SW8951020_HISTORICAL FILE_19960814 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 9 S tO 20
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
VHISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
1996 09 -14 - -
YYYYMMDD

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
August 14, 1996
Mr. Ken Gebert, President
Colony Coast Contractors, GP, Wentworth Village LP
1916 Inverness Lane
Wilmington, North Carolina 28405
Dear Mr. Gebert:
F!;WA
�EHNFZ1
Subject: Permit No. SW8 951020
Birkdale @Landfall (formerly Wentworth)
High Density Subdivision Stormwater Project
New Hanover County
The Wilmington Regional Office received the Stormwater Management Permit Application for Birkdale @Landfall on
October 26, 1995, with final information on July 26, 1996. Staff review of the plans and specifications has determined
that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We
are forwarding Permit No. SW8 951020, dated August 14, 1996, for the construction of Birkdale @Landfall.
This permit shall be effective from the date of issuance until August 14, 2006, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result
in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
ajudicatory hearing upon written request within thirty (30) days following receipt of this permit. This request must be
in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the
Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands 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
[phone].
Sincerely,
-
AJL
Dave Adkins
Regional Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\PERMIT\951020.AUG
cc: Roy Lorenzen P.E.
Tony Roberts, New Hanover County Inspections
Beth Easley, New Hanover County Engineering
Linda Lewis
Q ilnungmn Regional office_
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 951020
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
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
Colony Coast Contractors, GP, Wentworth Village LP
Birkdale @aLandfall (formerly Wentworth)
New Hanover County
1KIR0166191
construction, operation and maintenance of a Detention Pond in compliance with the provisions of 15A NCAC
2II .1000 (hereafter referred to as the "stormwater rules') 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 August 14, 2006 and shall be subject to the
following specified conditions and limitations: _.._
I. DESIGN STANDARDS
1. 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. The subdivision is permitted for 53 lots, each allowed
a built -upon area in accordance with Attachment A.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
2

DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth:
State Stormwater Management Systems
Permit No. SW8 951020
Birkdale @Landfall (formerly Wentworth)
951020
New Hanover County
Mr. Ken Gebert, President
Colony Coast Contractors, GP, Wentworth Village LP
1916 Inverness Lane
Wilmington, North Carolina 28405
October 26, 1995
Graham Lake
"C'.
N/A
5 feet
Permanent Pool Elevation:
16 MSL
Total Impervious Surfaces Allowed:
487,689 square feet
(53 per Attachment A, plus roads and
other)
Offsite Area entering Pond:
N/A
Green Area entering Pond:
484,570 square feet
Required Surface Area:
34,138 square feet
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
41,140 square feet
40,646 cubic feet
43,357 cubic feet
17 MSL
3" pipe
3

State Stormwater Management Systems
Permit No. SW8 951020
4. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature (such as swales)
shown on the approved plans as part of the stormwater management system without submitting a
revision to the permit and receiving approval from the Division.
5. The permittee is responsible for verifying that the proposed built -upon area does not exceed the
allowable built -upon area. Once the lot transfer is complete, the built -upon area may not be revised
without approval from the permittee, and responsibility for meeting the built -upon area limit is
transferred to the individual property owner.
6. 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.
7. 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.
II. SCHEDULE OF COMPLIANCE
1. The petmittee 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.
2. The permittee grants permission to DEHNR Staff to enter the property for the purposes of inspecting
the project for compliance with the conditions of this permit.

State Stormwater Management Systems
Permit No. SW8 951020
3. The permittee shall at all times provide the operation and maintenance necessary to assurg the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in it's 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.
4. 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.
5. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon area per lot
to the amount as shown on the Project Data Sheet, per Part I #2. The recorded statements must follow
the form:
a. "The maximum built -upon area per lot is (per Attachment A) square feet, inclusive of
that portion of the right-of-way between the lot line and the edge of pavement, structures,
pavement, walkways of brick, stone, or slate, but not including open wood decking."
b. "The covenants pertaining to stormwater regulations may not be changed or deleted without
concurrence of the State."
C. "Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the State."
d. "Lots within CAMA's Area of Environmental Concern may be subject to a reduction in their
allowable built -upon area due to CAMA regulations."
6. 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.
7. 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.
8. A copy of the recorded deed restrictions must be submitted to the Division 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.
5

State Stormwater Management Systems
Permit No. SW8 951020
9. 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.
III. GENERAL CONDITIONS
1. 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 form 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
143-215.6(a) to 143-215.6(c).
3. 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 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 14th day of August, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 951020
O

State Stormwater Management Systems
Permit No. SW8 951020
Birkdale @Landfall (formerly Wentworth)
Stormwater Permit No. SW8 951020
New Hanover County .
Engineer's Certification
I, , 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
7

DETENTION POND ANALYSIS
PROJECT #: SW8 951020
PROJECT NAME: Birkdale @Landfall
Drainage Basin: Graham Lake
FILE NAME: S:\WQS\POND\951020.WK1
REVIEWE art
H_11r25
Class: C
Site Area 906048 square feet
Drainage Area 976615 square feet
Area in Acres 22.4199954 acres
IMPERVIOUS AREA
14-Aug-96
Chlorides: n/a
Runoff Coefficient
Buildings
366557
1
Adjusted SA
Concrete
4356
0.95
Adjusted SA
Asphalt
83287
0.95
Adjusted SA
Offiste
33489
0.95
Adjusted SA
TOTAL
487.689
square feet
TOTAL
% IMPERVIOUS 49.94%
Pond Depth:
5 TSS:
SURFACE AREA CALCULATION
SA/DA
Req. SA
Prov. SA
VOLUME CALCULATION
3.496%
34138.23" square feet
41140 square feet
Green 484570 square feet
Bottom 11 MSL
Perm. Pool 16 MSL
Design Pool 17. MSL
Design SA 45575 square feet
Req. Volume 40645.9042 cubic feet
Prov. Volume 43357:5 cubic feet
ORIFICE CALCULATION
[From plan Contours]
[From plan Contours]
Rv= 0.49943
Avg. Head = 0.4375 ft
Flow Q2, cfs 0.25091146 Area, in❑ 11.34488 Dia 2, inches
Flow Q5, cfs 0.10036458 Area, in❑ 4.537951 Dia 5, inches
366557
4138.2
79122.65
3.10 14.00
481632.4
Engineer uses 3 Ihches Area = 7.0685835 in❑
Q, cfs = 0.1563339 Drawdown 3:2099434 day
COMMENTS
Surface Area, Volume, and Orifice are within Design Guidelines
a

THE JOHN R. WADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
LETTER OF TRANSMITTAL
To: Ms. Linda Lewis
Environmental Engineer
NC DEM
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Re: Birkdale at Landfall
I am sending you the following item(s):
Date: July 25, 1996
"FEDERAL EXPRESS"
Job No:
GBT-95000
COPIES
DATE
NO.
DESCRIPTION
2
7/24
Plans Sheets 3 & 10
2
7/23
Calculations Booklet
1
7/23
Response Letter
These are transmitted as checked below:
X As requested
X For approval
For review and comment
Remarks:
Copy to: Ken Gebert
Roy Lorenzen
For your use
eyrenifi
PROJ #
Signed: alf� � &ULIV I
Donovan A. Clark, EIT
Project Manager

THE JOHN R. McADAMS COMPANY, INC.
Ms. Linda Lewis
July 25, 1996
Page Two
4. Per our conversation in Wilmington of May 15, 1996, a forebay
has been provided as the upper portion of the pond. A telephone
discussion with Bradley Bennett on July 18, 1996 confirmed that
we could place the berm of the forebay at about one foot under
normal pool, since the forebay volume was greater than that
required, the pond depth was 5.0 feet, and all pipe outlets into the
pond are below the forebay berm elevation. The berm of the
forebay has been set at 1.2 feet below normal pool of the pond
(please see sheet 10 of the plan set).
5. A 6:1 (minimum) vegetated shelf has been provided around the
perimeter of the pond, located at and just below normal pool
elevation (please see sheet 10 of the plan set).
6. The phasing of the pond shown on the plans is for construction of
the pond only. Phase I is to provide sediment control while Phase
II of the pond is being constructed. The development for the
"townhomes" themselves is not phased, and the entire pond is to be
constructed as one unit.
7. The required volume is still present in the pond, after regrading to
provide the forebay and vegetated shelf. Please note that due to
more accurate topography being developed, the drainage area to
the pond has been increased approximately 0.5 acre. This
increased drainage is all golf course area, and should have no
bearing on the 1.0" storm runoff storage of the pond.
Enclosed please find to sets of plans for the site, as well as two sets of calculations
for your use. If you have any further questions, please do not hesitate to call me
at [phone].
Sincerely,
THE JOHN R. McAADA�MS COMPANY, INC.
Donovan A. Clark, EIT
Assistant Project Manager
Enclosures
cc: Ken Gebert
Roy Lorenzen
File

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
July 23, 1996
r7
i
Ms. Linda Lewis S
tr;`�; :� ('�'�' r�
NC Department of Environment, Flealth, and Natural Resources a (''
Division of Environmental Management E C E I V E
D
127 Cardinal Drive Extension D
Wilmington, NC 28405-3845 N JUL 2 61996
Re: Birkdale at Landfall (formerly Wentworth) p
GBT-95000 PROJ p SWFB -C)
Dear Ms. Lewis:
This is in response to the preliminary review comments on the Stormwater
Management Permit Application for Birkdale at Landfall (formerly Wentworth at
Landfall), Stormwater Project No. SW8 951020, of April 25, 1996. This response
will address point by point the comments made by NC DEM on April 25, 1996.
A telephone conversation was held with Bradley Bennett of NC
DEM on June 25, 1996 as to the question of ponds in series and,
more specifically, a method to show that the addition of a water
quality pond upstream of Landfall Clubhouse Pond along with an
increase of impervious area at the Birkdale site would not decrease
the efficiency of the Landfall Clubhouse Pond. A decision was
made to analyze the area with the one-year, 24 hour storm in both
the "old" design and "new" design states. 'This was done for both
the Birkdale site only, and the total drainage area to Landfall
Clubhouse Pond. This analysis shows that, in the one-year, 24
hour storm, flowrates are reduced both off the Birkdale site itself,
and to the Landfall Clubhouse Pond. It stands to reason that in an
even smaller storm, such as the 1.0" event, in which all the runoff
from the Birkdale site is stored above normal pool in the Birkdale
pond, that the reduction in flowrates to the Landfall Clubhouse
Pond will be equal to or greater than that observed for the one-
year, 24 hour event. The supporting calculations for this analysis
may be found on pages 8 through 56 of the report. The entire
HEC-1 one year hydrograph for each state is presented. From this
analysis, it seems likely that the efficiency of the Landfall
Clubhouse Pond will increase, or at least remain on par with its
design.
2. The stormwater pipes from Roads B and C, now Gunston Lane and
Edgemont Lane, have been redirected to flow away from the outlet
of the pond. Please see sheet 10 of the plan set.
3. A typical dimensioned footprint for the townhomes may be seen on
page 57 of the report, as well as floorplans and front and rear
elevations of the "townhomes".

_ r
BIRKDALE AT LANDFALL
STORM -WATER -QUALITY POND
BOOKLET _ ,
`1 IECE.IVED/
6BT-95000 = \ � '
JUL 2.61996 v Ii
'OCTOBER 10,1995 - _'
y ' REVISED: DECEMBER 6, 1995 . PRoJ a)
' -REVISED: DULY 23, 1996 ~ l 1
• l �•� `tip t,gp0000tOQ00 \ ,�' /J � - I
I �' aag4t CAn'1I
` - � � ' h�•�p4Y(rfgpp�/Vq�J w—ice._'//
_ - I
THE JOHN R. McADAMS COMPANY, INC.,
-CONSU.LTING-ENGINEE''RS/PLANNERS/5URVEYO.RS - -
-RESEARCH TRIANGLE PARK, NORTH CAROLINA

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BIRKDALE AT LANDFALL-
STORMWATER QUALITY POND
BOOKLET
GBT-95000
OCTOBER 10, 1995
REVISED: DECEMBER 6, 1995 _
REVISED: JULY 23, 1996 -
_ l
CALCULATED BY: D.A. CLARK ' ;
CHECKE6 BY: R.P. LORENZEN
IIIf� `
The John R. McAdams Company, Inc.
Consulting -Engineers/Planners/Surveyors'
Re"search Triangle Park, North Carolina

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THE JOHN R. McADAMS COMPANY, INC.
TABLE OF CONTENTS
BIRKDALE POND DESIGN CALCULATIONS...........................................1-7
ONE YEAR STORM ANALYSIS..................................................................8-56
TOWNHOMEINFORMATION....................................................................57-61

TILE JOHN R. McADAMS COMPANY, INC
P.O. Box 14005
�;;; Research Triangle Park; North Carolina 27709
m�' [phone] Fax [phone] PE91 1IZZI G1 I�,
• QC; PAGE � OF
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
;; Research Triangle Park. North Carolina 27709
IIIIII��� [phone] Fax [phone]
��yy--��,,�� �,/ ^r�/ PAGE OF
JiR MCA JOB NO. G�i _ qy`-` 12 DATE � 19l-LET— BY Ny-1 CHECKED BY
(Date)
OLIENT PROJECT
SUBJECT
L61 rxo 9 07a TS5 P-r CVAt, ePrl g�j'( b No vEf�-, i c� r,u RF- e t-0,O)
THIE &30-1 0(- WATerz- REC)VW[o rp-eM T11Il`; PC>J0 (S
THE lnT oFn,l U-LISkOfZ kWo (ST-8 aF 'SITS).
Pra. WTT4A =
EL� Ilo.O To El. I I.O
De oPT41' 5.0 tr
�F = 'MCI I le, S@ 0.4 % IMP,
g07o Z, 5
413,00 3131
506 3.5
,S41DA VEZ'D = 3,31%
`" I NTW-Ra.Awo
SA M 1 0 .glAci = 0.-7T)AC,
= '33, S3a SF
SA Ruvlow = 46444;-O --,F e)

W-
855$ TSS REMOVAL
30 FOOT VEGETATED FILTER REQLU.ED
�� DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 1.7.5'
� IMP a
.10% .9 .8 I.7 .6 I.5 0 I0 0 Ip Ip
20 a 1.7 1.3 1.2 .....8 .7 .6
i
['300; 2.52.2 1.9 1.8 11.3 1.2 1.0 I .9
',40 a 13.4 13.0 12.6 12.4 12.1 11.9 11.6 11.4 11.1 11.0
50 a 14.2 13.7 13.3 13.0 12.7 12.4 12.1 11.8 1.5 11.3
60 a 15.0 14.5 13.8 13.5 13.2 2.9 12.6 12.3 12.0 I 1 6
170 a 16.0 15.2 14.5 14.1 13.7 13.1 12.9 12.5 12.1 11.8
30 a 16.8 16.0 15.2 14.7 14.2 3.7 3.2 12.7 12.2 1 2. 0
;l0 a 17.5 16.5 15.8 5.3 14.8 4.3 13.8 13.3 2.8 11.3 (I
100 a 18.2 17.4 16.8 16.2 15.6 5.0 14.4 13.8 3.2 12.6 II
9007o TSS RLMOVAL
NO VEGETATED FILTER REQL-.MED
Ci EPTH
I 3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0' 7.5• I
E0o
I1.3
I1.0
I.8 I.7 I.6
I.5 (.4 I.3
�•'
I.1
20 a
2.4
2.0 1.8 I.i 1.5
11.4 1.2 11.0 I 9
.6 j
3C)a
13.5
13.0 12.7
12.5 12.E
11.9
11.6
11.3
1.1 .8
4r1)%
14.5
14.0 13.5
13.1
2.8
2.5 12.1 11.8
11.4
11.1
5Ci%
15.6 15.0
4.3 13.9 3.5
3.1 ( 2.7 12.3
1.9 11.5 �I
60% 17.0 16.0
15.3
4.8 44.3
3.9 13.4 12.9
12.4
11.9 �I
7C!a 18.1
7.0 16.0
15.5
t 5.0 14.5
13.9 13.4
2.9 12.3 l
80 a 19.4
18.0
17.0
16.4
15.7 15.2
14.6 14.0
13.4
12.8
96 a 10.7 19.0
17.9
17.2
16.5 15.9
15.2 14.6
3.9 13.3
1C0 a 112.0 10.0 18.8 18.1
17.3 16.6
15.8
15.1
14.3
3.6

