.37
0.90
0.33
0.33
2.43
12 inch
2.69
3.09
36.00
P-15
1-14
1-13
118.00
0.46
0.90
0.41
0.75
3.02
15 inch
5.47
4.36
35.60
P-14
1.13
1-5
119.00
0.51
0.90
0.46
1.21
3.35
18 inch
9.70
4.83
35.10
P-18
1-17
1-7
45.00
1.22
0.80
0.98
0.98
7.11
18 inch
9.10
4.03
35.50
P-10
1-9
1-8
30.00
0.10
0.90
0.09
0.09
0.66
12 inch
3.78
0.84
36.50
P-9
1.8
1-7
199.00
0.07
0.90
0.06
0.15
0.46
12 inch
2.94
1.40
36.30
P-8
1-7
1-6
122.00
0.61
0.90
0.55
1.68
4.00
24 inch
16.84
3.60
35.30
P-7
1-6
1-5
194.00
1.06
0.90
0.95
2.63
6.95
24 inch
19.35
5.55
34.90
P-6
1.5
1-4
152.00
0.37
0.90
0.33
4.32
2.43
36 inch
32.99
4.04
34.06
P-5
1-4
1-3
1D4.00
0.50
0.90
0.45
6.25
3.28
42inch
51.30
4.62
33.84
P-4
1-3
1-2
150.00
0.40
0.90
0.36
9.26
2.62
42 inch
61.34
6.61
33.68
P-3
1-2
J-1
93.00
0.35
0.90
0.32
9.58
2.30
42 inch
67.81
6.60
33.35
P-30
J-1
Outlet
269.00
N/A
NIA
NIA
13.30
NIA
54 inch
85.37
7.65
33.10
E C E I V E
FEB 2 51997 D
D E M
PROJIf
Project Title: SMITH CREEK POND 1 DRAINAGE BASIN Project Engineer: LARRY SNEEDEN
c:Uraestadtstmc\96037a.stm SITEWORKS DESIGN GROUP StormCAO v1.0
0121197 02:32:07 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Combined Pipe/Node Report
UVTFAi-f_ '13"
Pipe
Upstream
Node
Downstream
Node
Length
(ft)
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
Inlet
Discharge
(cfs)
Section
size
Capacity
(cfs)
Average
Velocity
(fVs)
Upstream
Invert
Elevation
(ft)
P-25
1-23
1-22
110.00
0,92
0.90
0.83
0.83
6.03
18 inch
8.23
3.64
36.20
P-24
1-22
1-21
136.00
0.55
0.90
0.50
1.32
3.61
18 inch
9.80
5.39
35.80
P-23
1-21
1.20
157.00
0.86
0.90
0.77
2.10
5.64
24 inch
16.60
5.48
35.10
P-22
1-20
1-19
144.00
0.16
0.90
0.14
2.24
1.05
241nch
16.44
5.34
34.60
P-21
1-19
1.18
108.00
0.20
0.90
0.18
2.42
1.31
30 inch
19.87
4.29
34.15
P-27
1-25
1-17
15.00
1.11
0.90
1.00
1.00
7.28
18 inch
7.88
4.12
35.85
P-18
1-17
1-16
152.00
0.38
0.90
0.34
1.34
2.49
24 inch
10.40
3.11
35.80
P-17
1-16
1-15
108.00
0.51
0.90
0.46
1.80
3.35
24 inch
12.97
4.08
35.61
P-16
1-15
1.14
105.00
0.51
0.90
0.46
2.26
3.35
24 inch
16.49
5.06
35.40
P-15
1-14
1-6
165.00
0.50
0.90
0.45
2.71
3.28
30 inch
20.75
3.92
35.10
P-26
1-24
1-10
14.00
1.11
0.80
0.89
0.89
6.47
18 inch
7.30
3.66
35.67
P-14
1-13
1-12
34.00
0.06
0.90
0.05
0.05
0.39
12 inch
1.79
0.50
36.13
P-13
1-12
1-11
197.00
0.06
0.90
0.05
0.11
0.39
12 inch
1.78
0.97
36.07
P-12
1-11
1-10
101.00
0.13
0.90
0.12
0.23
0.85
12 inch
1.79
1.85
35.78
P-11
1-10
1-9
97.00
0.22
0.90
0.20
1.31
1.44
24 inch
11.29
2.62
35.63
P-10
1-9
1-8
109.00
0.45
0.90
0.41
1.72
2.95
24 inch
11.37
3.37
35.48
P-9
1-8
1-7
105.00
0.45
0.90
0.41
2.12
2.95
24 inch
13.49
4.11
35.32
P-8
1-7
1.6
113.00
0.40
0.90
0.36
2.48
2.62
24 inch
15.40
4.74
35.16
P-7
1-6
1-5
105.00
0.41
0.90
0.37
5.56
2.69
36 inch
32.77
5.42
34.B5
P-6
1-5
1-4
89.00
0.39
0.90
0.35
5.91
2.56
36 inch
35.59
5.71
34.70
P-5
1-4
1-3
117.00
0.28
0.90
0.25
6.16
1.84
36 inch
35.85
5.93
34.55
P-4
1-3
1-2
119.00
0.55
0.90
0.50
6.66
3.61
36 inch
39.74
6.36
34.35
P-3
1-2
1-1
121.00
0.83
0.90
0.75
7.40
5.44
36 inch
43.17
7.01
34.10
P-20
1-1
1-18
91.00
0.62
0.90
0.56
7.96
4.07
36 inch
45.44
7.60
33.80
P-19
1-18
Outlet
20.00
0.16
0.90
0.14
10.53
1.05
48 inch
93.36
7.86
33.55
Project Title: SMITH CREEK POND 2 DRAINAGE BASIN Project Engineer: LARRY SNEEDEN
c:%haestafttmc\76037b.stm SfTEWORKS DESIGN GROUP StormCAD v1.0
12A ,196 02:16:08 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

oz
Pipe Report
O UTFA L-L- "13
Pipe
Upstream
Node
Downstream
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
System
Intensity
(inlhr)
Discharge
(cfs)
Length
(ft)
Constructed
Slope
(ftRl)
Section
Size
Roughness
P-25
1-23
1-22
0.92
0.90
0.83
0.83
7.23
6.03
110.00
0.003636
18 inch
0.010
P-24
1-22
1.21
0.55
0.90
0.50
1.32
7.14
9.52
136.00
0.005147
18 inch
0.010
P-23
1-21
1-20
0.86
0.90
0.77
2.10
7.06
14.92
157.00
0.003185
24 inch
0.010
P-22
1-20
1-19
0.16
0.90
0.14
2.24
6.97
15.74
144.00
0.003125
24 inch
0.010
P-21
1-19
1.18
0.20
0.90
0.18
2.42
6.89
16.80
108.00
0.001389
30 inch
0.010
P-27
1-25
1-17
1.11
0.90
1.00
1.00
7.23
7.28
15.00
0.003333
18 inch
0.010
P-18
1-17
1.16
0.38
0.90
0.34
1.34
7.22
9.76
152.00
0.001250
24 inch
0.010
P-17
1-16
1-15
0.51
0.90
0.46
1.80
7.07
12.82
108.00
0.001944
24 inch
0.010
P-16
1-15
1-14
0.51
0.90
0.46
2.26
6.98
15.91
105.00
0.003143
24 inch
0.010
P-15
1-14
1.6
0.50
0.90
0.45
2.71
6.92
18.90
165.00
0.001515
30 inch
0.010
P-26
1-24
1-10
1.11
0.80
0.89
0.89
7.23
6.47
14.00
0.002857
18 inch
0.010
P-14
1-13
1.12
0.06
0.90
0.05
0.05
7.23
0.39
34.00
0.001500
12 inch
0.010
P-13
1-12
1-11
0.06
0.90
0.05
0.11
7.02
0.76
197.00
0.001482
12 inch
0.010
P-12
1-11
1-10
0.13
0.90
0.12
0.23
6.39
1.45
101.00
0.001495
12 inch
0.010
P-11
1.10
1-9
0.22
0.90
0.20
1.31
6.23
8.23
97.00
0.001474
24 inch
0.010
P-10
1-9
1-8
0.45
0.90
0.41
1.72
6.12
10.59
109.00
0.001495
24 inch
0.010
P-9
1-8
1-7
0.45
0.90
0.41
2.12
6.03
12.90
105.00
0.002105
24 inch
0.010
P-8
1-7
1-6
0.40
0.90
0.36
2.48
5.96
14.91
113.00
0.002743
24 inch
0.010
P-7
1-6
1-5
0.41
0.90
0.37
5.56
5.89
33.02
105.00
0.001429
36 inch
0.010
P-6
1-5
14
0.39
0.90
0.35
5.91
5.84
34.78
89.00
0.001685
36 inch
0.010
P-5
1-4
1-3
0.28
0.90
0.25
6.16
5.79
35.99
117.00
0.001709
36 inch
0.010
P-4
1-3
1-2
0.55
0.90
0.50
6.66
5.74
38.50
119.00
0.002101
36 inch
0.010
P-3
1-2
1-1
0.83
0.90
0.75
7.40
5.68
42.43
121.00
0.002479
36 inch
0.010
P-20
1-1
1-18
0.62
0.90
0.56
7.96
5.64
45.23
91.00
0.002747
36 inch
0.010
P-19
1-18
Outlet
0.16
0.90
0.14
10.53
5.60
59.44
20.00
0.002500
48 inch
0.010
Project Title: SMITH CREEK POND 2 DRAINAGE BASIN Project Engineer: TARRY SNEEDEN
c:lhaestafttmcU6037b.stm SITEWORKS DESIGN GROUP SIo"CAD vl.0
12r06/96 02:18:45 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Node Report
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
External
CA
(acres)
Total
CA
(acres)
Inlet
TC
(min)
External
TC
(min)
Upstream
Flow
Time
(min)
System
Flow
Time
(min)
System
Intensity
(in/hr)
Total
Watershed
(CIA)
(cfs)
Additional
Flow
(cfs)
Carryover
(cfs)
1-23
0.92
0.90
0.83
0.00
0.83
5.00
0.00
0.00
5.00
7.23
6.03
0.00
0.00
1-22
0.55
0.90
0.50
0.00
1.32
5.00
0.00
5.50
5.50
7.14
9.52
0.00
0.00
1-21
0.86
0.90
0.77
0.00
2.10
5.00
0.00
5.92
5.92
7.06
14.92
0.00
0.00
1-20
0.16
0.90
0.14
0.00
2.24
5.00
0.00
6.40
6.40
6.97
15.74
0.00
0.00
1-19
0.20
0.90
0.18
0.00
2.42
5.00
0.00
6.85
6.85
6.89
16.80
0.00
0.00
1-25
1.11
0.90
1.00
0.00
1.00
5.00
0.00
0.00
5.00
7.23
7.28
0.00
0.00
1-17
0.38
0.90
0.34
0.00
1.34
5.00
0.00
5.06
5.06
7.22
9.76
0.00
0.00
1-16
0.51
0.90
0.46
0.00
1.80
5.00
0.00
5.88
5.88
7.07
12.82
0.00
0.00
1-15
0.51
0.90
0.46
0.00
2.26
5.00
0.00
6.32
6.32
6.98
15.91
0.00
0.00
1-14
0.50
0.90
0.45
0.00
2.71
5.00
0.00
6.66
6.66
6.92
18.90
0.00
0.00
1-24
1.11
0.80
0.89
0.00
0.89
5.00
0.00
0.00
5.00
7.23
6.47
0.00
0.00
1-13
0.06
0.90
0.05
0.00
0.05
5.00
0.00
0.00
5.00
7.23
0.39
0.00
0.00
1-12
0.06
0.90
0.05
0.00
0.11
5.00
0.00
6.13
6.13
7.02
0.76
0.00
0.00
1-11
0.13
0.90
0.12
0.00
0.23
5.00
0.00
9.51
9.51
6.39
1.45
0.00
0.00
1-10
0.22
0.90
0.20
0.00
1.31
5.00
0.00
10.42
10.42
6.23
8.23
0.00
0.00
1-9
0.45
0.90
0.41
0.00
1.72
5.00
0.00
11.03
11.03
6.12
10.59
0.00
0.00
1-8
0.45
0.90
0.41
0.00
2.12
5.00
0.00
11.57
11.57
6.03
12.90
0.00
0.00
1-7
0.40
0.90
0.36
0.00
2.48
5.00
0.00
12.00
12.00
5.96
14.91
0.00
0.00
1-6
0.41
0.90
0.37
0.00
5.56
5.00
0.00
12.40
12.40
5.89
33.02
0.00
0.00
1-5
0.39
0.90
0.35
0.00
5.91
5.00
0.00
12.72
12.72
5.84
34.78
0.00
0.00
1-4
0.28
0.90
0.25
0.00
6.16
5.00
0.00
12.98
12.98
5.79
35.99
0.00
0.00
1-3
0.55
0.90
0.50
0.00
6.66
5.00
0.00
13.31
13.31
5.74
38.50
0.00
0.00
1-2
0.83
0.90
0.75
0.00
7.40
5.00
0.00
13.62
13.62
5.68
42.43
0.00
0.00
1-1
0.62
0.90
0.56
0.00
7.96
5.00
0.00
13.91
13.91
5.64
45.23
0.00
0.00
1-18
0.16
0.90
0.14
0.00
10.53
5.00
0.00
14.11
14.11
5.60
59.44
0.00
0.00
Outlet
I N/A
N/A
N/A
I N/A
10.53
N/Aj
0.001
14.151
14.151
5.59159.37
N/A
N/A
Project Title: SMITH CREEK POND 2 DRAINAGE BASIN Project Engineer: LARRY SNEEDEN
c:Utaestad\slmc\99O37b.stm SITEWORKS DESIGN GROUP StormCAD vl.0
12)06/U6 02:17:13 AM 0 Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 0670E USA (2(33) 755-1666 Page 1 of 1

