SW8000408_Historical File_20051007

o�CF \NArFRQG Michael F. Easley, Governor
William G. Ross, Jr., Secretary
r North Carolina Department of Environment and Natural Resources
> -i
p Alan W. Klimek, P.E. Director
Division of Water Quality
October 7, 2005
Mr. Dan Easter, Vice President
Watermark Marina of Wilmington, LLC
5110. Hillsdale Circle, Suite 200
El Dorado Hills, CA 95762
Subject: Stormwater Permit No. SW8 000408 Modification
Watermark Marina of Wilmington (formerly Barnards Creek Yacht Club)
High Density Project
New Hanover County
Dear Mr. Easter:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
Watermark Marina of Wilmington on October 7, 2005. 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 000408 Modification dated October 7, 2005,
for the construction of the subject project. This permit modifies the original Permit No. SW8 000408,
issued May 25, 2000, as follows: (a) owner name change from Barnards Creek, LLC to Watermark
Marina of Wilmington, LLC; (b) project name change from Barnards Creek Yacht Club to Watermark
Marina of Wilmington; (c) drainage area increase to 9.44 acres and impervious area decrease to
321,805 ft2; (d) Plan revisions; and (e) modifications to the previously permitted wet detention pond and
outlet structure, based on as-built drawings that were generated in September 2005.
This permit shall be effective from the date of issuance until October 7, 2015, 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 adjudicatory 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 150E 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 Paul
Bartlett, or me at [phone].
Sincer ,
E ar'"d Beck
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:IWQSISTORMWATIPERMIT1000408Mod.oct05
cc: Mark T. Arcuri, P.E., Criser Troutman Tanner Consulting Engineers
Tony Roberts, New Hanover County Building Inspections
City of Wilmington Stormwater Services
Beth E. Wetherill, New Hanover County Engineering
Division of Coastal Management
Paul T. Bartlett, P.E.
Wilmington Regional Office
Central I es
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone] Customer Servicel-877-623-6748 One
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us NQI'ffiCaT011lla
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper ATW97111/

State Stormwater Management Systems
Permit No. SW8 000408 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT 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
Dan Easter and Watermark Marina of Wilmington, LLC
Watermark Marina of Wilmington (formerly Barnards Creek Yacht Club)
New Hanover County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .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 October 7, 2015, 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. This permit modifies the
original Permit No. SW8 000408, issued May 25, 2000, as follows: (a) owner
name change from Barnards Creek, LLC to Watermark Marina of Wilmington,
LLC; (b) project name change from Barnards Creek Yacht Club to Watermark
Marina of Wilmington; (c) drainage area increase to 9.44 acres and impervious
area decrease to 321,805 ft ; (d) Plan revisions; and (e) modifications to the
previously permitted wet detention pond and outlet structure, based on as-built
drawings that were generated in September 2005 and are approved with this
permit modification.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 321,805 square feet of
impervious area.
3. The tract will be limited to the amount of built-upon area indicated on page 3 of
this permit, and per approved plans. There is no allotment for future built-upon
area at the site.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 000408 Modification
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built-upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design conditions:
a. Drainage Area, P.cres: 9.44
Onsite, ft P. 411,206
Offsite, ft2: None
b. Total Impervious Surfaces, ft2: 321,805
C. Design Storm, inches: 1.0
d. Pond Depth, feet: 9.82
e. TSS removal efficiency: 90%
f. Permanent Pool Elevation, FMSL: 2.82
g. Permanent Pool Surface Area, ft2: 32,550
h. Permitted Storage Volume, ft3: 50,674
i. Temporary Storage Elevation, FMSL: 4.22
j. Controlling Orifice: 2.5"0 pipe
k. Permitted Forebay Volume, ft3: 35,186
East Forebay, ft 15,936
West Forebay, ft3: 19,250
I. Receiving Stream/River Basin: Cape Fear River/ Cape Fear
M. Stream Index Number: 18-71
n. Classification of Water Body: "SC''
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Page 3of8

State Stormwater Management Systems
Permit No. SW8 000408 Modification
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, 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. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a.. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
C. The falling water from the fountain must be centered in the pond, away
from the shoreline. ,
d. The maximum horsepower for a fountain in this pond is 1/3 horsepower.
6. The facilities shall be constructed as shown on the approved plans. 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. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
y. Access to the stormwater facilities shall be maintained via appropriate
easements at all times. '
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 000408 Modification
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built-upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11 . The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. 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.
13. 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.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event-of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, 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. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
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) having jurisdiction.
4. In the event that the facilities ►ail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action ,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all component, of the permitted
stormwater management facility.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 000408 Modification
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 7th day of October 2005.
NORT CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Alan W. Klimek, P. ., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 000408 Modification
Watermark Marina of Wilmington
Stormwater Permit No. SW8 000408 Modification
New Hanover County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/
full time) the construction of the project,
(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.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 000408 Modification
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The.drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Veoetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Tony Roberts, New Hanover County Building Inspections
Page 8 of 8

G� GRISER
TROUTMAN
r TANNER
TRANSMITTAL LETTER
TO: FROM:
PAUL BARTLETT Mark T.Arcuri, PE
COMPANY: DATE:
NCDENR 10-7-05
ADDRESS: CTT'S PROJECT NUMBER:
127 Cardinal Drive 5484.02
Wilmington, NC 28405
PHONE NUMBER: CLIENT'S REFERENCE NUMBER:
910-796-7215
RE:
Watermark Marina -Wet Detention Basin
Supplement
WE TRANSMIT: ❑ATTACHED ❑UNDER SEPARATE COVER ❑HAND CARRIED BY ❑UPS/FEDEX
THE FOLLOWING: O TRACINGS ❑ PRINTS ❑ INSPECTION REPORT ❑SHOPDRAWINGS ❑SPECIFICATIONS ❑ OTHER
COPIES DATE SHEET NO. DESCRIPTION REMARKS
1. 10-7-05 WATERMARK MARINA - WET DETENTION BASIN
SUPPLEMENT
NOTES/COMMENTS:
CEIV
RECEIVED O C T
7005
OCT 0 20 5
S-��j �aDv . _ ..__..___..._
F3Y: P
by:
GRISER TROUTMAN TANNER CONSULTING ENGINEERS
Post Office Box 3727 Wilmington,NC 28406 1 3809 Peachtree Ave.Suite 102 Wi'mington,NC 28403 p 910.397.2929 f 910.397.2971

DETENTION POND ANALYSIS FILE NAME: G:IDATAIWPDATAIWQSIPOND1000408MOD.WK1
PROJECT#: SW8 000408MOD REVIEWER: P.Bartlett
PROJECT NAME: Watermark Marina of Wilmington
(formerly Barnards Crk.Yacht CI DATE: 06-Oct-05
Receiving Stream: Cape Fear River Class: SC
Drainage Basin: Cape Fear River Index No. 18-71
Site Area 11.90 acres
Drainage Area Oli square feet Area = 9.44 acres
IMPERVIOUS AREAS
Rational C
OS Bldgs 136129.00 square feet 0.95
OS Parking/Drive Aisle 173825.00 square feet 0.95 d
OS sidewalks 1270.00 square feet 0.95
OS Other (pool & patio) 10581.00 square feet 0.95
square feet
square feet
TOTAL IQ # square feet Rational Cc= 0.79
SURFACE AREA CALCULATION
% IMPERVIOUS 78.26% SA/DA Ratio 2.71%
Des. Depth 9.82 Req. SA 11156 sf
TSS: 90 Prov. SA sf
VOLUME CALCULATION * place a "1" ,n the box if Rational is used
Rational ?* FOREBAY
Des. Storm inches Perm. Pool Volume= 101312
Rv= 0.75 Req. Forebay Volume= vw, 20262.4
Bottom -7 msl Provided Volume= 35186.00
Perm. Pool msl Percent= € a
Design Pool 4.22 msl
Design SA 39842 sf
Req. Volume i € cf SA @ = 10233 32550 39842.00
Prov. Volume cf Elevation= -2 2.82 4.22
ORIFICE CALCULATION
Avg. Head = 0.65 ft Q2 Area = 5.56 sq. in.
Flow Q2, cfs 0.150 cfs Q5 Area = 2.22 sq. in.
Flow Q5, cfs 0.060 cfs Orifice Area 4.91 sq. in..
No. of Orifices Q= 0.132 cfs
Dia
meter, in
ches
weir
Drawdown = days
COMMENTS
Surface Area , Volume and Orifice are within Design Guideline:

DATE . DESIGN CRISER TROUTMAN TANNER SHEET
Wilmington, CONSULTING ENGINEERS North Carolina
� OF
CHECK JOB FOR JOB NO.
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RECEIVED
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TRANSMITTAL LETTER C R I S E R
TROUTMAN
TANNER
TO: FROM:
Paul.Bartlet MarkT.Arcuri,PE
COMPANY: DATE:
NCDENR SW September 30,2W
ADDRESS: CRISER&TROUTMAN'S PROJECT NUMBER:
Cardinal Drive 5484
Wilmington,NC
PHONE NUMBER CLIENT'S REFERENCE NUMBER:
796-7215 SEA' 3 0 M5
RE:
Watemnaark Marina SW App Revisions .—
WE TRANSMIT: ❑ATTACHED ❑UNDER SEPARATE COVER ❑HAND CARRIED BY ❑UPS/FEDEX
THEFOLLOWING: ❑TRACINGS ❑PRINTS ❑INSPECnoNREPORT ❑SHopDRAWINGS ❑SPECIFICATIONS ❑OTHER
COPIES DATE SHEET DESCRIPTION REMARKS
1 ORIG PG 2 STORMWATER MANAGEMENT APP
1 ORIG PG 1 -3 WET POND SUPPLEMENT
1 COPY STORMWATER CALCULATIONS
2 COPIES C1.3 C1.9 CONSTRUCTION PLANS
C2.2 C2.7
PAUL:
Please let me know if you have any questions.
Cc:Dave Ja=&
r
by: 14A
CRISER TROUTMAN TANNER CONSULTING ENGINEERS
Post Office Box 3727 Wilmington,NC 28406 1 3809 Peachtree Ave.Suite 102 Wilmington,NC 28403 p 910.397.2929 f 910.397.2971
Email: marcuri@,cn=giae-efing..com

"TORNMATER NARRA71YE
AND Cc ALCULA 10KS
Project:
WATERMARK MARINA OF WILMINGTON
Location: PF,-,C F,TIvV ff D—]
4110 River Road
Wilmington, North Carolina S�� 1
New Hanover County
Prepared for: �punuu,
Watermark Marina of Wilmington, LLC ��N G p •
5110 Hillsdale Circle 4 ss 1,r
Suite 300 Q
El Dorado Hills, CA 95762 24E419
r
JQ�.►`
Prepared by: '�a..H
Mark T. Arcuri, PE �50�?,40f
Criser Troutman Tanner Consulting Engineers
3809 Peachtree Avenue
Suite 102
Wilmington, NC 28403
April 28, 2005 NDENR Express Stormwater Pre-Application Submittal
Revised: July 12, 2005 NCDENR Stormwater Application Submittal
Revised: July 26, 2005 NHCO Erosion Control Submittal
Revised: September 30, 2005 NCDENR Stormwater Comments
CTT Job 5484.00

TABLE OF CONTENTS
Narrative.................................................................. 1 - 2- 2
East Syst'ern Drainage Pipe Layout Schematic..................................3
East 10 YR Pipe Tabulation, Velocities, and HGL Profiles............4 - 8
East 50 YR Pipe Tabulation, Velocities, and HGL Profiles........ 9 — 13
Middle System Drainage Pipe Layout Schematic............................. 14
Middle 10 YR Pipe Tabulation, Velocities, and HGL Profiles.... 15 — 1 7
Middle 50 YR Pipe Tabulation, Velocities, and HGL Profiles.... 18 - 20
West System Drainage Pipe Layout Schematic...............................21
West 10 YR Pipe Tabulation, Velocities, and HGL Profiles.......22 - 23
West 50 YR Pipe Tabulation, Velocities, and HGL Profiles......24 — 25
Existing Pond Information ........................................................26 — 28
2 Year Hydrograph Info for City ...............................................29 — 50
10 Year Hydrograph Info for City ............................................. 51 — 59
50 Year Hydrograph Info for City .................................................. 59A
Pre and Post and Emergency Weir....................... ..................60 - 61
Check Existing Pond Sizing for NCDENR Quality Regt's..........62 - 64

STORMWATER NARRATIVE
GENERAL
Watermark Marina of Wilmington, LLC wishes to expand the existing Barnards
Creek Yacht Club at the intersection of Independence Boulevard and River Road
in Wilmington, North Carolina. Total property is 37 acres and is bounded to the
north by an industrial facility, to the east by River Road and undeveloped areas,
to the south by Barnards Creek, and to the west by the Cape IF-ea River. High-
ground developable area is approximately 12 acres. 7
EXISTING SITE FEATURES
Four boat and RV storage buildings currently exist on site. Also, gravel drivel
exist serving the buildings and the flat area between the building and the river.
All of these areas drain to the exis, tines and NCDENR permitted wet detention
basin (SW8 Q00408_- MAY 2000). Also, a relatively new entrance driveway and
timber bridge exists over low lying areas on the east portion of the site. No
sewer exists on site. Public water is available and installed on the property.
PROPOSED GENERAL IMPROVEMENTS
A new dry stack boat storage building is proposed to replace the existing storage
buildings. Also, a new clubhouse with a pool is planned for the area closer to the
River. New parking facilities will be constructed according to New Hanover
County Zoning. A new 12' wide pedestrian pier will be constructed alongside the
main 24' wide forklift pier (currently under construction). Also under construction
are two staging floating docks for transient (no overnight stay) and day boaters.
Both piers and floating docks will be constructed to serve recreational boaters.
The pedestrian pier will be used by persons walking and riding golf carts to and
from their boats. The main pier will be used by forklifts to take boats into and out
of the water and dry stack building. CAMA has granted a minor revision to the
existing Major CAMA permit for this work. A sewer pumpout station will be
provided on the staging docks and will be transferred to the City of Wilmington
sewer after pretreatment. Also, a boat wash area will be provided outside the dry
stack building to rinse off boats as they are taken out of the water and before
they are placed in the dry stack building. The purpose is to only rinse the boats
and keep the inside of the dry stack building as clean as possible. No soap will
be used at the boat wash area. No boat maintenance, boat painting, or removal
of bottom paint will occur on site. The boat wash will have a pressure sensor on
the water tap used for washing. The pressure sensor will cause a valve in the
drop inlet below the boat wash pad to open allowing the rinse water to flow to a
pretreatment device. No electricity is needed for this sensor and valve to
operate. The device will be an "electropulsen type, which passes the water
through an electric field, causing suspended and dissolved particles'to coagulate
and fall out. The treated water will pass on to the City of Wilmington sewer. The
concentrate will be pumped out and hauled by a permitted treatment hauler. A
sanitary sewer pump station will be installed to collect sewer from the pumpout,
boat wash, clubhouse, and dry stack building and pump sewer to an existing City

maintained gravity sewer on Independence Boulevard. By providing the above
Best Management Practices, it is the owner's intent for this marina to be certified
as a "Clean Marina" by The North Carolina Clean Marina program.
PROPOSED STORMWATER IMPROVEMENT'S
New stormwater piping will be instalied to convey runoff from all impervious
areas to the existing stormwater pond. No improvements to the existing wet
detention basin are needed. The existing pond will be used to satisfy stormwater
quality and quantity regulations by NCDENR and the City of Wilmington,
respectfully.
Erosion control will consist of using the existing pond for sediment storage. Also,
silt fence will be used to protect wetlands and conservation areas from erosion
impact. A gravel construction entrance will be provided.