Sheetl
Water Quality
i
Pond Design Sheet
Project Name:
Birkdale at Landfall
Operator:
D.A. Clark
Job Number:
GST-95000
Date:
7116/95
Contour
(feet)
Stage
(feet)
Contour
Area
(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
11.0
0.0
24717
12.0
1.0
28072
26395
26395
26395
13.0
2.0
31527
29800
29800
56194
14.0
3.0
35086
33307
33307
89501
15.0
4.0
38748
36917
36917
126418
16.0
5.0
46450
42599
42599
169017
17.0
6.0
51735
49093
49093
218109
18.0
7.0
57236
54486
54486
272595
19.0
8.0
62875
60056
60056
332650
20.0
9.0
68579
65727
65727
398377
= 24353
b = 1.2.2357
0
Page 1

PJ
Sheetl
Calculation of Runoff Volume required for storage
i
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number rnethod. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = B
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2'S and 0.8'S).
Impervious Area, directly connected (DCIA) = 11.10 acres
@CN= 98
Other areas draining to pond (not DCIA) = 11.81 acres
@CN= 61
Runoff from DCIAs =_>
I
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q' = 0.791 inches (calculated)
Runoff volume = 31868 CF
Runoff from non -connected areas =_>
Precipitation amount =
1.0 inches
S =
6.393 inches
(calculated)
Q. =
0.000 inches
(calculated)
Runoff volume = 0 CF
i
Therefore, total runoff from precipitation in question = 31868 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Page 2

Vin
Sheet1
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 5.00 feet
Storage provided at permanent pool depth = 177938 CF (calculated)
Thtal storage required for normal + storage pool = 209806 CF
Stage (above invert) associated with this storage = 5.71 feet
Therefore, depth required above normal pool for storm storage = 0.71 feet
8.56 inches
Therefore set crest of principal spillway at stage = 6.00 feet
and EL = 17.00 feet
At principal spillway crest, storm pool storage provided = 44964 CF
Page 3

John R. IVIcAdams Company, Inc.
I
11
Inverted Siphon
Design Sheet
I
D siphon =
3 inches
No. siphons =
1
Ks =
24353
b =
1.2357
Cd siphon =
0.60
Siphon Invert =
16.00 feet
Volume @ Normal Pool =
177938 CF
W7iEL
(ft;et)
Vol. Stored
(cf)
Siphon Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
17.000
44964
0.221
16.800
35819
0.194
0.207
9145
44113
16.600
26748
0.163
0.178
9071
50887
16.400
17753
0.124
0,143
8995
62816
16.200
8837
0.060
0.092
8917
97110
16.100
4408
0.021
0.041
4428
109253
16.000
0
0.000
0.011
4408
416337
Drawdown Time = 4.22 days This increment dropped
since flow will not equal zero
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.375 feet
Orifice composite loss coefficient = 0,600
X-Sectional area of 1 - 3" inverted siphons = 0.049 ft'
Q = 0.1448 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
I
Drawdown Time = 3.59 days
CConclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
, volume from the 1.0 " storm runoff, with a required time of about 3.8 days.
SIPHONS.XLS

TIIE JOHN R. McADAMS COMPANY, INC.
p L P.O. Box 14005
Research Triangle Park, North Carolina 27709
��� [phone] Fax [phone]
PAGE OF _
I , Q j��
J R MCA JOB NO. �T _ 1Q 5� DATE Z�� BY >C' CHECKED BY
CL
I IENT PROJECT (Date)
SUBJECT
'ONE yGAA S-100M ANAWSIS
q1...1 bk'5 Igt,1 A-1-J AveE1E:MC:r_r WAcS MA F, w1r4 82AL-Eq
pet,yt-Tr CF 1;ir1 TIOT "IlAe 0%1F-"jW2 124 OR S-Ttem L'Ou .o
8C- V5E0 TD 5ruo`I EFFECTS Cr- T4s= INLkA':_Ct? InlA:P_ulCVS A40q
iT 4}�L B4:ITC ON T)�i; Lcw1 R N[> 600�11
LANGFA.I ULIP,'rcv e Pcp-)0. -i}415 Srwoy wAS QwF, IR<,�H Fae-
T46 Rovi I fJ Tr�5 c*j5 \pm2 5-1-cei i FQcw1 VC Sle-e,OftE
Site GN-y 1 ANo "Ms, 'ft DIL, Q,s- Ili- Sicawl ID -Me LA1,3oFAa_
CLuo,4'ioc`x PcNq, (eo* SR -A Ole, ww'e PEP_rCeMEb F*cM 1N'E
0-0 Ge G21Lolia4c. W516cN ANO NE3,�- DE�,)C.413 STPfw0PC?QT5).
Si w.E A- kMAe.Ticn1 I N Rcwa-rWL:� Foe. T4£ gI t OALZ
SITE 6K) fTStzF Arjo TRO ToTAI, TD Tr+E LA"PAU, Cw00LV>E
I" LA5 5E:EIJ IN D-IS COG `jVlvR. STcP-M , li" VS P-tp`-crWw(
"iv <rtu) T4}t1- 't*6 SAmiff oe- C-il-eWre2 P-Eq,A(_71cxj u)c. Lo M
&HtI �, T-w- rcTH GAs6 I IJ Trt : I ,o" S1azM , A6 A slrr✓
1Uctc, 1)4E 01-)6 `jeAR-t 2� he. 57crzw4 wAs cRosero
1�zAt sE IT 15 7}4E 5mAtLeT EAsll.-1 AvA-tL.Af+,4_E
i
5-cRjr4 1,.Nc rvaA7,0J Bon-V GIVEN) .
izeuis Cr- Cr-� yEAe 5-1cf-m L( L' YSI
SEE: PA&dt a - (L) FDA r pwA ncA-. kzLta`
I
$IVWD/6 SITE ONUC\/
TtTfiL -TO LI A A, G. 00.66 ?C"D
I
OPaf,�nxFt� DEtill�N -�'
i Noa Y:Erj1Ca�1 -17
25.57 cis 16rS3 CF5
Bl oZ crs 132. 02 cr-S
j?Crou67icN i m ndr4 CASE
(L'0- Wu' OLs IL-yJ
Bl"OALE LOTS AT 31A, 1p-4P.1 No ?t'NL) AT
�IP�OAI�E 511�.
t3(2V-nALE LOTS Ar 1�6')o IMP, PC130 P"1cco
AT bv-r-P/ttiE Sly

Chart1
Comparison of One -Year storm results-for-Birkdaie site only- - -
30.00
25.00
20.00
LL
UI
U
°' 15.00
m
3
0
LL
10.00
5.00
I II
- -Old Design
New Design l
1
:1
1
600 700 800 900 1000 1100
Time (min)
Page 1
1200 1300 140C

Chart1
140.00
liKIIIIIII
100.00
n 80.00
w
c+
m
m
3
LL 60.00
4414101
Total one Year Flows to Landtaii Viunnouse-1=oi-iu-
0
New Design
- - - - Old Design
700 800 900 1000 1100 1200 1300 1400
Time (min)
Page 1
d

THE JOHN R. McADAMS COMPANY, INC.
I� P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
• Q �t '_ PAGE —OF
J R MCA JOB NO.� 1..M DATE �1_1,5�T— BY L&�Z—CHECKED BY
F,LIENT PROJECT
I
<a IF lrCT
(Dale)
f 1iW\j CC- LOIARa
PCOO EEfV
17FhS Pa�D D2M� I� � P�c/IA.irl?( �h41iT�:0 LkwJFA;tt._
G,uP�1+� jhr�0.
(SwS g5o5ot�). R�Ir;� ca1.1M�,�
U u o A Lem 5 OF
114S WI 1,N11 P&TC" RE&4a*f' GIGFIGE Smto
ScME D��e., luNw; to l MUST M mAVS A-s To 'Ms-WeWlmepsr
W-reu7i,el� of
ME uvPelz Pariv A>Jo A�po T �P_ 1 .jz'0
IpwND 7o I-4s
LOWE2 ktjo WI U. G4FF�T ITS StT�UNv
ClkPl �riti� l TRe E
DkTw I Z 5 I°I b . Fk2 7e eRN
<Apjellu Ttor1 DF
Plr4 ga4_'77 fF -trie
ca\Jqv� cr-pIca)
Ir PAs AGeeEo *4-r TAE I `!eAe , 2d W .
EV6- > Kouti-0 'Ee
6A?LG(eD AS TA5 BAS15 FbQ- IMW-r
Lt� 11taQ7(or�S.
Mco� USIA CcQPS or Ew)�a5 Its- I .
'INfS lF IN1�2EST
%i�'LDAt.E SITE ADD IArDFAU. CWOItvi RTn.
Z1 NE STMTq
(R.-3L P ie r_ok1,E 511� Wy)
AeEA Or- Bli-ICDALE kT LANoFAL, Dbja cP6-o Ar
h% 1MPV-VIa15 (Pee- VO\IQF*L 6WaHMSE PCPJO
7V NS), kWFA7 OF-D4MQAtE 10 OL,9 t l5166,eJ CAu-,ULA7U fj
Av_E7A AL. (PA w 2c1 WITH Avoclom
Cr- Npy-j P2oJEL7"; U5w , hylTWAL,
dP_AjIaAG-E f,0,N9A121E� W_VE)
• c-a-F A-(uA = a 41 A-f- @ cf-j S. (01
• A tE 7a IM7 = 19.rj9 kc. @
G rME = 13�j 1+2 (Ser, SGS cp c, sH?i a j
i
-ram,- Ig .2 A,, t; W = 74 (0. o2aA sa M 0
VT�bS IS WHAT ?000 AT LANOFAu tWISROv;E
WA; OV-IUPkL. 1 :IGl EO r0a ,

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] fax [phone] OF
• Q PAGE
J R McA JOB NO. �T� {�� DATE BY tAC- CHECKED BY
(Date)
CLIENT PROJECT
el io imr
BIeKDAiz ter LA-rjopis<� u" us5
AS F9,Evto l5uy cAtwL,4rt� Tat 'M-IS AP&A :
AveA = ZZ-91 A[, @ Grp = 01 �0, 03e'a xy MI')
T,,,w = o.13S rttL
kew m&j 4aeA [�
® 1}hS le W Vt*T Itr-IS V M DALS PoNO IS DES lGt-CO
To TAT,
5 M I rJ .
0. 40
1, } App2d uM A1t70 6-1 R-COLU AY,
15 Mtr�1•
O. SS )))
tt 0.01
( omw.
110
Z Re.
It
2 . I p
3 4W.
µz.
IZ
3, Oo"
Z4 Fttt .
3, 50"

THE JOHN R. McADAMS COMPANY, INC. 3
Am.--
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
PAGE OF •4L
•J R MCA JOB NO. LEA25090 DATE ZAD 45 BY DA-G CHECKED BY
(Date)
CLIENT UkNDFAL- A'51& -JXIES PROJECT �%JDFALL_ �GFCU�
SUBJECT
LkND USE SVMM/k(ZY
A?-sA Ttdls(dJ To ~
(LAN0FP41LL CwBNbu5E poroo
I-rCrgL AeZA = ZZ13 AGR.ES
CATC'�M l7TTr
(, )
= Q 3 ACLES
CATCI-tMENT
0
135 Ac2E5
Ckr,4 1ENT
Q
TiP_ArN5 DleEr_TL. iNTD
4:ND °EIMG\ Df_SiGNED i0 Ti�C
WEST OF CWCaFiOJSt.
�N� Pcti1D/
CATCI;minl
Df'Nlw' tNiD
\
I
POND, Tl+4 p IND POND
rD Wir er CP
QQ
SoDy
of WkT6R-
lb VQMT
of Ct,uB rh:u5 E , C/ JO"j Pcr.jD)
(3iND
0
Bo(TI
OF WRTbr— v
swrkQNST
of CLUCt♦ouSE, pof.1
'GA1'GHmeNT r) �I:LowING INTe> PIcw pcvaD>
"rdRL. AMEN = CIS lkceCS
I gE`.IC�rri1A1_
eE5)Gr<rr,lAc. (BLt:7f})
I
�50'�o IMP
� Gw 8 FtasE
P-cAD PIT,
W6TIu"ipS 6GR-p D�
Ga_F
9.'G AC.
to . 1-6 A"
2.4-1 AG.
e.4o Ar,.
too
-74
MEW AteA Rcwlm"
Diu" To INS RHO.
70,T Cr- A9,E} IS ftzm#Jl.
Rf-ST To 'Bter_oAt,E Pwo r
= 33.'11 A-
Tor.L = '13, CO Ae— 4 GXi = 74.75 -` 75
13.31 At__
I
�ATGI;NIE/Jf (T _ A 'D AG C, GN = 75
i

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
' [phone] Fax [phone]
• PAGE OF
J R McA JOB NO. �I - 95�n DATE'71 BY CHECKED By
(Date)
CLIENT PROJECT
UA'1l4 Fob ►,�Mnr•AU._ �'Lu� r1a� FN.tiO +1avti..�j5(S
I,cw�-e pond - t��ln�o� Ln�FAu. cu;Srl:�.� ram, srxv�s I'iz�o
uPPEs� R:r 0 = wATe - 7F�7vlae jusT AzaE Lcwcv- R-NO
MOINht. GeSIC-0 = VeS-CtN Fcf- LAOOFALJ1 Cu OCTSIF kr'o S rLR-
f w-A CP Fle-e-o z6 Dveizvext AT 3594;, im?.
N� neslG4 = Morocr) of ?-IL'I-DALE P>V )WO Da��, filer "
OF B I U*A- r, AT SEP% !r ?,
WA-i ",&F- AQ� (DeAwwy, DI RCMq To tbNO , Ilkr t u�k fJO
orrhw- Pcrjos)
Lcwm Pcpo, Oa -+Monti DSI&O - g3,0Ar- & CW: *75 C0.145 saMl l
UO,GY Por-10 . j Na.1 DG.160 = %d , S AG e %X =15 (0,119
IVPPGe- Pa*,O , Bow► DF-S&15 135 A- ( W' IS) (0,211 SQ,M1)
I A& TiM1Ae`7 'X;p
L/kfv Times Fat E LA&.;ce D¢A)Nwlc c Moths fts ckv-Jut I0
L6INL- SCS LAG TIME G tUkTlcnl ;
SDI
igov
V Aij&. whr LSAE-} SI. P
S= icco/cli - ID

THE JOHN R. McADAMS COMPANY, INC.
�Cp' �.... P.O. Box 14005 Research Triangle Park, North Carolina 27709
[phone] Fax [phone] G
PAGE I , OF
J I R McA JOB NO. �� � � DATE 1�BY r/AC, CHECKED BY
CLIENT PROJECT
SUBJECT
I0reI - PONd; nalC�io&- DEMl&6J
L = 21oo Pr (2-70o)0
TLA6 '
Igoo i2,5oi o,5
7LAC. = 0.52 Hus
' loves- FLWo; LIEN 'De�o&j
l.= Iq(o0 FT
(Igbo�o,6 01
5 = 3�3311
Tom,` = 0, 4o fts
UPoez PaV; Bay# DES(UJS -')
t,= 25(00 Fr.
y = (,C2o%o
r CZ'56o>o.a��,3�+I\
o.'i
LAC- Igoo (I,So)o,5 )
TLX(. = 0. &4 H-v-s
(Dale)

THE JOHN R. McADAMS COMPANY, INC.
�
�1 P.O. Box 14005 Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
PAGE
J R McA JOB NO. 6P1T- qG= DATE Z 016 BY ✓&nf CHECKED BY_
CLIENT PROJECT
dit' r"
�Gw'a-IFuA�I � �QMnYsC'aE �t4.E{f� (f..l�i>
Iaew DaAuA1 RDJNW4y 1 F¢aq
ApDtToN of Et21<G:1.E,
i
F
v
LIV4FALL
UugMaFc
'POND
°Lwed,Pow
01i LAnmFALL. u„9RC,,E
9CA*7 D2MNAC.0 LoJNa hty
C
11.01 OF
(Date)
(D= PIEEZT AffA To LAsjOFA-LL
"p'14ubE PON.O,
d = Di ¢eLZ AU-tV To UPPW-
PCr,10
®= nIeta ktEh To
-bl"Okt'E lip.
N t'
UPP2a Por.ro
li2. No-j DBl(j1 V & .
" w-'*v
Avx cF © IS WQX-6
Gr2EiiT(O� OF Q .
�.1l.�MPMSSc'= It.lt�.1 R4,t'A , SO

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
��� [phone] Fax [phone]
/ pp�-���pper�__--^^ % I%� I�r/� ^^ PAGE I OF
'J R MCA JOB NO. (,IT19�J DATE � By CHECKED BY
-
(Date)
CLIENT PROJECT
SUBJECT
J. O A li o �r
i rij l
Na.) hESIL-%)
I8,2'�AAAr, y
Tam,-- 34.2 lo(mp
Z2.9 1 AG
BtP. W'mx Rw0
cvr
ou.T
I For- Tolk, A"P, To LAM1-+DPAV_ LW &licii,E. kwo AL AL1151S
bt-o DC5tG.�
Now OF�1Gr�
13�i hL
51PV-0ke
SITE
uppm
T"0il
ZZA1
/ Po�`0
�L
Lf
ONO
74.5 Ac-
q3 nc-
��
�"��
BIR�oA�E
INLL. S\T So
Q.uvHat,E
Pc'ID
I.M.IDGht.L
CALU,�P,.nILVA�
47iw1E
♦- J
gi p.Icoru.e.
cur
OuT