Combined Pipe/Node Report
C2UTFA(-(- 'c"
Pipe
Upstream
Node
Downstream
Node
Length
(ft)
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
Inlet
Discharge
(cis)
Section
Size
Capacity
(cfs)
Average
Velocity
(ftts)
Upstream
Invert
Elevation
(ft)
P-15
1.14
1-4
47.00
0.90
0.95
0.86
0.86
6.23
15 inch
8.66
5.08
35.30
P-13
1-12
1-11
72.00
0.54
0.95
0.51
0.51
3.74
15 inch
6.26
3.05
35.80
P-14
1-13
1-7
15.00
1.27
0.80
1.02
1.02
7.40
18 inch
11.15
4.19
35.70
P-12.
1-7
1-11
118.00
0.26
0.90
0.23
1.25
1.71
24 inch
12.11
2.90
35.60
P-11
1-11
1-5
148.00
0.26
0.95
0.25
2.01
1.80
24 inch
15.29
4.57
35.40
P-4
1-5
1-4
117.00
0.96
0.95
0.91
2.92
6.65
30 inch
22.04
4.46
35.00
P-3
1.4
1-3
133.00
0.17
0.95
0.16
3.94
1.18
30 inch
27.35
5.83
34.80
P-2
1-3
1-2
117.00
0.67
0.90
0.60
4.54
4.39
36 inch
31.04
5.38
34.45
P-1
1.2
1-1
137.00
0.75
0.90
0.68
5.22
4.92
36 inch
35.22
6.43
34.30
P-7
1-1
Outlet
37.00
0.11
0.95
0.10
5.32
0.76
36 inch
37.71
7.06
34.07
Project Trite: SMITH CREEK POND DRAINAGE BASIN Project Engineer: LARRY SNEEDEN
c1haestad\stmc196037c.stm SREWORKS DESIGN GROUP StormCAD v1.0
12105196 03:36:36 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E USA (203) 7551666 Page 1 of 1

Pipe Report
err
ou; FqL-t-
Pipe
Upstream
Node
Downstream
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
System
Intensity
(inthr)
Discharge
(cfs)
Length
(ft)
Constructed
Slope
Section
Size
Roughness
P-15
1-14
1-4
0.90
0.95
0.86
0.86
7.23
6.23
47.00
0.010638
15 inch
0.010
P-13
1-12
1.11
0.54
0.95
0.51
0.51
7.23
3.74
72.00
0.005556
15 inch
0.010
P-14
1-13
1-7
1.27
0.80
1.02
1.02
7.23
7.40
15.00
0.006667
18 inch
0.010
P-12
1-7
1.11
0.26
0.90
0.23
1.25
7.22
9.10
118.00
0.001695
24 inch
0.010
P-11
1-11
1-5
0.26
0.95
0.25
2.01
7.09
14.37
148.00
0.002703
24 inch
0.010
P-4
1-5
1-4
0.96
0.95
0.91
2.92
6.99
20.59
117.00
0.001709
30 inch
0.010
P-3
1-4
1-3
0.17
0.95
0.16
3.94
6.91
27.44
133.00
0.002632
30 inch
0.010
P-2
1.3
1.2
0.67
0.90
0.60
4.54
6.84
31.31
117.00
0.001282
36 inch
0.010
P-1
1-2
1-1
0.75
0.90
0.68
5.22
6.77
35.61
137.00
0.001650
36 inch
0.010
P-7
1.1
Outlet
0.11
0.95
0.10
5.32
6.71
35.97
37.00
0.001892
36 inch
0.010
Project Title: SMITH CREEK POND DRAINAGE BASIN
c:thaestadlstmcl96037c.stm
12A5W 03:47:13 AM 0 Hassled Methods, Inc.
SITEWORKS DESIGN GROUP
Project Engineer: LARRY SNEEDEN
StormCAD AD
37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Node Report
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
External
CA
(acres)
Total
CA
(acres)
Inlet
TC
(min)
External
TC
(min)
Upstream
Flow
Time
(min)
System
Flow
Time
(min)
System
Intensity
(in/hr)
Total
Watershed
(CIA)
(cfs)
Additional
Flow
(cfs)
Carryover
(cfs)
1-14
0.90
0.95
0.86
0.00
0.86
5.00
0.00
0.00
5.00
7.23
6.23
0.00
0.00
1-12
0.54
0.95
0.51
0.00
0.51
5.00
0.00
0.00
5.00
7.23
3.74
0.00
0.00
1-13
1.27
0.80
1.02
0.00
1.02
5.00
0.00
0.00
5.00
7.23
7.40
0.00
0.00
1-7
0.26
0.90
0.23
0.00
1.25
5.00
0.00
5.06
5.06
7.22
9.10
0.00
0.00
1-11
0.26
0.95
0.25
0.00
2.01
5.00
0.00
5.74
5.74
7.09
14.37
0.00
0.00
1-5
0.96
0.95
0.91
0.00
2.92
5.00
0.00
6.28
6.28
6.99
20.59
0.00
0.00
1-4
0.17
0.95
0.16
0.00
3.94
5.00
0.00
6.72
6.72
6.91
27.44
0.00
0.00
1-3
0.67
0.90
0.60
0.00
4.54
5.00
0.00
7.10
7.10
6.84
31.31
0.00
0.00
1-2
0.75
0.90
0.68
0.00
5.22
5.00
0.00
7.46
7.46
6.77
35.61
0.00
0.00
1-1
0.11
0.95
0.10
0.00
5.32
5.00
0.00
7.81
7.81
6.71
35.97
0.00
0.00
Outlet
N/A
N/A
N/A
N/A
5.32
N/A
0.00
7.90
7.90
6.69
35.88
N/A
N/A
Project Title: SMITH CREEK POND DRAINAGE BASIN Project Engineer: LARRY SNEEDEN
c:thoestad%slmc%96037c.stm SITEWORKS DESIGN GROUP Sto"CAD vl.0
12105W 03:41:51 AM 0 Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06706 USA (203) 7551666 Page 1 of 1

Project Title: SMITH CREEK POND DRAINAGE BASIN Project Engineer: LARRY SNEEDEN
c:lhaestad%stmc196037c.stm SITEWORKS DESIGN GROUP Storm CAD v1.0
12/05/06 W:15'.40 AM 0 Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA (203) 7557666 Page 1 of i

Data for SMITH CREEK STA. W/REV. FOND AND LINED DITCH Face 1
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
r"eoared t,v AIVI:)R[-IJ & K:USk:E CONSULTING ENGINEERS. INC. 20 Jan 97
I d-roCAD. 1_`"' (ui0479_ (c) 1986-1996 Aoolied Iylicrocoroouter Sv<i.r•rne
wATERSHED F:OLITING
�I
f
/
1 111-7101
L`J >.
% I
u �r
L"
—
'
V
^1
dal
a LJ
T
a)
A
r.
1
r-t
11
'I196(PTCHMENT i I KOCH /`n` RIF) i �i Mill
'.�/ I I �� .._ I "r __....
D E C E I V E
FEB 2 51997 D
PROJ
D E M
b

I
Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Page 2
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
='re•oared by ANDREW R KUSKE CONSULTING ENGINEERS. INC. 20 Jan 97
170h4,15..._...W...... 13.$.f?....1..a9.S
SURCATCHMENT 1 Undeveloped Property -East of Outfall Ditch
PEAR::= 5.93 CFS @ 14.4.2 HRS, VOLUME= .89 A1=
S__.- ------ Ci'J_.
SCS TR-20
METHOD
9.00 65 Undeveloped
Propertv(Triees/Grass
TYPE III
24-HOUR
RAINFALL=
7.0 11\1
SPAN= 11-15
HRS.
dt=.05 HRS
-._..---._.._..__--.__._--------------------------------
Corrmerrt
TR-55 SHEET FLOW
Undeveloped
Property
1.52.9
Woods; Devise underbrush n=.S L_=450' P2=4.5
in s=.O05
SUPCATCHMENT 2 Everhart Nissan Dealership
PERK:= 25.01. CFS @ .1.2.01 HRS. VOLUME= 1.22 AF
ACF:E9 ....._._.._r_�._.. SCS TR-2 > METHOD
__....__ 3.50 95 Commercial/Business TYPE III 24-HOUR;
RAINFAL.L.= 7.0 IN
SPAN- .11-15 HRS. dt=.05 HRS
M •'Lh'pd .. Cort'men'k Tc (min)
TR-55 SHEET FLOW Everhart Nissan To OUTFALL 2.5
Smooth surfaces n=.011 L=150' P2=4.5 .in s=.00 5 '/'
SURCATCHMENT 3 AREA TO POND 1
PEAK:= 111.9 CFS @ 12.07 HRS. VOLUME= 6.16 AF
C" SCS TR-20 METHOD
20.05 G5 HI_DGS, PAVE.. A POND TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-1.5 HRS.
Method Comment
TR-55 SHEET FLOW PAVEMENT
n=.015 L=150' P2==4.5 in s=.005
CIRCULAR CHANNEL PIPE
42" Diameter a=12.57 so-ft Pw=.12.6' r=1'
s=.0015 '/' n=.01 V=5.76 fos L=1200' Caoacit'•:=72.3 cfs
Total Length= 1350 ft Total Tc=
dt.=.05 HRS
Tc fminI
0.2
6.7

I
:Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Paoe .7.
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 20 Jan 97
IvurgCAD 4 5; iiixl4h (c.) 19Eg,.,-1 7�,b Fa_Pn,l?F7:...,Mxc r,prp,nplrtEr, Sy>1 _rtis
3UBCATCHMENT
4
Undeveloped
Tract(Zoned 0&I)
PEAR::= 12.46
CFS
@ 14.17 HRS, V0LUME=
2.00 AF
ACRF_.S CN
17.00 66 Woods/Grass/Fond
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL.= 7.0 IN
SPAN= 11-15 HRS. dt=.05 HRS
Method
-._....._......._.__._._...._._._._._........._..._._.._._.._.._....._....._.__......_..,.___..._....._..._.__._...._.._..
C:.-,mment _.._.._..__.._...._._.__,..__...._.._._,.................__..._......_._.._...._._......_.._..._._........._...._.
Tc (min)
TR-55
SHEET FLOW
Undeveloped Woods/Grsss
144.5
Woods:
Light underbrush
n=.4 L= 00' P2=4.5 in s=.001
RECT/VEE/TRAP CHANNEL
Ditch to Culvert
21.0
W=1'
D=2' SS= :_ '/'
a=4 so-ft Pw=5.5' r=.731'
=.001.
'!' n=.08 V=.48
fos L=600' Capacity=1.9 cfs
Total Lenoth= 900 ft Total Tc=
165.5
SUBCATCHMENT 5 AREA TO SMITH CREEK STATION FOND 2
PEAS::= 104.7 CFS C 12.08 HRS. V01._UME= 5.76 AF
_._.___F�CR-_ES._____CN_., SOS TR-20 METHOD
1.9.40 8T BLDGS. PAVE & POND TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 FIRS. dt=.05 HRS
Method Comment Tc (min)
--_-.--_---.-_..__._.__._...__._._._......._._...__.....__ _._._.....__._.__._.._.___.._.__._._._....._.__._._._..._.._._.._....._..._._.._.._.._._._. __.._._.__.._._._.._._.._.___._....__._...._...._..._._...---._-._..
TR-55 SHEET FLOW PAVEMENT =.2
n=.015 L=150' P2=4.5 in s==.005
CIRCULAR CHANNEL PIPE 4.1.
48" Diameter a=12.57 so-ft Pw=12.6' r=1'
=.0015 '/' n=.01 V=5.76 fps L=1400' Capacity=72.3 cfs
Total Lenoth= 1550 ft Total Tc= 7.3

,
Data for SMITH CREEK STA. W/P.EV. POND AND LINED DITCH Pane 4
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
='reoared by ANDREW & Kt..ISk:E CONSULTING ENGINEERS. INC. 2(_') ,jar, 97
IvdrGCAD 4.1=.123 00('079 ((-) 1.98E-.1995 Aoialied M.icrccommut.er Svsterns
3UBCATCHMENT 6
Developed(Corp. Ctr,Ashton Sq..Residential
F'EAI..= 55.22 CFS ra 13.11 HRS. VOI_L.ME= 7.84 AF
ACRES_ CIV
15.50 -77 ASht0I-1 SaLIare
2.90 89 Corporate Center
3.40 51 Residential
---„-_5.2!h----_4,5_. Undeveloped OR,I Tract
60.Ui) 59
SCS TR ... 20 METHOD
TYPE III 24--HOUR
RAINFALL= 7.0 IN
SPAN= .11--15 HRS. dt=.C)5 HRS
e�,tt.Cpnlrnent Tc (min)
TR-55 SHEET FLOW Subdivision Sheet Flow 69.4
Grasse Dense n=.24 L=200' P2=4.5 in =.001
RECT/VEE/TRAP CHANNEL Ditch to Racine 1().1
W=1' D=3' SS= _ '/' a=7... so-ft Pw=7.7' r-=.97 "
s=.001. '/' n=.02 V=2.3l fos L.=14()(-)' CaDacity=17.' cis
Total. Lcnath= 1600 ft Total Tc= 79.5
3UBCATCHMENT 7 Residential. Libertv Commons
F'EAk:.= 29.57 CFS r@ 12.7(J HRS. VOLUME= 3.37 AF
ACRES CN _. SCS TR-27i) METHOD
5.00 89 Commercial/DLISIness TYPE III 24-HOUR;
19__00 _ 51.,_. Residential RAINFALL= 7.!> IN
4.00 59 SF'AN= 11-15 HRS. dt=.05 HRS
Method ('ammPnI'
------------...__.._.,------------.-.------------ T c (min)
TR-55 SHEET FLOW Residential Sheet Flow 36.5
Grass: Dense n=.24 L=2(-)0' F'2=4.5 in s=.005 '/'
RECT/VEE/TRAP CHANNEL Ditch Thru Residential to Racine 13.5
D=2SS= 2 '/' a=4 sa-'ft Pw=5.5' r=.731'
V=1.91 fDs L=1550' Capacity=7.6 cfs
Total Length= 1750 ft Total Tc= 50.i)

Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Paoe 5
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
='rejared by ANDREW R, I::USKE. CONSULTII'dG ENGINEERS. INC. 20 Jar) 97
7'vdroCAD 4. 573 000479 (c 1 1986-1996 Aonl i,ed Mi,c-rocomou b:?r Svstems
3UBCATCHMENT
B
NC
132
PEAL= 40.40
CFS @
12'.al I -IRS.
VOLUME= 5.1.3 AF
ACRES CN
6.(-)C) 9a
1.B.50 61
_.I.5. 70
Aohalt Roadwav
Grass
SCS TR-20 METHOD
TYPE III 24--HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS.
dt=.OS HRS
-lc thcrJ._.._ ..._... ._.. ......-.
_.__...-..—
.-._._..CnmmEnt............ .. ..... ... .... ....—------ — ---._.._ .. -......
Tc (min.)-
TR-55 SHEET FLOW
NC 132 Overpass Approach & Ramp
50.5
3rass: Dense n=.24
L=300'
F7'=4.5 in s=.005
CIRCULAR CHANNEL
Culvert under Ramp
10.1
24" Diame ter- a - . 14
so-f t
Pr•)=6.3' r== 5'
5=.001 '!' n=.012
V=2.47
fps L=1500' Capacity=7.7 cfs
Total Length= 1900 ft Total Tc=
60.6
SUBCATCHMENT 9 Market Place Mall
F'EA1.= ;1.'9 . S CFS C 127.09 [IRS. ':VOLUME= 7.80 AF
ACRES CH_ SCS TR-20 MEl H0D
?.00 9' Commercial/Business TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS. dt=.05 HRS
Method Comment Tc (minl
----- - ---------'---- -----._._._..._._._.._._...- ....._._._..._._....._........ --' ----- .._._._._.... ..._._._.. -..._._..__.._......__.._._._.._.__..__.._..
TR-55 SHEET FLOW Market Place Mall (Asphalt) -.,.
Smooth surfaces n=.011 L=7-25' P2=4.5 in s=.Ul '/'
CIRCULAR CHANNEL Market Place Mall (culverts) 4.3
24" Diameter a=.--.14 so-ft Pw=6.3' r=.5'
n=.012 V=4.27 fos L=11C10' Caoacity=17,.4 cfs
Total Lenoth= 1425 ft Total Tc= 7.8

Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Page 6
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Orepared by ANDREW 8 KUSKE CONSULTING ENGINEERS, INC. 20 Jan 97
REACH 1 CULVERTS AT MARKET ST.
Gin = 185.8 CFS @ 13.15 HRS_ VOLUME= 32.80 AF
Qout= 195,8 CFS @ 13.16 HRS, ;OLUME= 32.72 AF, ATTEN= 0%, LAG- .7 MIN
DEPTH END AREA
DISCH
().0
-0,0
0.00
,5
1.7
3.98
.9
4"5
16.69
1.4
8'0
37.31
3.2
23.8
159.53
3.6
27.3
186.25
4.1
30.2
203.08
4^2
31.0
2()1.97
4.4
31.5
203.97
4.5
31.8
190"55
54" PIPE X 2
n= .012
LENGTH= 130 FT
SLOFE= .002 FT/FT
STOR`IND+TRANS METHOD
PEAK DEPTH= 3,59 FT
PEAK VELOCITY= 6.8 FPS
TRAVEL TIME = .3 MIN
SPAN= 11-15 HRS, dt=.04 HRS
REACH 2 DITCH FROM MARKET PLACE TO MARKET STREET
Din = 184.7 CFS @ 13.01 HRS. VOLUME= 32.92 AF
Qout= 183.3 CFS @ 13.14 HRS, VOLVME= 31.91 AF, ATTEN= 1%, LAG=
DEPTH
END AREA
DISCH
0.0
0.0
0.03
^6
3.4
4.53
1,2
7.4
14.66
1.8
12.2
29.74
2.6
19.6
56.91
3.6
71.0
106.34
4,8
17.0
186.67
6.0
66^0
293.50
5' x 6' CHANNEL
SIDE SLOPE= 1 /
n= .022
LENGTU= 1000 FT
SLOPE= .001 FT/FT
7.7 MIN
STOR-INn+TRANS METHOD
PEAK DEPTH= 4,75 FT
PEAK VELOCITY= 4.0 FPS
TRAVEL TIME = 4.2 MIN
SPAN= 11-15 HRS. dt=.04 HRS
REACH 3 DITCH FROM POND 1 OUTFALL TO MARKET PLACE
Din = 127,2 CFS @ 12.95 HRS. YOLUME= 21.06 AF
Qoot= 126.5 CFS @ 13.04 HRS, \/OiUME= 20.58 AF, ATTEN= 1%, LAG=
DEPTH
END AREA
DISCH
0,0
0.0
0.00
.6
3.4
1.53
1.2
7.4
14.66
1.8
12.2
29.74
2.6
19^6
56.91
3.6
31^0
106.34
4.8
47.0
186.67
6.0
66.0
293.50
5' x 6' CHANNEL
SIDE SLOPE= 1
n= .022
LENGTH= 680 FT
SLOPE= .001 FT/FT
5^7 MIN
ST[!R~IND+TRANS METHOD
PEAK DEPTH= 3.90 FT
PEAK VELOCITY= 3.6 FPS
TRAVEL TIME = 3.1 MIN
SPAN= 11-15 HRS. dt==.05 HRS

Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Page 7
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSK.E CONSULTING ENGINEERS. INC.
9B6- 2Jar 97
IvdrpCAD 4.52:' 00479 (c� ,.1..i.99(, ir
Ahpl,ied._hI.1_r_,r�,cnm,ui_i_Fer Systems
REACH 4 DITCH FROM HEADWALL TO POND 1 DISCHARGE
Gin = 104.9 CFS @ 12.86 HRS. VOLUME== 17.07 AF
Gout= 104.0 CFS @ 12.96 HRS. VOLUME= 16.71 AF. ATTEN= M. LAG= 5.6 MIN
DEPTH
END AREA
DISCH
( CFS )
.6
3.4
4.53
1.2
7.4
14.66
1.8
1.2.2
29.74
2.6
19.6
56.91
3.6
31.0
106.34
4.8
47.0
i86.67
6.0
66.0
293.50
5' x 6' CHANNEL
SIDE SLOPE= 1
n= .022
LENGTH= 600 FT
SLOPE= .001 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.55 FT
PEAK VELOCITY= 3.4 FPS
TRAVEL TIME _ 2.9 MIN
SPAN= 11-15 HRS. dt=.05 HRS
REACH 5 PIPE FROM POND 2 OUTLET TO HEADWALL
Din = 101.5 CFS @ 12.85 HRS. VOLUME= 15.11 AF
Oout= 100.8 CFS @ 12.86 HRS, VOLUME= 15.07 AF, ATTEN= 1%. LAG=
)EPTH
END AREA
DISCH
iFT)
fSG-FT)
(CFS)
0.0
-0.0
0.00
.5
1.0
2.04
1.0
2.9
8.56
1.5
5.0
19.14
=.5
14.7
ei.m.
4.0
16.8
95.511
4.5
18.6
104.17
4.7
1.9.2
105.14
4.9
19.5
104.16
5.0
19.6
97.74
60" PIPE
n= .012
LENGTH= 160 FT
SLOPE= .001.2 FT/FT
.8 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= 4.3.3 FT
PEAK. VELOCITY= 5.7 FPS
TRAVEL TIME _ .5 MIN
SPAN= 11-15 HRS. dt=-05 HRS
ZEACH 6 PIPE ALONG MARKET PL DR TO POND 2 OUTLET
Din = 81.03 CFS @ 12.96 HRS, VOLUME= 11.16 AF
Gout= 77.62 CFS @ 12.85 HRS. VOLUME= 11.1' AF, ATTEN= 4%. LAG=
)EPTH
END AREA
DISCH
f FT_
-( F_D-FT__f
CFS ).
0.0
-0.0
0.00
.5
.8
1.54
•9
2.=
6.46
1.4
4.0
14.45
=.2
1.1.9
61.79
3.6
13.6
72.14
4.1
15.1
78.65
1.2
1.5.5
79.38
4.4
15.9
72.65
4.5
15.9
73.80
54" PIPE
n= .012
LENGTH= 190 FT
SLOPE= .0012 FT/FT
0.0 MIN
STOR-IND+TRANS METHOD
PEAK: DEPTH- 4.50 FT
PEAK. VELOCITY- 5.3 FPS
TRAVEL TIME _ .6 MIN
SPAN= 11-15 HRS. dt=.05 HRS

Data for SMITH CREEK STA. W/REV. FOND AND LINED DITCH Pa0e 8
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
'repared by ANDREW & K:USKE CONSULTING ENGINEERS, INC. 20 Jan 97
tt:='4.79....._.....o..)...___198P_r,1_i._ei.__I°Lic.rol_orr(r�l=t;lti..-.-`.-_Y<suns_.__....._.__........_..._._._._..._..._._._....
REACH 7 PIPE ALONG RACINE TO MARKET PL. DR.
Gin = 29.57 CFS @ 12.70 HRS. VOLU`1E= 3.37 AF
Dout= 29.21 CFS @ 12.81 HRS. VOLUME= 3.32 AF. ATTEN= 1%. LAC= 6.6 MIN
DEPTH END AREA
DISCH
(FT
-- -) --
(SG1 -
.-..-.FT)
---........__.
(CFS )
.....................
0.0
-0.0
0.00
._
.4
.58
.6
1.0
2.45
.9
1..8
5.48
2.1
5.3
23.43
2.4
6.1
27.35
2.7
6.7
29.8-,
2.8
6.9
30.10
2.9
7.0
29.82
3.0
7.1.
27.98
REACH 8
36" PIPE
n= .01.2
LENGTH= 350 FT
SLOPE== .O015 FT/FT
STOR-IND+TRANS METHOD
PEAK; DEPTH= 2.63 FT
PEAK. VELOCITY= 4„5 FPS
TRAVEL TIME = 3.1 MIN
SPAN= 11-15 HRS. dt=.05 HRS
Outfall from Gateway and NC132
Gin = 40.49 CFS @ 12.8.1 HRS. 'VOLUME_= 5.65 AF
Dout= 40.16 CFS @ 1.2.92 HRS, VOLUME= 5.56 AF. ATTEN= 1%. LAC= 6.6 MIN
DEPTH
END AREA
DISCH
.4
.9
.2_
.7
2.4
.84
1.1
4.3
1.88
1.5
7.5
4.02
2.1
13.0
8.36
2.0
21.3
16.1:3
3.5
31.5
27.22
.. 3.5' CHANNEL
SIDE SLOPE= ..
n= .08
LENGTH= 200 FT
SLOPE= .O01 FT/FT
STOR-IND+TRANS METHOD
PEAK. DEPTH= 4.32 FT
PEAK: VELOCITY= .9 FPS
TRAVEL TIME = 3.6 MIN
SPAN= 11-15 HRS. dt=.04 HRS
REACH 9 OUTLET FROM MARKETPLACE MALL
Gin = 139.9 CFS @ 12.08 HRS. VOLUME= 7.90 AF
(lout= 17.42 CFS @ 11.55 HRS, VOLUME= 5.59 AF. ATTEN= 88%. LAG=
DEPTH END AREA
DISCH
fFT)
(SG -FT)
(CFS)
0.0
-0.0
0.00
.2
.2
.36
.4
.4
1.52
.6
.8
3..39
1.4
2.:
14.51
1.6
2.7
16.94
1.8
3.0
18.47
1..9
3.1
18.64
1.9
3.1
18.47
2.0
3.1
17.33
24" PIPE
n= .012
LENGTH= 20 FT
SLOPE= .005 FT/FT
Ammsimal
STDR-IND+TRANS METHOD
PEAK:: DEPTH= 2.00 FT
PEAK VELOCITY= 6.3 FPS
TRAVEL TIME _ .1 MIN
SPAN= 1.1.-1.5 HRS. dt=.05 HRS

Data for SMITH CREEK STA. W/REV. FOND AND LINED DITCH Pa0_e 9
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 20 Jan 97
lydncL- D 4.52: 22Qi 79 (c.) 1986-1,996 FOpLied M.icracnrn0i.iter Systems
REACH
10
PIPE
FROM POND
i TO
OUTFALL
Oin ==
25.29
CFS @ 12.49
HRS.
VOLUME=
4.40
AF
Gout=
25.24
CFS @ 12.55
HRS.
VOLUME=
4.35
AF, ATTEN= 0%. LAG= 1.6 MIN
DEPTH
END AREA
DITCH
(F"f1
(SG FT)
fCF'S1
0.0
0.0
0.00
.4
.5
.64
.7
1.4
2.70
1.1,
2.4
6.04
2.5
7.2
25.81
2.8
8.3
30.1-'
3.2
9.1
:2.86
_._
9.4
33.16
3.4
9.5
32.85
_,..
9.6
30.83
4.2" PIPE
n= .012
LENGTH= 400 FT
SLOPE= .0008 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= 2.41 FT
PEAK VELOCITY= 0.6 FPS
TRAVEL TIME = 1.9 MIN
SPAN= 11-15 HRS. dt=.05 HRS

Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Pacie 10
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
='reoared by ANDREW & H::LISI::E CONSULTING ENGINIEERS. INC. 20 Jan 97
r S
98.i_ed Mi.cro.Q(TIOL(t:e•:sterns
,IvdroCAD_4,__`� OD(,479_._.._.5.c) 16-1996 Hnol
..._._..-._.....__-_..._._....._._.._._..___._...___..__._._.._.__...__.._._._._._.._.._._......................._._...._._._,_._._......._.._.._..._.._..--._-.---
POND 1
SMITH CREEK STATION POND
1
Din = 1.14.9
CFS @ 12.,07
HRS. VOLUME= 6.16 AF
Gout= 25.213
CFS @ 1.2.49
HRS. '✓OLUME= 4.40 AF.
ATTEN= 713%. LAG=
25.5 MIN
ELEVATION
AREA
IrIC„STOR CUM.STOR
STOR-IND METHOD
(FT) )
(SF)
(CF 1 f CF ),,,,,,,,,
PE^K STORAGE =
15129(,
CF
33.1
'24()0
0 (,
PEAK ELEVATION=
37.1
FT
34.0
34800
30240 30240
FLOOD ELEVATION=
39.0
FT
34.9
7,6700
32175 624.15
START ELEVATION=
33.1
FT
38.0
45r0cm")
126635 18905()
SPAN= 11-15 HRS.
dt=.05
HRS
Tdet= 75.3 MIN (4.34 AF)
It F:OI.JI E I NVERT
-------._.....__.....-..._.,_._._...._.._...__._.._...._...._._.._.,
OUTLET DE'V:LCES
...__......_._._.-_ ..._.-_- _ _._.._._..._............ -... .......... _.._...... ..,,_.....
1. P ;i.1
3.5"
_.........
ORIFICE/GRATE
__._.._._..._... _-_..___.--.__..__-._..........
.._._.._.............. ...
..... _.........
0=.6
PI r"2 S0R(2a) SOR(H-r-)
P 34.9' 4' r.
.3' ORIFICE/GRATE X 3
0=.6
Width 2/3 SCIR(2a) (H'1.5 -
[H-Heightl".1.5)
_ P -.7.1' 20'
SHARP -CRESTED RECTANGULAR WEIR
0=C
L H'1.5 C=3.27+.4 H/4 I_=Length
... CG(.1 H)
POND 2
SMITH CREEK STATION POND
2
Din = 104.7
CFS @ 12.08
I -IRS. ',:'OLUME= 5.76 AF
OoUt= 26.73
CFS @ 12.4B
HRS. ':VOLUME= 3.99 AF.
ATTEN= 74%. LAG=
23.3 MIN
ELEVATION
AREA
INC.STOR
CUM.STOR
-.. (FT-)----
-(SF)-
34.0
37000
(,
35.6
A1100
62460
62480
3B.()
475000
106320
1698U0
STOR-IND METHOD
PEAK STORAGE = 137417 CF
PEA[:: : ELF_'VATION= 37.3 FT
FLOOD ELEVATION= 38.0 FT
START ELEVATION= 7-4.0 FT
SPAN= 11-15 FIRS. dt=.C)5 HRS
Tdet= 70.5 MIN (3.99 AF)
#t ROUTE
_.._.-_._......_-._..
INVERT
.-..---------
OUTLET Di VICES
------..... _... --_.._.._---_.._._._._.._----- - -- .._..-----------
1 P
34.i,'
4" ORIFICE/GRATE
--...._._._._ -- ........ ........ ..--_.._._..-- -
0=.6
PI r'2 S01R(2a) SOR(H-r)
P
5.6'
3' r.
.5' ORIFICE/GRATE X 3
0=.6
Width .2/3 S0R(2q) (H"1.5 - [H-Height3``1.5)
_ P
=.7.3'
16'
SHARP -CRESTED RECTANGULAR WEIR
O=C
L H-1.5 C-=3.27+.4 H/4 L=Length--O(.1 H)

Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Page 1.2
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 20 Jan 97
F-IvdroC:AC7 4..5:':': !?C?r?479 (c) 1.9�i6-1.=,9fAno:Li,Fd IM.ic:rocrmoi_?t:.er Sv�tert�s
REACH 1
CULVERTS AT MARKET ST.
Din = 217..1 CFS @ :1.3„07 HRS. VOLUME= 46.24 AF
Oout= 202.8 CFS @ 12.75 HRS. VOLUME= 4.5.17 AF.
DEPTH
END AREA
DISCH
(F'"r)
(SG1-F'r1
1CF-91
0.0
-i?.0
0.00
.5
1.7
3.98
.9
4.5
16.69
1.4
8.0
.37.3.1
3.2
23.8
159.5:'
.6
27.3
186.25
4.1.
30.2
20:3.Oe
4.2
3.1.0
204.97
4.4
31..5
203.07
1.5
31.8
190.55
54" PIPE X
n= .012
LENGTH= 130 FT
SLOPE= .002 FT/F"r
ATTEN= 7%. LAG= 0.0 MIN
STOR-IND+TRAINS METHOD
PEAK DEPTH= 4.50 FT
PEAK: VELOCITY= 6.8 FPS
TRAVEL TIME _ .3 MIN
SPAN= 11-15 HRS. dt=.04 HRS
REACH 2 DITCH FROM MARKET PLACE TO MARKET STREET
Din = 217.7 CFS @ 12.93 HRS. VOLUME= 46.46 AF
Dout= 213.3 CFS @ 13.05 HRS. VOLUME 44.80 AF. ATTEN= 0%. LAC=,=
DEPTH
END AREA
DISCH
(FT)
---
fSO-FT) -----0.00
(CFS)
r?.i?
0..0
.6
-.4
4.5-
1.2
7.4
14.66
1.9
1.2.2
29.74
2.6
19.6
56.91
1.6
11..0
106.34
4.8
47.0
196.67
6.0
66.0
293.50
v 6' CHANNEL
SIDE SLOPE= 1
n= .022
LENGTH= 1000 FT
SLOPE= .001 FT/FT
7.2 MIN
STOR-IND+TRANS METHOD
PEAK; DEPTH= 5.10 FT
PEAK VELOCITY= 4.1 FPS
TRAVEL TIME = 4.0 MIN
SPAN= 1.1-15 HRS. dt=.04 HRS
REACH 3 DITCH FROM POND 1 OUTFALL TO MARKET PLACE
Din = 147.7 CFS @ 13.94 HRS. VOLUME= 02.14 AF
Oout= 147.0 CFS @ 14.01 HRS, VOLUME= 31..18 AF, ATTEN= 0%. LAG=
DEPTH END AREA
DISCH
FT)
(SO -FT)
(CFS)
.6
3.4
4.51
1.2
7.4
14.66
1.8
1.2.2
29.74
2.6
19.6
56.91
3.6
31.0
106.14
4..8
47.0
196.67
6.0
66.0
293.0)
5' x 6' CHANNEL
SIDE SLOPE- 1
n= .022
LENGTH= 680 FT
SLOPE= .001 FT/FT
4.2 MIN
STOR-IND+TRANS METHOD
PEAL:. DEPTH= 4.21 FT
PEAK VELOCITY= 3.8 FPS
TRAVEL TIME = 1.0 MIN
SPAN= 11-15 FIRS. dt=.05 HRS

Data for SMITH CREEK STA. W/REV. FOND AND LINED DITCH Pane
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDRE.W & I:USKE CONSULTING ENGINEERS. INC. 20 Jan 97
Hvdrn(_[)_4".r._5e',.?_._`:.C>0.�4�........._.(_C�_.._t:986-197_6_.,t..12_n_1.icd_._Ihi.crcomnl,il.er__._Sv._.>t.e=r. ---
REACH 4
DITCH FROM HEADWALL TO
POND 1 DISCHARGE
Din =
116.9 CFS
@ 1.4.15
HRS. VOLUME= 26.64 AF
Gout-
116.9 CFS
@ 1.4.24
HRS. VOLUME= .25.86 AV
ATTEN= 0%. LAG=
5.2 MIN
DEPTH
END AREA
DISCH
),_------
( CFS ).
5' x 6' CHANNEL
STOR-IND+TRANS
METHOD
0.0
0.0
0.00
SIDE SLOPE= 1 '/'
PEAK DEPTH=
3.76 FT
.6
3.4
4.53
n= .022
PEAK VELOCITY=
3.5 FPS
1.2
7.4
.14.66
LENGTH= 600 FT
TRAVEL. TIME =
2.8 MIN
1.0
12.2
29.74
SLOPE= .001. FT/F'1
SPAN= 11-15 HRS. dt=.05 HRS
2.6
19.6
56.91
3.6
31.0
106.34
4.8
47.0
186.67
6.0
66.0
293.50
REACH 5
PIPE FROM POND 2 OUTLET TO HEADWALL
Grin = 1.23.0 CFS @ 12.53 HRS. :OLUME= 23.57 AF
Gout= 97.78 CFS @ 1.2.35 HRS. VOLUME= :3.46 AF.
DEPTH
END AREA
DISCH
(FT)
(SG! -FT)
fCFS)
0.0
-0.0
0.00
.5
1.0
2.04
1.0
2.8
8.56
1.5
5.0
1.9.1.4
3.5
14.7
81.83
4.0
.16.8
95.54
4.5
18.6
104.17
4.7
19.2
105.14
4.9
19.5
104.16
5.0
1.9.6
97.74
60" PIPE
n= .012
LF_NGTH= 160 FT
SLOPE= .001.2 FT/FT
ATTEN= 21%, LAG= . 0.0 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= 5.00 FT
PEAK VELOCITY= 5.7 FPS
TRAVEL TIME = MIN
SPAN= 1.1.-15 HRS, dt=.05 HRS
REACH 6 PIPE ALONG MARKET PL DR TO POND 2 OUTLET
Gin = 119.3 CFS @ 13.07 HRS, VOLUME= 19.46 AF
Gaut= 77.02 CFS @ 12.56 HRS. VOLUME= 17.59 AF" ATTEN= 34Y.. L.AG=
DEPTH END AREA
DISCH
-!Ell
(EG_FT l__
( CFS )
0.0
-0.0
0.00
.5
.8
1.54
.9
_..-
6.46
1.4
4.0
14.45
1.2
1.1.9
61.79
3.6
11.6
72.14
4.1
15.1
79.65
4.7
15.5
79.58
4.4
1.5.fl
72.65
4.5
15.9
73.80
54" PIPE
n= .012
LENGTH= 190 FT
SLOPE= .0012 FT/FT
0.0 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH- 4.50 FT
PEAK. VELOCITY= 5.3 FPS
TRAVEL TIME = .6 MIN
SPAN= 11--15 HRS, dt=.05 HRS

Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Paoe 14
FIFTY YEAR 24-HOUR RAINFALL= 9,0 IN
Prepared by AHDREW & KUSKE CONSULTING FNSTNEERS, INC. 20 Jan 97
REACH 7 PIPE ALONG RACINE TO MARKET PL, DR.
Din = 48.24 CFS @ 12.69 HRS, VOLUME= 5.53 AF
Qout= 29.98 CFS @ 12.46 HRS, VOLUME= 5.46 AF, ATTEN= 38%. LAG= 0^9 MIN
DEPTH
END AREA
DISCH
0,0
-0.0
0^00
.3
.4
.58
.6
1,0
2.45
.9
1.8
5.49
2.1
5.3
23.43
2.4
6.1
27.35
2,7
6^7
29.83
2,8
6.9
30,10
2,9
7.0
29.32
3.0
7.1
27.98
36" PIPE
n= .012
LENGTH- 850 FT
SLOPF= .0015 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.00 FT
PEAK VELOCITY= 4.5 FPS
TRAVEL TIME = 3"1 MIN
SPAN= 11-15 HRS_ dt=^05 HRS
REACH 8 Outfall from Gatewav and NC132
Din = 59.84 CFS @ 12.8() HRS, VOLUME= 8.15 AF
Qout= 59^41 CFS @ 12.91 HRS, VOLUME= 8.03 AF, ATTEN= 1%, LAG=
DEPTH
END AREA
DISCH
0.0
0.0
0.00
.4
.9
.23
.7
2.4
.84
1,1
4.3
1.88
1.5
7.5
4,02
2.1
13.0
8.36
2.8
21.3
16.13
3.5
31.5
27.22
2' x 3,5' CHANNEL
SIDE SLOFE= .5
n= .0R
LENGTH- 200 FT
SLOPE= .001 FT/FT
6,4 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH- 5.53 FT
PEAK VELOCITY= 1.0 FPS
TRAVEL TIME = 3,4 MIN
SPAN= 11-15 HRS, dt=.04 HRS
REACH 9 OUTLET FROM MARKETPLACE MALL
Din = 182.6 CFS @ 12.08 HRS, VOLUME= 10.19 AF
Qout= 17.33 CFS 0 11.40 HRS, VOLUME= 5.74 AF, ATTEN= 91%, LAG=
DEPTH END AREA
DISCH
.2
.2
.36
.4
.4
1.52
.6
.8
3.39
1.4
2.3
14.51
1.6
2.7
16.94
1.8
3.0
18.47
1.9
0.1
16.64
1.9
3.1
18,47
2.0
3.1
17.33
24" PIPE
n= .012
LENGTH- 20 FT
SLnPE= .005 FT/FT
0.0 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH- 2.00 FT
PEAK VELOCITY= 6.3 FPS
TRAVEL TIME = .1 MIN
SPAN= 11-15 HRS, dt=.05 HRS

