SW8050414_HISTORICAL FILE_20050614 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0504 14
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
9Q HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
gc�)5
YYYYMMDD
fii

AT 6
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ry Y
June 14, 2005
Mr. Kirk Andrews, President
Footings of Wilmington, Inc.
3129 Braemar Lane
Wilmington, NC 28409
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: Stormwater Permit No. SW8 050414
Andrews Reach
High Density Project
New Hanover County
Dear Mr. Andrews:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Andrews Reach on June 13, 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 050414 dated June 14,
2005, for the construction of the subject project.
This permit shall be,effective from the date of issuance until June 14, 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 Robert Gordon, or me at [phone].
Sincerely,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/rdg: S:\WQtS\STORMWAT\PERMIT\050414.Jun05
cc: James;Fentress, Jr., PE, Stroud Engineering
Tony Roberts, New Hanover County Building Inspections
City of., Wilmington Stormwater Services
Division of Coastal Management
RobertGordon
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877.623-6748 One
Wilmington Regional Office Wilmington, NO 284053845 FAX [phone] Internet: h2o,encstate.nc.us NorthCaro/lino
An Equal OpportunitylAffirmative Action Employer —50% Recycled110% Post Consumer Paper Alatuml�y

State Stormwater Management Systems
Permit No. SW8 050414
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
Mr. Kirk Andrews & Footings of Wilmington, Inc.
Andrews Reach
New Hanover County
FOR THE
construction, operation and maintenance of an underground infiltration trench 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.
i.
This permit shalkbe effective from the date of issuance until June 14, 2015, and shall
be subject to the following specified conditions and limitations:
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 339,143 square feet of
impervious area. This trench must be operated with a 50' vegetated filter.
Detention/storage basins were approved to store runoff prior to discharge to the
infiltration,system. These detention/storage structures must each have a 6-inch
thick clayJiner. The dewatering orifice must completely dewater each basin after
each rainfall.
4. The tract ,will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 34,000 square feet.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 050414
5. 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.
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
7. The following design criteria have been provided
in the infiltration trench and
must be maintained at design condition:
a. Drainage Area, acres:
17.41
Onsite, ft2:
17.41
Offsite, ft2:
0
b. Total Impervious Surfaces, ft2:
339,143
C. Design Storm, inches:
1.5
d. Trench Dimensions, L x W x H, ft:
1600 x 5 x 4
e. Perforated Pipe Diameter/Length:
36"/1600
f. Bottom Elevation, FMSL:
3
g. Bypass Weir Elevation, FMSL:
6
h. Permitted Storage Volume, ft3:
43,755 (Trench+Storage Basins)
i. Type of Soil:
Craven, Lakeland, Seagate
j. Expected Infiltration Rate, in/hr:
3.75
k. Seasonal High Water Table, FMSL:
1
I. Time to Draw Down, hours:
16.8
M. Receiving Stream/River Basin:
Hewletts Creek / Cape Fear
n. Stream Index Number:
18-87-26
o. Classification of Water Body:
"SA;HQW"
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 3 of 8

State Stormwater Management Systems
Permit No. SW8 050414
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 dewatering orifices, bypass structure,
filter media, flow spreader, catch basins, piping and vegetated filter.
g. A clear access path to all bypass structures 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. 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.
6. Upon corppletion of construction, prior to issuance of a Certificate of Occupancy,
and prior#o 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.
7. 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.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 050414
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. 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.
12. 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
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 fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sedimenf.,'Control Planning and Design Manual.
Approved'plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 050414
9. The perm,ittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 14th day of June, 2005.
NOR
NTAL MANAGEMENT COMMISSION
Alan . limek, .E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 050414
Andrews Reach
Stormwater Permit No. SW8 050414
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:
Signature
Registration Number
i'
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 050414
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 bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated 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. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Ton Roberts, New Hanover County Building Inspections

- OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
4/19 05
1$4000.00 2580
SWS 050514/050414
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
1. CENERAL INFORMATION
I, Applicants name (specify the name of the corporation, individual, etc. who owns the project):
s of Wilmington,
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Kirk_AtWrews, President
3. Mailing Address for person listed in item 2 above:
3129 Braemar Lane
City: Wilmington State: NC Zip: 284Cn
Telephone Number: ( 910 j 397-0609
4. Project Name (subdivision, facility, or establishment name -should he consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
5. Location of Project (street address):
Masonboro Loop Road
City: Wilmington County: New Hanover
6. Directions to project (from nearest major intersection):
From intersection of College Rd & Oleander Dr., East on Oleander., Right on
Pi-ne Grove, follow Pine Grove to intersection of Pine Grove and Pasonboro
Loop, project on right.
7. Latitude:__2,i3401.1' 4" Longitude:051' 41" of project
8. Contact person who can answer questions about the project:
Namc:_jamas H, Fentress. Jr. P.E. Telephone Number: (gio ) 815-0775
IL PERMPPINFORMATiON:
I. Specify whether project is (check one): X. New Renewal Modification
REC, FTNTF D
Faun SWU-101 Version 3.99 Page l of 4 JUN 0 9 Z005
BY;_