Pond 1
V-f R* PA1k 'Dot�sD
Ks = 24353
b = 1.2357
Volume at normal pool = 177938 CIF
t'�ormal pool at elevation = 16
@stage = 5
Elevation
(feet)
Stage
(above inv.
Total Storage
(CF)
Stage
(ft. above N.P.)
Storage
above N.P
(CF)
Storage
above N.P
(AC -FT)
16.00
5.00
177938
0.00
0
0.000
16.25
5.25
188996
0.25
11058
0.254
16.50
5.50
200179
0.50
22241
0.511
16.75
5.75
211482
0.75
33544
0.770
17.00
6.00
222902
1.00
44964
1.032
17.50
6.50
246076
1.50
68138
1.564
18.00
7.00
269675
2.00
91736
2.106
18.50
7.50
293674
2.50
115736
2.657
19.00
8.00
318054
3.00
140116
3.217
19.50
8.50
342796
3.50
164857
3.785
20.00
9.00
367883
4.00
189945
4.361
Page 1

STAGE/DISCHARGE TABLE FOR FOR INVERTED SIPHON
$IRK.DALiL.a R^No
BASIN WATER
BASIN
RISER BOX WATER
TAILNATER
OUTLET CULV.
ELEVATION,ft.
OUTFLOW,tfs.
ELEVATION,ft.
ELEVATION,ft.
CONTROL
16.00
0.00
13.45
N/A
N/A
16.25
0.00
13.45
N/A
ORIFICE CONT
16.50
0.14
13.61
N/A
ORIFICE CONT
16.75
0.19
13.61
N/A
ORIFICE CONT
17.00
0.22
13.61
N/A
ORIFICE CUNT
�- -�
Foe EL >
11 o j
us6 go" Q(.
OUTLET STRUCTURE
GEOMETRY FOR
FOR INVERTED SIPHON
STAGE. 1 ---> CIRCULAR ORIFICE
INVEf!T ELEVATION = 16.00 DIAMETER = 0.25 ft. DISCHARGE COEFF. = 0.600
I
> OUTFALL CULVERT
UPSTREAM INVERT ELEVATION = 13.45 DIAMETER = 2.50 ft. LENGTH = 60.00 ft. SLOPE = 0.0042 ft/ft.
MANNING'S n = 0.0130 ENTRANCE CONDITION = SEH, K • 0.50
---) NO OUTFALL CHANNEL

$IW-C t4 E -PGND
Pond 1
Rating Curve Calculation
Riser/Barrel Scenario
I
Constant TW Elevation =
15.70 feet
Riser Diameter =
72 inches
Barrel Diameter =
30 inches
Riser Crest Elevation =
17.00 feet
Barrel Invert In Elevation =
13.45 feet
Barrel Manning's n =
0.013
Barrel Length =
60 feet
Basin Riser as Riser as
Barrel TW Barrel HW
Basin
WSEL
Orifice
We
Conditions
Conditions
Outflow
(feet)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
Action ?
j 17.00
0.00
0.00
31.29
35.83
0.0
FRICTION
17.50
96.22
21.98
36.82
39.53
21.98
FRICTION
18.00
136.07
62.17
41.62
42.91
lee'41.62
FRICTION
18.50
166.65
114.22
19.00
192.43
175.85
19.50
215.15
245.76
20.00
235.681
323.06
45.92
46.05
49.85
48.99
53.49
51.76
56.901
54.39
45.92 FRICTION
48.99 ORIFICE
51.76 ORIFICE
54.39 ORIFICE
RV- Et- n.o A*)o LOAM,
USE Iwvt"» SlGtia-) C"Mc J
GttA W
ZI
Page 1

u
TRAVEL TIME CALCULATIONS — SCS Segmental Approach, TR-55 (1986)
*�t**+� �r�tirit�t**it�r�t�r�tirit*tit*ir*�rir�r*itit�t**it**atatat*it�t****�titit*tit*�tititititir*�irir*ir*
** SUMMARY for BIRKDALE AT LANDFALL **
Segment 1: OVERLAND FLOW
L = 50 ft, S = .0117 ft/ft, n = .24, Pi2yr/24hr? = 4.5 in
Travel Time = 8.600001 minutes
Segment 2: CONCENTRATED FLOW
r = 460 ft, S = .0117 ft/ft, UNPAVED surface
Travel time = 4.4 minutes
Segment 3: CHANNEL FLOW
A = 3.14 ft"2, P = 6.28 ft, L = 570 ft, S = .05 ft/ft, n = .013
Travel Time = .6 minutes
I
TOTAL TRAVEL TIME for path BIRKDALE AT LANDFALL = 13.5 minutes <:
1. TuAE , T" = 0.155 Hit. ( = 0, fT,)
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U'�� NS��t TIME STEv = D,Zq Ti.nv = 2.3M,a
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THE JOHN R. McADA,NIS COMPANY, INC. Z?j
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P.O. Box 14005
Research Triangle Park. North Carolina 27709
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THE JOHN R. McADAMS COMPANY, INC.
p P.O. Box 14005
�� Research Triangle Park, North Carolina 27709
III��� l919) 361-5000 Fax [phone]
J R McA JOB NO, DATE BY
CLIENT
SUBJECT
CVTF.cw nFanGE = 8'71t. BevAWP-(51E0 WVP-
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1+t+ttift+l4it+t+i;+ffift+ft++++r++t+t#t+f
4
FLOOD HYDROGRAPH PACKAGE (HEC-1) +
# MAY 1991 +
VERSION 4.0.1E 4
t RUN DATE M IN % TIME 10:23:59 !
HHf4ffl+f4+ft44f ffif4fff+f#ffffffff ff+
0.TfL&T - F1L.E FD41-
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DMIG0 fJ,=5L1A.$. f u"L.L
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I 1 NTTNNTN KNNKI 1
T T I I 1 IT
T T T 1 N
TITTMNT T1MT T llMTTT T
T T T K T
K T R T N M
T K TTTKKNK TNNTT TMT
+ U.S. ARMY CORPS OF ENGINEERS + Z S
+ HYDROLOGIC ENGINEERING CENTER +
t 609 SECOND STREET f
# DAVIS, CALIFORNIA 95616 t
t [phone] +
f }
t+t4+fff##ff4fffftHfffffff+fftffff+ftf
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-I KNOWN AS HECI (JAN 73). HECIGS, HECIDB, AND HECIKW„
THE DEFINITIONS OF VARIABLES-RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF-AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 91. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:6REEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE AL60RITHM
I
HEC-I INPUT PAGE 1
LINEID
....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
I
ID
BIRKDALE AT LANDFALL; ONE YEAR STORM EVALUATION FOR NC-DEM
2
ID
TO SHOW REDUCTION IN IMPACT TO RECEIVING BODY DOWNSTREAM
3
ID
THIS DATA SET IS FOR THE BIRKDALE AREA ONLY
4
ID
(1-YEAR WILMINGTON IS LISTED)
5
10
LA6 TIME (HR) = 0.6#Tc
6
ID
ID
t!##ffff#ff4++f+####+444itiftffffff+#
8
10
I -YEAR STORM (HECI 'BALANCED STORM')
9
ID
+ftff++f4f+#ft+4#+tffi#fif##iffff+4tf
tf FREE ++4
*DIAGRAM
10
IT
2 720
I1
10
5
12
VS
ORIG NEW
13
VV
2 2
14
KK
ORIG ORIGINAL DES16N AT 351 FOR DEV'T; NO ADDITIONAL POND
15
BA
0.02B4
16
PH
0.40 0.80 1.70 2.10 2.30 2.50 3.00 3.50
17
LS
0 74
18
UD
0.135
19
KK
55LOTS NEW DEV'T AT 551 FOR LOTS; ADDITION OF BIRKDALE POND
20
BA
0.0358
21
LS
0 B1
22
UD
0.135

thbUsn Unua
DRAINAGE AREA SBUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
USER -DEFINED OUTPUT SPECIFICATIONS
TABLE I
VS STATION
ORIG
NEW
VV VARIABLE CODE
2.00
2.00
0.00
0.00 0.00 0.00 0.00
0.00
0.00
0.00
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME
IN HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASIN
MAXIMUM
TIME OF
OPERATION
STATION
FLOW
PEAK
AREA
STAGE
MAX STAGE
6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
OR16
26.
12.17
3. 1. 1.
0.03
HYDROGRAPH AT
SSLOTSk46.12.13
6. 2. 2.
0.04
ROUTED TO
NEW
4. 1. 1.
0.04
17.38
12.50
'OLE 1 STATION
OR16
NEW
u ��LLTIp S XkLE to
OGn�p
FLOW
FLOW
-R DAY MON HRMN
I 1
0000
0.00
0.00
2 1
0002
0.00
0.00
3 1
0004
0.00
0.00
4 1
0006
0.00
0.00
5 1
0008
0.00
0.00
6 1
0010
0.00
0.00
7 1
0012
0.00
0.00
8 1
0014
0.00
0.00
9 1
0016
0.00
0.00
0 1
0018
0.00
0.00
'1 1
0020
0.00
0.00
t2 1
0022
0.00
0.00
3 1
0024
0.00
0.00
4 1
0026
0.00
0.00
6 1
0028
0.00
0.00
6 1
0030
0.00
0.00
'7 1
0031
0.00
0.00
i8 1
0034
0.00
0.00
3 1
0036
0.00
0.00
10 1
0038
0.00
0.00
it 1
0040
0.00
0.00
1 1
0042
0.00
0.00
13 1
0044
0.00
0.00
14 1
0046
0.00
0.00
5 1
0040
0.00
0.00
5 1
0050
0.00
0.00
[7 1
0052
0.00
0.00
Z1

LY i
VWb
V.UU
U.UU
30 1
0058
0.00
0.00
31 1
0100
0.00
0.00
32 1
0102
0.00
0.00
33 1
0104
0.00
0.00
34 1
0106
0.00
0.00
35 1
0108
0.00
0.00
36 1
0110
0.00
0.00
37 1
0112
0.00
0.00
38 1
0114
0.00
0.00
39 1
0116
0.00
0.00
40 1
0118
0.00
0.00
41 1
0120
0.00
0.00
42 1
0122
0.00
0.00
43 1
0124
0.00
0.00
44 1
0126
0.00
0.00
45 l
0128
0.00
0.00
46 1
0130
0.00
0.00
47 1
0132
0.00
0.00
48 1
0134
0.00
0.00
49 1
0136
0.00
0.00
50 1
0138
0.00
0.00
ABLE 1
STATION
ORI6
NEW
'CONT.)
FLOW
FLOW
:R BAY MON HRMN
51 1
0140
0.00
0.00
52 1
0142
0.00
0.00
53 1
0144
0.00
0.00
54 1
0146
0.00
0.00
i5 1
0148
0.00
0.00
56 1
0150
0.00
0.00
57 1
0152
0.00
0.00
58 I
0154
0.00
0.00
59 1
0156
0.00
0.00
60 I
0158
0.00
0.00
;1 1
0100
0.00
0.00
,2 1
0202
0.00
0.00
63 1
0204
0.00
0.00
,4 1
0206
0.00
0.00
55 1
0208
0.00
0.00
66 1
0210
0.00
0.00
7 1
0212
0.00
0.00
�B 1
0214
0.00
0.00
09 1
0216
0.00
0.00
0 1
0210
0.00
0.00
71 1
0220
0.00
0.00
12 1
0222
0.00
0.00
3 1
0224
0.00
0.00
74 1
0226
0.00
0.00
75 1
0229
0.00
0.00
6 1
0230
0.00
0.00
77 1
0232
0.00
0.00
/8 1
0234
0.00
0.00
9 1
0236
0.00
0.00
10 1
0238
0.00
0.00
dl 1
0240
0.00
0.00
2 1
0242
0.00
0.00
13 1
0244
0.00
0.00
d4 1
0246
0.00
0.00
5 1
0248
0.00
0.00
16 1
0250
0.00
0.00
d7 1
0252
0.00
0.00
Wo

YY 1
VC]b
V.Vo
u.VV
90 1
0250
0.00
0.00
31 1
0300
0.00
0.00
92 1
0302
0.00
0.00
93 1
0304
0.00
0.00
M 1
0306
0.00
0.00
95 1
0308
0.00
0.00
96 1
0310
0.00
0.00
P 1
0312
0.00
0.00
98 1
0314
0.00
0.00
99 1
0316
0.00
0.00
)0 1
0310
0.00
0.00
ABLE 1
STATION
ORIB
NEW
:ONT.1
FLOW
FLOW
ER DAY MON HRMN
0320
0.00
0.00
0322
0.00
0.00
0324
0.00
0.00
0326
0.00
0.00
0328
0.00
0.00
0330
0.00
0.00
0332
0.00
0.00
0334
0.00
0.00
0336
0.00
0.00
0338
0.00
0.00
0340
0.00
0.00
0342
0.00
0.00
0344
0.00
0.00
0346
0.00
0.00
0348
0.00
0.00
0350
0.00
0.00
0352
0.00
0.00
0354
0.00
0.00
0356
0.00
0.00
0358
0.00
0.00
0400
0.00
0.00
0402
0.00
0.00
0404
0.00
0.00
0406
0.00
0.00
0408
0.00
0.00
0410
0.00
0.00
0412
0.00
0.00
0414
0.00
0.00
0416
0.00
0.00
0418
0.00
0.00
0420
0.00
0.00
0422
0.00
0.00
0424
0.00
0.00
0426
0.00
0.00
0428
0.00
0.00
0430
0.00
0.00
0432
0.00
0.00
0434
0.00
0.00
0436
0.00
0.00
0438
0.00
0.00
0440
0.00
0.00
0442
0.00
0.00
0444
0.00
0.00
0446
0.00
0.00
044E
0.00
0.00
0450
0.00
0.00
0452
0.00
0.00
mi

4Y 1
U430
U.UU
V.VV
30
00 1
0458
0.00
0.00
-9BLE 1
STATION
DRIB
NEW
iCONT J
FLOW
FLOW
SR DAY
MON HRMN
i1 1
0500
0.00
0.00
52 1
0502
0.00
0.00
,53 1
0504
0.00
0.00
,4 1
0506
0.00
0.00
55 1
0508
0.00
0.00
,j6 1
0510
0.00
0.00
J 1
0512
0.00
0.00
58 1
0514
0.00
0.00
,39 1
0516
0.00
0.00
10 1
0518
0.00
0.00
1I 1
0520
0.00
0.00
.e2 1
0522
0.00
0.00
13 1
0524
0.00
0.00
r4 1
0526
0.00
0.00
,05 1
0528
0.00
0.00
16 1
0530
0.00
0.00
',7 1
0532
0.00
0.00
,00 1
0534
0.00
0.00
19 1
0536
0.00
0.00
'70 1
0538
0.00
0.00
JI 1
0540
0.00
0.00
2 1
0542
0.00
0.00
73 1
0544
0.00
0.00
,/4 1
0546
0.00
0.00
5 1
0540
0.00
0.00
76 1
0550
0.00
0.00
,/7 1
0552
0.00
0.00
9 1
0554
0.00
0.00
19 1
0556
0.00
0.00
,dO 1
055E
0.00
0.00
1 1
0600
0.00
0.00
12 1
0602
0.00
0.00
,a3 1
0604
0.00
0.00
4 1
0606
0.00
0.00
'q5 1
0608
0.00
0.00
-,6 1
0610
0.00
0.00
7 1
0612
0.00
0.00
q8 1
0614
0.00
0.00
a9 1
0616
0.00
0.00
0 1
0618
0.00
0.00
'11 1
0620
0.00
0.00
.i2 1
0622
0.00
0.00
3 1
0624
0.00
0.00
14 1
0626
0.00
0.00
15 1
0629
0.00
0.00
6 1
0630
'0.00
0.00
'7 1
0632
0.00
0.00
i8 1
0634
0.00
0.00
B 1
0636
0.00
0.00
10 1
0638
0.00
0.00
3LE 1
STATION
DRIB
NEW
'INT.)
FLOW
FLOW
2 DAY MON HRMN
VI 1 0640 0.00 0.00