."
Data for SMITH CREEK STA. W/REV. POND AND LINED DITCH Fage 15
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDCEW & >(USKE CONSULTING ENGINEERS, INC. 20 Jan 97
REACH 10
PIPE FROM POND 1 TO OUTFALL
8in = 62.45 CFS @ 12.31 HRS, VOLUME= 6.34 AF
Qout- 31"69 CFS @ 13.91 HRS, VOLUME= 6.28 AF, ATTEN= 49%, LAG= 97.6 MIN
DEPTH END AREA
DISCH
().0
-0.0
0.00
.4
.5
.64
.7
1.4
2.70
1.1
2.4
6.04
2,5
7,2
25.81
2^8
8.3
3,2
9,1
32,86
3.3
9"4
33.16
3.4
9.5
32.85
3.5
9.6
30.83
42" PIPE
n= .012
LENGTM= 400 FT
SLOPE- .0008 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTA= 3.50 FT
PEAK VELOCITY= 3,6 FPS
TRAVEL TIME = 1.8 MIN
SPAN= 11-15 HRS, dt=.05 MRS

Data for SMITH CREEK STA. W/REV. FOND AND LINED DITCH Page 16
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDRE:W & KUSK:E CONSULTING ENGINEERS. INC. 20 Jan 97
HYAPP il) 4.52' i.? i<;479 c) 1.9nc:r .1996 Ap[;l.i.ed M.irrccarrir ter Svs e rs
FOND 1
SMITH CREEK STATION FOND 1
Din = 154.7
CFS @ .12.07
HRS. 'VOLUME= 8.29 AF
Dout= 62.45
CFS @ 12.31.
HRS, VOLUME= 6.34 AF.
ATTEN= 60%. LAG=
1.4.5 MIN
ELEVATION
AREA
INC.STOR CUM.STOR
STOR-IND METHOD
--(FT_I_.._._.................._..SF..
-.. ........ ... ..............
(_GF......_._...__.-.._...
PEAK STORAGE =
1.77981
OF
33.1
3240r
a
PEAK ELE'VAT I ON=
37.7
FT
34.0
34800
30240 30240
FLOOD EL.E'VATION=
59.0
FT
34.9
36700
32175 62415
START ELEVATION=
37.1
FT
38.0
45000
1.26615 189050
SPAN= 11--15 HRS.
dt=.05
HRS
Tdet= 65.1 MIN (6.26 AF)
0 ROUTE INVLEiT
------------__.__..__._._...__.._._..__..._...._.__._.__.._._...._._.
0!JEI_ET DEV:[r'I=S
_..._.._.__...-.__.._._._._._._._......_.._.._.._..----------.._.__._.
':.1' 3.5"
ORIFICE/GRATE
...-- ................... -----.._._ _.___...._.._._._..__..__.-..
0=.6
PI r"2 SQR(2o) SDR(H-r)
_. P :'S4.9'
4' x
.3' ORIFICE/GRATE X 3
0=.6
Width 7/3 S0R(2n) (H"1.5
-- EH-Heightl"1.5)
_ P 37.1.'
20'
SHARP -CRESTED RECTANGULAR
WEIR
0=C
L H"1.5 C=3.27+.4 H/4 I-=Length-0(.1
H)
POND 2
SMITH CREEK STATION POND 2
Din = 142.3
CFS @ 12.08
HRS, VOLUME= 7.80 AF
Dout= 58.55
CFS @ 12.7'
HRS. 'VOLUME= 5.97 AF.
ATTEN= 59%. LAG=
14.7 M114
ELEVATION
AREA
INC.STOR
CUM.STOR
(FT)
(SF)
(CFl
(CF)
34.0
37000
U
�r
35.6
41100
62480
62480
38.0
47500
106320
.168BOO
STOR-IND METHOD
PEAK STORAGE = 165.366 OF
PEAK ELEVATION= 37.9 FT
FLOOD ELEVATION= 59.0 FT
START ELEVATION= 34.0 FT
SPAN= 11-15 HRS. dt=.05 HRS
Tdet= 62 MIN (5.97 AF)
#t ROUTE
IIV'•JERT
OLJTLET DE'JICF_S
1 P
34.0'
4" ORIFICE/GRATE
0=.6
PI r"2 S0R(2g) SOR(H-r)
2 F
35.6'
3' x
.5' ORIFICE/GRATE X 3
0=.6
Width 2/0 S0R(2q) (H"1.5 - EH-Heightl"1.5)
3 P
37.3'
16'
SHARP -CRESTED RECTANGULAR WEIR
D=C
L H".1.5 C=3.27+.4 H/4 I_=Length-O(.1 H)

A&K #96037
ATTACHMENT
PA STOR p� p ATER
FUTURE DEVELOPMENT PARCEL NO. 1 ��tl/� IN/1111' I
LOW DENSITY AND SUBDIVISION PROJECTS n E C E I V E D
GENERAL SUBMITTAL IlujUlu(I FEB 2 51997 D
S M ITT AL REQUIREMENTS
D E M
I . A completed stormwater permit application. PROS #.____
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas, and
road cross -sections.
3. Calculations of the built -upon area, for subdivision, please show the methodology for arriving at the per
lot built -upon area. For non -subdivision projects, please break down the calculation into buildings, roads,
parking and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
C. The type of vegetated cover specified on the plans.
f. A flow spreader mechanism located at the swale entrance.
g. A signed Operation and Maintenance Plan.
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 93,654.00 square feet of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the
State of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot -line swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no one may pipe, fill in, or alter any lot line swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
NOTE: FUTURE DEVELOPMENT PARCEL NO. 1 IS LIMITED TO 90.00% IMPERVIOUS
COVERAGE. THE STORMWATER FROM FUTURE DEVELOPMENT PARCEL NO. 1 SHALL
BE COLLECTED AND PIPED INTO THE FOREBAY OF DETENTION POND NO. 1.

ATTACHMENT A
OUTPAR EL NO. 1 S-r®RM 11 AT ER
LOW DENSITY AND SUBDIVISION PROJECTS O E C E I V E D
GENERAL SUBMITTAL REQUIREMENTS
FEB 2 51997 D
D E M
PROJ #�__
1. A completed stormwater permit application.
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas, and
road cross -sections.
3. Calculations of the built -upon area, for subdivision, please show the methodology for arriving at the per lot
built -upon area. For non -subdivision projects, please break down the calculation into buildings, roads,
parking and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
f. A flow spreader mechanism located at the swale entrance.
g. A signed Operation and Maintenance Plan.
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 19609 squarre feet of tiny lot, including that portion of the right -off -way between the edge
of pavement and the front lot line, shall be covered by impervious structures, rncluding asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may Jill in or pipe any roadside or lot -line swale, except as necessary to provide a minimum driveway
crossing
For curb and gutter projects, no one may pipe, fill in, or alter any lot line swale used to meet North Carolina
Stormsvater Management Permit requirements.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
NOTE: OUTPARCEL NO. 1 IS LIMITED TO 90.00% IMPERVIOUS COVERAGE. THE STORMWATER
FROM OUTPARCEL NO. 1 SHALL BE DIRECTED INTO THE DETENTION POND.

ATTACHMENT SOR ll ATER
OUTPARCELARCELNO.O. T
2 I
LOW DENSITY AND SUBDIVISION PROJECTS
E C E I V E
GENERAL SUBMITTAL REQUIREMENTS FEB 2 51997 D
D E M
1. A completed stormwater permit application. PROJ #_--
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas, and
road cross -sections.
3. Calculations of the built -upon area, for subdivision, please show the methodology for arriving at the per lot
built -upon area. For non -subdivision projects, please break down the calculation into buildings, roads,
parking and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and Swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
f A flow spreader mechanism located at the Swale entrance.
g. A signed Operation and Maintenance Plan.
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 47 916 square feet of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot -line swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no one may pipe, fill in, or alter any lot line swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
NOTE: OUTPARCEL NO. 2 IS LIMITED TO 90.00% IMPERVIOUS COVERAGE. THE STORMWATER
FROM OUTPARCEL NO. 2 SHALL BE DIRECTED INTO THE DETENTION POND.

ATTACHMENT A
OUTPARCEL NO. 3 STORM
WATER
LOW DENSITY AND SUBDIVISION PROJECTS I
D E C E I V E
GENERAL SUBMITTAL REQUIREMENTS FEB 2 51997 D
D E M
l . A completed stormwater permit application. PROJ N_-
1 Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas, and
road cross -sections.
3. Calculations of the built -upon area, for subdivision, please show the methodology for arriving at the per lot
built -upon area. For non -subdivision projects, please break down the calculation into buildings, roads,
parking and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
f. A flow spreader mechanism located at the swale entrance.
g. A signed Operation and Maintenance Plan.
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more them 45 73R square feel of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot -line Swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no one may pipe, fill in, or alter any lot line Swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
NOTE: OUTPARCEL NO. 3 IS LIMITED TO 90.00% IMPERVIOUS COVERAGE. THE STORMWATER
FROM OUTPARCEL NO. 3 SHALL BE DIRECTED INTO THE DETENTION POND.

ATTACHMENT A
OUTPARCEL NO.4
��®�� tl tlATER
LOW DENSITY AND SUBDIVISION PROJECTS
D E C E I V E
GENERAL SUBMITTAL REQUIREMENTS FEB 2 51997 D
D E M
1. A completed stormwater permit application. PROJ n_,___�
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas, and
road cross -sections.
3. Calculations of the built -upon area, for subdivision, please show the methodology for arriving at the per lot
built -upon area. For non -subdivision projects, please break down the calculation into buildings, roads,
parking and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
f. A flow spreader mechanism located at the swale entrance.
g. A signed Operation and Maintenance Plan.
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 41 194 40 square feet of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may Jill in or pipe any roadside or lol-line swale, except cis necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no one may pipe, fill in, or alter any lot line swale used to meet North Carolina
Siormwater Management Permit requirements.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
NOTE: OUTPARCEL NO. 4 IS LIMITED TO 90.00% IMPERVIOUS COVERAGE. THE STORMWATER
FROM OUTPARCEL NO. 4 SHALL BE DIRECTED INTO THE DETENTION POND.

ATTACHMENT A
OUTPARCEL NO. 5
LOW DENSITY AND SUBDIVISION PROJECTS STORMWATER
tl ATER
GENERAL SUBMITTAL REQUIREMENTS n E C E I V E D
�IJ,��Sf FEB 2 51997 D
1. A completed stormwater permit application. D E M
PROJN_�_
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas, and
road cross -sections.
3. Calculations of the built -upon area, for subdivision, please show the methodology for arriving at the per lot
built -upon area. For non -subdivision projects, please break down the calculation into buildings, roads,
parking and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
f. A flow spreader mechanism located at the Swale entrance.
g. A signed Operation and Maintenance Plan.
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 49,fir,R 40 square feet ofany lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete, brick stone, slate or similar material, not including wood decking or the water swface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
gfNorth Carolina. The covenant may not be changed or deleted without the consent ofthe State.
No one may fill in or pipe any roadside or lot -line swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no one may pipe, fill in, or alter any lot line swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.
NOTE: OUTPARCEL NO. 5 IS LIMITED TO 90.00% IMPERVIOUS COVERAGE. THE STORMWATER
FROM OUTPARCEL NO. 5 SHALL BE DIRECTED INTO THE DETENTION POND.

A&K #96037
Project Name:
POND MAINTENANCE REQUIREMENTS
Smith Creek Station
Project Number: _�UQbq-70105
Responsible Party: Baita Development Company, LLC Phone Number: [phone]
Address: 1777 Northwest Expressway Atlanta GA 30329
Inspect monthly, or after every runoff -producing rainfall event, whichever comes first
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions. If a pump is used as the drawdown mechanism, check
for pump operation.
C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, check the filter for sediment accumulation, erosion and
proper operation of the flow spreader mechanism. Repair as necessary.
Quarterly
A. Inspect the collection system (i.e., catch basin, piping, grassed swales) for proper functioning. Clear
accumulated trash from basin grates and basin bottoms, and check piping for obstructions.
B. Check pond inlet pipes for undercutting, replace riprap, and repair broken pipes.
C. Reseed grassed swales, including the vegetated filter if applicable, twice a year as necessary. Repair
eroded areas immediately.
111. Every 6 months
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond depth at various points in the pond. If depth is reduced to 75% of original design depth,
sediment will be removed to at least original design depth.
rec &, V-ecl
IZ- (q-a(v
OW
SGvg R?010S