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Pond Report
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,7:58 AM
Pond No. 'I - Watermark Pond
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuff)
0.00 2.82 32,550 0 0
L.46 3.00 33,C25 5,983 5,983
1.18 4.00 38,934 .18,43CL 42,412
1.68 4.50 40,74£ 19,921 62,332r
2.58 6.00 42,564 20:82F,' 83,161
Culvert!Orifice'Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 18.00 2.50 0.00 0.00 Crest Len(ft) = 16.00 3.50 0.00 0.00
Span(in) = 18.00 2.50 0.00 0.00 Crest El.(ft) = 5.30 4.22 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert:El.(ft) = 2.74 2.82 0.00 0.00 Weir Type = Riser Rect - --
Length(ft) = 24.00 12.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.60 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No -Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Oriflcs outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExHl Total
ft cult ft cfs cfs cfs cfs cfs eft cfs cfs cfs cfs
0.00 0 2.82 0.00 0.00 - - 0.00 0.00 - - 0.00
0.18 5,983 3.00 0.05 0.05 - - 0.00 0.00 - - --- 0.05
1.18 42,412 4.OQL 0.17 0.17 - - 0.00 0.00 --- - 0.17
1.68 62,333 4.50 1.89 0.17 - - 0.00 1.73 - - 1.89
2.18 83,161 5.00 7.07 0.11 - 0.00 6.96 - - - 7.07

Hydrograph Summary Report ZIt,
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (tuft)
1 Rational 3.80 1 30 6,846 I --- I --- Pre-Development
2 SCS Runoff 8.01 1 739 40,679 - i - - --- Post Development
3 Reservoir 0.15 1 1444 17,904 2 3.78 3f,3tt SOS 24hr RoutedIN
4 Rational 36.98 i? 10 22,191 -- -- Post Development Rational
5 Reservoir 0.12i: 14,870 3.44 22,113 Rational Routed
Waterimark.gpw Return Period: 2 Year Friday, Sep 30 2005, 9:06 AM
Hydraflow Hydrographs by Intelisolve

r?
CHART E-1
Runoff Coefficient for Various Land Uses
Typical Values
Sandy Soils Clay Soils
Slope Land-Use Min. MAE Min. Max.
Flat Woodlands 0.1 0. 0.15 0.20
(0-2%) *pastures, grass,& Farmland 0.1 0.20 0.20 0.25
Rooftops and pavement 0.95 0.95 0.95 0.95
Single family Residential:
1/2 acre lots and larger 0.30 0.35 0.35 0.45
Smaller lots 0.35 0.45 0.40 0.50
Multi-family Residential:
Duplexes 0.35 0.45 0.40 0.50
Apartments, townhouses,
and condominiums 0.45 0.60 0.50 0.70
Commercial and Industrial 0.50 0.95 0.50 0.95
Rolling Woodlands 0.15 0.20 0.20 0.25
(2-7%) *Pastures grass, & Farmland 0.20 0.25 0.25 0.30
Rooftops and pavement 0.95 0.95 0.95 0.95
Single family Residential:
1/2 acre lots and larger 0.35 0.50 0.40 0.55
Smaller lots 0.40 0.55 0.45- 0.60
Multi-family Residential:
Duplexes 0.40 0.55 0.45 0.60
Apartments, townhouses,
and condominiums 0.50 0.70 0.60 0.80
Commercial and Industrial 0.50 0.95 0.60 0.95
Coefficients assume good ground cover and conservation treatment.
** Weighted coefficient based on percentage of impervious surfaces and green areas must
be selected for each site.
Source: Storm water Design Manual, Town of Mount Pleasant, S.C.
5-10

Hydrograph Report
Hydraflow Hydrographs by InWisolve Friday,Sep 30 2005,7:58 AM
Hyd. No. 1
Pre-Development
Hydrograph type = rational Peak discharge = 3.80 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 9.4 ac Runoff coeff. = 0.15
Intensity v 2.686 in/hr Tc by User = 30 min
IDF Curve SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume 6,846 cuft
Hydrograph Discharge Table (Printed values—99%ofOp.)
Time --Outflow
(min cfs)
30 3.80<<
`_ �..�---- tom" �,,�✓..° '—'� � � �1��-L.11.-��
End
2. rw IQ

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(Joins inset)

NEW HANOVER, NORTH CAROLINA 5
6. Murville-Seagate-Leon association A mapping unit represents an area on the landscape
Very poorly drained to somewhat poorly drained soils and consists of a dominant soil or soils for which the unit
that have a fine sand and sand su?fa,ce layer and a fine is named. Most mapping units have one dominant soil, but
sand, sand, sandy loam, and clay loan subsoil; on some have two or more dominant soils. A mapping unit
uplands and stream terraces commonly includes small, scattered areas of other soils.
The properties of some included soils can differ substan-
T his association consists of nearly level soils in fiat or tially from those of the dominant soil or soils and thus
slightly depressional_ areas on rims of depressions and on greatly influence the use of the dominant soil. How the
broad smooth flats. included soils may affect the use and management of the
This association occupies 46 percent of the county. It is mapping unit is discussed.
26 percent Murville soils, 13 percent Seagate soils, and 13 In most areas surveyed there is land that has little or
percent Leon soils. Soils of minor extent make up 48 per- no identifiable soil and supports no vegetation. This land,
cent of this association and are chiefly Kureb, Lynn called miscellaneous areas, is delineated on the map and
Haven, Onslow, Pamlico, Rimini, and Wakulla soils. Also, 9 ver, a descriptive name. Urban land is an example.
in areas adjacent to the towns, Urban land has been Areas too small to be delineated are identified by special
mapped with Baymeade, Kureb, Leon, and Seagate soils. symbols on the soil maps.
The nearly level Murville soils are very poorly drained. The acreage and proportionate extent of each mapping
The surface layer and subsoil are black fine sand. The un- unit are given in table 4, and additional information on
derlying layer is pale brown. It is fine sand in the upper each unit is given in interpretive tables in other sections
part, sandy clay loam and sandy loam in the middle part, (see "Summary of Tables"). Many of the terms used in
and fine sand in the lower part. describing soils are defined in the Glossary.
The nearly level Seagate soils are somewhat poorly
drained. The surface layer is dark gray fine sand. The Soil Descriptions and Potentials
subsurface layer is light gray fine sand. The underlying
layer is fine sand that is dark brown in the upper part, Ba—Bayboro loam. This nearly level, very poorly
brown in the middle part, and light gray in the lower drained soil is on broad, smooth flats and in slight depres-
part. The subsoil is mottled brownish yellow sandy loam sions on the uplands. The areas are small in size and ir-
in the upper part and light gray clay loam in the lower regular in shape. Most of the acreage is forested, and only
part. a small acreage is used as residential areas. The dominant
The nearly level Leon soils are poorly drained. The sur- vegetation in the wooded areas consists of loblolly pine,
face layer is very dark gray sand. The subsurface layer is pond pine, sweetgum, tupelo-gum, sweetbay, water oak,
light gray sand. The subsoil is dark reddish brown sand. wax-myrtle, gallberry, greenbrier, and switchcane.
The underlying material is light gray sand. Typically, the surface layer is black loam 16 inches
The major soils in this association are forested or are thick. The subsoil is about 56 inches thick. The upper part
used as residential and industrial sites. is very dark gray sandy clay loam, and the lower part is
A seasonal high water table and leaching of plant mottled gray clay loam.
nutrients are the main limitations in the use and manage- Included with this soil in mapping are soils that are un-
ment of the major soils in this association. derlain by clay at a depth of 4 to 6 feet.
The organic-matter content of the surface layer is
Soil Maps for Detailed Planning medium. Permeability is slow, available water capacity is
high, and shrink-swell potential is moderate. Reaction is
The kinds of soil (mapping units) shown on the detailed strongly acid or very strongly acid throughout, unless the
soil maps at the back of this publication are described in soil is limed. The seasonal high water table is at or near
this section. These descriptions together with the soil the surface. Many areas are commonly flooded for brief
maps can be useful in determining the potential of soil periods.
and in managing it for food and fiber production, in A seasonal high water table, flooding, moderate shrink-
planning land use and developing soil resources, and in swell potential, and slow permeability are the main limita-
enhancing, protecting, and preserving the environment. tions in the use and management of this soil. If this soil is
More detailed information for each soil is given in the drained, most-lawn grasses and some varieties of shrubs
section "Planning the Use and Management of the Soils." are easily established. Some shrubs and trees, such as
Preceding the name of each mapping unit is the symbol camellias and dogwood, may be difficult to establish
that identifies the unit on the detailed soil map. Each because of wetness. Capability subclasses VIw, where un-
mapping unit description includes general facts about the drained, and IIIw, where drained; woodland group 2w.
soil and a. brief description of the soil profile. The poten- Be—Baymeade fine sand, 1 to 6 percent slopes. This
tial of the soil for various major land uses is estimated. well drained soil is on flats and low ridges that are on the
The principal hazards and limitations are indicated, and uplands and in small areas that are along drainageways
the management concerns and practices for the major but are not subject to flooding. The areas are irregular in
uses are discussed. shape. Most of the acreage is used as residential and in-

6 SOIL SURVEY
dustrial sites, and the rest is forested. The dominant buildings, apartment complexes, or parking lots, or for
vegetation is longleaf pine, turkey oak, bluejack oak, post other purposes where buildings are closely spaced or the
oak, dwarf waxmyrtle, dwarf huckleberry, and pineland soil is covered with pavement. Slope is generally modified
three-awn. This vegetation increases in density on the to fit the site needs, and it generally ranges from 0 to 6
lower slopes along with additional species, such as percent. The extent of site modification varies greatly.
hickory, American holly, red oak, black oak, and bracken. Many areas are relatively undisturbed, but other areas
Typically, the surface layer is dark gray fine sand 3 have been cut and filled.
inches thick. The subsurface layer is fine sand 33 inches Included with these soils in mapping are small areas of
thick. It is light gray in the upper part and very pale Kureb, Leon., Seagate, Rimini, Lakeland, Murville, Lynn
brown in the lower part. The subsoil is 22 inches thick. It Haven, and Torhunta soils.
is strong brown fine sandy loam in the upper part and The runoff of the Urban land is greater than that of
strong brown loamy fine sand in the lower part. The un- the Baymeade soils because of the impervious cover of
derlying layer, to a depth of 78 inches, is mottled white buildings, streets, and parking lots.
and very pale brown fine sand in the upper part and very Very low available water capacity, moderately rapid
pale brown fine sand and loamy fine sand in the lower permeability, leaching of plant nutrients, droughtiness,
part. and soil blowing are the main limitations in the use and
Included with this soil in mapping are a few small areas management of these soils. If supplemental irrigation is
of Norfolk, Kenansville, Seagate, and Wakulla soils. not used, available water capacity in this soil is generally
The organic-matter content of the surface layer is very inadequate for the establishment and maintenance of
low. Permeability is moderately rapid, available eater most lawn grasses, shrubs, and trees. Soil conditioners
capacity is very lows, and shrink-swell potential is low. may be needed. Capability subclass not assigned;
Reaction is strongly acid to slightly acid throughout, un- Baymeade part in woodland group 3s, Urban land part
less the soil is limed. The seasonal high water table is at a not placed in a woodland group.
depth of more than 4 feet. Bp—Borrow pits. Borrow pits consists of small areas
Very low available water capacity, moderately rapid where the soil has been removed and is used as a fill
permeability, leaching of plant nutrients, droughtiness, material around bridges, industrial sites, and other struc-
and soil blowing are the main limitations in the use and tures. Areas range in size from about 2 to 15 acres, but
management of this soil. If supplemental irrigation is not most areas are less than 5 acres. Most areas have not
used, available moisture capacity in this soil is generally been reclaimed, and areas that are revegetated were done
inadequate for the establishment and maintenance of so by volunteer stands of grasses and trees. Capability
most lawn grasses, shrubs, and trees. Soil conditioners subclass and woodland group not assigned.
may also be needed. Capability subclass IIIs; woodland Cr—Craven fine sandy loam, 1 to 4 percent slopes.
group 3s. This moderately well drained soil is on broad, smooth
Bh—Baymeade-Urban land complex, 1 to 6 percent flats on the uplands and on short side slopes along
slopes. This mapping unit is on the flats and low ridges of drainageways. Areas are small in size and irregular in
the upland and in small areas that are along the shape. Most of the acreage is used for residential or in-
drainageways but are not subject to flooding. It consists dustrial sites. The rest is used for pasture or is forested.
of Baymeade soils and Urban land that are in areas so The native vegetation is American holly, various oaks,
small and so intermingled that is was not practical to map hickory, loblolly pine, sweetgum, sweetleaf, sweet pepper-
them separately. About 35 to 45 percent of this mapping bush,waxmyrtle, and gallberry.
unit is Baymeade soils, and 30 to 50 percent is Urban Typically, the surface layer is dark gray fine sandy
land. The percentage of Urban land in the mapped areas loam 8 inches thick. The subsoil is 48 inches thick. The
is greater near the towns. upper part is mottled yellowish brown clay loam, the mid-
Typically, the surface layer of a Baymeade soil is dark dle part is mottled light brownish gray clay loam, and the
gray fine sand 3 inches thick. The subsurface layer is fine lower part is mottled light gray clay. The underlying
sand 33 inches thick. It is light gray in the upper part and layer, to a depth of 64 inches, is mottled light gray sandy
very pale brown in the lower part. The subsoil is 22 clay loam.
inches thick. It is strong brown fine sandy loam in the Included with this soil in mapping are a few areas of
upper part and strong brown loamy fine sand in the lower soils that have a sandy loam and loamy fine sand surface
part. The underlying layer, to a depth of 78 inches, is layer. Also included are small areas of soils that have a
mottled white and very pale brown fine sand in the upper sandy surface layer, and a few small areas of Norfolk,
part and very pale brown fine sand and loamy fine sand nnslow, and Wrightsboro soils.
in the lower part. The organic-matter content of the surface layer is low.
The Urban land part of this unit consists of areas Permeability is slow, available water capacity is medium,
where the original soils have been cut, filled, graded, or and shrink-swell potential is moderate. The seasonal high
paved so that most soil properties have been altered to water table is at a depth of 2 to 3 feet.
the extent that the soils cannot be identified. These areas The clayey texture of the lower part of the subsoil, ero-
are used for shopping centers, factories, municipal sion, seasonal wetness, and slow permeability are the