113 1
Uh44
U.UU
U.UU
�04 1
0646
0.00
0.00
15 1
0649
0.00
0.00
'16 1
0650
0.00
0.00
!07 1
0652
0.00
0.00
18 1
0654
0.00
0.00
'19 1
0656
0.00
0.00
:10 1
0659
0.00
0.00
11 1
0700
0.00
0.00
112 1
0702
0.00
0.00
:13 1
0704
0.00
0.00
14 1
0706
0.00
0.00
115 1
0709
0.00
0.00
AS 1
0710
0.00
0.00
7 1
0712
0.00
0.00
18 1
0714
0.00
0.00
19 1
0716
0.00
0.00
20 1
0718
0.00
0.00
111 1
0720
0.00
0.00
.22 1
0722
0.00
0.00
:3 1
0724
0.00
0.00
14 1
0726
0.00
0.00
.15 1
0728
0.00
0.00
.6 1
0730
0.00
0.00
11 1
0732
0.00
0.00
29 1
0734
0.00
0.00
.9 1
0736
0.00
0.00
10 L
0730
0.00
0.00
31 1
0740
0.00
0.00
,2 1
0742
0.00
0.00
13 1
0744
0.00
0.00
34 1
0746
0.00
0.00
5 1
0748
0.00
0.00
16 1
0750
0.00
0.00
37 1
0752
0.00
0.00
,8, 1
0754
0.00
0.00
19 1
0756
0.00
0.00
40 1
0750
0.00
0.00
I I
OB00
0.00
0.00
A2 1
0802
0.00
0.00
43 1
0804
0.00
0.00
4 1
0806
0.00
0.00
45 1
OBOE
0.00
0.00
46 1
0810
0.00
0.00
7 1
0812
0.00
0.00
18 1
0814
0.00
0.00
49 1
0816
0.00
0.00
0 1
HIS
0.00
0.00
ABLE 1
STATION
ORI6
NEW
ONT.)
FLOW
FLOW
ER DAY MON HRMN
'51 1
0820
0.00
0.00
.,12 1
0822
0.00
0.00
3 1
0924
0.00
0.00
-4 1
0826
0.00
0.00
•j5 1
0828
0.00
0.00
6 1
0830
0.00
0.00
-7 1
0832
0.00
0.00
,58 1
0834
0.00
0.00
9 1
0836
0.00
0.00
'0 1
0038
0.00
0.00
:61 1
0840
0.00
0.00
31

Zti
00'0
00'0
0601
1 P'
0010
00'0
BE01
1 6.
00'0
0010
9Eo1
1 E
0010
0010
6E01
I Bl'
00'0
00.0
ZE01
1 G.
0010
0010
OE01
1 9
0010
0010
BZ01
1 91'
00'0
00'0
9Z01
1 6.
00'0
00'0
K01
1 f
0010
0010
ZZ01
1 Z"
0010
0010
OZOI
1 1.
0010
0010
B101
1 0
0010
0010
9101
1 60'
0010
0010
1101
1 8.
00.0
0010
Vol
I L
0010
0010
0101
1 9n'
0010
00'0
8001
1 S.
0010
0010
9001
1 0
0010
00'0
6001
1 En'
0010
0010
Zool
1 4.
0010
00'0
0001
1 1
NWNN NOW
AVO L.
MOl!
MO1!
('1NO'''
03N
9180
NORMS
1 318,
0010
0010
B960
I 0A'
0010
0010
9960
1 6,
0010
0010
K60
I E
0010
0010
Z960
1 LF
00'0
0010
0960
1 9.
0010
0010
8660
1 S
0010
0010
9060
1 6F
0010
00'0
6660
I E.
0010
00'0
1060
1 Z
0010
00'0
0660
1 IF
0010
0010
BE60
1 O�
0010
0010
9E60
1 6
0010
0010
6E60
1 Bo
0010
0010
ZC60
1 L.
0010
00'0
OE60
1 9
0010
0010
BZ60
I SP,
0010
0010
9Z60
1 6.
0010
0010
6Z60
I E'
00'0
0010
ZZ60
1 ZP7
0010
0010
OZ60
1 IL
0010
00'0
B160
1 0'
0010
00'0
9160
1 61
0010
0010
6160
I 6.
00'0
0010
Z160
1 L
0010
0010
0160
1 91,
0010
0010
8060
1 S.
0010
0010
9060
I 6(
0010
00'0
6060
1 E17
0010
0010
Z060
1 Z,
00'0
00'0
0060
1 1
0010
0010
0980
1 01,
0010
00'0
99BO
1 6.
0010
00'0
KBO
I B'
0010
0010
ZSBO
1 19,
0010
0010
0980
1 9.
0010
0010
MO
1 5'
00'0
0010
9680
1 49,
nn•n
nn•n
bean
1 C

'[3 1
IU44
V.UU
V.U1
124 1
1046
0.00
0.01
25 1
1049
0.00
0.01
16 1
1050
0.00
0.01
Q7 1
1052
0.00
0.01
28 1
1054
0.00
0.01
19 1
1056
0.00
0.01
Q0 1
1058
0.00
0.01
it 1
1100
0.00
0.01
12 1
1102
0.00
0.01
133 1
1104
0.00
0.01
34 1
1106
0.01
0.01
15 1
1108
0.03
0.01
136 1
1110
0.05
0.01
,7 1
1112
0.08
0.01
'18 1
1114
0.11
0.02
139 1
1116
0.15
0.02
!0 1
1118
0.19
0.02
41 1
1120
0.24
0.02
142 1
1122
0.29
0.02
3 1
1124
0.35
0.02
4 1
1126
0.42
0.02
145 1
1128
0.49
0.03
,6 1
1130
0.57
0.03
17 1
1131
0.68
0.03
,481
1134
0.82
0.03
,9 1
1136
1.00
0.04
'0 1
1138
1.20
0.04
,BLE 1
STATION
ORI6
NEW
-ONT.1
FLOW
FLOW
.R DAY MON NRMN
1140
1.43
0.04
1142
1.68
0.05
1144
1.95
0.05
1146
2.28
0.06
1148
2.73
0.06
1150
3.34
0.07
1152
4.14
0.08
1154
5.17
0.09
1156
6.57
0.09
115E
9.68
0.11
1200
11.78
0.12
1202
15.02
0.14
1204
20.09
0.16
1206
23.59
0.10
1208
25.47
0.20
1210
25.57
0.21
1212
24.29
1.79
1214
22.30
5.93
1216
20.32
9.22
1210
10.35
11.74
1220
16.48
13.61
1222
14.73
14.94
1224
13.18
15.81
1226
11.86
16.32
122E
10.90
16.55
1230
9.93
16.5E
1232
9.15
16.46
1234
8.37
16.21
1236
7.61
15.94
123E
6.92
15.39
1240
6.34
14.97
33

93 1
1L99
J.4b
1J.1a
384 1
1246
5.18
13.18
35 1
1248
4.93
12.62
16 1
1250
4.72
12.08
387 1
1252
4.54
11.57
3B 1
1254
4.38
11.08
199 1
1256
4.25
10.62
390 1
1258
4.12
10.19
)I 1
1300
3.99
9.77
'92 1
1302
3.83
9.38
J93 1
1304
3.62
9.00
)4 1
1306
3.3B
8.62
'95 1
1308
3.15
8.24
J96 1
1310
2.95
7.07
)7 1
1312
2.78
7.50
l8 1
1314
2.66
7.15
.99 1
1316
2.55
6.82
)0 1
1318
2.47
6.51
TABLE I
STATION
ORIB
NEW
;ONT.)
FLOW
FLOW
ER DAY MON NRMN
1320
2.40
6.22
1322
2.33
5.94
1324
2.20
5.69
1326
2.22
5.45
1328
2.10
5.23
1330
2.12
5.03
1332
2.02
4.83
1334
1.87
4.64
1336
1.69
4.44
133E
1.52
4.23
1340
1.36
4.01
1342
1.24
3.80
1344
1.16
3.59
1346
1.10
3.39
1349
1.05
3.21
1350
1.01
3.03
1352
0.98
2.97
1354
0.95
2.72
1356
0.93
2.59
1358
0.91
2.46
1400
0.09
2.35
1402
0.87
2.24
1404
0.86
2.14
1406
0.85
2.05
1408
0.83
1.97
1410
0.82
1.90
1412
0.01
1.83
1414
0.80
1.77
1416
0.79
1.71
141E
0.79
1.65
1420
0.77
1.60
1422
0.76
1.56
1424
0.75
1.51
1426
0.74
1.47
1420
0.73
1.44
1430
0.72
1.40
1432
0.71
1.37
1434
0.70
1.34
1436
0.69
1.31
1438
0.69
1.28
1440
0.68
1.26
M

'U 1
1944
V.be
I.LI
444 1
1446
0.66
L.19
45 1
1448
0.65
1.17
'46 1
1450
0.64
1.15
447 1
1452
0.64
1.13
48 1
1454
0.63
I'll
'49 1
1456
0.62
1.10
450 1
1458
0.62
1.08
'ABLE 1
STATION
ORI6
NEW
(CONT.)
FLOW
FLOW
'ER DAY MON NRMN
1500
0.62
1.07
1502
0.66
1.06
1504
0.74
1.06
1506
0.84
1.07
1508
0.95
1.11
1510
1.04
1.15
1512
1.10
1.20
1514
1.14
1.26
1516
1.17
1.31
1518
1.18
1.36
1520
1.19
1.41
1522
1.19
1.45
1524
1.19
1.49
1526
1.19
1.52
1528
1.18
1.55
1530
1.18
1.58
1532
1.17
1.60
1534
1.17
1.62
1536
1.16
1.64
1538
1.15
1.65
1540
1.15
1.66
1542
1.14
1.67
1544
1.13
1.68
1546
1.13
1.68
1548
1.12
1.68
1550
1.11
1.68
1552
1.10
1.68
1554
1.10
1.60
1556
1.09
1.69
1558
1.09
1.68
1600
1.08
1.67
1602
1.07
1.67
1604
1.07
1.66
1606
1.06
1.66
1608
1.05
1.65
1610
1.05
1.65
1612
1.04
1.64
1614
1.04
1.63
1616
1.03
1.63
1618
1.03
1.62
1620
1.02
1.61
1622
1.01
1.60
1624
1.01
1.60
1626
1.00
1.59
1629
1.00
1.58
1630
0.99
1.57
1632
0.99
1.57
1634
0.98
1.56
1636
0.98
1.55
108
0.97
1.54
35

LUNI.1 1LUW 1LUN
ER DAY MON HRMN
71.0
j01 1
1640
0.97
1.53
02 1
1642
0.96
1.53
-03 1
1644
0.96
1.52
104 1
1646
0.95
1.51
05 1
164B
0.95
1.50
-06 1
1650
0.95
1.50
a07 1
1652
0.94
1.49
38 1
1654
0.94
1.48
'09 1
1656
0.93
1.47
310 1
1650
0.93
1.47
11 1
1700
0.92
1.46
'12 1
1702
0.92
1.45
)13 1
1704
0.92
1.44
14 1
1706
0.91
1.44
-15 1
170E
0.91
1.43
316 1
1710
0.90
1.42
17 1
1712
0.90
1.42
-18 1
1714
0.89
1.41
119 1
1716
0.89
1.40
10 1
1718
0.89
1.40
'?1 1
1720
0.B8
1.39
)22 1
1722
0.88
1.38
23 1
1724
O.B8
1.38
'24 1
1726
0.87
1.37
)25 1
1728
0.07
1.36
16 1
1730
0.86
1.36
27 1
1732
0.96
1.35
)28 1
1734
0.86
1.34
19 1
1736
O.B5
1.34
'10 1
1730
0.85
1.33
j31 1
1740
O.B5
1.33
32 1
1742
0.84
1.32
'13 1
1744
0.84
1.32
j34 1
1746
0.84
1.31
35 1
1748
0.93
1.30
'16 1
1750
0.83
1.30
X 1
1752
0.83
1.29
l8 1
1754
0.82
1.29
19 1
1756
0.82
1.20
.40 1
1758
0.82
1.29
1 1
1800
0.81
1.27
'42 1
1802
0.00
1.26
.43 1
1804
0.70
1.26
14 1
1806
0.76
1.25
'45 1
180E
0.74
1.23
146 1
1810
0.72
1.22
17 1
1812
0.70
1.20
'48 1
1814
0.69
1.18
49 1
IB16
0.68
1.17
10 1
1919
0.67
1.15
TABLE 1
STATION
OR16
NEW
;ONT.)
FLOW
FLOW
ER DAY MON HRMN
'1 1
1820
0.67
1.14
,32 1
1822
0.66
1.12
;3 1
1924
0.66
1.11
'S4 1
1026
0.66
1.10
jj5 1
1828
0.65
1.08

1/ I
ldiL
V.03
I.vu
,58 1
1834
0.65
1.05
,9 1
1836
0.64
1.04
.0 1
1030
0.64
1.03
�61 1
1840
0.64
1.03
,2 1
1042
0.64
1.02
"3 1
1844
0.63
1.01
-64 1
1846
0.63
1.00
,5 1
1848
0.63
1.00
'6 1
1050
0.63
0.99
,67 1
1852
0.62
0.99
,8 1
1854
0.62
0.98
19 1
1956
0.62
0.97
ilo 1
1858
0.62
0.97
11 1
1900
0.62
0.96
-72 1
1902
0.61
0.96
i73 1
1904
0.61
0.95
14' 1
1906
0.61
0.95
-75 1
1900
0.61
0.95
i16 1
1910
0.60
0.94
17 1
1912
0.60
0.94
-78 1
1914
0.60
0.93
03 1
1916
0.60
0.93
10 1
191E
0.60
0.93
11 1
1920
0.59
0.92
,d2 1
1922
0.59
0.92
j3 1
1924
0.59
0.91
14 1
1926
0.59
0.91
,85 1
1928
0.59
0.91
16 1
1930
0.5B
0.90
11 1
1932
0.58
0.90
-d8 1
1934
0.59
0.90
19 1
1936
0.58
0.89
10 1
193E
0.58
0.09
,91 1
1940
0.58
0.89
)2 1
1942
0.57
0.08
'13 1
1944
0.57
0.88
,94 1
1946
0.57
0.88
;5 1
1948
0.57
0.98
-16 1
1950
0.57
0.97
,17 1
1952
0.56
0.97
18 1
1954
0.56
0.07
.19 1
1956
0.56
0.86
,00 1
1950
0.56
0.86
'1BLE I
STATION
HIS
NEW
.LONT .)
FLOW
FLOW
"R DAY MON HRMN
11 1
2000
0.56
0.86
i2 1
2002
0.56
0.85
103 1
2004
0.55
0.05
/4 1
2006
0.55
0.85
15 1
200E
0.55
0.85
•06 1
2010
0.55_
0.84
A 1
2012
0.55
0.84
18 1
2014
0.55
0.84
-09 1
2016
0.54
0.84
.0 1
2018
0.54
0.83
1 1
2020
0.54
0.83
•12 1
2022
0.54
0.83
.3 1
2024
0.54
0.82
4 1
2026
0.54
0.82
,I5 1
2029
0.53
0.82
33

I 1
102
U.J3
U.bI
18 1
2034
0.53
0.81
19 1
2036
0.53
0.81
?0 1
2038
0.53
0.81
21 1
2040
0.53
0.80
22 1
2042
0.52
0.80
?3 1
2044
0.52
0.80
24 1
2046
0.52
0.80
15 1
204B
0.52
0.80
16 1
1050
0.52
0.79
27 1
2052
0.52
0.79
18 1
2054
0.52
0.79
?9 1
2056
0.51
0.79
30 1
2058
0.51
0.78
d1 1
2100
0.51
0.78
12 1
2102
0.51
0.78
33 1
2104
0.51
0.78
14 1
2106
0.51
0.77
i5 1
2109
0.51
0.77
36 1
2110
0.50
0.77
17 1
2112
0.50
0.77
i8 1
2114
0.50
0.77
39 1
2116
0.50
0.76
40 1
2118
0.50
0.76
11 1
2120
0.50
0.76
42 1
2122
0.50
0.76
43 1
2124
0.50
0.76
14 1
2126
0.49
0.75
45 1
2128
0.49
0.75
46 1
2130
0.49
0.75
17 1
2132
0.49
0.75
48 1
2134
0.49
0.74
49 1
2136
0.49
0.74
)0 1
2138
0.49
0.74
ISLE I
STATION
OR16
NEW
'ONT.)
FLOW
FLOW
:R DAY MON HRMN
2140
0.49
0.74
2142
0.48
0.74
2144
0.48
0.73
2146
0.48
0.73
2148
0.48
0.73
2150
0.48
0.73
2152
0.48
0.73
2154
0.48
0.73
2156
0.48
0.72
2159
0.47
0.72
2200
0.47
0.72
2202
0.47
0.72
2204
0.47
0.72
2206
0.47
0.71
2208
0.47
0.71
2210
0.47
0.71
2212
0.47
0.71
2214
0.47
0.71
2216
0.46
0.70
2218
0.46
0.70
2220
0.46
0.70
2222
0.46
0.70
2224
0.46
0.70
2226
0.46
0.70
2228
0.46
0.69
38