POND MAINTENANCE REQUIREMENTS CONTINUED
PAGE 2
IV. General
A. Mow the side slopes, not including normally submerged vegetated shelf, according to the season.
Maximum grass height will be 6"
B. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter; however, they
must be removed when they cover the entire surface area of the pond.
C. The orifice is designed to draw down the pond in 2-5 days. If drawdown is not accomplished in that
time, the system may be clogged. The source of the clogging must be found and eliminated.
D. All components of the detention pond system must be kept in good working order.
V. Special Requirements.
1, W. Michael
responsible party for
Certification of COM
Signature:
Andrea Mhi.tc
President , hereby acknowledge that I am the financially
of this detention pond. I will perform the maintenance as outlined above, as part of the
;tormwater Regulati,4 received for this project.
Date: // 21G tG
, a Notary Public for the State of Georgia
County of Henry , do hereby certify that IV. Michael Caldwell.
personally appeared before me this 27th day of November , 1996 and
acknowledge the due execution of the foregoing instrument. Witness my hand and official seal,
My Commission Expires:
May 27th, 2000
SEAL

d STAi�p�
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
January 22, 1997
Mr. John Kuske
Andrew and Kuske
902 Market Street
Wilmington, NC 28401
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 970105
Smith Creek Station
New Hanover County
Dear Mr. Kuske:
The Wilmington Regional Office received a Stormwater Management Permit Application for Smith
Creek Station on January 6, 1997. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
Z 1. Provide road elevations for and an indication of how/where the future development will
connect into the storm drain system.
2. Two sets of plans are required upon final revisions.
✓ 3. I -lave you provided the required 20% of the volume in the forebay?
to
J6 ,f 4. Delineate all wetlands on site, or note on the plans that none exist.
F tl
✓ 5. Please dimension the permanent pools, buildings and sidewalks.
✓6. The outlet structure details for both ponds show incorrect weir heights. Pond 1 weir should
be at elevation 35.2, not 34.5, and Pond 2 should be at elevation 35.6, not 35.5.
1/7. Add a pond section detail including 3:1 slopes above the permanent pool, the 6:1 vegetated
shelf width, the begin and end elevations for the shelf, the forebay depth and dimensions, and
the bottom, permanent pool and storage pool elevations.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Kuske
January 22, 1997
Stormwater Project No. SW8 970105
I/ 8. Please calculate the percent impervious individually for each pond based on the individual
drainage area to each pond, and the total impervious surface that drains to each pond. This
may be more or less than the overall impervious of 85 %. Please breakdown the impervious
area to each pond in the calculations.
✓ 9. Please list the statistics individually for each pond on the permit application. That's what the
two columns are for.
10. The individual drainage areas you show in your calculations, 20.05 acres and 19.4 acres, do
not total up to the 39.15 acres used as the total drainage area.
�1 I. Why are there minor differences in the volumes used to size the orifice and the volumes
calculated as provided in the pond? Remember when using the 2 day flowrate for sizing the
orifice to round down, not up. Rounding the size up will result in a drawdown of less than
2 days.
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 February 22, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\970105.JAN
cc: Linda Lewis
Central Files
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Fax Transmission Report
To .....................: John Kuske
From ..................: DEHNR WiRO
Sender's fax user name: TEST
Phone number dialed...: 9,3439604
Remote CSID........... : 910*343*960.4
Start date ............: 01/22/97
Start time ............: 9:04:14am
Duration of call......: 0:02:28
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Status ................: Sent

79012
DREWKUSKE
ONSULTI
ENGINEERS, INC.
Market Streelmington, NC 28401_4733
LETTER OF TRANSMITTAL
John R. Andrew, P.E.
J.A. Kuske, P.E.
J. Phillip Norris, P.E.
910-343-9653 / FAX [phone]
To:
—
Date:
Job No.
Subject:
WE ARE SENDING YOU VIA nE�ivFit�
❑ ATTACHED ❑ U DER SEPARATE COVER
❑ SHOP DRAWINGS RINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
FAX TRANSMITTAL: NUMBER
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have
receiving this mesaae.
OF PAGES
any difficulty
COPIES
DATE
NO.
DESCRIPTION
b
D E C E I V E
JAN 171997
LuJ
PROD # D E M 0
/05
❑ AS REQUESTEDV
❑ FOR YOUR USE
FOR REVIEW AND COMMENT YFOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS:
CC:
SIGNED
CONFIDENTIA_ AND PRIVILEGED! In ormatlon contained in this document is privileged and confidential, intended for the sole use of the
acdressee If .ou are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any
c:sseminali,-, : stribution or copying of this document is strictly prohibited. If you have received this document in error please immediately
notify the secce, and return to the address above.

Date Design Andrew and Kuske Sheet
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f� C� cl M.d CLaYII C ti. .. ... -. •:..\'-.�if:,:• .'.
ESTIMATION OF STONE SIZE AND
DIMENSIONS FOR CULVERT APRONS
2
20
, 1
�n
= fL I I 1
15 '
:r 1 1
1
1 , I
Z 10 '
— 1 I
—r— —-�-- I———`T—«•
> 5 --r--
2
p 5 10 15 20 25
D I N F T.
Slop 1> Eiltmate now wlaclly vo at cuiverl or
paved channel 00141.
Step 7> for pipe cutverls Do le dlomeler.
For plie arch, arch and boll culverle and
paved chonel "Usts, 0 a - A u. "hire •�
A 0 — Craoe lecllanol ores of how
al oullel.
for mulllpls culv"lo, we D0 1,25 v Da
or •Ingle culvert.
Slop J> For apron grade 'of IOE of slamp", use
re commendallano for nest high" tone
(range 1 lhru 6)
LENGTH OF APRON
Z
O
APRON MATERIAL
i0 PROTTCi
Cl1LKfl1
10 Pfl
SCOUR IIDIC
N
LI
C2
1
St,.,. Filing (Fine)
J■ D o
/■ D a
2
Slone Flling (Light)
J■ O o
a■ D o
J
Slone Ming (1ledlum)
1■ D o
6• D o
r
Slone (Ming (Ileavy)
I o D o
a e D a
y
Stone Filing (Ilsovy)
3■ D o
ID ■ 0 a
6
Stone flung (Ileovy)
6■ D o
12 ■ n a
7
Speclol rtudy regu trod (energy dhlpalore, oliling barin
of largo .lone rile.)
SOURCE RANKS AND CHANNEL LINING PROCEEDURES, o
N.Y.DO.T., DIVISION OP DESIGN AND CONSTRUCTION, 1971 \

--ata for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Paoe 1
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Preoared by ANDREW R< [:.USI':E CONSULTING ENGINEERS. INC. 14 Jan 97
HvdroCAD 4.62_i 000479 (c) 1986-1.996 Aoolied M.iCror_omouter aVSt(2MS
WATERSHED ROUTING---
D
E C E I V E
JAN 171997 D
PROJ N $ #.�v/o5
\� sl iRcArCHNENi �-1 REACH /n.\ FC!gD i � I rNN:
\U 91IRCA -

Data for SMITH CREEK STA. W/SMALL RCP ❑UTFALL & SWALE Pace 2
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
F'reoared by ANDREW & K:USK:E CONSULTING ENGINEERS. INC. 14 Jan 97
I -I dr_oCAD_4.__2:'__i01479__,_(.c)__,t�43f�_-1,795_,Apu,l._ie� Mrror_omni"ter Busters
REACH 1 CULVERTS AT MARKET ST.
Gin = 185.9 CFS @ 13.16 HRS. VOLUME= .54.1.3 AF
Gout= 185.8 CFS @ 1.3.17 HRS. VOLUME= 34.05 AF.
DEPTH END AREA
DISCH
(FT)
S( '0 "FT )(
CFS 1"
0.0
-0.0
0.00
.5
1.7
3.98
.9
4.5
16.69
1.4
8.0
37.31
3.2
23.8
159 . 5.3,
3.6
27.3
1.86.2i5
4.1
30.2
203.08
4.2
31.0
204.97
4.4
3.1..5
20.=.07
4.5
31.8
190.55
54" P'IPE X 2
n= .01.2
LENGTH= 130 FT
SLOPE= .002 FT/FT
ATTEN= 0%. LAG= .6 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= =.59 FT
PEAK. VELOCITY= 6.8 FPS
TRAVEL TIME = MIN
SPAN= 11-15 HRS. dt=.04 HRS
REACH 2 SWALE FROM MARKET PLACE TO MARKET STREET
Din = 92.79 CPS @ 12.99 HRS. VOLUME= 10.96 AF
Gout= 91.05 CFS @ 13.16 HRS. VOLUME= 10.77 AF. ATTEN= 2%. LAG=
DEPTH END AREA
DISCH
(SO -FT)
CFS)
.2
3.1
2.62
.4
6.5
8.44
.6
10.1
16.83
.9
.15.1
.31.28
1.2
22.4
56.03
1.8
31.8
93.61
2.0
42.1
140.55
15' x CHANNEL
SIDE SLOPE= .33
n= .022
LENGTH= 1000 FT
SLOPE= .0014 FT/FT
10.6 MIN
STOR-IND+TRANS METHOD
PEAK: DEPTH= 1.57 FT
PEAK. VELOCITY- 2.9 FPS
TRAVEL TIME _ =.7 MIN
SPAN= 1.1-1.5 HRS. dt=.04 HRS
REACH 3 SWALE FROM POND 1 TO MARKET PLACE
Din = 60.98 CFS @ 12.95 HRS. VOLUME= 9.64 AF
Oout= 60.55 CFS @ 13.03 HRS. VOLUME= 8.49 AF. ATTEN= 1%. LAG=
DEPTH END AREA
DISCH
(CFS' )
.2
3.1.
2.72
.4
6.5
8.7=:
.6
.10.1
17.42
.9
15.1.
32.38
1.2
22.4
58.00
1.6
3148
96.90
2.0
42.1
1.45.49
15' x CHANNEL
SIDE SLOPE= /
n= .02'2
LENGTH= 470 FT
SLOPE= .0015 FT/FT
4.8 MlNI
STOR-IND+TRANS METHOD
PEAK:: DEPTH= 1,23 FT
PEAK: VELOCITY= 2.6 FPS
TRAVEL TIME = 3.0 MIN
SPAN= 11-15 FIRS. dt=.05 HRS

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Faoe 3
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
F'reoared by ANDREW & (:USKE CONSULTING ENGINEERS. INC. 14 Jan 97
H_(drol=AD_.4:.5;;3_0i1ii4,79.__fr)__i936-_19'=76_A�nl.._i�d_M,ic1_@r_olnouter
REACH 4 PIPE FROM HEADWALL TO POND 1 DISCHARGE
Gin = 104.9 CFS @ 12.36 HRS. VOLUME= 17.07 AF
Oout= 103.6 CFS @ 12.96 HRS. VOLUME= 16.90 AF. ATTEN= 1%, LAG=
DEPTH END AREA
DISCH
_( ET)_
(SO -FT)__
(CFS)
.5
.1.0
2.04
1..0
2.8
8.56
1.5
5.0
19.14
3.5
14.7
81.83
4.0
16.8
95.54
4.5
18.6
104.17
4.7
19.2
105.14
4.9
19.5
104.16
:.0
19.6
97.74
60" PIPE
n= .012
LENGTH= 785 FT
SLOPE= .0012 FT/FT
5.5 MIN
STOR-IND+TRANS METHOD
PEAK. DEPTH= 4.47 FT
PEAK VELOCITY- 5.7 FPS
TRAVEL TIME = 2.3 MIN
SPAN= 11-15 HRS. dt=.05 HRS
REACH 5 PIPE FROM POND 2 OUTLET TO HEADWALL
Gin = 101.5 CFS @ 12.35 HRS. VOLUME= 1.5.11 AF
Oout= .100.8 CFS @ 12.06 HRS. VOLUME= 15.07 AF. ATTEN= 1%. L_AG=
DEPTH END AREA,
DISCH
_.....
.._.__._
0.0
-0.0
0.00
.5
.1.0
2.04
1.0
2.8
8.56
1.5
5.0
.19..14
3.5
14.7
8.1.83
4.0
1.6.8
95.54
4.5
.18.6
104.17
4.7
19.2
105.14
4.9
1.9.5
.104.16
5.0
19.6
97.74
60" PIPE
n= .012
LENGTH- 1.60 FT
SLOPE- .001.2 FT/FT
8 MIN
STOR-IND+TRANS METHOD
PEAK. DEPTH- 4.33 FT
PEAT':. VELOCITY= 5.7 FPS
TRAVEL TIME _ .5 MII'.I
SPAN= 11-15 HRS. dt.=.05 HRS
REACH 6 PIPE ALONG MARKET PL DR TO POND 2 OUTLET
Gin = 81.03 CFS @ .12.96 HRS.. VOLUME= .1.1.16 AF
Gout= 77.62 CFS @ 12.85 HRS. VOLUME= 1.1.12 AF. ATTEN= 4%, LAG=
DEPTH
END AREA
DISCH
fFT)
(SGI-FTi
(CFS)
0.0
-0.0
0.00
.5
.8
1.54
.9
2..3
6.46
1.4
4.0
14.45
3.2
1.1.9
61..79
3.6
13.6
72.14
4.1
15.1.
78.65
4.2
15.5
79.38
4.4
15.8
78.65
4.5
1.5.9
73.80
54" PIPE
n= .012
LENGTH= 19� i FT
SLOPE= .001.2 FT/F-1'
0.0 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= 4.50 FT
PEAK 'VELOCITY= 5.3 FPS
TRAVEL TIME _ .6 MIN
SPAN= 11--15 FIRS. dt=.05 HRS