NEW HANOVER, NORTH CAROI.INA 7
`main limitations in the use and management of this soil. A seasonal high water table and flooding are the main
If drained, this soil is suited to most locally grown crops, limitations in the use and management of these soils.
The main crops are corn, soybeans, tobacco, and peanuts. These soils subside if drained and tilled. Capability sub-
Minimum tillage and crop residue management aid in classes VIIw, where undrained, and IVw, where drained;
maintaining organic-matter content. This soil has good woodland group 1w.
tilth and can be worked over a wide range of moisture Ke—Kenansville fine sand, 0 to 3 percent slopes. This
content, but tillage is delayed during wet seasons. well drained soil is on broad smooth flats on the uplands.
Drainage is needed for most uses. Capability subclass Areas are commonly large in size and irregular in shape.
IIie; woodland group 3w. Most of the acreage is cultivated. The rest is forested or
DO—Dorovan soils. These nearly level, ver v poorly is used for residential or industrial sites. The native
drained soils are in bays and in long, broad areas of tidal vegetation consists of longleaf and loblolly pines; white,
and stream flood plains. All of the acreage is used for red, black, turkey, water, and bluejack oaks; hickory; dog-
woodland and as wildlife habitat. The native vegetation is Food; holly; and sassafras.
red maple, willow, tupelo, cypress, sweetgum, ash, Amer- Typically, the surface layer is grayish brown fine sand
ican cyrilla, and greenb:ie2% 3 inches thick. The subsurface layer is fine sand 30 inches
Typically the surface layer is black muck 4 inches thick. thick. It is is pale brown in the upper part and mottled
The underlying layer, to a depth of 64 inches, is black or very pale brown in the lower part. The subsoil is fine
very dark gray muck. sandy loam 17 inches thick. It is strong brown in the
Included with these soils in mapping are small areas of upper part and reddish yellow in the lower part. The un-
Johnston soils and Tidal marsh. A few small areas of soils derlying layer, to a depth of 80 inches, is yellow loamy
that have thin, continuous mineral layers are also in- fine sand.
eluded. Included with this soil in mapping are a few small areas
The organic-matter content in the surface layer is very of Norfolk and Lakeland soils. Some small areas of soils
high. Permeability is very slow, available water capacity that are less acid throughout are also included.
is very high, and shrink-swell potential is low. Reaction is The organic-matter content of the surface layer is very
very strongly acid or strongly acid throughout, unless the low. Permeability is moderately rapid, available water
soils are limed. The seasonal high water table is at or capacity is low, and shrink-swell potential is low. Reaction
near the surface. These soils are frequently flooded for is very strongly acid or strongly acid throughout, unless
very long periods. this soil is limed. The seasonal high water table is at a
Flooding and high organic-matter content are the main depth of more than 6 feet.
limitations in the use and management of these soils. If Leaching of plant nutrients, moderately rapid permea-
these soils are drained and tilled, the organic matter bility, droughtiness, low available water capacity, and soil
decomposes and the soil subsides. Capability subclass blowing are the main limitations in the use and manage-
ment of this soil. This soil is well suited to most locally
VIIIw; woodland group 4w.
JO—Johnston soils. These nearly level, very poorly grown crops. The main crops are corn, soybeans, peanuts,
drained soils are on flood plains of the major streams. tobacco, and truck crops, such as squash, lettuce, cucum-
Areas are commonly long and narrow. Most of the acre- bers, cabbage, snapbeans, and corn. Winter cover crops,
age is forested, and some small areas have been filled and minimum tillage, and crop residue management aid in
maintaining organic-matter content and conserving
used for industrial and residential sites. The native
isture. Soil blowing is a concern in the management of vegetation consists of pond pine, tupelo-gum, ash, mo
this soil. The blowing sand often causes damage to young water oak, cypress, red maple, sweetgum, American
plants. This soil is droughty during periods of low rainfall.
cyrilla,waxmyrtle,and gallberry. Some supplemental irrigation, soil conditioners, and fertil-
Typically, the surface layer is 42 inches thick. It is izers are needed for lawn grasses, shrubs, and trees.
black loam in the upper part and black sandy loam in the Capability subclass IIs; woodland group 3s.
lower part. The underlying layer, to a depth of about 64 Kr—Kureb sand, 1 to S percent slopes. This excessive-
inches, is light gray sand. ly drained soil is on long, broad ridges on the uplands.
Included with these soils in mapping are small areas of Areas are generally broad and long. Most of the acreage
Pamlico, Dorovan, and Murville soils. A few small areas of is forested. The rest is used for residential and industrial
soils that are less acid than these Johnston soils are also sites. The sparse native vegetation on the higher eleva-
included. tions is turkey oak, scattered longleaf pine, a few bluejack
The organic-matter content of the surface layer is high. oaks, and scattered dwarf myrtle and huckleberry. Much
Permeability is moderately rapid, available water capacity of the area is barren of any vegetation, except for mosses
is high, and shrink-swell potential is low. Reaction is very and lichens. On the lower slopes, the vegetation increases
strongly acid or strongly acid throughout, unless these in density and includes various oaks, scattered hickory,
soils are limed. The seasonal high water table is at or holly, and brackenfern.
near the surface. These soils are frequently flooded for Typically, the surface layer is dark gray sand 3 inches
long periods. thick. The subsurface layer is light gray sand 23 inches
R

TABLE H-1
Hydrologic Soil Groups for Local Soil 'Types
Map Hydrologic Soil Type
Symbol Soil
Group
Ba D Bayboro
B. d A Baymeade
Bh * Baymeade-Urban Land Complex
Bp Borrow Pit
Cr C Craven
DO D Dorovan
JO D Johnston
Ke A Kenansville
Kr A Kureb
Ku * Kureb-Urban Land Complex
La A Lakeland
Le B/D Leon
Lo * Leon-Urban Land Complex
Ls C _Lynchburg
Ly B/D Lynn Haven
Mp * Mine Pits
Mu A/D Murville
Nh A Newhan
No B Norfolk
On B Onslow
Pm D Pamlico
Pn B/D Pantego
Ra B/D Rains
Rm A Rimini
Se A/D Seagate
Sb * Seagate-Urban Land Complex
St C Stallings
TM * Tidal Marsh
To C Torhunta
Ur * Urban Land
Wa A Wakulla
Wo B/D Woodington
Wr C Wrightsboro
* Requires field Judgment
sJD Refers to dramed/undrained.
Sources: Urban Hydrology for Small Watersheds, USDA-SCS, 210-VI-TR-55, Second Ed.,
June 1986.
5-52

TABLE H-2
SCS Curve Numbers for Various Cover Conditions
Hydraulic Soil Group Percent
Cover Description A B C D impervious
Fully Developed Urban Areas
Open Space
Poor Condition(<50% grass) . 68 79 86 OP
Fair Condition (50-75% gran.-) 49 69 79
Good Condition(>'115% grass) 39 61 74 80
Impervious areas
Pavement, roofs 98 98 98 98
Gravel 76 85 89 91
Dirt 72 82 87 89
Urban Districts
Commercial and Business 89 92 94 95 85
Industrial 81 92 94 95 72
Residential areas (by lot size)
1/8 acre (town houses) 77 85 90 92 65
1/4 acre 61 75 83 87 38
1/3 acre 57 72 81 86 30
1/2 acre 54 70 80 85 25
1 acre 51 68 79 84 20
2 acres 46 65 77 82 12
Agricultural areas
Pasture, grassland
Poor 68 79 86 89
Fair 49 69 79 84
Good 39 61 74 80
Meadow (mowed) 30 58 71 78
Brush
Poor 48 67 77 83
Fair 35 56 70 77
Good 30 48 65 73
Woods and Grass (Orchard)
Poor 57 73 82 86
Fair 43 65 76 82
Good 32 58 72 79
Woods
Poor 45 66 77 83
Fair 36 60 73 79
Good 30 55 1 77
Row Crops, straight, good 67 78 85 89
Row Crops, contoured, good 65 75 82 86
Small Grain, good 63 75 83 87
Farmsteads 59 74 82 86
Source:SCS TR-55 (SCS, 1986)
5-53

SCS Rainfall Distributions Page I of I
Hydraflow
Geographic Boundaries for SCS Rainfall Distributions
Back to Technical_Sumort
c+rvS i/ R 3 i{1 fi° . l E,
ti►�.�.rti a. � I1:ai�� c b u f
Type Ill
i 1—►. T
yps II
Type III
Source:
Technical Release 55
littP://W,vw.intelisolve.com/SCS%2ODistributiors.htm 9/30/2005

e O V OLIUI i a U1 aye ueati�INuu r
lEa7
-RCS Runoff Hydrogrdph
34
034 Descr._ Post DevelopmentHydiograph No.
377
188 Basin Data __. ____.__---�__._. _-..-i Unit Hydtograph Data -
>.'i$ Drainage Area(Ac)..
--= Q(cfs) Unit Hydrograph
Curve Number(CN).. ve f 30
"'+Lag 0 Kirpich User 0 TR55 I% 20
Basin Slope(%)........- iD.4 10 i
Hydraulic Length(Ft) = p0 ! 0
_F7 0 9 17 26 34 43 51 min
Hydrologic Data -_._._._ _.- ; Qpu= 25.20 cis' Tpu= . 17 min
I Time Interval(Min)....= 1 v
_ Time of Conc.(Min)...=
Storm Distribution.....= Type III
Shape Factor............= 484
Return Period/Precip= ;?Event Mgr.
` Ok -° Results... Exile
View results

Hydrograph Report 40
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:6 AM
Hyd. No. 2
Post Development
Hydrograph type = SGS Runoff Peals discharge = 8.01 cfs
Storm frequency = 2 yrs Time interval n s rein
Drainage area = 9.44 ac Curve number = 89
Basin Slope = 0.4 % Hydraulic length 700 ft
Tc method = LAG Time of conc. (Tc) = 27.7 min
Total precip. = 2.20 in Distribution - Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=40,679 cult
4lydrograph Discharge Table (Printed values>=99%of Op.)
Time --Outflow
(hm cffs)
12.30 7.97
12.32 8.01 <<
12.33 8.01
12.35 7.97
...End

Hydrograph Plot 41
Hydraflow Hydrographs by InWlsolve Friday,Sep 30 2005,9:7 AM
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 8.01 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage areen = 9.440 ac Curve number = 89
Basin S;opa = 0.4 % Hydraulic length 700 ft
Tic method LAG Time of conc. (Tc) 27.66 min
Total precip. 2.20 in Distribution Type III
Storm duration 24 hrs Shape factor = 484
Hydrograph Volume=40,679 cult
Post Development
Q (ems) Hyd. No. 2-2 Yr Q (off)
10.00 --------- TT i 10.00
i I 1 j
8.00 -� -- -� ---�- ---- 8.00
I
j
6.00 -�--. --- ---- --�-- --- - --- --- -- _ ---- 6.00
i
4.00 - - ---— -- ----- --- --- 4.00
2.00 2.00
0.00 - i ___._ _ ..__ _._,_.__.—_� _ .___�_._,...____ _._ ---- 0.00
0 3 5 8 10 13 15 18 20 23 25
Time(hrs)
Hyd No. 2

Hydrograph Report ¢2
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:6 AM
Hyd. No. 3
SCS 24hr Routed
Hydrograph type = Reservoir Peak discharge = 0.15 ds
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. 2 Reservoir name a Watermark Pond
Max. Elevation c Z-78 ti'f Max. Storage = 34,355 cuft
Storage Indication method used. Outflow hydrograph volume=17,904 cuft
Hydrograph Discharge Table (Printed values-99%of Qp.)
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.10 0.23 3.76 0.15 0.15 -_ --- --- ---- ----- ----- --- 0.15
20.12 0.23 3.76 0.15 0.15 --- --- ---- ___ ____ -_ _____ 015
20.13 0.23 3.76 0.15 0.15 ---- --- ---- ---- ---- ----- ---- 0.15
20.15 0.23 3.76 0.15 0.15 --- -- --- ----- --- ---- 0.15
20.17 0.23 3.76 0.15 0.15 --- -- ---- -- ----- ---- - 0.15
20.18 0.23 3.76 0.15 0.15 ---- - --- - -- ---- - 0.15
20.20 0.23 3.76 0.15 0.15 --- -- --- ---- -- --- ----- 0.15
20.22 0.23 3.76 0.15 0.15 -- -- ---- ----- ----- ---- _-- 0.15
20.23 0.23 3.76 0.15 0.15 --- -- - - --- --- - 0.15
20.25 ^?3 3.76 0.15 `✓.15 -- --- - C.15
20.27 0.23 3.76 0.15 0.15 ---- ----- - --- ---- -- 0.15
20.28 0.23 3.76 0.15 0.15 ---- ---- ---- ---- --- ----- - 0.15
20.30 0.23 3.76 0.15 0.15 -- _-- -- --- - ---- --- 0.15
20.32 0.23 3.76 0.15 0.15 -- _-- -- _-- -__ _- ___ 0.15
20.33 0.23 3.76 0.15 0.15 --- ----- -- -- ----- --- --- 0.15
20.35 0.23 3.76 0.15 0.15 - - ----- --- ----- -- ---- 0.15
20.37 0.23 3.76 0.15 0.15 -- - - - -- -- _- 0.15
20.38 0.23 3.76 0.15 0.15 --- -- -- ----- -_-- --- --- 0.15
20.40 0.23 3.76 0.15 0.15 -- --- -- ----- ---- ----- ---- 0.15
20.42 0.23 3.76 0.15 0.15 -_- -- - -- ---- ----- ----- 0.15
20.43 0.22 3.76 0.15 0.15 ---- --- -- --- --- --- ----- 0.15
20.45 0.22 3.76 0.15 0.15 ----- ---- ----- ---- ---- --- 0.15
20.47 0.22 3.76 0.15 0.15 - - ---- - ---- - --- 0.15
20.48 0.22 3.77 0.15 0.15 -- ---- --- ---- ---- -- --- 0.15
20.50 0.22 3.77 0.15 0.15 -- ----- -- -- - --- --- 0.15
20.52 0.22 3.77 0.15 0.15 --- ----- ----- ---- --- -_- ---- 0.15
20.53 0.22 3.77 0.15 0.15 ---- ----- ----- -- -- --- ---- 0.15
20.55 0.22 3.77 0.15 0.15 ---- --- ---- - ---- ---- --- 0.15
20.57 0.22 3.77 0.15 0.15 --- -- -- - -- ---- --- 0.15
20.58 0.22 3.77 0.15 0.15 --- ---- -- -- ----- --- -- 0.15
20.60 0.22 3.77 0.15 0.15 --_ -- ----- -- _- -- ----- 0.15
20.62 0.22 3.77 0.15 0.15 -- ----- _____ _____ -- _- -- 0.15
20.63 0.22 3.77 0.15 0.15 --- --- ---- ----- ---- --- --- 0.15
20.65 0.22 3.77 0.15 0.15 ---- ----- - --- ---_ -- --- 0.15
20.67 0.22 3.77 0.15 0.15 ---- ----- ---- _---_ ---- ---- ----- 0.15
20.68 0.22 3.77 0.15 0.15 ----- ----- ---- ---- ---- -____ _ _ 0.15
20.70 0.22 3.77 0.15 0.15 ---- --- ----- ---- ----- --- _---- ©.16
20.72 0.22 3.77 0.15 0.15 ----- -- ----- -_-- ---- ----- --- 0.15
Continues on next page...