IJ I
aiz
V.46
Ml
578 1
2234
0.45
0.69
19 l
2236
0.45
0.69
30 1
2238
0.45
0.69
581 1
2240
0.45
0.68
J2 1
2242
0.45
0.68
13 1
2244
0.45
0.68
-94 1
2246
0.45
0.68
15 1
2248
0.45
0.60
16 1
2250
0.45
0.68
,87 1
2252
0.45
0.67
JB 1
2254
0.44
0.67
19 1
2256
0.44
0.67
�90 1
2258
0.44
0.67
11 1
2300
0.44
0.67
12 1
2302
0.44
0.67
193 1
2304
0.44
0.66
14 1
2306
0.44
0.66
15, 1
2308
0.44
0.66
o96 1
2310
0.44
0.66
17 1
2312
0.44
0.66
18 1
2314
0.43
0.66
199 1
2316
0.43
0.66
10 1
2318
0.43
0.65
ABLE 1
STATION
ORIB
NEW
:ONT.)
FLOW
FLOW
-ER DAY MON HRMN
it 1
2320
0.43
0.65
.02 1
2322
0.43
0.65
J3 1
2324
0.43
0.65
14 1
2326
0.43
0.65
105 1
2328
0.43
0.65
J6 1
2330
0.43
0.65
17 1
2332
0.43
0.64
108 1
2334
0.43
0.64
i9 1
2336
0.42
0.64
10 1
2338
0.42
0.64
,11 1
2340
0.42
0.64
2 1
2342
0.42
0.64
'3 1
2344
0.42
0.64
.14 1
2346
0.42
0.63
5 1
234E
0.42
0.63
16 1
2350
0.42
0.63
.17 1
2352
0.42
0.63
8 1
2354
0.42
0.63
19 1
2356
0.42
0.63
.20 1
2358
0.41
0.63
MAX
25.57
16.58
MIN
0.00
0.00
AVE
0.94
1.11
%# NORMAL ENO OF HEC-I ++t

FLOOD HYDROGRAPH PACKAGE (HEC-1) t Ate -To uA"FA-I
MAY 1991 # CLL emp , `..�
VERSION 4.0.1E f
# STOW ( OLV 11.14j Des trwj
RUN DATE 07/18/96 TIME 10:21:42 +
# MLkLm. %u- Ihln2osckvNS
itfftfffif#f#tf#f#tf#tt#tffftf####+#ff#
N "u.koEq .
x x xxxxxxx xxxxx x
I x x x x xx
x xx x x
xxxxxxx xxxx x xxxxx x
x xx x x
x x x x x x
x x xxxxxxx xxxxx xxx
#f#ff#f######f##ft##+ftt##}#}}}###f }f#t
f f
+ U.S. ARMY CORPS OF ENGINEERS }
i HYDROLOGIC ENGINEERING CENTER #
# 609 SECOND STREET t
+ DAVIS, CALIFORNIA 95616 t
+ [phone] +
# t
f##tf#rff#t#fff##f###t#tfftt###fftt#f##
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI (JAN 73), HECIGS, HECIOB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND-RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF-AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE -GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
NEC-1 INPUT
LINEID ....... I ....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9....... 10
+ FREE f+#
1 ID BIRKDALE AT LANDFALL; ONE YEAR STORM EVALUATION FOR NC-DEM
2 10 TO SHOW REDUCTION IN IMPACT TO RECEIVING BODY DOWNSTREAM
3 ID THIS IS THE ENTIRE DATA SET, INCLUDING LANDFALL CLUBHOUSE POND
4 10 (I -YEAR WILMINGTON IS LISTED)
5 ID LAG TIME (HR) = 0.6+Tc
6 10
7 ID +tftttfffff fiffft#tt#+t+ifffttfttfft+
8 10 I -YEAR STORM (HECI 'BALANCED STORM')
9 ID+###f#t+#f}tt#++tf+ffft#ft##rf#fff#f+
*DIAGRAM
10 IT 2 720
11 IO 5
12 VS NEWDSN OLDISH
13 VV 2 2
14 KK 55LOTS NEW DEV'T AT 551 FOR LOTS; ADDITION OF BIRKDALE POND
15 BA 0.0358
16 PH 0.40 0.88 1.70 2.10 2.30 2.50 3.00 3.50
17 LS 0 81
18 UD 0.135
PAGE I
i p
19 KK NEW ROUTING OF NEW POND FOR BIRKDALE DEVELOPMENT
20 RS I ELEV 16.0
21 SV 0 0.254 0.511 0.770 1.032 1.564 2.106 2.657 3.217 3.785
22 SV 4.361

Z4
St
2V
25
SD
0
0.08
0.14
0.19
0.22
21.98
41.62 45.92 48.99 51.76
26
SO
54.39
27
KK
UPAREA
AREA DRAINING
TO
OLD POND
JUST
UPSTREAM FROM
CLUBHOUSE POND
28
BA
0.111
29
LS
0
75
30
UO
0.64
31
KK
UPPOND
ROUTING OF
UPPER
POND TO
LFALL
CLUBHOUSE
POND (OLD EXISTING PON D)
32
RS
1
ELEV
16.3
33
SV
0
2.363
5.136
9.009
11.164
14.334
17.5B1
34
SE
16.3
16.8
17.3
17.8
18.3
18.8
19.3
35
SO
0
92
.261
479
738
1032
1356
36
KK
NEWCHPA
AREA DRAINING
DIRECTLY TO
LFALL
CLUBHOUSE
POND (NEW DESIGN)
37
BA
0.117
38
LS
0
75
39
UD
0.40
40
KK
NEWDSN
TOTAL FLOW
HYDROBRAPH TO
LANDFALL
CLUBHOUSE POND; NEW DES16N
41
HC
3
HEC-1
INPUT
LINEID ....... I ....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
42
KK
UPAREA
AREA DRAINING TO OLD POND
JUST UPSTREAM FROM CLUBHOUSE POND
43
BA
0.211
44
LS
0
75
45
UD
0.64
46
KK
UPPOND
ROUTING OF UPPER POND TO
LFALL CLUBHOUSE POND (OLD EXISTING PON D)
47
RS
I
ELEV 16.3
48
SV
0
2.363 5.136 8.089
11.164 14.334 17.581
49
SE
16.3
16.8 17.3 17.8
18.3 18.0 19.3
50
SD
0
92 261 479
73B 1032 1356
51
KK
OLDCHPA
AREA DIRECTLY TO LFALL CLUBHOUSE
POND (OLD DESIGN)
52
BA
0.145
53
LS
0
75
54
UD
0.52
55
KK
OLDDSN
TOTAL FLOW HYDR06RAPH TO
LANDFALL CLUBHOUSE POND; OLD DESIGN
56
HC
2
57
22
SCHEMATIC
DIAGRAM OF
STREAM NETWORK
'PUT
SINE
(V)
ROUTING
l-- >) DIVERSION OR PUMP FLOW
NO.
(.)
CONNECTOR
(( ) RETURN OF DIVERTED OR
PUMPED FLOW
14
55LOTS
V
V
19
NEW
27 UPAREA
V
V
31 UPPOND
PAGE 2
91

40 NEWDSN........................
42 UPAREA
V
V
46 UPPOND
51 OLDCHPA
55 OLDDSN............
tt+) RUNOFF ALSO COMPUTED AT THIS LOCATION
f
FLOOD HYDROGRAPH PACKAGE (HEC-1) +
MAY 1991 +
VERSION 4.0.1E +
+
RUN DATE 07/19/96 TIME 10:21:42 +
`tfiffif4ff#tiffs###fiffttftff+fftf++k+#+
BIRKDALE AT LANDFALL; ONE YEAR STORM EVALUATION FOR NC-DEM
TO SHOW REDUCTION IN IMPACT TO RECEIVING BODY DOWNSTREAM
THIS IS THE ENTIRE DATA SET, INCLUDING LANDFALL CLUBHOUSE POND
(1-YEAR WILMINGTON IS LISTED)
LAG TIME (HR) = 0.6fTc
#t!f}fflftft+ff}+tf#tf#tt+f#+++ffttti
I -YEAR STORM (HECI 'BALANCED STORM')
+ttftttrftttrf++}+ttttttttttt+tt++t++
11 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
(PLOT 0 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME
DATA
WHIM
2
MINUTES IN COMPUTATION INTERVAL
IDATE
1 0
STARTING DATE
ITIME
0000
STARTING TIME
NO
720
NUMBER OF HYDROGRAPH ORDINATES
NDDATE
1 0
ENDING DATE
NOTIME
2359
ENDING TIME
ICENT
19
CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
f#ttt#ffitttff++tf#f+ff}ttt+tt++fff##tt
f +
+ U.S. ARMY CORPS OF EN61NEERS +
t HYDROLOGIC EN61NEERING CENTER +
+ 609 SECOND STREET +
+ DAVIS, CALIFORNIA 95616 +
+ [phone] +
f r
#}+##1 tt itttti#f ff ifttf 4#+f+t+f}}tftt+f
4-2-

USER -DEFINED OUTPUT SPECIFICATIONS
TABLE I
VS STATION
NEWDSN
OLDOSN
VV VARIABLE CODE
2.00
2.00
0.00
0.00
0.00 0.00 0.00
0.00 0.00 0.00
RUNOFF
SUMMARY
FLOW
IN CUBIC
FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE
FLOW FOR MAXIMUM PERIOD
BASIN MAXIMUM TIME OF
OPERATION
STATION
FLOW
PEAK
AREA STAGE MAX STAGE
6-HOUR
24-HOUR 72-HOUR
HYDROGRAPH AT
55LOTS
46.
12.13
6.
2. 2.
0.04
ROUTED TO
NEW
17.
12.50
4.
1. 1.
0.04
HYDROGRAPH AT
UPAREA 95. 12.73 24. 7. 7. 0.21
ROUTED TO
UPPOND BO. 13.03 24. 7. 7. 0.21
HYDROGRAPH
AT
NEWCHPA
69.
12.47
14.
4.
4.
0.12
3 COMBINED
AT
NEWDSN
132.
12.67
41.
12.
12.
0.36
HYDROGRAPH
AT
UPAREA
95.
12.73
24.
7.
7.
0.21
ROUTED TO
UPPOND
00.
13.03
24.
7.
7.
0.21
HYDROGRAPH
AT
OLDCHPA
74.
12.60
17.
5.
5.
0.14
2 COMBINED
AT
OLODSN
137,
12.80
41.
12.
12.
0.36
'BLE I
STATION
NEWOSN
OLDOSN
FLOW
FLOW
'R DAY
MON HRMN
I 1
0000
0.00
0.00
2 1
0001
0.00
0.00
3 1
0004
0.00
0.00
4 1
0006
0.00
0.00
5 1
0000
0.00
0.00
6 1
0010
0.00
0.00
7 1
0012
0.00
0.00
8 1
0014
0.00
0.00
9 1
0016
0.00
0.00
.0 1
0018
0.00
0.00
1 1
0020
0.00
0.00
19 1
0022
0.00
0.00
17.38 12.50
16.73 13.03
t6.73 13.03
43

14 1
0026
0.00
u.VU
15 1
0020
0.00
0.00
16 1
0030
0.00
0.00
17 1
0032
0.00
0.00
18 1
0034
0.00
0.00
19 1
0036
0.00
0.00
10 1
0038
0.00
0.00
21 1
0040
0.00
0.00
L2 1
0042
0.00
0.00
13 1
0044
0.00
0.00
24 1
0046
0.00
0.00
15 1
004E
0.00
0.00
?6 1
0050
0.00
0.00
27 1
0052
0.00
0.00
18 1
0054
0.00
0.00
79 1
0056
0.00
0.00
30 1
0050
0.00
0.00
J1 1
0100
0.00
0.00
12 I
0102
0.00
0.00
33 1
0104
0.00
0.00
;4 1
0106
0.00
0.00
15 1
0108
0.00
0.00
36 1
0110
0.00
0.00
j7 1
0112
0.00
0.00
18 1
0114
0.00
0.00
39 1
0116
0.00
0.00
10 1
0118
0.00
0.00
11 1
0120
0.00
0.00
42 1
0122
0.00
0.00
.3 1
0124
0.00
0.00
k4 1
0126
0.00
0.00
45 1
012E
0.00
0.00
.6 1
0130
0.00
0.00
17 1
0132
0.00
0.00
48 1
0134
0.00
0.00
09 1
0136
0.00
0.00
'0 1
013E
0.00
0.00
ABLE I
STATION
NEWOSN
OLOOSN
'ONT.1
FLOW
FLOW
.R DAY MON HRMN
0140
0.00
0.00
0142
0.00
0.00
0144
0.00
0.00
0146
0.00
0.00
0148
0.00
0.00
0150
0.00
0.00
0152
0.00
0.00
0154
0.00
0.00
0156
0.00
0.00
0159
0.00
0.00
0200
0.00
0.00
0202
0.00
0.00
0204
0.00
0.00
0206
0.00
0.00
0209
0.00
0.00
0210
0.00
0.00
0212
0.00
0.00
0214
0.00
0.00
0216
0.00
0.00
0219
0.00
0.00
0220
0.00
0.00
0222
0.00
0.00
.•

14 1
U:L6
U.UU
U.UU
/5 1
0229
0.00
0.00
116 1
0230
0.00
0.00
'7 1
0232
0.00
0.00
/8 1
0234
0.00
0.00
9 1
0236
0.00
0.00
g0 1
0230
0.00
0.00
di 1
0240
0.00
0.00
2 1
0242
0.00
0.00
13 1
0244
0.00
0.00
d4 1
0246
0.00
0.00
5 1
0248
0.00
0.00
16 1
0250
0.00
0.00
d7 I
0252
0.00
0.00
8 1
0254
0.00
0.00
19 1
0256
0.00
0.00
10 1
02SO
0.00
0.00
1 1
0300
0.00
0.00
12 1
0302
0.00
0.00
13 1
0304
0.00
0.00
4 1
0306
0.00
0.00
15 1
0308
0.00
0.00
16 1
0310
0.00
0.00
7 1
0312
0.00
0.00
`8 1
0314
0.00
0.00
19 1
0316
0.00
0.00
0 1
0318
0.00
0.00
ABLE 1
STATION
NENDSN
OLDDSN
ONT.I
FLOW
FLOW
eR DAY MON HRMN
0320
0.00
0.00
0322
0.00
0.00
0324
0.00
0.00
0326
0.00
0.00
0328
0.00
0.00
0330
0.00
0.00
0332
0.00
0.00
0334
0.00
0.00
0336
0.00
0.00
0338
0.00
0.00
0340
0.00
0.00
0342
0.00
0.00
0344
0.00
0.00
0346
0.00
0.00
0340
0.00
0.00
0350
0.00
0.00
0352
0.00
0.00
0354
0.00
0.00
0356
0.00
0.00
0358
0.00
0.00
0400
0.00
0.00
0402
0.00
0.00
0404
0.00
0.00
0406
0.00
0.00
0408
0.00
0.00
0410
0.00
0.00
0412
0.00
0.00
0414
0.00
0.00
0416
0.00
0.00
0418
0.00
0.00
0420
0.00
0.00
0422
0.00
0.00
4s

34 1
041b
U.UU
U.VU
135 1
0428
0.00
0.00
36 1
0430
0.00
0.00
37 1
0432
0.00
0.00
138 1
0434
0.00
0.00
39 1
0436
0.00
0.00
40 1
0438
0.00
0.00
141 1
0440
0.00
0.00
42 1
0442
0.00
0.00
13 1
0444
0.00
0.00
144 1
0446
0.00
0.00
45 1
0440
0.00
0.00
46 1
0450
0.00
0.00
147 1
0452
0.00
0.00
18 1
0454
0.00
0.00
19 1
0456
0.00
0.00
ISO 1
0458
0.00
0.00
)BLE 1
STATION
NEWDSN
OLDDSN
1CONT.)
FLOW
FLOW
SR DAY MON HRMN
;l 1
0500
0.00
0.00
12 1
0502
0.00
0.00
t53 1
0504
0.00
0.00
i4 1
0506
0.00
0.00
15 1
0509
0.00
0.00
,56 1
0510
0.00
0.00
11 1
0512
0.00
0.00
98 1
0514
0.00
0.00
.j9 1
0516
0.00
0.00
10 1
0518
0.00
0.00
-)1 1
0520
0.00
0.00
.62 1
0522
0.00
0.00
.3 1
0524
0.00
0.00
"4 1
0526
0.00
0.00
-65 1
0528
0.00
0.00
16 1
0530
0.00
0.00
7 1
0532
0.00
0.00
,68 1
0534
0.00
0.00
19 1
0536
0.00
0.00
70 1
0530
0.00
0.00
./1 1
0540
0.00
0.00
2 1
0542
0.00
0.00
'73 1
0544
0.00
0.00
M 1
0546
0.00
0.00
5 1
0549
0.00
0.00
76 1
0550
0.00
0.00
77 1
0552
0.00
0.00
8 1
0554
0.00
0.00
'9 1
0556
0.00
0.00
•80 1
055E
0.00
0.00
.1 1
0600
0.00
0.00
12 1
0602
0.00
0.00
-d3 1
0604
0.00
0.00
,4 1
0606
0.00
0.00
15 1
0608
0.00
0.00
,86 1
0610
0.00
0.00
7 1
0612
0.00
0.00
18 1
0614
0.00
0.00
69 1
0616
0.00
0.00
A 1
0618
0.00
0.00
11 1
0620
0.00
0.00
t92 1
0622
0.00
0.00
01