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Paoe 4
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Preoared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 14 Jan 97
HydroC�D 4.523 0�:�0475 (c) IyB�S-1996 Aool.ied Ihicrocomnuter S•isi=ems
REACH 7 PIPE ALONG RACINE TO MARKET PL. DR.
Gin = 29.57 CFS @ 12.70 HRS. VOLUME= 5.77 AF
Oout= 29.21 CFS @ 12.81 HRS. VOLUME= 7.32 AF. ATTEN= 1%, LAG=
DEPTH END AREA
DISCI-(
(FT)
(SGI-FT)
(CFS)
0.0
-0.0
0.00
.-
.4
.50
.6
1.0
2.45
.9
1.9
5.49
2.1
5.3
23.43
2.4
6.1
27.35
2.7
6.7
29.33
2.8
6.9
30.10
2.9
7.0
29.8:2
.0
7.1
27.98
36" PIPE
n= .012
LENGTH= 950 FT
SLOPE= _0015 FT/FT
6.6 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= 2.63 FT
PEAK. VELOCITY= 4.5 FPS
TRAVEL TIME = 3.1 MIN
SPAN= 11-15 HRS. dt=.05 HRS
REACH 8 Outfall from Gateway and NC132
Gin = 40.48 CFS @ 12.81 HITS. VOLUME= 5.65 AF
Gout= 40.16 CFS @ 12.92 HRS. VOLUME= 5.56 AF. ATTEN= 1%. LAG=
DEPTH END AREA
DISCH
(FT)
(So -FT)
(CFS)
0.0
0.0
0.00
.4
.9
.2-
.7^_.4
.84
1.1
4.3
.1.85
1.5
7.5
4.02
2.1
13.0
8..36
2.8
21.=;
16.13
0.5
31.5
27.22
(REACH 9
x CHANNEL
SIDE SLOPE= .5
n= .08
LENGTH= 200 FT
SLOPE= .001 FT/F"I'
6.6 MIN
STOP-IND+TRANS METHOD
PEAK:: DEPTH= 4.3.2 FT
PEAK VELOCITY- .9 FPS
TRAVEL TIME == 3.6 MIN
SPAN= 11--15 HRS. dt=.04 HRS.
OUTLET FROM MARKETPLACE MALL
Gin = 139.8 CFS @ .12.02 HRS. !VOLUME== 7.80 AF-
Gout= 17.42 CFS @ 11..55 HRS. VOLUME= 5.59 AF. ATTEN= 88%. LAG= 0.0 MIN
DEPTH END AREA
DISCH
0.0
-0.0
0.00
^
36
.4
.4
1.52
.6
.8
3.19
1.4
2.3
14.51
1.6
2.7
1.6.94
1.8
.3.0
18.47
1.9
3.1
18.64
1.9
3.:1.
18.47
2.0
3..1.
17.33
24" PIPE
n= .01.2
LENGTH== 20 FT
SLOPE== .005 FT/FT
STOR-IND+TRANS METHOD
PEAK:: DEPTH= 2.00 FT
PEAK VELOCITY= 6.3 FPS
TRAVEL TIME = .1 MIN
SPAN= 11-15 HRS. dt=.05 HRS

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Page 5
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Preoared by ANDREW & K:USKE CONSULTING ENGINEERS. INC. 14 Jan 97
HvdroCAD_4.5C3 i 00479 (r_1 .iSE36-199E Aonlied
POND 1 SMITH CREEK STATION POND 1
Din = 114.9 CFS @ 12.07 HRS. VOLUME= 6.16 AF
Oout= 27.1.5 CFS @ 12.49 HRS. VOLUME= 4.44 AF. ATTEN= 76%
ELEVATION
AREA
INC.STOR
CUM.STOR
(f'T)
(SF)
(CF?
(CF)
33.0
2650(1
n
ii
35.2
31600
63910
6.3910
38.0
38610
98280
162190
LAG= 24.5 MIDI
STOR-IND METHOD
PEAK STORAGE = 148725 CF
PEAK ELEVATION= 37.6 FT
FLOOD ELEVATION= 39.0 FT
START ELEVATION= 33.0 FT
SPAN= 11-15 HRS. dt=.05 HRS
Tdet= 7:3.5 MIN (4.44 AF)
?t P;OUTE INVERT OUTLET DEVIt:ES
1 P =3.0' 3.5" ORIFICE/GRATE
G=.6 PI r 2 SOR(.2o) SOP.(H--r)
P 35.2' 4' .. .3' ORIFICE/GRATE X
D=.6 Width 2/3 SOR(2a) (H`1 5 - rH-Heiaht]"1.5)
P 7.6' 20' SHARP -CRESTED RECTANGULAR WEIR
Q=C L H"1.5 C=3.27+.4 H/4 L=Lenoth-0(.1 H)
FOND 2 SMITH CREEK STATION POND 2
Gin = 104.7 CFS @ 12.08 HRS. 'VOLUME= 5.76 AF
Gout 26.73 CFS @ 12.48 HRS, VOLUME= 3.99 AF, ATTEN= 74%
ELEVATION
AREA
INC.STOR
CUM.STOR
-T?
(SPi
(CF1
(CF)
34.0
.37000
35.6
41100
62480
62480
38.0
47500
106320
168800
LAG= 23.8 MIN
STOR-IND METHOD
PEAK STORAGE = 137417 CF'
PEAK ELEVATION= 37.3 FT
FLOOD ELE'VAT I ON= 38.0 i F" T
START ELEVATION- 34.0 FT
SPAN= 1.1--15 HRS. dt=.05 HRS
Tdet.= 70.5 MIN (3.99 AF)
#k 1=;Ol.1TE INVERT OUT'L.ET DEV 7: CES
I F' 34.0' 4" ORIFICE/GRATE
0=.6 PI r-"2 SGR(2o) SDR(H-r)
F. 7:5.6' .. .5' ORIFICE/GRATE X 3
G==.6 Width 2/3 SGR(2a) (H"1.5 - m-Hei.phtl"1.5)
1=' 37.3' 16' SHARP -CRESTED RECTANGULAR WEIR
D=C L 1-"1.5 C=3.27+.4 H/4 _=Length-0(.1 H)

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Face 6
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prenared by ANDREW & KUSk::E CONSULTING ENGINEERS. IIJC. 14 Jan 97
HvdroCAD 4.523 000479 (c) 1.986-1996 Aool.ied M.icr-ocomouter Svstems
f Ilwftt Y82[-Ye1:r9:i:1=1
Gin = 185.3 CFS @ 1.2.99 HI:S. VOLUME== 73.43 AF
Gout= 185.4 CFS @ 12.98 HRS. VOLUME= 73.43 AF. ATTEN= 0%. LAG= 0.0 MIN
Onri= 92.59 CFS re 12.98 HRS, VOLUME= 2?.47 AF
Osec= 92.78 CFS @ 1.2.98 HRS. VOLUME= 1!.96 AF
ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD
(FT) (SF) (CF) (CF) PEAk: STORAGE = 36 CF
32.� 8 --- ----- i - F'F_Ak:: EI_E'.!ATIOfd= 36.9 FT
39.i 8 55 FLOOD ELEVATION= _9.0 FT
START ELEVATION= 32.2 FT
SPAN= 11-15 HRS. dt=.(')4 L-IRS
Tdet= )I7IN (33.1 AF)
# ROL.JTE INVERT OI,J1"L_El DEVICES
1. P 32.4' 42' CULVERT X 2
r,=.iia.2 L=li16r->• S=,ri0.12'i' K:e=.S Cc=.9 Cd=.6 TW=34.7'
S 36.0' 32' BROAD -CRESTED RECTANGULAR WEIR X 1.81
O=C L H1.5 C=1.57. 1.e. 1.93, O. 0. I). 0. 0
Primar-v Di.sr_haroe
@DDI=CL.ilvert
Ser_c.-,ndary Discharge
0DL7.2==Broad-Crested Rec'tanClLllar Weir
POND 5
INLET @ POND 1 DISCHARGE
Oin = 127.3 CFS
@ 1_'.9Z1 HFS.
VOLUhIE= 21.25
AF
Clouit= 127.4
CFS
@ 1.2.95 HF:S,
VOLUME= 21.25
AF. ATTEN=
0%. I_AG=
1. MII'll
Gpr.i.= 66.47
CFS
@ 12.95 HRS.
VOLUME= 12.60
AF
Gsec= 60.98
CFS
@ 1'?.95 HRS.
VOLUME= 8.64
AF
ELEVATIONI
AF:EA INC.STOR
CUM.STOR
STOR-IND METHOD
___-- FT
,F) (Cf )
(( F,)
PE, -At:: STORAGE =
38
CF
2.9
8 i
0
F'EAI: EL_E'.'AT'IOIV=
. 7 0
FT
39 . 0
8 49
49
FLOOD ELE'VAT I ON=
_ 9 . ()
FT
START F_I_EVATION=
32.9
FT
SPAN= 11--15 HRS.
dt=.05
1 F:S
"fdeL= it MIN (20.
98 AF)
#k ROl..1TE
--._._.__.._._....,_..._._._._.._.-._...._._
INVERT
_._.._.,.
OUTLET
......,._._. _....._._.._._._. _._..._._....._..__.._,....__..-_..__
DEVICES .................._ _........._.......__
-..._..._..._........___.._..._._._.__..._..........
__._.._._._.._._._..._.._._.._..___._---_--
i P
_2.9'
42" CULVERT
X 2
•
n=.0i2 I_.=47(-)'
S=.0012' /'
1"::e=.5
Cc=.9 Cd=.6 TIJ='6
G'
2 S
36.7'
22' BROAD -CRESTED
RECTANGULAR WEIR
X 1.91
LI=C L H 1.5
(1=1.53. 1.G.
.1.93. 0.
U, i i). O
Primary Discharge
@liDl=Cc.t l ver t
Secondar-v D.i.scharae
,?DD2=Broad-Crested Rectanoular- Weir-

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Paged
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Preoar-ed by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 14 Jan 97
HvdroCAD4.5_3_.ii::,0479.-._.(.i_.Z-.1SBFp._ 1.99E-.FD.ol.i,ed._-M,i_c.ror_amoutPr S• s>tems
PEACH 1
CULVERTS AT MARKET ST.
Din = 214.2 CFS @ .12.74 HRS. VOLUME= 45.81 AF
Gout= 199.9 CFS @ 1.2.56 HRS, VOLUME= 45.69 AF, ATTEN= 7%, LAG= 0.0 MIN
DEPTH END AREA
DISCH
fFT)
(SD -FT)
(CFS1
0.0
-0.0
0.00
.5
1.7
3.98
.9
4.5
.16.69
1.4
8.0
37.31
3.2
23.8
159.53
3.6
27.3
186.25
4.1
30.2
203.08
4.2
31.0
204.97
4.4
31.5
203.07
4.5
3.1..8
190.55
54" PIPE X 2
n= .012
LENGTH= 130 FT
SLOPE= .002 FT/FT
STOR-IND+TRANS METHOD
PEAK. DEPTH= 4.50 FT
PEAK: VELOCITY= 6.8 FPS
TRAVEL TIME _ ._ MIN
SPAN- 11-15 HRS. dt=.04 HRS
REACH 2 SWALE FROM MARKET PLACE TO MARKET STREET
Gin = 121.7 CFS @ 12.55 HRS. VOLUME= .19.90 AF
Gout:= 1.19.9 CFS @ 12.7.3 HRS. VOLUME= 19.04 AF, ATTEN= 1%, LAG= 10.6 MIN
DEPTH
END AREA
DISCI4
0.0
:,.0
0.06
.2
3.1
2.6'
.4
6.5
8.44
.6
10..1
16.83
.9
15.1.
31..28
1.2
22.4
56 . i i=
1.6
31.8
93.61
2.0
42..1.
1.40.55
15' .. 2' CHANNEL
SIDE SLOPE_= /
n= .022
LENGTH== 1000 FT
SLOPE= .0014 FT/FT
STOR-IND+TRANS METHOD
PEAK: DEPTH= 1.82 FT
PEAK VELOCITY= 3.2 FPS
TRAVEL TIME = 5.2 MIN
SPAN= 1.1-15 HRS. di.=.04 HRS
REACH 3 SWALE FROM FOND 1 TO MARKET PLACE
Din = 83.99 CFS @ 12..39 HRS. VOLUME== 14.09 AF-
(lout= 8.3.19 CFS @ 12.47 HRS. VOLUME= 13.71 AF. ATTEN= 1%. LAG=
DEPTH
END AREA
DISCH
(FT)
0.0
0.0
0.00
.2
:.1
2.72
.4
6.5
8.73
.6
10.1
17.42
.9
15.1
32.33
1.2
22.44
58.00
1.6
.31.8
96.90
2.0
42..1.
1.45.49
15' x 2' CHANNEL
SIDE SLOPE= /
n= .022
LENGTH= 470 FT
SLOPE= .0015 FT/FT
4.8 MIIV
STOR-IND+TRANS METHOD
PEAK: DEPTH= 1.46 FT
PEAK VELOCITY= 2.9 FPS
TRAVEL TIME = 2.7 MIN
SPAN- 11-15 HRS. dt=.05 HRS