SCS 24hr Routed
Hydrograph Discharge fable
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) Cfs ft efs Cfs eft de Cfs Cfs cfs Cfs de ds
20.73 0.22 3.77 0.15 0.15 ----- --- ---- ----- ---- ---- ---- 0.15
20.75 0.22 3.77 0.15 0.15 ----- ---- ----- ----- -- --- ---- 0.15
20.77 0.22 3.77 0.15 0.15 ----- __ . __- _.. _ __.a __ _ __- 0.15
20.78 0.22 ,3.-'i' 0.15 0.15 0.15
20.80 0.22 3.77 0.15 0.15 --- ----_ ___ ____ -_.. ___ _. 0.15
20.82 0.21 3.77 0.15 'D.15 0.15
20.83 0.21 3.77 0.15 0.15 0.15
20.85 0.21 3.77 0.15 0.15 --- ____ __ _____ __..__ _ ____ 0.15
20.87 0.2 t' 3.77 0.15 0.15 ----- --- ----- -- ----- ---- ----- 0.15
20.88 0.21 3.77 0.15 0.15 - ---- ---- ---- ---- ---- ----- 0.15
20.90 0.21 3.77 0.15 0.15 --- ----- --- --- ---- -- 0.15
20.92 0.21 3.77 0.15 0.15 -- -- ---- ---- --- ---- --- 0.1E
20.93 0.21 3.77 0.15 0.15 ---- ---- ---- --- --- ---- ----- 0.15
20.95 0.21 3.77 0.15 0.15 - ---- --- --- -- ----- ----- 0.15
20.97 0.21 3.77 0.15 0.15 ----_ ___ ____ ___ ____ ____ -_ 0.15
20.98 0.21 3.77 0.15 0.15 ----- -- _- _-_ _- _-_ _- 0.15
21.00 0.21 3.77 0.15 0.15 -- ----- ---- - ----- ---- -- 0.15
21.02 0.21 3.77 0.15 0.15 ----- 0.15
21.03 0.21 3.77 0.15 0.15 ---- --- ---- ---- -- -- 0.15
21.05 0.21 3.77 '0.15 0.15 -- -- -- --- ----- ---- 0.15
21.07 0.21 3.77 0.15 0.15 ---- - --- --- -- ----- ----- 0.15
21.08 0.21 3.77 0 1.ri n 15 -_-- - - - - --- 0.15
21.10 0.21 3.77 0.15 0.15 ----- --- -- ---- ---- -- ---- 0.15
21.12 0.21 3.77 0.15 0.15 - _-__ __- _____ -_ _____ ____ 0.15
21.13 0.21 3.77 0.15 0.15 --- ----- --- -- --- --- --- 0.15
21.15 0.21 3.77 0.15 0.15 ---- ----- ----- ----- - ---- ---- 0.15
21.17 0.21 3.77 0.15 0.15 --- ----- ---- ---- ----- -- -- 0.15
21.18 0.21 3.77 0.15 0.15 -- --_ ____ __- -_ _____ ___ 0.15
21.20 0.21 3.77 0.15 0.15 ---- -- - -- ---- -- --- 0.15
21.22 0.20 3.77 0.15 0.15 -- ----- ----- ---- -- --- ---- 0.15
21.23 0.20 3.77 0.15 0.15 - --- - -- ---- ---- ---- 0.15
21.25 0.20 3.77 0.15 0.15 ---- ----- --- -- -- - -- 0.15
21.27 0.20 3.77 0.15 0.15 ---- ----- ----- --- ---- -- ----- 0.15
21.28 0.20 3.77 0.15 0.15 - ----- --- ----- ----- --- ---- 0.15
21.30 0.20 3.77 0.15 0.15 -- --- -- -- ----- ---- -- 0.15
21.32 0.20 3.77 0.15 0.15 -- _- __- _____ _- -_ _____ 0.15
21.33 0.20 3.77 0.15 0.15 --- --- ---- --- --- ---- -- 0.15
21.35 0.20 3.77 0.15 0.15 ----- --- -- ---- ---- 0.15
21.37 0.20 3.77 0.15 0.15 ---- ---- -- ---- -_ -_ 0.15
21.38 0.20 3.77 0.15 0.15 --- -- -- --- ----- ----- ---- 0.15
21.40 0.20 3.77 0.15 0.15 ---- -- ___ -_ ___ _- -.- 0.15
21.42 0.20 3.77 0.15 0.15 ----- ----- ---- ---- -- -- --- 0.15
21.43 0.20 3.77 0.15 0.15 --- -- --- - ----- ---- --- 0.15
21.45 0.20 3.77 0.15 0.15 ----- --- -- ----- ---- --- -- 0.15
21.47 0.20 3.77 0.15 0.15 ---- ---- --- -- ----- ---- -- 0.15
21.48 0.20 3.77 0.15 0.15 ---- ---- --- ----- --- --- --- 0.15
21.50 0.20 3.77 0.15 0.15 --- ---- ---- ----- ----- ---- -- 0.15
21.52 0.20 3.77 0.15 0.15 ---- ---- --- -- ---- --- -- v.15
21.53 0.20 3.77 0.15 0.15 ---- ----- --- ---- ----- --- -- ^u.i 5
21.55 0.20 3.77 0.15 0.15 ----- --- -- ---- ---- --- 0.15
21.57 0.20 3.77 0.15 0.15 ----- ----- ---- ----- ---- ----- ---- 0.15
Continues on next page...

SCS 24hr Routed
Hydrograph Discharge Table
Time Inflows Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) ds ft ds da ds Cfs Cfe Cfs cfs de Cfs ds
21.58 0.20 3.77 0.15 0.15 ---- ---- --- ---- --- ---- -- 0.15
21.60 0.19 3.77 0.15 0.15 ---- ---- ----- ----- ----- ---- ----- 0.15
21.62 0.19 3.77 0.15 0.15 -_-- ----- ____ ____ __- __- ----- 0.15
21.63 0.19 3.77 0.15 0.15 ---_ ---- ----- -_-. -_-- -- ---- 0.15
21.65 0.19 3.77 0.15 0.15 -- -- -__ - _- -- ____- ----- ___ 0.15
21.67 0.19 3.- 0.15 0.15 0.15
21.68 0.19 3.77 0.15 0.1.E ---- -_ ----- ----- ____ ___ -_- 0.15
21.70 0.19 3.77 0.15 0.15 ----- 0.15
21.72 0.19 3.77 0.15 0.15 --- ---- --__ _-_ ____ ____ 0.15
21.73 0.19 3.77 0.15 0.15 ---- ---- ---- ---- _--- ---- 0.15
21.75 0.19 3.77 0.15 0.15 --- --- ----- - -- --- --- 0.15
21.77 0.19 3.77 0.15 0.15 ----- ---- ---- --- ----- ---- --- 0.15
21.78 0.19 3.77 0.15 0.15 ---- ---- -- --- ---- -- --- 0.15
21.80 0.19 3.77 0.15 0.15 -- -- --- --- -- ----- --- 0.15
21.82 0.19 3.77 0.15 0.15 -- ---- ---- ----- -- ---_ ----- 0.15
21.83 0.19 3.77 0.15 0.15 --_ _____ _-._ _____ ____ ___ _- 0.15
21.85 0.19 3.77 0.15 0.15 --- ----- --- ---- ---- --- -- 0.15
21.87 0.19 3.77 0.15 0.15 ----- ----- --- ----- --_ -- ---- 0.15
21.88 0.19 3.77 0.15 0.15 -- --- - -- ---- - ----- 0.15
21.90 0.19 3.77 0.15 0.15 -- ----- ----- ----- ---- --- -- 0.15
21.92 0.19 3.77 0.15 0.15 ---- --- ___ -__ ____ _____ ____ 0.15
21.93 0.19 3.77 0.15 0.15 ----- -- ---- ---- 11
21.95 0.19 3.77 0.15 0.15 - ----- ---- -- -- ---- ----- 0.15
21.97 0.19 3.77 0.15 0.15 - - ----- ----- -- -- - 0.15
21.98 0.18 3.77 0.15 0.15 --- -- --- -- --- ----- --- 0.15
22.00 0.18 3.77 0.15 0.15 --- -- ---- ---- -- --- ----- 0.15
22.02 0.19 3.77 0.15 0.15 --- -- -- -- -- --- ----- 0.15
22.03 0.19 3.77 0.15 0.15 --- --- ----- ----- -- -- ----- 0.15
22.05 0.19 3.77 0.15 0.15 --- ---- -- -- ---- --- --- 0.15
22.07 0.19 3.77 0.15 0.15 -- ---- --- ----- -- -- --- 0.15
22.08 0.19 3.77 0.15 0.15 ----- ----- --- ----- ----- ---- -- 0.15
22.10 0.20 3.77 0.15 0.15 ----- --- ---- ---- --- ---- ---- 0.15
22.12 0.20 3.77 0.15 0.15 ----- --- --- --- ___ _____ -_ 0.15
22.13 0.20 3.77 0.15 0.15 --- -- -- - -- --- __- 0.15
22.15 0.20 3.77 0.15 0.15 ---- -- -- -- ----- ---- --- 0.15
22.17 0.20 3.77 0.15 0.15 ---- -- ---- ---- --- --- ----- 0.15
22.18 0.20 3.77 0.15 0.15 --- -- ----- --- - -- ----- 0.15
22.20 0.21 3.77 0.15 0.15 --_ _- _____ -- ____ _____ _____ 0.15
22.22 0.21 3.77 0.15 0.15 --- --- --- -- ----- ---- ----- 0.15
22.23 0.21 3.77 0.15 0.15 ---- --- --_ ----- ----- ---- -- 0.15
22.25 0.21 3.77 0.15 0.15 ----- ---- -- ----- -- -- ----- --- 0.15
22.27 0.22 3.77 0.15 0.15 -- --_ ---- --- --- -- ----- 0.15
22.28 0.22 3.77 0.15 0.15 --- ----- - ---- ---- -- ----- 0.15
22.30 0.22 3.77 0.15 0.15 ---- --- ----- ----- ---- ---- ---- 0.15
22.32 0.22 3.77 0.15 0.15 ---- -- ---- ----- --- -- ---- 0.15
22.33 0.21 3.77 0.15 0.15 ----- -- ---- --- ---- ----- --- 0.15
22.35 0.21 3.77 0.15 0.15 ---- ---- ---- ----- --- ----- ---- n.15
22.37 0.21 3.77 0.15 0.15 -_- --- ----- ----- ----- ---- ---- 0J 5
22.38 0.21 3.78 0.15 0.15 ---- --- ---- --- ---- --- ---- 0.15
22.40 0.21 3.78 0.15 0.15 ---- --- ----- --- ----- ----- ---- 0.15
22.42 0.21 3.78 0.15 0.15 -- --- --- --- --- --- ----- 0.15
Continues on next page...

SCS 24hr Routed
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow
(hm) cfs ft cfs cfs cfs de cfs cfs cfs cfs C% cfs
22.43 0.21 3.78 0.15 0.15 --- -- --- ----- --- ----- --- 0.15
22.45 0.21 3.78 0.15 0.15 ----- --- ---- ---- ---- ---- ----- 0.15
22.47 0.21, 3.78 0.15 0.15 --- --- ----- -,-- _-_ ____ _..__ 0.15
22.48 C.20 3.78 0.15 0.15 ---- ___. __- ___-- ----- ---- --- 0.15
22.50 0.20 3.78 0.15 0.15 ----- --- - . _ - _._-. ----- 0.15
22.52 0.20 3.78 0.15 0.15 ___. ___ __. __ .-- _- _ 0.15
22.53 0.20 3.78 0.15 0.15 0.15
22.55 0.20 3.78 0.15 0.15 ---- ____ ____ 0.15
22.57 0.20 3.78 0.15 0.15 --- ---- --- ----- ---- ----- ----- 0.15
22.58 0.20 3.78 0.15 0.15 --- ---- ----- ----- --- ----- ---- 0.15
22.60 0.19 3.78 0.15 0.15 ----- ----- ---- --- ----- ----- ---- 0.15
22.62 0.19 3.78 0.15 0.15 --- - - -- -- --- ----- ----- 0.15
22.63 0.19 3.78 0.15 0.15 -- ---- ----- ---- --- --- _____ 0.15
22.65 0.19 3.78 0.15 0.15 --- ---- --- --- ----- --- --- 0.15
22.67 0.19 3.78 0.15 0.15 ---- ---- --- --- --- - -- 0.15
22.68 0.19 3.78 0.15 0.15 ---- ---- ----- ----- -- ----- ----- 0.15
22.70 0.19 3.78 0.15 0.15 --- ----- ---- ---- --- ---- -- 0.15
22.72 0.18 3.78 0.15 0.15 --- -- -- ----- ----- --- 0.15
22.73 0.18 3.78 0.15 0.15 -- --- -- -- --- - -- 0.15
22.75 0.18 3.78 0.15 0.15 --- --- ---- ---- ----- 0.15
22.77 0.18 3.78 0.15 0.15 --- -- --- ----- -- -- 0.15
22.78 0.18 3.78 n 15 n i 5 _-- --_-- --- --- --- ----- ----- n.15
22.80 0.18 3.78 0.15 0.15 -- ---- - ---- ----- ----- 6.15
22.82 0.18 3.78 0.15 0.15 --- ---- --- -- -- - ----- 0.15
22.83 0.18 3.78 0.15 0.15 --- --- --- --- ----- ---- -- 0.15
22.85 0.18 3.78 0.15 0.15 ----- ---- -- -_ -_ --- ---- 0.15
22.87 0.18 3.78 0.15 0.15 ---- ----- - ---- -- - ----- 0.15
22.88 0.18 3.78 0.15 0.15 --- ---- - -_- ---- 0.15
22.90 0.18 3.78 0.15 0.15 ---- ---- ---- --- ---- ----_ ----- 0.15
22.92 0.18 3.78 0.15 0.15 -- ----- ----- --- - ----- --- 0.15
22.93 0.18 3.78 0.15 0.15 - _--- --- -- - ----- ---- 0.15
22.95 0.18 3.78 0.15 0.15 ----- -- --_ --_- ----- ----- 0.15
22.97 0.18 3.78 0.15 0.15 ---- --- --- -_- -_ - --- 0.15
22.98 0.18 3.78 0.15 0.15 --- ----- ----- ---- ---- ----- --- 0.15
23.00 0.18 3.78 0.15 0.15 -- - ----- -__ _- -_ ___ 0.15
23.02 0.18 3.78 0.15 0.15 -- --- --- -- ----- ---- -- 0.15
23.03 0.18 3.78 0.15 0.15 --- ---- ----- ---- ---- ---- --- 0.15
23.05 0.18 3.78 0.15 0.15 -- ---- ---- ----- --- ---- ----- 0.15
23.07 0.17 3.78 0.15 0.15 -- ---- __-__ -_ ___ _____ 0.15
23.08 0.17 3.78 0.15 0.15 - ----- -- ----- --- --- -- 0.15
23.10 0.17 3.78 0.15 0.15 ---- ----- --- ---- ----- - ----- 0.15
23.12 0.17 3.78 0.15 0.15 --- --- -- -- _____ _____ _- 0.15
23.13 0.17 3.78 0.15 0.15 --- ----- -- ----- --- ____ ----- 0.15
23.15 0.17 3.78 0.15 0.15 --- --- --- ----- ---- --- ----- 0.15
23.17 0.17 3.78 0.15 0.15 -- --- -- ---- ----- ----- ----- 0.15
23.18 0.17 3.78 0.15 0.15 ----- ---- --- ---- --- --- ---- 0.15
23.20 0.17 3.78 0.15 0.15 ---- _---- ---- ----- ---- ----- ---- 0.15
23.22 0.17 3.78 0.15 0.15 ---_ ___- __- _-- -_ ____ ___-- 0.15
23.23 0.17 3.78 0.15 0.15 -- --- --- ---- ---- ---- ---
0.15
23.25 0.17 3.78 0.15 0.15 ---- ---- --- ---- ----- ---- ---- 0.15
23.27 0.17 3.78 0.15 0.15 ----- ---- ----- --- ---- ----- ---- 0.15
Continues on next page...