44 1
UbZb
V.VV
V.VU
195 1
062E
0.00
0.00
36 1
0630
0.00
0.00
11 1
0632
0.00
0.00
19B 1
0634
0.00
0.00
39 1
0636
0.00
0.00
10 1
0638
0.00
0.00
,BLE 1
STATION
NEWDSN
OLDDSN
lNT.1
FLOW
FLOW
.RDAY MON NRMN
L01
1 0640
0.00
0.00
i2
1 0642
0.00
0.00
13
1 0644
0.00
0.00
t04
1 0646
0.00
0.00
i5
1 0640
0.00
0.00
`6
1 0650
0.00
0.00
X .
1 0652
0.00
0.00
i8
1 0654
0.00
0.00
19
1 0656
0.00
0.00
,.10
1 0658
0.00
0.00
1
l 0700
0.00
0.00
'2
1 0702
0.00
0.00
,13
1 0704
0.00
0.00
4
1 0706
0.00
0.00
'5
1 0708
0.00
0.00
_16
1 0710
0.00
0.00
.7
1 0712
0.00
0.00
'8 1
0714
0.00
0.00
<19
1 0716
0.00
0.00
0 1
0710
0.00
0.00
'1
1 0720
0.00
0.00
,t2 1
0722
0.00
0.00
3
1 0724
0.00
0.00
'14 1
0726
0.00
0.00
125 1
0728
0.00
0.00
.6 1
0730
0.00
0.00
17 1
0732
0.00
0.00
:18 1
0734
0.00
0.00
9 1
0736
0.00
0.00
110 1
0130
0.00
0.00
_31 1
0740
0.00
0.00
2 1
0742
0.00
0.00
'3 1
0744
0.00
0.00
.e4 1
0746
0.00
0.00
5 1
074B
0.00
0.00
16 1
0750
0.00
0.00
,37 1
0752
0.00
0.00
8 1
0754
0.00
0.00
19 1
0756
0.00
0.00
40 1
0758
0.00
0.00
1 1
0000
0.00
0.00
'2 1
0802
0.00
0.00
.43 1
OB04
0.00
0.00
4 1
0806
0.00
0.00
'5 1
0808
0.00
0.00
-46 1
0810
0.00
0.00
7 1
0812
0.00
0.00
'8 1
0814
0.00
0.00
-49 1
OB16
0.00
0.00
J 1
0818
0.00
0.00
-ABLE I
STATION
NEWDSN
OLDDSN
'Ir7

eER DAY MON HRMN
m
'51 1
0820
0.00
0.00
62 1
OB22
0.00
0.00
53 1
0824
0.00
0.00
'54 1
0826
0.00
0.00
e55 1
0828
0.00
0.00
56 1
0830
0.00
0.00
17 1
0832
0.00
0.00
Z58 1
OB34
0.00
0.00
59 1
0836
0.00
0,00
160 1
0838
0.00
0.00
L61 1
0840
0.00
0.00
52 1
0842
0.00
0.00
'S3 1
0844
0.00
0.00
L64 1
0946
0.00
0,00
55 1
0848
0.00
0.00
166 1
0050
0.00
0.00
,67 1
0852
0.00
0.00
38, 1
0854
0.00
0.00
'69 1
0856
0.00
0.00
,70 1
0058
0.00
0.00
71 1
0900
0.00
0.00
172 1
0902
0.00
0.00
J31
0904
0.00
0.00
74' 1
0906
0.00
0.00
'75 1
0908
0.00
0.00
.16 1
0910
0.00
0.00
77 1
0912
0.00
0.00
'78 1
0914
0.00
0.00
119 1
0916
0.00
0.00
10 I
091E
0.00
0.00
'91 1
0920
0.00
0.00
X 1
0922
0.00
0.00
33 1
0924
0.00
0,00
194 1
0926
0.00
0.00
.d5 1
092E
0.00
0.00
)6 1
0930
0.00
0.00
'97 1
0932
0.00
0.00
.d8 1
0934
0.00
0.00
19 1
0936
0.00
0.00
)90 1
0938
0.00
0.00
.11 1
0940
0.00
0.00
31 1
0942
0.00
0.00
193 1
0944
0.00
0.00
_34 1
0946
0.00
0.00
)5, 1
0948
0,00
0.00
16 1
0950
0.00
0.00
-17 1
0952
0.00
0.00
)B 1
0954
0.00
0.00
•a9 1
0956
0.00
0.00
.d0' 1
0958
0.00
0.00
"1BLE I
STATION
NEWDSN
OLDDSN
,CONT.)
FLOW
FLOW
"R DAY NOR HRMN
)1 1
1000
0.00
0.00
'12 1
1002
0.00
0.00
'03 1
1004
0.00
0.00
)4 1
1006
0.00
0.00
'l5 1
1009
0.00
0.00
,06 1
1010
0.00
0.00

08 l
014
U.VU
V.VV
09 1
1016
0.00
0.00
10 1
Iota
0.00
0.00
11 1
1020
0.00
0.00
12 1
1022
0.00
0.00
13 1
1024
0.00
0.00
14 1
1026
0.00
0.00
15 1
102E
0.00
0.00
16 t
1030
0.00
0.00
17 1
1032
0.00
0.00
18 1
1034
0.00
0.00
19 1
1036
0.00
0.00
20 1
1038
0.00
0.00
21 1
1040
0.00
0.00
22 1
1042
0.00
0.00
23 1
1044
0.01
0.00
24 t
1046
0.01
0.00
25 1
1049
0.01
0.00
26 1
1050
0.01
0.00
27 1
1052
0.01
0.00
28 1
1054
0.01
0.00
29 1
1056
0.01
0.00
30 1
1050
0.01
0.00
31 1
HOD
0.02
0.00
32 1
1102
0.02
0.01
33 1
1104
0.03
0.01
34 1
1106
0.05
0.02
35 1
1108
0.07
0.04
36 1
1110
0.10
0.06
37 1
1112
0.14
0.09
381
1114
0.20
0.12
39 1
1116
0.27
0.17
40 1
1118
0.35
0.23
41 1
1120
0.45
0.31
42 1
1122
0.56
0.40
43 1
1124
0.70
0.51
44 1
1126
0.86
0.64
45 1
1128
1.04
0.79
46 1
1130
1.24
0.96
47 1
1132
1.48
1.17
48 1
1134
1.76
1.41
49 1
1136
2.013
1.69
50 1
1139
2.45
2.01
ABLE 1
STATION
NEWDSN
OLDDSN
CONT.)
FLOW
FLOW
ER DAY MON HRMN
1140
2.99
2.39
1142
3.39
2.02
1144
3.98
3.33
1146
4.67
3.92
1149
5.49
4.62
1150
6.46
5.44
1152
7.62
6.42
1154
9.02
7.60
1156
10.77
9.05
1158
13.04
10.88
1200
15.99
13.21
1202
19.75
16.15
1204
24.40
19.76
1206
29.96
14.08
1208
36.44
29.14
1210
43.76
34.96

add I
H14
da./I
9d.09
169 1
1216
77.23
56.72
,70 1
1218
87.61
64.96
'71 1
1220
96.78
73.34
372 1
1222
104.73
B1.63
,73 1
1224
111.51
89.66
'74 1
1226
117.16
97.27
175 1
1229
121.77
104.39
,76 1
1230
125.41
110.91
'77 1
1232
128.17
116.77
378 1
1234
130.10
121.09
79 1
1236
131.29
126.25
'90 1
123B
131.87
129.06
381 1
1240
132.02
132.74
,82 1
1242
131.85
134.89
'93 1
1244
131.46
136.30
384 1
1246
130.87
136.99
d5 1
1248
130.08
137.02
'96 1
1250
129.11
136.49
387 1
1252
127.95
135.55
88 1
1254
126.60
134.28
199 1
1256
125.07
132.73
190 1
1259
123.34
130.92
)I 1
1300
121.43
128.96
'92 1
1302
119.33
126.57
193 1
1304
117.06
124.10
94 1
1306
114.63
121.48
'15 1
1309
112.06
118.71
s96 1
1310
109.30
115.83
)7 1
1312
106.60
112.84
'98 1
1314
103.75
109.79
199 1
1316
100.85
106.67
JO 1
1319
97.93
103.56
,ABLE I
STATION
NEWDSN
OLDDSN
ONT.)
FLOW
FLOW
,ER DAY MON NRMN
1320
95.00
100.44
1322
92.10
97.34
1324
89.22
94.25
1326
86.37
91.20
1328
83.58
88.18
1330
80.84
85.22
1332
78.15
82.30
1334
75.50
79.44
1336
72.B9
76.64
1338
70.32
73.91
1340
67.78
71.23
1342
65.29
69.62
1344
62.81
66.07
1346
60.39
63.59
1340
58.02
61.14
1350
55.70
58.77
1352
53.45
56.46
1354
51.27
54.20
1356
49.16
52.01
1359
47.12
49.99
1400
45.16
47.83
1402
43.28
45.84
1404
41.49
43.93
1406
39.77
42.08
1408
38.15
40.31
1410
36.59
38.61
50

k2B 1
1414
33./V
33.4Z
129 1
1416
32.35
33.92
M 1
1418
31.06
32.50
131 1
1420
29.83
31.15
132 1
1422
29.66
29.86
33 1
1424
27.54
28.63
Q4 1
1426
26.47
27.46
135 1
1428
25.46
26.34
36 1
1430
24.49
25.28
'37 1
1432
23.57
24.28
138 1
1434
22.70
23.32
39 1
1436
21.87
22.41
'40 1
143E
21.08
21.56
141 1
1440
20.34
20.75
42 1
1442
19.63
19.99
'43 1
1444
18.96
19.27
144 1
1446
18.33
18.59
45 I
144B
17.73
17.95
46 1
1450
17.16
17.35
147 1
1452
16.62
16.78
48 1
1454
16.11
16.24
'49 1
1456
15.62
15.73
150 1
1458
15.16
15.24
'4BLE I
STATION
NEWDSN
OLDDSN
(CONT.)
FLOW
FLOW
'ER DAY MON HRMN
1500
14.73
14.79
1502
14.33
14.36
1504
13.98
13.96
1506
13.67
13.60
1508
13.41
13.27
1510
13.21
12.97
1512
13.07
12.70
1514
12.96
12.48
1516
12.90
12.29
1518
12.87
12.15
1520
12.87
12.04
1522
12.88
11.97
1524
12.92
11.93
1526
12.96
11.92
1528
13.02
11.94
1530
13.08
11.97
1532
13.14
12.03
1534
13.21
12.10
1536
13.27
12.19
1530
13.33
12.27
1540
13.39
12.37
1542
13.45
12.48
1544
13.51
12.58
1546
13.57
12.60
1540
13.63
12.78
1550
13.68
12.89
1552
13.74
12.97
1554
13.80
13.05
1556
13.85
13.13
1550
13.90
13.21
1600
13.94
13.28
1602
13.99
13.35
1604
14.02
13.41
1606
14.06
13.46
1608
14.09
13.51
1610
14.11
13.55
a

98 1
Ib 14
14.14
13.bi
189 1
1616
14.15
13.64
30 1
1618
14.15
13.66
91 1
1620
14.15
13.67
192 1
1622
14.15
13.68
33 1
1624
14.14
13.68
94 1
1626
14.13
13.68
195 1
1629
14.11
13.67
36 1
1630
14.09
13.66
97 1
1632
14.07
13.64
198 1
1634
14.04
13.62
99 1
1636
14.02
13.60
'90 1
1638
13.98
13.58
iBLE I
STATION
NEWOSN
OLOOSN
'ONT.)
FLOW
FLOW
_R DAY MON HRMN
101
j2
i3
,04
J5
16
,07
i8
19
't0
l
2
,13
4
'5
116
7
'8
,19
.0
1
-22
3
'4
[5
6
17
,[8
9
'0
.al
2
'3
e4
5
'6
,a7
a
.9
�40
1
1640
13.95
13.55
1642
13.92
13.52
1644
13.88
13.49
1646
13.84
13.45
1648
13.00
13.42
1650
13.75
13.38
1652
13.71
13.34
1654
13.66
13.29
1656
13.62
13.25
1650
13.57
13.20
1700
13.52
13.16
1702
13.47
13.11
1704
13.42
13.06
1706
13.36
13.01
1709
13.31
12.96
1710
13.26
12.91
1712
13.20
12.86
1714
13.15
12.81
1716
13.10
12.76
1718
13.04
12.70
1720
12.99
12.65
1722
12.93
12.60
1724
12.BB
12.54
1726
12.82
12.49
172B
12.77
12.44
1730
12.71
12.30
1732
.12.66
12.33
1734
12.60
12.29
1736
12.55
12.22
1739
12.50
12.17
1740
12.44
12.12
1742
12.39
12.06
1744
12.34
12.01
1746
12.28
11.96
1740
12.23
11.91
1750
12.18
11.86
1752
12.12
11.80
1754
12.07
11.75
1756
12.02
11.70
1758
11.97
11.65
1800
11.92
11.60
IB02
11.87
11.55
1B04
11.81
11.50
1806
11.75
11.45
1008
11.68
11.39
1010
11.60
11.33
5z

`U 1
IU14
11.94
11.L1
549 1
IB16
11.35
11.14
150 1
1818
11.26
11.07
TABLE 1
STATION
NEWDSN
OLODSN
,CONT.)
FLOW
FLOW
PER DAY RON HRMN
51 1
1820
11.16
10.99
i52 1
1822
11.07
10.91
531
1824
10.97
10.83
'54 1
1826
10.87
10.74
i55 1
1020
10.78
10.65
56 1
1030
10.68
10.56
�57' 1
1832
10.59
10.47
i58 1
1034
10.50
10.38
59 1
1836
10.41
10.29
'60 1
1038
10.32
10.20
161 1
1840
10.24
10.10
52 1
1042
10.16
10.01
'63 1
1844
10.07
9.93
i64 1
1846
9.99
9.84
65 1
1848
9.92
9.75
-66 1
1850
9.94
9.67
167 1
1852
9.76
9.59
68 1
1854
9.69
9.51
'69 1
1956
9.62
9.43
i70 1
185B
9.54
9.36
71 1
1900
9.48
9.28
'72 1
1902
9.41
9.21
173 1
1904
9.34
9.14
74 1
1906
9.2B
9.08
'75 1
1908
9.21
9.01
176 1
1910
9.15
8.95
77 1
1912
9.10
8.89
78 1
1914
9.04
0.83
179 1
1916
0.98
8.77
30 1
1918
0.93
8.71
-91 1
1920
9.89
8.66
182 1
1922
0.82
8.61
33 1
1924
8.77
8.56
-94 1
1926
0.73
0.51
195 1
1928
8.69
9.46
36 1
1930
8.63
8.41
-97 1
1932
8.59
0.37
180 1
1934
8.54
8.32
]9 1
1936
8.50
8.28
-90 1
1938
8.46
8.24
191 1
1940
8.42
0.20
!2 1
1942
0.38
8.16
13 1
1944
9.34
8.12
194 1
1946
8.30
8.08
15 1
1948
9.27
8.04
96 1
1950
0.23
0.01
197 1
1952
9.19
7.97
3B 1
1954
0.16
7.94
19 1
1956
8.13
7.90
•00 1
1958
0.09
7.87
IDLE I
STATION
NEWDSN
OLDOSN
/CONT .)
FLOW
FLOW
53
'R DAY MON HRMN