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Pam $
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 14 Jan 97
�dl_aL_�n_. 4__5^'- i iO4] 7 ,__,(c )__,19i36.-,1996 _A.gpl_id._ I1,icrocnmouter _...........
_
REACH 4 PIPE FROM HEADWALL TO POND 1 DISCHARGE
Gin = 116.9 CFS @ 14.15 HRS. VOLUME= 26.64 AF
Gout= 104.9 CFS @ 12.99 HRS, VOLUME= 23.80 AF. ATTEN= 10%, LAG=
DEPTH END AREA
DISCH
(FT) _(SO
)_-FT
fCFS)
0.0
-0.i�--0.00
1.0
2.8
8.56
1.5
5.0
19.14
3.5
14.7
81.8=
4.0
16.8
95.54
4.5
19.6
.104.17
4.7
1.9.2
105.14
4.9
.19.5
104.16
5.0
19.6
97.74
60" PIPE
n= .012
LENGTH- 785 FT
SLOPE= .0012 FT/FT
0.0 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH- 5.00 FT
PEAK:: VELOCITY= 5.6 FPS
TRAVEL TIME = 2.3 MIN
SPAN= 1.1-15 HRS. dt=.05 HRS
REACH 5 PIPE FROM POND 2 OUTLET TO HEADWALL
Gin = 123.0 i CFS @ 12.53 HRS. VOL_UME= 23.57 AF
Gout= 97.78 CFS @ :12.35 HRS. 'VOLUME= 23.46 AF. ATTEN= 21%. LAG=
DEPTH END AREA
DISCH
0.0
-0.0
0.00
.5
1..0
2.04
1.0
2.8
8.56
1.5
5.0
.19.14
3.5
.1.4.7
81.8'
4.0
16.8
95.54
4.5
16.6
:1.04..17
4.7
19.2
105.14
4.9
.19.5
104.16
5.0
19.6
97.74
60" PIPE
n= .012
LF_NGfH= 160 FT
SLOPE= .0012 FT/FT
0.> MIN
STOP.-IND+TRANS METHOD
PEAL. DEPTH- 5.00 FT
PEAK. VELOCITY- 5.7 FPS
TRAVEL TIME = .5 MIN
SPAN= 11-1.5 HRS. dt==.05 HRS
REACH 6 PIPE ALONG MARKET PL DR TO POND 2 OUTLET
Gin = 1.1.8.:3 CFS @ 13.07 HRS. VOLUME= .18.46 A1=
Gout= 77.82 CFS @ 1.2.56 HRS, VOL..UME= 17.59 AF, ATTEN= 34%. LAG=
DEPTH END. AREA
DISCH
(CFS )
0.0
0.0
0.00
.5
.8
1.54
.9
2.3
6.46
1..4
4.0
14.45
:...._
11.9
61.79
3.6
1.3.6
7.2.1.4
4.:1
15.1.
76.65
4.2
:15.5
79.38
4.4
15.8
78.65
4.5
1.5.9
73.80
54" PIPE
n= .012
LENGTH== 130 :=T
SLOPE= .0011 FT/FT
0.0 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= 4.50 FT
PEAK. VELOCITY= 5.3 FPS
TRAVEL TIME == .6 MIN
SPAN= 11-15 HRS. dt-.05 HRS

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Page 9
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Preparedby ANDREW &KUSKE CONSULTING ENGINEERS. INC. 14 Jan 97
- _j__:1:.vFlf�__l h_ Aool.ieh._MicrocomDuter.._57. terns.---.-----------
(_q -. _.
REACH 7 PIPE ALONG RACINE TO MARKET PL. DR.
Din = 48.24 CFS @ .12.69 HRS. VOLUME= 5.5.3 AF
Gout= 29.98 CFS @ 12.46 HRS. VOLUME= 5.46 AF, ATTEN= 09%, LAG= 0.0 MIN
DEPTH END AREA
DISCH
(FT
0.0
-0.0
0.00
._
.4
.58
.6
1..0
2.45
.9
1.8
5.40
2.1
5.3
23.4.
2.4
6.1
27.35
2.7
6.7
29.33
2.8
6.9
30.10
2.9
7.0
29.82
3.0
7.1
27.98
36" PIPE
n= .01.2
L.F_NGTH= 850 FT
SLOPE= .0015 FT/FT
STOR-IND+TRANS METHOD
PEAK: DEPTH- 3.00 FT
PEAS. VELOCITY= 4.5 FPS
TRAVEL TIME = 0.1 MIN
SPAN= 11-15 HRS. dt=.05 HRS
REACH 8 Outfall from Gatewav and NC132
Gin == 59.86 CPS @ 1.2.80 HRS. VOLUME= 8.15 AF
Oout= 59.41 CFS @ .12.91 HRS. VOLUME= 8.0Z AF. ATTEN= .1%. LAG=
DEPTH
END AREA
DISCH
(FT?
(SO-FT')
(CFS1
0.0
0.0
0.00
.4
.9
.__
.7
2.4
.84
1.1
4.3
1..88
1.5
7.5
4.02
2.1
.1.3.0
8.36
2.8 i3
21.3
16.13
3.5
3.1.5
27.22
REACH 9
.. =:.5' CHANNEL.
SIDE_ SLOPE== .5
n= .013
LENGTH= 200 FT
SLOPE= .001 FT/FT
6.4 MIN
STOR-IND+TRANS METHOD
PEAK.. ❑EPTH= 5.53 FT
PEAK:: VELOCITY= 1.0 FPS
TRAVEL TIME = 3.4 MIN
SPAN= 11-15 HRS. dt=.04 HRS
[milli 9A=11 o y.1111y E WTM-.-.w:* vWw-IT0003(•l"
Gin = .182.6 CFS @ .12.08 HRS. VOLUME= 10.19 AF
Gout= 17.33 CFS @ 11.40 HRS, VOLUME= 5.74 AF, ATTEN= 91%, LAG= 0.0 MIN
DEPTH
END AREA
DISCH
(FT)
(SG-P"f1
(CFS1
0.0
--0.0
0.00
.2
.2
.36
.4
.4
1.52
.6
.8
_.39
1.4
2.3
1.4.51
1.6
2.7
16.94
1.9
.3.0
1G.47
1..9
3.1.
10.64
1.9
3.1
19.47
2.0
3.1
17.3'
24" PIPE
n= .012
LENGTH= 20 FT
SLOPE = .005 FT/FT
STOR-IND+TRANS METHOD
PEAK:: DEPTH= 2.00 i FT
PEAK.. VELOCITY= 6.3 FPS
TRAVEL. TIME = .1 MIN
SPAN= 11.-1.5 HRS. dt==.05 HRS

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Pane 10
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 14 Jan 97
HidroCE_D._.4.,.5 __iii 0479__f_r...1._ i_r_i-o_r_omola.t._r_Sy_stems._.-..._..
..... ........
__._._....___..__..
POND 1 SMITH CREEK STATION POND 1
Din = 154.7 CFS @ 12.07 HRS. VOLUME= 8.29 AF
Dout= 65.72 CFS @ 12.29 HRS. VOLUME= 6.44 AF. ATTEN= 56%.
ELEVATION
AREA
INC.STOR
CUM.STOR'
----(FT.�....... ....
---( SF 1 .
--(CF)
_...... (CF 1---
33. 0
26500
35.2
31600
63910
63910
38.0
38600
98280
162.19� i
LAG= 13.4 MIN
STOR-IND METHOD
PEAK STORAGE = 173096 CF
PEAK ELEVATION= 38.3 FT
FLOOD ELEVATION= 39.0 FT
START ELEVATION= 33.0 FT
SPAN= 11--15 HRS. dt=.05 HRS
Tdet= 62.2 MIN (6.36 AF)
# ROIJTI= l:hl'JERT OLITLET DE'JICES
1 P 33.0' 3.5" ORIFICE/GRATE
D=.6 PI r"2 SDR(2g) SOR(H-r-)
P 4' x .3' ❑RIFICE/GRATE X 3
D=.6 Width 2/3 SOR(2a) (H'''1.5 - CH-He.iahtl"1.5)
I=' ':'7.6' 20' SHARP -CRESTED RECTANGULAR WEIR
D=C I_ H"1.5 C=3.27+.4 H/4 I_=Length-0(.l H)
POND 2 SMITH CREEK STATION POND 2
Din = 142.3 CFS @ .12.03 HRS. VOLUME= 7.91 AF
bout= 58.55 CFS @ 12.12 HRS. VOLUME== 5.97 AF. ATTEN= 59%
ELE'VAT:I.ON
AREA
INC.STOR
C!.M.STOR'
34.0
3'7� i00
35.6
41100
62480
62480
38.0
47500
106320
1.68800
L.AG= 14.7 MIN
STOR-IND METHOD
PEAT. STORAGE = 165366 CF
PEAK ELEVATION- 37.9 FT
FLOOD ELEVATION= 38.0 FT
START ELEVATION- 34.0 I'-T
SPAN= 11--15 HRS. dt=.05 HRS
Tdet= 62 MIDI (5.97 AF)
# ROUTE INVERT' OIJTI..ET DE'•J:f.CES
1 P 34.0' 4" ORIFICE/GRATE
0=.6 PI r"2 SORf2o1 SORfH-r-)
P 35.6' 3' .. .5' ORIFICE/GRATE X 3
(1=.6 Width 2/3 SOR(2g) (H":1.5 -- [H-Heightl'.1.5)
P 37.3' 16' SHARP -CRESTED RECTANGULAR WEIR
0=C L H'1.5 C=3.27+.4 H/4 L=Lenoth-O(.1 H)

Data for SMITH CREEK STA. W/SMALL RCP OUTFALL & SWALE Page 11
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS. INC. 14 Jan 97
I,{•�drGCAD...4_52_: _.A,00l.ied.._Microcom.0u_tei __.S"_y_,tarns_.-.-..--------._.-._.-.._._...__.._
FOND 4
INLET AT MARKET PLACE DISCHARGE
Gin =
213.4
CFS
@
1.2.53
HRS,
VOLUME=
45.23
AF
Oout=
213.5
CFS
@
1.2.55
HRS.
VOLUME=
45.23
AF. ATTEN= 0%. LAG=
Opri=
93.00
CFS
@
.13.15
HRS.
VOLUME=
25.33
AF
Osec=
12.1.7
CFS
@
1.2.55
HRS.
VOLUME=
19.90
AF
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF 1 (CF )(CF 1-„_,-
=2.2 8 0 0
ROUTE TN'•JERT LIIJfLET DE'JICES
----'--UTF......------------ -- ---ILET. ----- ---_------- -----..._.__.....__..._......
1 P 32.4' 42" CULVERT X 2
n=.0.1.2 L=1060' S-.0012'/' Ke-.5
S 36.0' 32' BROAD -CRESTED RECTANGULAR WEIR
0=0 L H"1.5 C=1.53, .1.8, 1.93, 0,
Primary P.i=.r_harae
@DD1=Culvert
Secondary Discharge
@DD2=?road-Crested Rectangular Weir
POND 5
INLET C POND 1 DISCHARGE
1.0 MIN
STOR-IND METHOD
PEAK STORAGE = 39 CF
PEAK: ELEVATION= 37.1 FT
FLOOD ELEVATION= 05.0 FT
START ELEVATION= .2.2 FT
Sf-AN= 11-15 HRS. dt=.04 HRS
Tdet= 0 MIN (44.78 AF)
Cc=.9 Cd=.6 TW=34.7'
X 1.81
0, 0, 0. it
Din = 158.8 CFS
@ 1.2.39 HRS.
VOLUME= 30.:12
AF
(lout= 150.7 CFS
@ 1.2.39 HRS,
VOLUME== 30.32
AF, ATTEN=
0%, LAG=
0.0 MIN
Geri= 74.72 CFS
@ 1_2.39 HRS,
VOLUME= 16.23
AF
Osec= 83.99 CFS
@ .12.39 HRS.
VOLUME_= 14.09
AF
ELEVATION AREA INC.STOR
CUM.STOR
STOR-IND METHOD
(FT)(SNNE.)_
I._..._
PEAK STORAGE =
39
CF-
------ ------
.WE.
_2.9
8 0
i
PEAK ELEVATION=
37.0
FT
39.0
8 49
49
FLOOD ELEVATION=
39.0
FT
START ELEVATION=
32.9
FT
SPAN= 11-15 HRS.
dt=.05
FIRS
Tdet= 0 MIN (30.32
AF)
-01 ROUTE L.NVER"f
----- -- ..._....._._._.. -- ----
OUTI_El"
-._......_._.._.._._._..._.-..-._..-..-.__.._,...__._......._.__._.._......_-,...._...._..__..._...._
DE=V:[CI_S
..... .............
..... -.._._.-._....-----..-.._".-.-.__.._._._..-
............. .........................
1 P 32.9'
42" CULVERT
X 2
n=.012 L...=470'
S=.0012'/'
Ke=.5
Cc=.9 Cd=.6 TW=36.9'
2 S 36.7'
22' BROAD -CRESTED
RECTANGULAR
WEIR
X 1.81
G=C L_ H".1.5
C=1.53, 1.8.
1.93, 0,
0, 0, 0. it
Pr-imery Discharge
@DD1=Culver t
Secondary Discharge
@D1:2=_:road-Crested Rectangular Weir

ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, NC 28401-4733
John R. Andrew, P.E.
J.A. Kuske, P.E.
DEC 2 7 1996 J. Phillip Norris, P.E.
910-343-9653 / FAX [phone]
LETTER OF TRANSMITTAI
/A -a a
Job
03
WE ARE SENDING YOU VIA FAX TRANSMITTAL: NUMBER OF:difficufty
ES
ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ❑ PRINTS ❑ TRACINGS INCLUDING THIS TRANSMITTAL
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
Call 910-343-9653 it you have any
receiving this mesage.
COPIES DATE NO. DESCRIPTION
$ 395° °
❑ AS REQUESTED ❑ FOR REVIEW P
❑ FOR YOUR USE ❑ FORBIDS DUE
REMARKS:
cc
❑ FOR APPROVAL
❑ YOUR PRINTS LOANED TO US
SIGNED �1 bAALL 6L - y
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any
dissemination, distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately
notify the sender and return to the address above.

Ys nFr. G 31996 John R. Andrew, P.E.
Andrew & Kuske t1 GG J.A. Kuske, P.E.
CONSULTING ENGINEERS, INC. CJ_i.7.Q 1 U-••- J. Phillip Norris, P.E.
902 Market St. • Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fax [phone]
December 19, 1996
INC Department of Environment, Health
and Natural Resources
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Smith Creek Station
New Hanover County
A&K Project No. 96037
Dear Ms. Lewis:
Enclosed are three sets of plans for the subject project, calculations, the Division
of Environmental Management stormwater application and a $385.00 check for
the processing fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
John A. Kuske, III
Project Engineer
JAKIII/sbs
enclosures
cc: Michael Caldwell/Baita Development
Jeff Jones/McDevitt Street Bovis
96037sw