SCS 24hr Routed 4"
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis ft cfs cfe cfs cfs cfs cfs cfs cfs cfa cfs
23.28 0.17 3.78 0.15 0.15 -_--- --- --- ----- --- ---- ---- 0.15
23.30 0.17 3.78 0.15 0.15 ----- ----- --- ____ ____ _w --- 0.15
23.32 0.17 3.78 0.15 0.15 0.15
23.33 0.17 3.78 0.1 F. 0.15 0.1 IF
23.35 0.17 3.78 0.15 0.15 -_.. ___._ __-- -__. ___-- _w_... 0.15
23.37 0.173.78 0.15 0.15 ----- 0.15
23.38 0.17 3.78 0.15 0.15 ---- ___- --- -__ __.__ ___ 0.15
23.40 0.17 3.78 0.15 0.15 --- ---._ ___._ _____ ___ _ _,.. 0.15
23.42 0.17 3.78 0.15 0.15 --- -_- ---- --- ----- --- - - 01.1
23.43 0.17 3.78 0.15 0.15 --- --- ----- --- ---_ ---- ----- 0.15
23.45 0.17 3.78 0.15 0.15 -- ----- --_ - -- ---- ---- 0.15
23.47 0.17 3.78 0.15 0.15 _- _--- ----- -- ---- ---- ----- 0.15
23.48 0.17 3.78 0.15 0.15 0.15
23.50 0.17 3.78 0.15 0.15 --- ---_ ---- --- ---- ---- --- 0.15
23.52 0.17 3.78 0.15 0.15 ----- --- ---- ----- ----- ----- ---- 0.15
23.53 0.17 3.78 0.15 0.15 ---- ----- --- -- ----- - --- 0.15
23.55 0.17 3.78 0.15 0.15 - ---- - ----- -- --- - 0.15
23.57 0.17 3.78 0.15 0.15 -- --- --- ---- ----- --- 0.15
23.58 0.16 3.78 0.15 0.15 ----- ---- ----- - --- ----- 0.15
23.60 0.16 3.78 0.15 0.15 -- ----- --- ---- --- ----- ---- 0.15
23.62 0.16 3.78 0.15 0.15 -- ---- - ---- -- --- --- 0.15
23.63 0.16 3.78 0.15 0.15 -- ---- ----- ---- -_ ____ n.15
23.65 0.16 3.78 0.15 0.15 ---- -- - ---- - --- 0.15
23.67 0.16 3.78 0.15 0.15 -- - ----- ----- -- - ----- 0.15
23.68 0.16 3.78 0.15 0.15 0.15
23.70 0.16 3.78 0.15 0.15 --_ _---- --- ---- ---- ---- --- 0.15
23.72 0.16 3.78 0.15 0.15 0.15
23.73 0.16 3.78 0.15 0.15 --- --- -- ----- --- - ---- 0.15
23.75 0.16 3.78 0.15 0.15 ---- --- -- ---- ----- - --- 0.15
23.77 0.16 3.78 0.15 0.15 -- --- - - -- --- ---- 0.15
23.78 0.16 3.78 0.15 0.15 ----- --- ----- - -- - 0.15
23.80 0.16 3.78 0.15 0.15 - --- --- --- ----- ----- --- 0.15
23.82 0.16 3.78 0.15 0.15 - --- -- ---- -- ----- --- 0.15
23.83 0.16 3.78 0.15 0.15 -- ----- ----- --- --- --- ----- 0.15
23.85 0.16 3.78 0.15 0.15 - ----- ---- -- ---- ---- --- 0.15
23.87 0.16 3.78 0.15 0.15 --- --- --- ---- --- --- -- 0.15
23.88 0.16 3.78 0.15 0.15 --- -- - -- ----- - ---- 0.15
23.90 0.16 3.78 0.15 0.15 ----- -- -- --- ---- ---- --- 0.15
23.92 0.16 3.78 0.15 0.15 0.15
23.93 0.16 3.78 0.15 0.15 --- ----- - -- --- ---- 0.15
23.95 0.16 3.78 0.15 0.15 ---- -- --- ----- --- ---- --- 0.15
23.97 0.16 3.78 0.15 0.15 ----- ---- --- ---- -- -- ----- 0.15
23.98 0.16 3.78 0.15 0.15 --- -- ---- ---- ---- --- --- 0.15
24.00 0.16 3.78 0.15 0.15 ---- ---- -- ---- ---- ---- 0.15
24.02 0.16 3.78 0.15 0.15 ---- --- ---- ---- --- --- ---- 0.15
24.03 0.15 3.78 0.15 0.15 ---- ---- -- ---- --- --- ---- 0.15
24.05 0.15 3.78 0.15 0.15 ---- --- ---- ---- -__ ---- -- 0.15
24.07 0.15 3.78 << 0.15 0.15 ---_ _....__ ----- ---- -- --- ----- 0.15<<
24.08 0.15 3.78 0.15 0.15 ----- -_- ----- _- _ _- -_-- ----- 0.15
24.10 0.15 3.78 0.15 0.15 ---- ----- ----- ---- --- ----- ----- 0.15
24.12 0.14 3.78 0.15 0.15 ----- ---- --- ---- --- ----- --- 0.15
Continues on next page...

Hydrograph Plot 4-7
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:7 AM
Hyd. No. 3
SCS 24hr Routed
Hydrograph type = Reservoir Peak discharge = U.15 cfs
Storm frequency 2 yrs Time interval 1 min
Inflow hyd. No. 0 2 Max. Elevation 3.78 ft
Reservoir name nWatermark Pond Max. Storage 34,355 cuft
Storage Indication method used. Hydrograph Volume_17,904 cuft
SCS 24hr Routed)
Q(°fs) Hyd. No. 3-2 Yr Q(cfs)
10.00 ------ --- ----- i-----I —_� -�- 10.00
i
8.00 8.00
I I �
' I
j
6.00 --r - —+ I -----i------ - --- - 6.00
I
I I
i
4.00 4.00
I
I
2.00 - -- ---- - -- 2.00
0.00 -______._.. ___ ___n - 0.00
u 5 10 15 19 2.4 29 34 39 44 48
Time(hrs)
Hyd No. 3 --- Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,7:58 AM
Hyd. No. 4
Post Development Rational
Hydrograph type = Rational Peak discharge = 36.98 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area 9.4 ac Runoff coeff. = 0.85
Intensity = 4.609 in/hr Tc by User R 10 min
IDF Curve SampleFHA.idf Asc/Rec limb fact
Hydrograph Volume=22,191 cuff
Hydrograph Discharge Table cP;r;eQda,uas>=99%ofOp.)
Time — Outflow
(twin cfia)
10 38.98<<
...End

Hydrograph PI®$
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,8:69 AM
Hyd. No. 4
Post Development Rational
Hydrograph type = Rational Peak discharge = 86.98 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 9.440 ac Runoff coeff. = 0.85
Intensity = 4.609 in/hr Tc by User 10.00 rein
OF Curve = SampleFHA.idf Asc/Rec limb fact 1/1
Hydrograph Volume=22,191 cult
Post Development Ratonal
Q(cfs) Hyd. No.4--2 Yr Q (ofs)
40.00 - r 40.00
j
j
i
30.00 30.00
I
I 3
I
20.00 ---- _...._.__ _-- -.-__ _.-_.-----____ ___._.....__..._..._.....____._.--. - 20.00
1
10.00 10.00
0.00 0.00
0.0 0.1 0.2 0.3 0.3
Hyd No.4
Time(hrs)

Hydrograph Report �0
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,7:58 AM
Hyd. No. 5
Rational Routed
Hydrograph type = Reservoir Peak discharge = 0.12 cts
Storm frequency = 2 yrs Time €nierval = 1 min
Inflow hyd. No. = 4 Reservoir name = Watermark Pond
Max. Elevation = 3.44 ft Max. Storage = 22,113 cuft
Storage Indication method used. Outflow hydrograph volume=14,870 cult
Hydrograph Discharge Table (Printed ve±ue->=99%,ofQp.)
Time inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfll Outflow
(min) ds ft de ds ds ds ds ds CIS ds ds C%
19 3.70 3.44 0.12 0.12 - -- ---- -- ----- --- -- 0.12
20 0.00 3.44 << 0.12 0.12 -- - ----- ---- ----- --- -- 0.12 <<
21 0.00 3.44 0.12 0.12 - ----- _-- --- ----- ----- 0.12
22 0.00 3.44 0.12 0.12 -- ---- ----- - -_ -- - -- 0.12
23 0.00 3.44 0.12 0.12 ---- ---- ____ - _- ___ ___ 0.12
24 0.00 3.44 0.12 0.12 - -_ _- -_ - -- ____ 0.12
25 0.00 3.44 0.12 0.12 ---- -- -- ----- ----- 0.12
26 0.00 3.44 0.12 0.12 ---- - ---_ -_ _- __- ___ 0.12
27 0.00 3.44 0.12 0.12 ---- -- - - - -- ---- 0.12
28 0.00 3.44 0.12 0.12 --- --- ---- -- ---- -- ----- 0.12
29 0.00 3.44 0.12 0.12 --- -- - - --- ---- 0.12
30 0.00 3.44 0.12 0.12 ----- - - ---- - -- -_- 0.12
31 0.00 3.44 0.12 0.12 -- ---- --- - --_- ---- ---- 0.12
32 0.00 3.44 0.12 0.12 -- -- - ---- -_ -- -- 0.12
33 0.00 3.44 0.12 0.12 ---- ---- -- --- -_- ---- -- 0.12
34 0.00 3.44 0.12 0.12 --- --- ---- --- ----- - - 0.12
35 0.00 3.44 0.12 0.12 - - - -- ----- - _____ 0.12
36 0.00 3.44 0.12 0.12 ---- ----- -- ---- -_- - ----- 0.12
37 0.00 3.44 0.12 0.12 - -- -- ----- ___ -_ _-- 0.12
38 0.00 3.44 0.12 0.12 _-_ ---- -- --- ---- ----- ----- 0.12
39 0.00 3.44 0.12 0.12 - --- ---- - - ----- --- 0.12
40 0.00 3.44 0.12 0.12 - - ----- ----- -_ --- ---- 0.12
41 0.00 3.44 0.12 0.12 -- ----- ---- ---- --- - -- 0.12
42 0.00 3.44 0.12 0.12 --- -- -- -- ----- - -- 0.12
43 0.00 3.44 0.12 0.12 -- -- ---- -- ----- ----- ----- 0.12
44 0.00 3.44 0.12 0.12 -- -_ ---- --- --- -_--- ----- 0.12
45 0.00 3.44 0.12 0.12 _-- ---- ---- -- -- ---- --- 0.12
46 0.00 3.44 0.12 0.12 -- ---- __-- ----- ---- --_ ---- 0.12
47 0.00 3.44 0.12 0.12 0.12
48 0.00 3.44 0.12 0.12 -- -- ----- _-_ _____ _____ _- 0.12
49 0.00 3.44 0.12 0.12 --- --- - -- --- ----- - -- 0.12
50 0.00 3.44 0.12 0.12 -- ----- ----- -- -- ----- 0.12
51 0.00 3.44 0.12 0.12 ---_ -- --_ ----- ----- ----- ---- 0.12
52 0.00 3.44 0.12 0.12 -- -- -- ----_ _-_-- _-- 0.12
53 0.00 3.44 0.12 0.12 ----- - ----- ---- --- --- ---- 0.12
54 0.00 3.44 0.12 0.12 ----- -- ----- --- ---- --- ---- 0.12
55 0.00 3.44 0.12 0.12 -- ---- ____ ___ ----- _____ ____ 0.12
56 0.00 3.44 0.12 0.12 --- _--- --_ ---- ----- ----- ----- 0.12
Continues on next page...

Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow Interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (4t) (tuft)
1 I Rational 5.30 1 30 9,534 --- --- - Pre-Development
2 SCS Runoff 20.19 1 739 104,03' --- i -- -- Post Development I
� I
3 113servol, 2 'r, 1 817 65,877 2 { 4.56 64,717 SCS 224hr Routed VJ®C&
' CA-56 a V11se
Rational 48.46 10 29,086 j — I ---- � Post Development Rational � I
I i
5 14 2� 18,318
Reservoir'' ' 0. 1 I I p
F j, g I I 4 3.63 28,993 Rational Routed
I
I j
i
I , I
4
Watermark.gpw Return Period: 10 Year Friday, Sep 30 2005, 9:06 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Report 2-
Hydraflow Hydrographs by lntelisolve Friday,Sep 30 2005,7:58 AM
Hyd. No. 1
Pre-Development
Hydrograph type = Rational Peak discharge = 5.30 cfs
Storm frequency 10 yrs Time interval = I min
Drainage area o 9.4 ac Runoff coeff. = 0."15
intensity = 3.741 in/hr Tc by User n 30 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact f 1/1
Hydrograph Volume=9,534 cuft
Hydrograph Discharge Table (prided values—W%of Op.)
Time —Outflow
(min c )
30 5.30 <<
...End

Hydrograph Report
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:6 AM
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 20.19 cfs
Storm frequency, = 10 yrs Time interval = 1 min
Drainage area = 9.44 ac Curve rAumber = 89
Basin Slope = 0.4 % Hydraulic length = 700 ft
Tc method = LAG Time of conc. (T c) = 27.7 min
Total precip. 4.25 in Distribution = Type III
Storm duration m 24 hrs Shape factor = 484
Hydrograph Volume=104,034 c4,
Hydrograph Discharge Table 'Mirted veltm -99%ofOp.)
Time -- Outflow
(h7a cfs)
12.28 20.04
12.30 20.17
12.32 20.19<<
12.33 20.11
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:7 AM
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff Peak discharge = 20.19 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 9.440 ac Curve number = 89
Basin Slope = 0.4 % Hydraulic length 70Oft
Tc method = LAG Time of conc. c) = 27.66 min
Total precip. = 4.25 in Distribution Type III
Storm duration = 24 hrs 6: ae factor = r=M4
Hydrograph Voiurre=104,034 cult
Post DeweDopment
Q(C%) Hyd. No. 2-- 10 Yr Q(ofs)
21.00 I --, i ---- T 21.00
� I
18.00 -- -- - 18.00
I
15.00 15.00
I
I I
12.00 - -- — i 12.00
9.00 - �-- 9.00
6.00 - -- - --- --- - 6.00
3.00 - --- --- — - — ------ 3.00
0.00 I —-- - ---- _ . _. _ 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 2
Time(hrs)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:6 AM
Hyd. No. 3
SCS 24hr Routed
Hydrograph type = Reservoir Beak discharge = 2.44 cfs
Storm frequency = 10 yrs Time interval = 1 rain
Inflow hyd. No. = 2 Reservoir name = Watermark Pond
Max. Elevation = 4.56 ft Max. Storage = 64,717 cuft
Storage Indication method used. Outflow hydrograph volume=65,877 cult
Hydrograph Discharge Table (Printed values-99%of Op.)
Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.42 2.69 4.56 2.44 0.16 ----- --- --- 2.26 ---- ---- - 2.42
13.43 2.66 4.56 2.44 0.16 --- --- ----- 2.27 -- ----- - 2.43
13.45 2.64 4.56 2.45 0.16 -- --- --- 2.27 --_ ----_ -- - 2.43
13.47 2.61 4.56 2.45 0.16 -- - ----- 2.27 - ---- 2.43
13.48 2.59 4.56 2.45 0.16 --- -- ----- 2.28 ----- ----- 2.43
13.50 2.57 4.56 2.45 0.16 - -- - 2.28 - ---- ----- 2.44
13.52 2.55 4.56 2.46 0.16 -- -- --- 2.28 -- 2.44
13.53 2.53 4.56 2.46 0.16 ----- - ----- 2.28 -- - --- 2.44
13.55 2.51 4.56 2.46 0.16 ----- - --- - 2.28 --- ----- -- 2.44
13.57 2.49 4.56 2.46 0.16 _ _ 2.28 2.AA
13.58 2.47 4.56 2.46 0.16 -- - - 2.28 - - - 2.44
13.60 2.46 4.56 2.46 0.16 ---- ---- --_- 2.28 --- - - 2.44
13.62 2.44 4.56<< 2.46 0.16 - -- --- 2.28 ---- ----- 2.44<<
13.63 2.43 4.56 2.46 0.16 - -- -- 2.28 --- ---- --- 2.44
13.65 2.41 4.56 2.46 0.16 --- -- --- 2.28 -- ---- - 2.44
13.67 2.39 4.56 2.46 0.16 - ----- 2.28 - ---- 2.44
13.68 2.38 4.56 2.46 0.16 -- ---- -- 2.28 -- ----- --- 2.44
13.70 2.37 4.56 2.46 0.16 2.28 -_ _- 2.44
13.72 2.35 4.56 2.46 0.16 ---- --- ----- 2.28 --- - ---- 2.44
13.73 2.34 4.56 2.45 0.16 -- ---- ----- 2.28 -- - --- 2.44
13.75 2.32 4.56 2.45 0.16 ---- --- -- 2.28 ---- --- ---- 2.44
13.77 2.31 4.56 2.45 0.16 ----- ----- ---- 2.28 - - --- 2.43
13.78 2.29 4.56 2.45 0.16 ----- ----- ---- 2.27 --- -- --- 2.43
13.80 2.28 4.56 2.45 0.16 ---- --- -- 2.27 --- --- 2.43
13.82 2.27 4.56 2.44 0.16 ---- ----- - 2.27 ---- - ----- 2.43
13.83 2.25 4.56 2.44 0.16 ----- ----- ----- 2.27 --- --- ----- 2.43
13.85 2.24 4.56 2.44 0.16 ----- ----- ----- 2.26 -- --- --- 2.42
13.87 2.22 4.55 2.44 0.16 - --- ---- 2.26 --- ----- --- 2.42
...End

Hydrograph Plot 15G
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,9:7 AM
Hyd. No. 3
SCS 24hr Routed
Hydrograph type = Reservoir Peak discharge = 2.44 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 4.56 ft
Reservoir name :;� Watermark Pond Max. Storage = 64,717 cult
Storage Indication method used. Hydrograph Volume=65,877 cult
SCS 24hr Routed
Q (ofs) Hyd. No. 3- 10 Yr Q(ofs)
21.00 — �- - 21.00
j
18.00 i --I-- — 18.00
15.00 - — -- - 15.00
i
12.00 —-- I -- --- -- - --- - ---- ----
�V —I---- .. -- 12.00
i I
9.00 , I 9.00
6.00 --- 6.00
3.00 3.00
0 5 10 15 19 24 29 34 39 44 48
Hyd No. 3 -- Hyd No. 2
Time(hrs)

Hydrograph Report 57
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,7:58 AM
Hyd. No. 4
Post Development Rational
Hydrograph type = National Peak discharge = 48.48 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 9.4 ac Runoff coeff. = 0.85
Intensity 6.042 in/hr Tc by User = 10 min
IDF Curve = SampleFHA. ^' Asc/Rec limb fact = 1/1
Hydrogrech Volume_29,085 cult
Hydrograph Discharge Table (Printed vskm>=99%ofop.)
Time —Outflow
(min cfe)
10 48.48<<
...End

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005.8:59 AM
Hyd. No. 4
Post Development Rational
Hydrograph type = Rational Peak discharge = 48.48 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 9.440 ac Runoff coeff. = 0.85
Intensity = 6.042 in/hr Tc by User = 10.00 min
OF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=29,086 cult
Post Development Rational
Q (S) Hyd. No. 4-- 10 Yr Q WS)
50.00 T_
-T-- ---;— - 50.00
I i i
40.00 40.00
I �
30.00 -- ----� 30.00
I
20.00 - - - 20.00
10.00 -
10.00
0.00 0.00
0.0 0.1 0.2 0.3 0.3
Ti ime(hrs)
Hyd No.4

Hydrograph Report 95p�
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,7:58 AM
Hyd. No. 5
Rational Routed
Hydrograph type = Reservoir Peak discharge = 0.14 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. 4 Reservoir name = Watermark Pond
Max. Elevation = 3.63 ft Max. Storage = 28,993 cuft
Storage Indication method used. Outflow hydrograph volume=18,: V cult
Hydrograph Discharge Table (printed values-99%ofOp.)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(ruin) ds ft ofs ds 08 eft de ds cfa ds de ds
19 4.85 3.63 0.14 0.14 -- -- ----- ---- -- ---- -- 0.14
20 0.00 3.63 << 0.14 0.14 ----- ---- ----- ---- ---- -- --- 0.14<<
21 0.00 3.63 0.14 0.14 ---- ----- -__ ----- ----- ----- 0.14
22 0.00 3.63 0.14 0.14 -- - -- -- ----- ----- ----- 0.14
23 0.00 3.63 0.14 0.14 ---__ ___ ___ ___ -_ -_ _ 0.14
24 0.00 3.63 0.14 0.14 ----- -- -- --- - - 0.14
25 0.00 3.63 0.14 0.14 --- ---- - --- ----- ----- -- 0.14
26 0.00 3.63 0.14 0.14 -- -- -- -- --- ---- ----- 0.14
27 0.00 3.63 0.14 0.14 --- -- -- ---- -- -- -- 0.14
28 n nn 0.000 0.14 n.1-". --- ____ --__ ----- ___-- ---- _____ •,
v.vv s.va u. 14
29 0.00 3.63 0.14 0.14 -- -- - -- -- ----- ----- 0.14
30 0.00 3.63 0.14 0.14 - -- -- ---- -- --- ----- 0.14
31 0.00 3.63 0.14 0.14 ---- ----- ---- ----- -- - 0.14
32 0.00 3.63 0.14 0.14 -- --- ---- ----- --- ----- --- 0.14
33 0.00 3.63 0.14 0.14 ---- ---- -- -- ---- ----- ----- 0.14
34 0.00 3.63 0.14 0.14 ---- ----- --- --- - -- ---- 0.14
35 0.00 3.63 0.14 0.14 ---- ----- -- ----- -- ----- ---- 0.14
36 0.00 3.63 0.14 0.14 -- ----- -- -- - ---- __--- 0.14
37 0.00 3.63 0.14 0.14 ----- ----- ----- --- --- --- --- 0.14
38 0.00 3.63 0.14 0.14 --- - - ----- ---- ----- -- 0.14
39 0.00 3.63 0.14 0.14 -- -- --- ----- ---- ----- ----- 0.14
40 0.00 3.63 0.14 0.14 --- -- --- - ---- --- ----- 0.14
41 0.00 3.63 0.14 0.14 ----- ---- -- -- --- -- --- 0.14
42 0.00 3.63 0.14 0.14 ---- ----- ---- ----- ----- -- --- 0.14
43 0.00 3.63 0.14 0.14 ----- ----- -- ----- ----- ----- ---- 0.14
44 0.00 3.63 0.14 0.14 --- --- ---- ---- ----- --_-- --- 0.14
45 0.00 3.63 0.14 0.14 --- -- --- --- ---- __--- ----- 0.14
46 0.00 3.63 0.14 0.14 ----- --- -- ---- --- --- ----- 0.14
47 0.00 3.63 0.14 0.14 ---- ---- --- ____ _-_ ___ 0.14
48 0.00 3.63 0.14 0.14 -- --- ---- ----- ____ -_ _- 0.14
49 0.00 3.63 0.14 0.14 ---- ---- --- --- ---- ---- ----- 0.14
50 0.00 3.62 0.14 0.14 -- -- -- --- --- ---- --- 0.14
51 0.00 3.62 0.14 0.14 ---- - --- --- ___ _- ___ 0.14
rl
52 0.00 3.62 0.14 U.14 ---- ----- -- -- ----- ----- ---- 0.14
53 0.00 3.62 0.14 0.14 -- ----- ---- ---- ---- ----- --- 0.14
54 0.00 3.62 0.14 0.14 -- ___ -- _-- __-- _-- ----- 0.14
55 0.00 3.62 0.14 0.14 --- -- - ----- ----- ----- ---- ---- 0.14
56 0.00 3.62 0.14 0.14 ----- ---- - -- ----- ----- ---- ---- 0.14
Continues on next page...

Hydrograph Report
Hydraflow Hydrographs by Intelisolve Friday,Sep 30 2005,2:32 PM
Hyd. No. 5
Rational Routed
Hydrograph type = Reservoir Peak discharge = 1.23 cfs
Storm frequenzy = 50 yrs Time interval = 1 min
Inflow hyd. No. _ Reservoir name = Watermark Pond
Max. Elevation 3.83 ft Max. Storage = 36,100 cuft
Storage Indication method used. Outflow hydrograph volume= <>,978 cult
Hydrograph Discharge Table (Printed values y-99%of Op.)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19 6.14 4.42 1.26 0.18 --- ---- --- 1.06 --- ---- ----- 1.23
20 0.00 4.42 1.26 0.17 -- -- -- 1.06 --- ----- --- 1.23<<
21 0.00 4.42 1.26 0.17 ----_ -- ----- 1.06 -- -- -- 1.23
22 0.00 4.42 1.26 0.18 --- -- --- 1.06 ---- --- ---- 1.23
23 0.00 4.42 1.26 0.18 ---- ---- -- 1.05 -- -- 1.23
24 0.00 4.42 1.25 0.18 ----- -- ---- 1.05 -- --- ----- 1.23
25 0.00 4.42 1.25 0.18 --- ---- 1.05 -- -- ---- 1.23
26 0.00 4.42 1.25 0.18 -- -- --- 1.05 -- -- _-- 1.22
27 0.00 4.42 1.25 0.18 ----- ---- ---- 1.05 -- - -- 1.22
...End

DATE DESIGN CRISER TROUTMAN TANNER VNO.
r � ph`��k- Wilmington, CONSULTING ENGINEERS North CarolinaCHECK JOB FOR
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RE:Banard's Creek Pond
Subject: RE: Banard's Creek Pond
From: "David Hollis" <[e-mail]> _
Date: Wed, 20 Jul 2005 13:01:34 -0400 f✓ca'I
To: "Jarrell, Dave" <[e-mail]> �bA.v v+ti `�'�� ��' f�+ `F 40
CC: <[e-mail]>, "Greg Wayne" <[e-mail]>
<[e-mail]> fc, S' 6W
VW_-f •ti l r S w�.. 1 w�1(
Dave, and Paul: i +� c�5-
j�r � Q(
As per a phone conversation with Paul Bartlett this AM, I agree that DWQ ha§ a legitimate need to see as-built
information to evaluate a permit modification request(I don't know why DENR would drop their requirement for a
topography of existing conditions on a site— I feel sure they would require this of me). Evidently your engineer
submitted with the original design information, no longer valid, and there were potential conflicts.
My last visit to the site confirmed that the pond was built and stable, and portions of the storm sewer infrastructure
were also in. Major areas of the plan had not been completed.
Paul agreed that a certification by me would not be appropriate in this case, since the project had changed and we
didn't work for you, but that a re-submittal by your engineer with the required existing conditions shown so they
could be evaluated for adequacy would be necessary. I'm sure you can coordinate that with Criser Troutman.All
design documents and calculations are on file at DENR on Cardinal Drive.
David Hollis
-----Original Message-----
From: Jarrell, Dave [mailto:[e-mail]]
Sent: Wednesday, July 20, 2005 11:54 AM
To: David Hollis
Subject: Banard's Creek Pond
David,
Thanks for helping out on the pond. Mark Arcuri's email address is: marcuri(a)cttengineering.com.
Dave Jarrell
Granite Creek Construction, Inc.
4415 Commodity Way
Shingle Springs, CA 95682
Office: [phone]
Cell: [phone]
Fax: [phone]
www.granitecreekinc.com
6,
/ A f
'44
1
of 1
7/20/2005 3-i 5 pNr

P. 1
COMMUNICATION RESULT REPORT ( JUL.14.2005 2:56PM ]
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) PAGE
---------------------------------------------------------------------------- --- -----------------
473 MEMORY TX 93972971 OK P. 2/2
----------------------------------------------------------------------------------------------------
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2] BUSY
E-3] NO ANSWER E-4] NO FACSIMILE CONNECTION
i
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross Jr,, Secretary
FAX COVER SHEET
Date. f�
No. of Pages!
To: From: '"� ,�
CO; —� CO: ll
!0- �
FAX#:
FAX#: 910-350^2004
REN AM: 16.
°S r
C`j
117 inAi D C.2040r"3M Td no(910)C'5-3900 FIX(Mme)3 �04
An E o orturntty XMrmative Action P ff
q d dPP