)2 1
2002
U.U3
/.Ul
D3 1
2004
8.00
7.77
)4 1
2006
7.97
7.74
15 1
2008
7.93
7.71
D6 1
2010
7.90
7.68
R 1
2012
7.88
7.65
18 1
2014
7.85
7.63
D9 1
2016
7.82
7.60
10 1
2010
7.79
7.57
11 1
2020
7.76
7.54
12 1
2022
7.73
7.51
13 1
2024
7.71
7.49
14 1
2026
7.68
7.46
15 1
2028
7.65
7.44
i6 1
2030
7.63
7.41
17 1
2032
7.60
7.38
IB 1
2034
7.58
7.36
19 1
2036
7.55
7.33
10 1
2038
7.53
7.31
21 1
2040
7.50
7.29
t2 1
2042
7.48
7.26
13 1
2044
7.45
7.24
24 1
2046
7,43
7.22
:5 1
2048
7.40
7.19
16 1
2050
7.30
7.17
27 1
2052
7.36
7.15
_8 1
2054
7.33
7.12
19 1
2056
7.31
7.10
30 1
2058
7.29
7.08
11 1
2100
7.27
7.06
'2 1
2102
7.24
7.04
33 1
2104
7.22
7.01
.4 1
2106
7.20
6.99
15 1
2109
7.18
6.97
36 1
2110
7.16
6.95
.1 1
2112
7.14
6.93
18 1
2114
7.12
6.91
39 1
2116
7.09
6.89
0 1
2118
7.07
6.87
I 1
2120
7.05
6.85
42 1
2122
7.03
6.83
3 1
2124
7.01
6.81
4 1
2126
6.99
6.79
45 1
2128
6.97
6.77
6 1
2130
6.95
6.75
'7 1
2132
6.93
6.73
48 1
2134
6.91
6.71
9 1
2136
6.09
6.69
"0 1
2138
6.87
6.67
RE 1
STATION
NEWDSN
OLDDSN
'ONT.)
FLOW
FLOW
.R DAY MON HRMN
-51 1
2140
6.86
6.66
,2 1
2142
6.84
6.64
9 1
2144
6.82
6.62
-i4 1
2146
6.80
6.60
5 1
2149
6.78
6.59
5 1
2150
6.76
6.56
•i7 1
2152
6.74
6.55
d 1
2154
6.73
6.53
9 1
2156
6.71
6.51
)60 1
2158
6.69
6.49

62 1
M2
b.bB
b.4b
i63 1
2204
6.64
6.44
,64 1
2206
6.62
6.42
'65 1
2208
6.60
6.41
366 1
2210
6.5B
6.39
67 1
2212
6.57
6.37
'60 1
2214
6.55
6.36
)69 1
2216
6.53
6.34
70 1
2210
6.52
6.32
'71 1
2220
6.50
6.31
M 1
2222
6.40
6.29
73 1
2224
6.47
6.27
"74 1
2226
6.45
6.26
)15 1
2228
6.43
6.24
76 1
2230
6.42
6.23
'77 1
2232
6.40
6.21
)78 1
2234
6.38
6.20
79 1
2236
6.37
6.18
'80 1
223E
6.35
6.16
381 1
2240
6.34
6.15
32 1
2242
6.32
6.13
13 1
2244
6.31
6.12
304 1
2246
6.29
6.10
35 1
2248
6.27
6.09
'96, 1
2250
6.26
6.07
,87 1
2252
6.24
6.06
JB 1
2254
6.23
6.04
99 1
2256
6.21
6.03
190 1
225E
6.20
6.01
)1 1
2300
6.18
6.00
12 1
2302
6.17
5.99
,93 1
2304
6.15
5.97
0 1
2306
6.14
5.96
i5 1
2308
6.13
5.94
,96 1
2310
6.11
5.93
37 1
2312
6.10
5.91
98 1
2314
6.08
5.90
99 1
2316
6.07
5.89
)0 1
2310
6.05
5.07
TABLE 1
STATION
NEWDSN
OLDDSN
;ONT.)
FLOW
FLOW
ER DAY MON HRMN
2320
6.04
5.86
2322
6.03
5.85
2324
6.01
5.B3
2326
6.00
5.82
2328
5.98
5.80
2330
5.97
5.79
2332
5.96
5.78
2334
5.94
5.77
2336
5.93
5.75
2338
5.92
5.74
2340
5.90
5.73
2342
5.89
5.71
2344
5.08
5.70
2346
5.86
5.69
2348
5.05
5.67
2350
5.84
5.66
2352
5.B2
5.65
2354
5.81
5.64
2356
5.80
5.62
2359
5.79
5.61

51
PHYSICAL S UR VE Y
CERTIFICATE OF SURVEYOR
1. Brim N. Hobbs do certify
that under my direction and supervision, the
attached physical survey was drawn from an
actual survey made under my supervision. chat
the ratio of departures is 1:10,000+. Witness my
hand and seal this ),St do of 1996.
IAN N. HOBBS R.L.S. L-3122
CAR``II I11111 Illl O \
J
Su
/,IIV N1Ili�l�'%v�````.
El
ZI
Ir
1
F./
5D3/
/
/
/
/
I
1
1
1
1
I
I, 33.98'
23 1
=E_ 52.17'
--—— — — — — —-
/ 1
/ 1
/ 1
1
1
1
o �a� I11
111
1
Existing 1
Foundation 1
I
j 1
1
I
I
le II
1
1 1
I
1 I
1 I
I 1
1
1 °
L— — — — — — — — — — — — — — — — — — — —
R=760.00'
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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
April 25, 1996
Mr. Roy Lorenzen, P.E.
John R. McAdams Company
Post Office Box 14005
Research Triangle Park, North Carolina 27709
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 951020
Wentworth @Landfall
New Hanover County
Dear Mr. Lorenzen:
The Wilmington Regional Office received previusly requested information for Wentworth @Landfall
on December 8, 1995. A review of that information has determined that the application is not complete.
The following information is needed to continue the stormwater review:
1. The question of ponds in series and designing for all drainage has been declared a non -issue
in this case. The Central Office has directed that we work with you in the pond's design.
Some determination must be made as to the treatment effectiveness of the upper pond and
how the increased runoff into the lower pond will affect it's settling capacity.
2. Please redirect the inlet pipes from Road B and C away from'the outlet. Short-circuiting is
a concern.
3. Provide a typical dimensioned footprint for the townhome.
4. Provide a forebay at the inlets of all pipes into the pond.
5. Provide a 6:1 vegetated shelf around the perimeter of the pond. (Width is left to the
designer).
6. Can the Phase I pond meet design requirements based on Phase I impervious area? Please
delineate extent of Phase I impervious area construction.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Lorenzen
April 25, 1996
Stormwater Project No. SW8 951020
7. According to the latest runoff determination methodology based on a method outlined by
Schuler, your volume provided in the Wentworth pond will be adequate. Attached please
find a copy of that runoff volume determination method.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to May 25, 1996, 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
DA/arl: S:\WQS\STORMWAT\ADDINFO\951020.APR
cc: Ken Gebert
CIinda_Lewi?
Central Files
2

MAR 21 199fi
THE JOHN R. McADAMS COMPANY, INC------------------
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
March 19, 1996
Ms. Linda Lewis
N.C. Department of Environment, Health, and Natural Resources
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
Re: Wentworth at Landfall
GBT-95000
Dear Ms. Lewis:
This is in response to the preliminary review comments on the Stormwater
Management Permit Application for Wentworth at Landfall, Stormwater Project
No. SW8 951020, of November 17, 1995, and more specifically the response letter
to those comments from this office dated December 7, 1995. As of this date, no
solid verbal response has been offered by NC DEM, as has no written
correspondence of any type been received by this office. We do wish to move
ahead in this matter, and would appreciate some response by NC DEM regarding
this project.
Sincerely,
THE JOHN R McADAMS COMPANY, INC.
Donovan A. Clark, EIT
Assistant Project Manager
�Tfill URN41A '
0
E C E I V E
MAR 2 51996 D
D E M
PROJ ri

COLONY COAST CONTRACTORS, INC.
DEVELOPERS OF WENTRVO1;CrB AT LANDrALL
December 12, 1995
DEC 1.4 1995
. ,�.$Q5I..2..
1916 Inverness Lane, Wilmington, NC 28405
910-256-8981
Ms. Linda Lewis, Environmental Engineer
State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Re: Wentworth @ Landfall
Dear Linda:
910-256-0810 Fax
Roy Lorenzen with John McAdams Office indicated the check for the
$385.00 stormwater application fee has been lost. Please find enclosed our
replacement check No. 1045 in the amount of $385.00. Our original check
was No. 1023 written on 10-24-95 per the attached copy. If this check
should be found in your office or in McAdams office, I would appreciate it
being returned to me.
Also for Your information the name of this development has recently changed
from Wentworth at Landfall to Royal 13irkdale at Landfall.
Sincerely,
Kenton R. Gebert
President, Colony Coast Contractors, Inc.
General Partner for Wentworth L.P.
KRG:js
Cc: R. Lorenzen, John McAdams Co.

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
December 6, 1995
IS TO. ,1R A A
Ms. Linda Lewis zj�atJ� tls!
N.C. Department of Environment, Health, and Natural Resources 6
Division of Environmental Management OD
127 Cardinal Drive Extension 9
Wilmington, N.C. 28405-3845 DEC 0 8 1995
Dear Ms. Lewis:
D. E IVI
IROJ 07-0
This is in response to the preliminary review comments on the Stormwater
Management Permit Application for Wentworth at Landfall, Stormwater Project
No. SW8 951020, of November 17, 1995. Specifically, this response addresses
the comments on the use of SCS vs. Rational methods for calculating the 1" storm
runoff; the effects on the downstream receiving body, Landfall Clubhouse Pond
(SW8 950506); and the calculation of off -site impervious areas contributing to
runoff to the proposed Wentworth at Landfall pond.
As per our conversation of November 30, 1995, this office supports the
use of the SCS curve number method for calculating the runoff from the 1" storm.
The Rational method was developed in the 1850s for the estimation of peak
discharges from a given drainage area. It is maintained by the Wilmington
Regional Office that a rainfall amount should be substituted for rainfall intensity
in the relationship, with no modifications of the Rational `c' coefficient. It is the
belief of this office that the Rational `d coefficient was developed for the
calculation of peak discharge rates for a given design storm with return periods
ranging from 2 to 100 years. Without any given technical proof that this
relationship holds true when substituting a rainfall amount for intensity, especially
when the storm in question is a small storm with no given duration, we hesitate to
design the pond on this basis. Referencing Hydrology and Flood Plain Analysis,
p. 395, by Philip B. Bedient and Wayne C. Huber, 2"d edition, "One of the
principal fallacies of the Rational method is the assumption that a real catchment
will experience a constant fractional loss, regardless of the total rainfall volume or
antecedent conditions." The SCS curve number method models runoff more
realistically, with greater losses occurring during the beginning amounts of
rainfall. However, the use of a composite curve number for an entire site without

analyzing the hydraulic characteristics of the site can underestimate runoff
amounts. An appropriate method for calculating runoff is to calculate runoff,
using the SCS curve number method, from the hydraulically connected
impervious surfaces (those draining directly to the point of interest, with no
overland sheet flow across pervious surfaces), calculating the runoff from other
areas not hydraulically connected using a composite curve number (landscaped
areas, etc.), and adding the subtotals to find the total site runoff. This method is
supported in a number of hydrology texts. The use of such a method prevents
overestimating the amount of runoff from landscaped and other non -hydraulically
connected areas, as is the case when using the Rational method. The attached
calculations, using Wentworth at Landfall as the site in question, show that the
rational method greatly overestimates runoff, especially that of pervious areas.
When using the SCS curve number method, no runoff is calculated for the
landscaped areas for the 1" storm. As for the SCS curve number method applying
only to agricultural watersheds, several hydrology texts provide curve numbers
suitable for urban land uses.
Regarding the performance of the Landfall Clubhouse Pond, it is our
opinion that the increase in impervious area due to Wentworth at Landfall will not
negatively effect the performance of the pond at Landfall Clubhouse. The
original design of the Landfall Clubhouse pond was for the area now proposed as
Wentworth at Landfall to be 35% impervious. Since the development of
Wentworth will increase impervious levels above 35%, a pond for that area was
designed, which is the pond now in review. Concerns have been voiced by the
Wilmington Regional Office that the increased runoff from this development will
handicap the performance of Landfall Clubhouse pond. However, a qualitative
analysis of the runoff from the Wentwoth pond to the Landfall Clubhouse pond
shows that, while the total amount of runoff will increase due to the increased
imperviousness, the actual rate of this flow will be reduced tremendously, since
the Wentworth pond will release the F storm runoff over a two to five day period.
The net effect of this will be that the Landfall Clubhouse pond will most likely
operate with higher efficiency than the original design. The conclusion of this is
that nothing needs to be done to the Landfall Clubhouse pond.
As to the determination of a reasonable off -site residential impervious
area, the 50% level was chosen. The off site residential areas are not proposed,
but are already developed. It is this reason that no deed restrictions may be issued
for these lots, and they are unrestricted as far as impervious levels are concerned.
Since the lots are large (approximately one acre), the amount of drainage from
these lots is small (1.30 acres of 22.42 total), it seemed reasonable to set, as a
probable maximum limit, about 21,800 square feet of impervious area. Even with
the construction of a large house, driveway, and other areas, it seems probable that
the impervious levels for these lots will be less than 50%.

Please find, enclosed with this correspondence, a copy of "Attachment A",
a listing of the proposed lots, their total area (in square feet), and their maximum
impervious area (in square feet), based on a maximum of 55% impervious cover
on the lots. Please note that the deed restriction makes no mention of a percent
impervious level, it clearly states the maximum impervious surface area for any
lot, in square feet. The developer of this project has asked that Ms. Lewis respond
in writing to the fact that the impervious surfaces are acceptable (55% impervious
for the lots themselves). That response should be directed to this office.
These comments are in response to your preliminary review of November
17, 1995, and our phone conversation of November 30, 1995. Please feel free to
call me at 1 [phone] or [phone] if you have any questions or wish
to further discuss this matter.
Sincerely,
Donovan A. Clark, EIT
Assistant Project Manager
Encl.

OEC 0 R 1995 �J
-------------------------
THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
LETTER OF TRANSMITTAL STORWATER
To: Ms. Linda Lewis Date: December 7, 1995
NC DEHNR - DEM
127 Cardinal Drive Extension
Wilmington North Carolina 28405-384North Carolina 28405-3845
"FEDERAL EXPRESS"
Re: Wentworth at Landfall Job No:
I am sending you the following item(s):
DEC 0 8 1995 U
DEM
�ROJ
GBT-95000
COPIES
DATE
NO.
DESCRIPTION
2
Response Letter, Attachment "A""Restrictin 'Lo
Impervious Areas Supporting Calculations
2
Revised Stormwater and Pond Calculations
2
Revised Sheet 10 - Pond Details
These are transmitted as checked below:
X As requested
X For approval
For review and comment
Foryouruse
Remarks: I will be out of the office until December 19, 1995. Any questions
before that may be directed to Roy Lorenzen.
Copy to: Roy
C a Signed:
Roy Lorenzen
en D.• Amos Clark

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
November 17, 1995
Mr. Roy Lorenzen, P.E.
The John R. McAdams Company
Post Office Box 14005
Research Triangle Park, North Carolina 27709
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 951020
Wentworth @Landfall
New Hanover County
Dear Mr. Lorenzen:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Wentworth @Landfall on October 26, 1995. A preliminary review of that information has determined that
the application is not complete. The following information is needed to continue the stormwater review:
1. A check was missing from the submittal. This office has no record of receiving nor
depositing the check. Please provide a copy of the front and back of the cancelled check,
if any, or write a new check.
2. The differences in the runoff volumes generated by the SCS method and the Rational method
are a real concern to me. The State has always required use of the more stringent method.
Enclosed are copies of a letter written by my predecessor, and the response from the Central
Office concerning the use of the SCS method. Please revise the pond design calculations to
reflect the Rational Method.
3. I must be able to verify the impervious areas you have assumed. Simply stating that the
townhome area will be 55 % impervious is not enough. You must show your calculations
indicating how you arrived at the assumed impervious areas.
4. When assumptions are made concerning both on -site and off -site lots, recorded deed
restrictions must be indicated on Attachment A of the application form, and recorded.
Assumptions of built -upon area must be based on the full built -out potential.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 a Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Lorenzen
November 17, 1995
Stormwater Project No. SW8 951020
A summary of the built -upon area based on actually scaling the impervious area coverage,
not by use of a curve number.
6. A plan sheet clearly delineating the off -site drainage area and impervious area.
7. Have you checked the Clubhouse pond submittal to see if it has been sized to accept the
runoff from this pond? My review of the file shows that portions of Wentworth were
excluded from the drainage area to the Clubhouse pond. Those portions of Wentworth that
were included in the drainage area were accounted for at only 35 % impervious. You have
proposed a 55 % impervious site. Please see the copies of the drainage area maps provided
to this Office under the Landfall Clubhouse project, Stormwater Project Number SW8
950506, issued on July 25, 1995.
8. The best way to resolve this issue may be to revise the Clubhouse pond using the Rational
Method to compute volume, and either do away with the Wentworth Pond, or keep it as a
design feature rather than a State permitted pond.
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 December 17, 1995, or the application
will be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDII44FO\951020.NOV
cc: Linda Lewis
Keith -Cooper K en1 G eber�
Central Files

n
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
William W. Cobey, Jr., Secretary Regional Manager
DIVISION OF ENVIRONMENTAL MANAGEMENT
May 11, 1990
MEMORANDUM
To
Bradley Bennett
From: Alexis Finn
Subject: SCS versus Rational Method Discrepancies
Stormwater Basin Sizing
As we discussed yesterday, significant differences in basin
sizing have arisen when an infiltration system is sized using
both the SCS and Rational Methods. In this instance, the SCS
Method results in sizing for a significantly smaller basin than
f the Rational Method. Please find attached Houston & Associate's
stormwater calculations as well as a spread sheet version of the
stormwater review.
Both methods have advantages and disadvantages for computing
Design Discharge. The SCS Method is inherently sensitive to the
sites characteristics because of the larger number of input
variables. DEM typically uses the Rational Method because of its.
common usage by the engineering community and its ease of
application. In the past these discrepancies have been resolved
by using the most stringent design.
I wish to thank you for
information. Your guidance is
additional information, please
[phone].
AIF:SCS
cc: Bill Mills
Alan Klimek
taking the time
appreciated. If I
do not hesitate
to review this
may provide any
to call me at
7225 Wnghmvillc Avenue, Wilmington, NC. 28403-3696 • lclephone 919-25Cr4161 • FaN 919-25685'
An Equal Oplvmunity Affirmative Action Employer