14 05 02:25p Criser Troutman Tanner [phone] p.1
F-Ax MEMO
DUM CRISER
l�/1 TR D U T 1VIA N
TANNER
TO: FROM:
PAUL BARLET MarkT.Arcuri,PE
COMPANY: DATE:
NCDENR 7-14-05
FAX NUMBER: TOTAL NO.OF PAGES INC_UDING COVER:
350-2004 2
PHONE NUMBER: CRISER&TRCUTMAN'S PROJECT NUMBER:
796-7215 5484
RE: CLIENT'S REFERENCE NUMBER:
Bernards Creek Yacht Club - Pond Certification
❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ FOR YOUR INFORMATION
NOTES/COMMENTS:
Mr. Bartlet,
"See attached note from David Hollis. Does it need to be certified before we get our permit?"
�f
Please contact Georgia if you experience problems with this fax_
FC: Dave Jarrell (fax-530 677-7550)
CRISER TROUTMAN TANNER CONSULTING ENGINEERS
Post Office Box 3727 Wilmington,NO 28406 ( 3809 Peachtree Ave.Suite 102 Wilmington,NO 29403 A 910.397,2929 f 910.397.2971
Email; marcuriCcttengineeringcom

Jul 14 05 02:26p Criser Troutman Tanner [phone] p.2
Jul 14 05 12: 49p Hanover Design 910-343-9941 p- 1
Jul 14 05 12:38p Crii;er Troutman Tanner (910)397--2971 p.1
F MEMORANDUM T it L 9 E R'
TROUTMHN
THINNER
TDB FROM:
AVID HOLLIS hft*T.Arcuri,PE
COMPAur. 4AT£
HenoverDesW 7-1405
FAX NUMBER: TOTAL 440.01PP46951NCW0 NG cowl":
34349941
FRONE NUMBIP. CRISAR A TROUTMAN'$PROJECT NUMBER:
343$002 54"
PE� CLIENTS REFERENCE NUNNEW
Bemar+ds Creek Yacht Club
D UR68NT ❑FonjumEw E3 PLEASE OddMENT 0 PLEASE REPLY (3 FOR YOUR INFORMATION
NOTES/COMMENTS:
David.
At your earliest cozivenrenm please fax over the pond oerd"flcation for fWnards Creek Yacht Club.The State
Stour Water Cettiiicatim Is OSWWW408.
Mem Cone ct Georges if you experience probiern5 wM this fi oc.
FC:Dave Jarrell(fax-530 677-7550)
CRISER TRDUTMAN TANNER CONSULTING ENGINEERS
host Oirsce Bm=7 %V4rTim&n.NC 211406 1 3W9 P Mtree Ave_Sift 202 Wilmirow.11G 2MQ3 9 9lA397.2929 f 91R.397.2973
EmaN;

P. 1
COMMUNICATION RESULT REPORT ( JUL.14.2005 10:31AM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) PAGE
-------------------------------------------------------------------------S
460 MEMORY TX 93972971 P. 3/3
----------------------------------------------------------------------------------------------------
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Envimnment and Natural Resources
Wilmington Regional Office
William G. Doss, Jr., Secretary
Michael F. Easley, Governor
FAX COVER SHEET
No. of Pages: 3 (Incl. Cover)
Gate: 7/14/05 From:Paul Bartlett
To: Mark Arcuri Water Quality Section - Stormwater
Company: CTT FAX#: [phone]
FAX#: [phone] Phone #: [phone]
DWQ Stormwater Prr* rct Number:
of Wilmington8 00040Modification
Protect Name: Watermark Marc n
MESSAGE:
Marks
A Request for Additional Information is attached for the you.
project. The original will
be mailed to Mr. Easter, and a copy will be mailed to yo

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross, Jr., Secretary
FAX COVER SHEET
Date: 7/14/05 No. of Pages: 3 (incl. Cover)
To: Mark Arcuri From: Paul Bartlett
Company: CTT Water Quality Section - Stormwater
FAX#: [phone] FAX#: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 000408 Modification
Project Name: Watermark Marina of Wilmington
MESSAGE:
Mark,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Easter, and a copy will be mailed to you.
ENB1ptb: S:IWQSISTORMWATERIADDINF0120051000408MOD
127 Cardinal Drive Extension,Wilmington,NC 28405-3845 Telephone[phone] FAX[phone]
An Equal Opportunity Affirmative Action Employer

�Q�WAT��p Michael F. Easley, Governor
_1O G William G. Ross, Jr., Secretary
T� North Carolina Department of Environment and Natural Resources
>_ y
Alan W. Klimek, P.E. Director
Division of Water Quality
July 14, 2005
Mr. Dan Easter
Vice President
Watermark Marina of Wilmington, LLC
5110 Hillsdale Circle, Suite 300
El Dorado Hills, CA 95762
Subject: Request for Additional Information
Stormwater Project No. SW8 000408 Modification
Watermark Marina of Wilmington
New Hanover County
Dear Mr. Easter:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Watermark Marina of Wilmington on July 12, 2005. A preliminary review of that information
has determined that the application is not complete. The following information is needed to
continue the stormwater review:
41HO) 1. In accordance with North Carolina Administrative Code 15A NCAC 2H.1003(e),
Permit applications must be signed by a general partner in the case of a
partnership, or by an authorized agent of the partnership, such as a
y member/manager. In the case of a corporation, a vice-president or higher, or an
r� 4
authorized representative, may sign an application. Please either document that
� you are a general partner, or have an authorized agent for the partnership, such
Cas a member/manager registered with the N.C. Department of the Secretary of
t ° State, sign the application or authorize you to sign and enter� the a r ate title in Section 1.2.
�, (�I PlPasp clarify the mailing addrQ� in CQc-tine I '� of thQ n. ratinn. ZU
t4C�l registered address with the 6ecretary of 5rate is quit " o, s. Smitern the
V , �� application. An applicant's name and address Chang ' occur w h the*Permit
L modification for the subject project.
,g T 3. Please provide the Designer's Certification, as required by Permit No. SW8
000408 Modification, issued May 25, 2000. The Wilmington Regional Office
Permit file does not include the Certification.
Vr • 1/4. Please confirm that the proposed stormwater inlet configuration conforms to
BMPs for the existing pond. An overlay of the wet detention pond, as permitted
by the May 25, 2000 modification, on the proposed configuration indicates that
the stormwater inlet from D110 to the forebay maybe on the berm. If the current,
as-built conditions differ from the conditions certified by the Designer, please
provide a Plan drawing that illustrates the current layout, inletloutlet,
forebay/main basin, and berm details.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone] Customer Servioel-877-623-6748
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us One
NorthCarolina
An Equal OpportunitylAffirmative Action Employer—50%Recycled110%Post Consumer Paper Naturally

Mr. Dan Easter
July 14, 2005
Stormwater Application No. SW8 000408 Modification
5. Please provide either roof drain details or a revised Note #4 on Drawing
C1.3 that coincides with the drainage assumptions of the "Storm Sewer
Tabulation" in the calculations in order to clearly identify which drop inlets
� - receive roof runoff. The current Permit lists 16,400 ft3 for the East
Forebay and 3,600 ft for the West Forebay. If Item #4 above results in
modifying an inlet configuration, please provide calculations for forebay
(.,,,modifying
requirements. West Forebay overloading may be an issue,
- \, depending on roof drainage patterns.
�C 6. lease submit a revised detention pond supplement if as-built conditions
r application modifications caused by Items #1 - #5 above are different
a than the supplement information provided for the current Permit.
Please modify plans, calculations, the application and supplement, as
appropriate, based on the Items #1 - #6 above.
• Please o e that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to July 21,
2005, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
at [phone] '`-. � ki-y ��,-«� ��E« : . ,.. �. ..L�� : .��; :: :�.. 1 �;: ;
Sincerely, /
-9
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:IWQSISTORMWATERIADDINFO120051000408MOD
cc: Mark T. Arcuri, P.E., Criser Troutman Tanner Consulting Engineers
Paul Bartlett
Page 2 of 2

Page 1 of 1
North Carolina
{; Elaine F. Marshall DEPARTMENT ENT of •
SecretarySECRETARY of �. "�"AT:,E
PO Se x 2g622 Paiei6h,NC 2762"622 (519)807 2GDO
Corporations Date: 7/13/2005
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Wither Legislation. Status: Current-Active
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uBy Corporate Name Date Formed: 11/17/2004
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By Registered Agent
Online Orders State of Inc.: DE
OStart An Order Duration: Perpetual
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��Corporations Division
JSecretary of State's web site Agent Name: Siegel, Steven F.
Print Registered Office Address: 1908 Eastwood Rd, Ste 320
JPrintable Page Wilmington NC 28412
Registered Mailing 1908 Eastwood Rd, Ste 320
Address: Wilmington NC 28412
Principal Office Address: 5110 Hillsdale Circle, Ste 200
El Dorado Hills CA 95762
Principal Mailing Address: 5110 Hillsdale Circle, Ste 200
El Dorado Hills CA 95762
For questions or comments about the North Carolina Secretary of State's web site,please send e-mail to Webmaster.
http://www.secretary.state.nc.us/Corporations/Corp.aspx?PitemId=6538042 7/13/2005

SOSID:0752736
Date Filed:3/24/2005 2:23:00 PM
Elaine F.Marshall
North Carolina Secretary of State
State of North Carolina C200508000225
Department of the Secretary of State
APPLICATION FOR AMENDED CERTIFICATE OF AUTHORITY
FOR LIMITED LIABILITY COMPANY
Pursuant to§57C-7-05 of the General Statutes of North Carolina,the undersigned limited liability company hereby applies for an
Amended Certificate of Authority to transact business in the State of North Carolina,and for that purpose submits the following
statement.
1. The name of the limited liability company is: Bamards Creek Yacht Club LLC
2. The name the limited liability company is currently using in the State of North Carolina is:
Bamards Creek Yacht Club LLC
3. The state or country of formation is. Delaware
4. The date the limited liability company was authorized to transact business in the State of North Carolina is:
November 17, 2004
5. The changes being made a as follows:
Pl re ease change name to: Watermark Marina of Wilmington LLC
6. Attached is a certificate of existence(or document of similar import),duly authenticated by the Secretary of State or other official
having custody of limited liability company records in the state or country of formation. The certificate of existence must be less
than six months old. A photocopy of the certification cannot be accepted.
7. This application will be effective upon filing,unless a date and/or time is specified:
This the g day of 1 Y aLmt N ,20 O
00.�e.r M4rirNa + Wt`��hykc>^ W
Name of Limited Liability Company V J
Signature
I Atn C. Ca
4 %1 V% Yt\�v�n�.�►
Type or Print Name and Title cJ
Notes:
1. Filing ice is$50. This appiieatiaa most be filed with the Secretary of State.
CORPORATIONS DIVISION P.O.BOX 29622 RALEIGH,NC 27626-0622
(Revised January 2002) (Form L-/a)
•i1

D& are
PAGE 1
rte First state
I, HARRIET SICTH WINDSOR, SECRETARY OF STATE OF THE STATE OF
DELANARE, DO MMY CERTIFY THE ATTAOND IS A TRUE AND CORRECT
COPY OF TU CZRTIFICATE OF A14END OF "RARI'rYARDS CREE€{ YACHT
CLUB LLC", CHANGING ITS MM FROM "BARNARDS CREEK YACHT CLUB
LLC" TO "MIRMARK lIARINA OF WILNXZ# TON LLC", FILED IN T#XS
OFFICE ON THE TWENTY-FIFTH DAY OF YAM=r, A.D. 2005, AT 8
O'CLOCK A.M.
Harriet Smith Windsor,Secretary of Sate
3863907 8100 AUTHEN7ICATION: 3660495
vSOC I..u� DATE: 02-03-05 ,.

SOSID: 752736
• Date Filed: 11/17/200411:45:00 AM
Elaine F.Marshall
St.ite of North Carolina North Carolina Secretary of State
Department of the Secretary of State C200428200047
APPLICATION FOR CERTIFICATE OF AUTHORITY
FOR Lhw'CED LiABILi l(COMPANY
Pursuant to§57C-7-04 of the General Statutes of Nord.Carolina,the undersigned limited liability company hereby applies for a
Certificate of Authority to transact business in the Staft of North Carolina,and for that purpose submits the following:
1. The name of the limited liability company is Barnards Creek Yacht Club LLC ;
and if the limited liability company name is unavailable for use in the State of North Carolina,the name the limited
liability company wishes to use is Bamards Creek Yacht Club I-LC
2. The state or country under whose laws the limited li ibility company was formed is: Delaware
3. The date of formation was October 4, 2004 ;its period of duration is: Perpetual
4. Principal office information: (Select either a of b)
a. 0 The limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is:
Number and Street 5110 Hillsdale Circ le, Suite 200
City, State,zip Code El Dorado Hills, GA 95762 County Ei Dorauu
The mailing address,1f different from the street address,of the principal office of the corporation is:
b. ❑The limited liability company does not have a principal office.
5. The street address and county of the registered office;in the State of North Carolina is:
Number and Street 1908 Eastwood Road, Suite 320
City,State,zip code Wilmington, NC 28412 County New Hanover
6. The mailing address,if different from the street address,of the registered office in the State of North Carolina is:
7. The name of the registered agent in the State of North Carolina is: Steven F. Siegel
CORPORATIONS DIVISION P.O.BOX 29622 RALEIGH,NC 27626-0622
(Revised January 2002) (Form L-09)

'oc,r-4-2004 07:52 FRUtSQUI•l-FORK D&E-OWEN 916-941-7291 T0:15303441342 P.3
APPLICATION FOR CERTIFICATE OF AUTHORITY
Page 2
S. The names,titles,and usual business addresses t-fthe current managers of the limited liability company are:
(use attachment iifnecessary)
Name �jrinrxt Address
Richard Conto, Managing Member 5110 Hillsdale Circle,#200, El Dorado Hills CA 95667
Brian McCarthy, Managing Member 5110 Hillsdale Circle,#200, El Dorado Hills CA 95667
9. Attached is a certificate of existence(or doctrmer t of similar import),duly authenticated by the secretary of state or other ofticini
having custudy or limited liability company rwrrds in the state or country of formation. The Certificate of Existence must he
lave than six Iganths old. A phalpeRsivilf the cartificatio can-Tint be accented.
10. If Ott limited liability company is required to us:a fictitious name in order to transact business in this State,a copy of the
resolution of its managers adopting the fictitious.name is attached.
11.This application will he effective upon UM us)ess a delayed date and/or lime is specified:
'Phis the 4— day of ;r� ' 1%;'L� ,200
Barnards Creek Yacht Club LLC
Nn a T.' to h'lit y C.umpuny
S nulur
Brian McCarthy, Managing ember
Type WNW Nur
Nutcs:
1. Filing fee is$250. ']iris document must be fried tt ith the Secretary of State.
CURPURM IONS DIVISION P.O.BOX 29622 RALE1`014,NC 27626-0622
(Revised January 2002) (Form 1-09)