RECEIVED
rtasJ
MAY 18 1yy0
Wilmington Rbgfullal otffco
State of North Carolina nEM
Department of Environment, Health, and Natural Resources
Division of EnvironmentaWanagement
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor George T. Everett, Ph.D.
William W. Cobey, Jr., Secretary Director
May 18, 1990
MEMO TO: Alexis Finn
FROM: Bradley Bennettt/5b
THROUGH: Alan Klimek W!y/
SUBJECT: Discrepancies in Determining Runoff Volumes for
Designing Stormwater Facilities
I have reviewed the information you forwarded to me
concerning questions in determining runoff volumes in the design
of stormwater facilities. While both the Rational and SCS
methods may be utilized for this purpose, we feel that the
Rational Method is the most appropriate alternative for our
purposes. This, of course, may be dependent on the size of the
drainage area in question. As we discussed, your use of the
Rational Method for sites of less than 20 acres is a valid
application of these procedures. We also feel however, that
sites with 50% impervious cover or more should be analyzed using
the Rational Method regardless of the size of the site.
As a procedure, DEM feels that the SCS Method has some short
comings under certain situations. One problem area appears to be
the assumptions on initial abstractions (infiltration, depression
storage, etc.). These assumptions were based on data from
agricultural watersheds where these initial losses should be
higher than those appearing in an urban area. The effect here
being low estimates of runoff volume. In correlation with this
problem is the size of the rainfall event of concern. A 1.5 inch
rainfall event routinely occurs more than once per year (less
than a 1 year 24 hr. storm). With this in mind, it is apparent
that any overestimates of initial losses for a storm of this size
could significantly reduce runoff volume estimates. For larger
storms, this discrepancy may, in fact, be insignificant as a
large portion of the storm becomes direct runoff.
If you have any further questions -please feel free to contact
me or Alan at 733-5083.
f rational.mem/tbb.2
rolludon are radon rays
P.O. Box 27687. Raleigh, North C.vollna 27611-7687 Telephone [phone]
An Equ� I Opportunity Affirmative Action Employer

THE JOHN R. WADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
LETTER OF TRANSMITTAL
To: Ms. Linda Lewis
NCDEHNR -DEM
Water Quality Section
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: Wentworth at Landfall
I am sending you the following item(s):
Date:—
N � N, 1,�HWVV,A� EH
UCT 2 G 1995
_ S(,Q8.95/0ZO
Job No: GBT-95000
COPIES
DATE
NO.
DESCRIPTION
1
Check for $385.00
2 sets
Drawings: Sheet 1 Site Plan, Sheet 2 Utility P1
Sheet 3.Storm Drainage and Erosion Control l
Sheet 10 Water Quality Pond Grading & Detail
Exhibit "Noting Drianage Area"
1 copy
Deed Restriction with Attachment A
1 copy
DEM, Permit Application
1 copy
Pond Maintenance Requirements
1 copy Strom Drainage ana tcetention rona L aicuiauons
These are transmitted as checked below:
As requested
X For approval
For review and comment
Remarks:
Copy to: Ken Gebert
For your use
Signed: t O
R y P. Lorenzen, PE
Project Manager
in,
Ilan,
s

P
Project Name:
Responsible Party:
POrIND MAINTENANCE REQUMENIENTS
Wentworth at Ilandfall. Block 17A
No. GBT-95000
Phone No. [phone]
Address: 1916 Inverness Lane, Wilmington, North Carolina 28405
I. Nlonthly, or after every runoff producing rainfall event, whichever comes fast:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Inspect and clear the orifice of anv obstructions. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DENT personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
H. Quarterly:
.1
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting,riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 % of original
design. depth or 3 feet whichever is greater, sediment will be removed to at least the
original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a veal
as necessary. �`j'�����V T
Inl
�IJunUU( OCT 2 6 1995 U
D E M
PROJ# k8 qS OOZO

Lr'
fir.'

nr "
POND NIAINMNANCE REQUIRENIENTS
PAGE 2
W. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice/pump is designed to draw down the pond in 2-5 days. if drawdown is not vll�
accomplished in that time, the system will be checked for clogging. T'ne source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements:
I, Ken Gebert P 7417 144 , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as pan of the Certification o Complianc with S�tormwater Regulations received for this project.
Si a..^ure: .%/mil Date:
I, 4 allotary]?ublicfor the State of L inpQ�
C u ty ofhereby cenif that
pe nally appeared before me this _ c n. day of 19 S , and acknowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
expires /— / 9- Q�
DA/arl: S:\WQS\STORNIWA=ORMSiO&M-POND. FOR

DMSION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION
girkolale to
1. Project Name Wentworth @ Landfall, Block 17A
2. Location, directions to project (include County, Address, State Road) Attach map. Landfall
bite is on Lett opposite Sun Runner Place.
3. Owner's Name Wentworth Limited Partnership Phone [phone]
4. Owner's Mailing Address: 1916 Inverness Lane
City Wilmington State NC Zip 28405
(AKA Graham
5, Nearest Receiving Stream Pembroke Jones Lake Lake) Class C
6.Projectdescription_ Cluster Homesite Development
II. PERMIT INFORMATION
1. Permit No,rro be,fdled b, byDEMr) j(N $ �� � O Fee Enclosed $
2. Permit Type New $ Renewal Modification (existing Permit No.?)
3. Project Type: _Low Density x Detention_ Infiltration Other:_ Redevelop _General _Dir Ceti
4. Other State/Federal Permits/Approvals Required (cheek eppeop pate bkras)
CAMA Major Sod imentation/Erosion Control x 404 Permit
III. BUILT UPON AREA Mewe ✓" NC4C ut.Loos that .1007 for npplicoble demity C,mla)
Drainage Drainage Breakdown of Impervious Area
asin 13min (P4aa bdicw. below the design Lmpe,.faa arch)
Classification C Buildings 7.64 Ac.
Allowable Impervious Area 6.24 Ac.
Total Project Area 20.8 Ac
—
Proposed Impervious Area 9.56 Ac
% Impervious Area 46%
IV. STORMWATER TREATMENT (Delerlbe how the n.no -Q be vo d)
Streets 1.92 Ac.
Parking/SW,
Totals 9.56
Wet detention pond with storage for runoff from a 1" storm inverted syphon for
drawdown to normal pool, principal spillway to pass larger storms

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
1 Ken
4Z 410
the information included on this permit
(Prewe prW or type tome c7ea ) V
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 complies with the requirements of 15A NCAC 2H.1000.
I. authorize the below nargOed person firm to submit stormwater plans on my behalf.
�/. // . / /o ,
Agent Signature and
VII. AUTHORIZATION (mvsTAE coMPLEfrD)
Person or firm name Ken Gebert, Wentworth Limited Partnership
Mailing Address
1916 Inverness Lane
City Wilmineton State NC Zip 28405 Phone [phone]
Please submit form to the Regional Office that serves the area that the project is located, as indicated on
Attachment B.
oc: Applicant/WiRO//Central Files
�TOffrcceAuse onnllyl'
��h.ii-tl11b-
I� 0OCT 2 6 1995
PROD 5wS 5toZO

ENGINEERING 6 FACILITIES
APPLICATION G
q 3 - i,.5
FOR File Numbei
PERMIT
Fee pai
FOR 1 1 / � q 9'
A LAND -DISTURBING ACTIVITY
Date
UNDER THE CONDITIONS SET -FORTH BY
THE NEW HANOVER COUNTY
SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE
Applicant: Wentworth Limited Partnership Applicant's Agent: Ken Gebert
Address: 1916 Inverness Lane Address: 1916 Inverness Lane
Wilmington, NC 28405 Wilmington, NC 28405
Telephone Number: [phone] Telephone Number: [phone]
Total Acres of Land Disturbance: o90Purpose of Development: New homesites
Location and Description of Land Disturbance:
Wentworth at Landfall, Block 17A enter from Military Cut-off Road and go
± 6,000 LF along Arboretum Drive. Site is on left opposite Sun Runner Place
Approximate Start Up Date
Approximate Completion Date:
STATEMENT OF FINANCIAL RESPONSIBILITY
Land owner(s) of Record
Name: Wenworth Limited Partnership
Address: 1916 Inverness Lane
Wilmington, N G 28405
Telephone Number: [phone]
Person or firm(s) financially responsible
for the land -disturbing activity
Name: Wentworth Limited Partnership
Address: 1916 Inverness Lane
Wilmington, NC 28405
Telephone Number: [phone]
Location of deed(s) or instrument(s): County.
County
Book Page
Book Page
The above information is true and correct to the best of my knowledge and belief and was
provided by me while under oath. (This form must be signed by the financially responsible
person if an individual and by an officer, director, partner, attorney -in -fact, or other
person of authority to execute instruments for the financially responsible person if not
an individual.)
Date:/D�'Z�

Attachment "A"
Total Lot Area Maximum Impervious
Lot # I (SF) I Area (SF)
1
19049.00
10476.95
2
12346.00
6790.30
3
11553.00
6354.15
4
11567.00
6361.85
5
11660.00
6413.00
6
11952.00
6573.60
7
12718.00
6994.90
8
13193.00
7256.15
9
14632.00
8047.60
10
11860.00
6523.00
11
12328.00
6780.40
12
11775.00
6476.25
13
11510.00
6330.50
14
10999.00
6049.45
15
17408.00
9574.40
16
15656.00
8610.80
17
10732.00
5902.60
18
10821.00
5951.55
19
12823.00
7052.65
20
12318.00
6774.90
21
11580.00
6369.00
22
19351.00
10643.05
23
21617.00
11889.35
24
13715.00
7543.25
25
13701.00
7535.55
26
12621.00
6941.55
27
10613.00
5837.15
28
11804.00
6492.20
29
12813.00
7047.15
30
15718.00
8644.90
31
11210.00
6165.50
32
11057.00
6081.35
33
11170.00
6143.50
34
11283.00
6205.65
35
11329.00
6230.95
36
13074.00
7190.70
37
10651.00
5858.05
38
10965.00
6025.25
39
11822.00
6502.10
40
11697.00
6433.35
41
11225.00
6173.75
42
10478.00
5762.90
43
10023.00
5512.65
44
9866.00
5426.30
45
10858.00
5971,90

Attachment "A"
Lot #
Total Lot Area
(SF)
Maximum Impervious
Area (SF)
46
11314.00
6222.70
47
14538.00
7995.90
48
13530.00
7441.50
49
11726.00
6449.30
50
12278.00
6752.90
51
10889.00
5988.95
52
10298.00
5663.90
53
14021.00
7711.55

THE .IOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
��� [phone] Fax [phone]
J R McA JOB NO. i�_ ISCt�Q DATE
PAGE I OF 3
BY VAC, , CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT I-kFn - Tb PEM
(,ONSiC&YL THE S(le (PDfWD2TA AT LAr.>nFAIL)
-62MR,-)1V<L, SITE As G(vEN
i %IEZf AZEA % 20.5 MGt�-F�c
' F�,;Iper 1-m k, Lor, - 15.3
k, Is ii' O.(nZ /G.1 =- SI '- 55.7% IMP.
- � AQZA =
1,g10 Atr,
@ C= 0.13 /G.► = at,
- 09" IMP.
' STpzm a R 41
= 3,54 A . is C, = 0 , to I / ct'4 a I
- 54 �" I M a
(G Z� 0F ccof-SE . 0,10
ACRE
°C t: = 0.2Z / Ct l = (a 1 -
O%o 1 M'P,
3 aFPslrS
1,30AC,
@ C= 0,51 jw = 0o
IM?'
4oFF-s)S Sr>z.I� °,
?-IV-; = 0,2ZAC S G=0.e1 IW=
51 - 54�o IMP,
"fomLL 'DA To ?air) = Z2,42 xlt- G G= a6oL laN = 8Z (4911M-p�
NOTE jZAT1a--)A L. 'c.' w BASER co ,
Lftjc6c"w lGel�SSy G= 0.2Z / C."J = to,,,
IMPER-u(a)S SviaGE C= O,qS �C.1.1= 95
uSI rNG P.A-`i l onJXL M EntbD
pm(AP. = I.0A
S.�uNOFF =
umpos(16 tC = O,Ioz,
CPA = (0,bz>(1,01i��Zz,c(ZAe�
= 50, 46o CF p'/0 -Gig= r

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
J R McA JOB NO.6ZE - s l / DATE
PAGE Z OF
BYykc- CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT
USI NG SGS WTtt
,6-AVf7E SITE IS SMM,c, (U-4t AL) 1 ASSLNE -1ANT ALL
IMPe?-uIouS A-LuA SUNS To Tvic lsvezT kQrE�S A W<%-CO
Sj'f-FACE:, 1JMA No 1NPIL:MATiotJ 0,4 Ge" ALAS.
TI-MEP646 , THE IMPER-VICtn SW -FACE- ALE IiLlD*AvUCALV4
czwr,-%@ "D To T4E �' of? DGI A - AIQEG7Ly Cc'* � --D
ImPM\oa,s Ate.
Tvrmd ImPE-vIolx A2EAk II. 10
7"arAti Fmv1ou5 Ate -A, I1,3Z Ae-z S @ Cnl = (ol
• RUNCFF 'Facet IMpv-VICUS SU>?.Fm-65 7
rcEr.IA, = 1. bn j Gl.l= 9b
le
\L Z
\.0" +Ole (0,2o4')
�uNoFF = D.-791 ( 11.1O W- = 31, 67o c.F
I

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
PAGE � OFF
J R McA JOB NO. 691-- 1 9�DDATE BY DNC, CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT
• D' • fir.
load -- Iv = (n.3q tt
Q>E _ [ I.D°- D.Z60.39"»Z i #Io P-VNoFF EXISTS,
�.o+-o,a (to.39I Cp-o,z5 <o)
TOTA" RuNoFF = Impu-VIou5 t lmvlauS
31,0'70of -+ Oct
31,8-70 CF
F�Sul.T5
lWtcNA-L.1i HFNvD = 5o,4doo CF \
5clS W MeTll� ?I I BI C -1 /
-nNE DIPkXCW-E 15 S�ASTANr�, hbw&Wf-, I-N5 PiFFegl-)�
IS acaAi,' D By TIC F�"cr-� mmico -a6-Nb ve'/a�
5G Eli A,; � *KA4 *1Sckt26E t--5nmA ?, iJ1-hl,E 714E SGS
cla evE NVM&'P, Mao wAS -Tb CAV uLAIC;
1z- THhS , IT Sri�uVn r e C&nV- eo , -rA-WT V
Pw➢ T$-;'0 T:bk SVC.N USE. TNh5 MoI�L WWLD 13E
SGs , WT R-4ria-AL, wHt;N 64W51N6' Pam► T► F- Two.

"New Design" Area Limits
"Old Design" Area Limits
LANDFALL ASSOCIATES
23
9"
7
36
3
32
49
50
--------------------
15
5a
16 •
22
17
21
2 ; 0
18
1/
- - --------
23
24
29
25
-'2
Drainage Area Map; 1"=150'
HIM HAMM CGUIRW
3
SIM me W= WWW
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