Defaware
PAGE 1
?he First State
I, HARRIET SMITH WI'VDSOR, SECRETARY OF STATE OF THE STATE OF
DELAWARE, DO HEREBY CER FIFY "BARNARDS CREEK YACHT CLUB LLC" IS
DYTLY FORMED TJNDER THE L.IWS OF THE STATE OF DELAWARE AND IS IN
GOOD STANDING AND HAS A LEGAL EXISTENCE SO FAR AS THE RECORDS OF
THIS OFFICE SHOW, AS OF THE EIGHTH DAY OF OCTOBER, A.D. 2004_
!a'OCChh.n.L . ,'s��N .{rti-Yn '�%,L,a.. _ ..{•- .
iarriet Sr.Afi'vinaso;.Secretary i1 Sot,
3063907 9300 AUTHENTICATION: 3402207
040729160 DATE: 10-08-04

SOSID: 0752736
Date Filed:5/27/2005 11:54:00 AM
Elaine F.Marshall
LIMITED LIABILITY COMPANY North Carolina Secretary of State
ANNUAL REPORT 2005147 00241
NAME OF LUV91ED LIABILITY COMPANY: WatermarkMarina of Wilmington LLC
STATE OF INCORPORATION: DE
SECRETARY OF STATE R.L.L,P.ID NUMBER: 0752736 FEDERAL EMPLOYER ID NUMBER:
NATURE OF BUSINESS:
REGISTERED AGENT: Siegel,Steven F,
REGISTERED OFFICE MAILING ADDRESS: 1908 Eastwood Rd,Ste 320
Wilmington,NC 28412
REGISTERED OFFICE STREET ADDRESS: 1908 Eastwood Rd,Ste 320
Wilmington,NC 28412 New Hanover County
SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
PRINCIPAL OFFICE TELEPHONE NUMBER:
PRINCIPAL OFFICE MAIIING ADDRESS: 5110 Hillsdale Circle,Ste 200
El Dorado Hills,CA 95762
PRINCIPAL OFFICE STREET ADDRESS: 5110 Hillsdale Circle,Ste 200
El Dorado Hills,CA 95762
MANAGERSMEMBERS/ORGANIZERS:
Narne:13ria►n.MO WI* Name: RIC'A&A � �6r+d Nam:
Title: rn&""� m4 Title: 17't.l.rn4""r Title:
Address:q8w jAll W4sA*d Ln Address:'!/o►lo UkIAK9440161 Ln Address:
City: (A "im, City: Cel M I na City:
State: (A Zip: 4576f State:CA Zip: 4na? State: Zip:
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
�.� � yf as1oS
FORM MUST BE SIGNED BY A MANAGERAUMBER DATE
1;a(yVu4 C-bA-X-o yrla ag M�w,bt to
TYPE OR PRINT NAME TYPE OR PRINT T IU
ANNUAL REPORT FEE: $200 MAIL TO: Secretary of State•Corporations Division•Pat Office Box 29525•Raleigh,NC 27626A525
f
I

OFFICE USE ONLY
Date Received Fee Paid Permit Number
S
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
vJ A-Tc—fL Nl h Z►L IAA42A NA W t L-AA►N C-G-Told IL LC—
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
QAM 1 SST E-(Z P rZ:E So T.>E17 _
3. Mailing Address for person listed in item 2 above: 00 0�9I�S
S110 J -1LLSr_>ALE. UJeG:L.E
City: CL 00t2.ADD H—I LL.5 State: (�A zip: 9S7(o Z
Telephone Number: ( 91 Co ) 94-I —9 04-0
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
5. Location of Project(street address):
City:_ L M i &l oM County: MEW
6. Directions to project(from nearest major intersection):
AJ: 1 -re <7'IW d-- {ZI VE, 12-0A � A*N[:�) 1 n1P11-�fJ\1DWCF,
?5o"LAe%J A-(Lt:>
7. Latitude: M �7� �.�p Longitude: VV 11. 56• of project
8. Contact person who can answer questions about the project: q c�
Name: AA A-RK * A 4261 Z I 1� ps,Telephone Number: ( 11O
U. PERMIT INFORMATION:
1. Specify whether project is(check one): ._._____New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

coo 49 M 00 9AOI j l�70_bey/'ty. 2.
2. If this application is being submitted as the result of a renewal or modification to an existing ermitti list the
existing permit number 5V4 5 O©Q¢O% and its issue date (if known) AY Gg, 4060
3. Specify the type of project(check one):
Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
__)�CAMA Major KSedimentation/Erosion Control T404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
—W-M LdATr . NAJ l U. arc Go t A.99;TrU I MTb 14 F-W t N LZM Mtn
f I PIrAC Auv rXgZ4"EQ -l-n �STiNG S'I�eJul y�lA-'f WCT
Ce_roi!l ,"d SA61a
2. Stormwater runoff from this project drains to the 4: E. River basin.
3. Total Project Area: 1 V1 acres 4. Project Built Upon Area:
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Cp. p M =1V
Receiving Stream Class G
Drainage Area ZCP6
Existing Impervious*Area p to R-r-MAO-4
Proposed Impervious*Area 3211 SO5
%Impervious*Area(total) -7g o
Impervious*Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings l Isfo 12`� '
On-site Streets
On-site Parking+rVqVF A. $Z.r
On-site Sidewalks ?�
Other on-site i ptl tr,
Off-site
Total: Z Total:
*Impervlous area is defined as the built upon area including,but not limited to,buildings,roads,par dng areas,
sidewalks,gravel areas,etc.
Fonn SWU-101 Version 3.99 Page 2 of 4

7. How was the off-site impervious area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a table
listing each lot number,size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
NA as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than N A- square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt,gravel,concrete,brick,stone,slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in,piped,or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed Ina manner that maintains the integrity
and performance of the system as permitted.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above,that the covenants will be binding on all parties and persons
claiming under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the State,and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s)listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at(919)733-5083 for the status
and availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s)for each BMP
• Permit application processing fee of$420(payable to NCDE4#4,CX::10 PCP12__T> AkTA-
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
Drainage areas delineated
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent(individual or firm): GaVSCV_7VZp.1kTAA ,-nl -1-". cogs
Mailing Address: QGp44-[ E, QJ M1E — ITE (C�Z
City: \#JiL Agif, -Toid State: 9c, _ Zip: 784-0
Phone: ( q kD ) '59 7-Z.9 2 Fax: ( 9 i o ) '59-7 - 21-7 1
VIII. APPLICANT'S CERTIFICATION �-• ,
I, (print or type name of person listed in General.information,item 2)
certify that the information included on this permit application form Is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that a proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: Date:
�rnR it� /•�, ., �C G
Fonn SWU-101 Version 3.99 Page 4 of 4

TRANSMITTAL LETTER C R I S E R
TROUTMAN
TANNER
TO: FROM:
Pa-vad Barge!' 11 T.Arcuri�Ply
COMPANY: DATE:
NCDENR SW July 12,2M5
ADDRESS: CRISER&TROUTMAN'S PROJECT NUMBER:
Cardinal Drive 5484
Wilmington,NC
PHONE NUMBER: CLIENT'S REFERENCE NUMBER
7%-7215
RE: �"
Watermark Marina,SW App PAckage S�g
s� d� - +�
WE TRANSMIT: ❑ATTACH® ❑UNDER SEPARATE COVER D BY ❑UPS/FEDEY
Uvv 04
THE FOLLOWING: ❑TRACINGS ❑PRINTS ❑INSPECTION REPORT ❑SHOPDRAWINGS ❑ TIONS ❑"OTHER
leiII
COPIES DATE SHEET DESCRIPTION IC RE S
NO. � f
1 ORIG STORMWATER MANAGEMENT APP
1 COPY STORMWATER MANAGEMENT APP I
$4,000 APPLICATION FEE
C1.2 C1.3
2 COPIES C1.4 C1.5 CONSTRUCTION PLANS
C1.6 C2.1
C2.2 C2.7
� GO �1�2RA���/iE AN�J �aILS
PAUL:
Please let me know if you have any questions.
Cc:Dave JatreU
by:
CRISER TROUTMAN TANNER CONSULTING ENGINEERS
Post Office Box 3727 Wilmington,NC 28406 1 3809 Peachtree Ave.Suite 102 Wilmington,NC 28403 p 910.397.2929 f 910.397.2971
Email: mart cttengineering.com

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Apr 28 05 03:51 p Criser Troutman Tanner [phone] p.2
N=Nki .
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 (910)395-M00 FAX[phone] / p�/
Request for Express Permit Revie
FILL Nil afl information below and CHECK required Permit s) u-!
FAX or email to Cameron.WeayerOncme1net along with a narrative and vicirNty two of the project location.
Projects must be submitted by 9:00 A M.of the review date, unless prior arrangements are made.aZ ee
APPLICANT Name PIA04 F-"TWT- -vc.>E f!R&#c)GM-r! 1:Xhr L_0piulff"
Company V.14TFs2 M4t?JL MAIZiNA =F%M1L1 ►1WvTt f4,L4C
Address Silo N&LkDAt- G01F—5 M3 C'Z/St ateFi_9&9&w iaw5 Zip 9516Z CountyELP00 M
Phone' 6— #1 —` 24-0 Fax 9 -- —` 7--35 Email
PROJECT Name W�Tra u- � MAP—LIMA dF" mU L>Amr-Old
PROJECT LOCATED IN c-Apy--- d;'�u. RIVER BASIN
ENGINEER/CONSULTANT 'T:
Company C2t5Fm 'TRbtfrAAjW "W---44LT*J& 044rW fF 0c%
Address 9 p ays__ AIM 102- City/State 1L Zip 28403~Countyggid hla,-
Phone 9v2-?Ji7-Z4 Z9 Fax 9 to- S97- Z971 tmail n+ercu►/ti
❑ STREAM ORIGINATION CERT1i7CAT1ON, Stream Name
.
STORMWATER ❑ Low Density -. - ----C,High Density-Detention Pond--- .❑High Density-Other .....
E]kw Denim'y-Curb&Putter. ❑ High 4ensity;Infiltrap'o []Off Site
❑ COASTAL ❑ Excavation&Fill ❑ Bridges&Culverts Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.
❑ WETLANDS(401) ❑ No Wetlands on Site (letter from COE) - .- []Wetlands DelineatedlNo JD - -
❑Greaterlhan 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done
❑ Less than 0.1 AC Wetlands Impacted ❑Greater than 0.5 AC Wetlands Impacted
The legislation allows additional fees,not to exceed 50%of the original Express Review permit application
fee,to be charged for subsequent reviews due to the insufficiency of the permit applications
For DE VR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA $
LQS $
401 $
Total Fee Amount $

Apr 28 05 03;52p Criser Troutman Tanner [phone] p,5
STORMWATER NARRATIVE
GENERAL
Watermark Marina of Wilmington, LLC wishes to expand the existing Bamards
Creek Yacht Club at the intersection of Independence Boulevard and River Road
in Wilmington, North Carolina, The property is 37 acres and is bounded to the
north by an industrial facility, to the east by River Road and undeveloped areas,
to the south by Bamards Creek, and to the west by the Cape Fear River.
EXISTING SITE FEATURES
Four boat and RV storage buildings currently exist on site. Also, gravel drives
exist serving the buildings and the flat area between the building and the river.
All of these areas drain to the existing and permitted wet detention basin (SW8
000408 - MAY 2000). Also, a relatively new entrance driveway and timber bridge
exists over low lying areas on the east portion of the site. No sewer exists on
site. Public water is available and installed on the property.
PROPOSED GENERAL IMPROVEMENTS
A new dry stack boat storage building is proposed to replace the existing storage
buildings. Also, a new clubhouse with a pool is planned for the area closer to the
River. New parking facilities will be constructed according to New Hanover
County Zoning. A new pier and floating docks will be constructed to serve
recreational boaters. The pier will be used by forklifts to take boats into and out
of the water and dry stack building. CAMA permitting will be needed for the
marina improvements stated. A sanitary sewer pump station will be needed to
pump sewer to an existing City maintained sewer on Independence Boulevard.
/^ boat wash area will be provided to rinse off boats as they are taken out of the
WW ater and before they are placed in the dry stack building. It is the intent to send
I the rinse water from the boat wash to the wet detention pond. No maintenance
Sw c.z4 , of boats will take place on this site. It is the owner's intent for this marina to be
,p certified as a "Clean Marina" by The North Carolina Clean Marina program.
PROPOSED STORMWATER IMPROVEMENTS
��`C The improvements to the existing wet detention basin will in theory be minimal.
Modifications to the pond outlet structure or pond surface area may be required
to accommodate the change in impervious area or runoff quantities. The
modifications will be designed to meet stormwater quality and quantity
requirements of the NCDENR, City of Wilmington, and New Hanover County, as
applicable. Modifications of existing permits will be required. New storm
drainage will need to be installed to collect runoff from imperious surfaces and
direct it to the pond.

Apr 28 05 03:52p Criser Troutman Tanner [phone] p.3
LOCATION MAP
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Apr 28 05 03:52p Criser Troutman Tanner [phone] p.4
STORMWATER NARRATIVE
Project:
WATERMARK MARINA OF WILMINGTON
Location:
3526 River Road
Wilmington, North Carolina
New Hanover County
Prepared for:
Watermark Marina of Wilmington, LLC
5110 Hillsdale Circle
Suite 300
El Dorado Hills, CA 95762
Prepared by:
Mark T. Arcuri, PE
Criser Troutman Tanner Consulting Engineers
3809 Peachtree Avenue
Suite 102
Wilmington, NC 28403
April 28, 2005
C&T Job 5484.00

Apr 28 05 03:51 p Criser Troutman Tanner [phone] p.1
FAXMEMORANDUM C R l S E R
��' TROUTMAN
T A N N ER
ra. PROM:
CAMERON WEAVER MaskT.Arcuri,PE
COMPANY: DATE.
NCDENR-Express Permitting April 28,2005
FAY NCMDER: TOTAL NO.OF PAGES 1NCLUDINC COVER:
350-2004 5
PHONE NUMBER: CRISPR.&TROUTMAN'S PROJECT NUMBER:
395-3900 5484
RE. CL-ENT'S REFERENCE NUMBER:
Marina of Wilminglton
Express Stormwater Permit App
❑L`RGE--1T ❑FORRLVIEW ❑PLEASE COMMENT ❑PLEASE• REPLY ❑ FOR YOUR INFORMATION
NOTES/COPAQ[ENTS:
Attached is our application for Express Stormvirater Review for this project Also, see vicinty map and rm=tive.
There is an 4mristing permit for this site.
Please call to schedule a time for a premeeting(397-2929). We are particularly interested in discussing the proposed
boat wash(see narrative).
Thank you.
-:�57i �EctLc.,�L S30—H7? ASS)
CRISER TROUTNIAN TANNER CONSULTING ENGINEERS
Post Office Box 3727 Wilmington.NC 28406 1 3809 Peachtree Ave.Suite 1.02 Wilmington,NC 28403 p 910.397.2929 f 910.397.2971
Email: rnarcuriCctt-3ngineerii con