If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
_Low Density X High Density Redevelop _General Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major Sedimentation/Erosion Control 404/401 Permit _NPDES Stormwater
Informadon on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748,
Ill. 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 managementfor the project .
Rtnrmtaa,ter will he nnller•t-ed—in City Detention Racine and than rpleaspd to
flat grade infiltration trenches for treatment.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: 27.3 acres 4. Project Built Upon Area: 35 %
5. I -low many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
In oject, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information.
:' Drainage Area I
Drainage Area,2
Receiving Stream Name
Bridges Creek
�eceiving Stream Class
SA
Drainage Area
17.41
Existing Impervious* Area
—0—
Proposed Impervious'Area
7
% Impervious; Area (total)
44
Impervious' Surface Area
. Drainage Area I
Drainage Area 2
On -site Buildings
206,775
*includes drives, Lot BUA
On -she Streets
82,898
and pool/clubhouse area
On -site Parking
—0_
On -site Sidewalks
15470
Other on -site
34,000
*for Future Development
Off' -site
Total: 339,143
Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
REA Tr
CTD
Foun SWU-101 Version 3.99 Page 2 of JUN 1 S 2005
BY;

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
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 5,000 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 front outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be. performed in a 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 [phone] for the status
and availability of these fonts.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Farm SWU-105
Curb Outlet System Supplement
Form SWU-106
Of System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-I08
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of

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 CIS(
• One copy of the applicable Supplement Form(s) for each BMP _ r
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of Stormwater treatment/nianagement
• 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)
VIL 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): Stroud Engineering, P.A.
Mailing Address: 102—D Cinema Drive
City: ilmington State: NC.— Zip: 99409
Phone: ( 910 ) 815-0775 Fax: ( 910 ) 815-0593
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) M. Kirk Andrews
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 the proposed project complies with the requirements of 15A
NCAC 21-1.1000. 1-�? 7 it
Date: / / Our—
Form SWU-101 Version 3.99 Page of

Permit No. 5(0? dSO 4 y
(to be provided by DWQ
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
1. PROJECT INFORMATION
Project Name
Andrews Reach
Contact Person: James H. Fentress Jr., P. E Phone Number: (910 ) 815-0775
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench 1 in Drainage Area 1
(frrom plans) (from Form SWU-101)
If. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type Craven
Infiltration Rate 3.75 in/hr or cf/hr/sf (circle appropriate units)
SH WT Elevation 1.0 fmsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume
42,294
c.f.
Design Storm
1.5
inch event (1.5 inch event for SA waters, I inch event for others)
Drawdown Time
0.7
days
Perforated Pipe Size
36
inch diameter
Perforated Pipe Length
t t;nn
R.
No. Observation Wells
-0-
(may be required on a case -by -case basis)
Stone Type (if used)
#57
Stone Void Ratio
40%
Trench Elevations (in feet mean sea level) E2ECETxTT =D
Bottom Elevation 3.0 fmsl JUN 1 8 2005
Storage/Overflow Elevation 6.0 fmsl
Fonn SWU-107 Rev 3.99 Page I of 4

Trench Dimensions
Height 4.0 ft. Length 1600 ft.
Width 5.0 ft. Volume Provided 20,166 cu.ft.
III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C.
Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15
A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stor ovater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100 feet from water supply wells.
c. Bottom of system is at least 2 feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
h. System is not sited on or in fill material or DWQ approval has been obtained.
i. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage.
k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
m. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed Swale, sediment trap, etc.) is provided.
U^ 7� o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Fonn SWIJ-107 Rev 3.99 Page 2 of 4

s. Observation well(s) are provided (case -by -case basis).
t. Vegetated fitter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed.
4. The water level in any monitoring wells will be recorded after a I inch rainfall event and at least once a month.
Chronic high water table elevations (within 1 foot of the bottom of the system for a period of three months)
shall be reported to DWQ immediately.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater control
devices as allowed by NCAC 214 .1000 must be designed, approved and constructed.
6. Remove accumulated sediment from the infiltration system annually or when depth in the unit is reduced to
75% of the original design depth. The system shall be restored to the original design depth without over -
excavating. Over -excavating may cause the required water table separation to be reduced and may
compromise the ability of the system to perform as designed. Removed sediment shall be disposed of in an
appropriate maamer and shall not be handled in a nnanner that will adversely impact water quality (i.e.
stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the infiltration system. 'rhe benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the depth at the benchmark reads 3.-75 the accumulated sediment shall be removed
from the system.
Fonn SWU-107 Rcv 3.99 Page 3 of 4

Iacknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six maintenance procedures listed above. I agree to notify DWQ
of any problems with the system or prior to any changes to the system or responsible party.
Print Name and Title: Kirk Andrews
Address: 3129 Braemar Lane, Wilmington, NC 28405
Phone: [phone] Date: L4 ' G
Note: The legally responsible party .should not be a homeowners association unless nmre than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,T,—'1q' -NA./4 r' . :jI TTi-", a Notary Public for the State of IWO9034 (�AIQ.t{.•hN4 County of
do hereby certify that y4e-, Arj. ywe--w personally appeared before me this
day ofA'lj2.IL 7.00S , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
13.
\Ci My commission expires zo-oeo
\�.pTAAY
pC�g��G
Pone SWU-107 Rev 3.99 Page 4 of 4

• 4
1 '/
`:

S STROUD ENGINEERING, RA,
FACSIMILE TRANSMITTAL
Date: 6/ 14/05
Number of Pages 3
To: DWQ From: ZAK SI IIPMAN
ATTN: Mr. Rob Gordon
Telephone Number:
Facsimile Number:
E-Mail Address:
Telephone Number: 910-815-0775
350-2004 Facsimile Number: 910-815-0593
E-Mail Address: [e-mail]
Reference: Andrews Reach
❑Original will follow via mail
Comments:
Rob,
■Original will NOT follow via mail
Per request. Call me if you have any questions or comments.
Thanks,
Zak Shipman
-Please call if you experience trouble with this transmittal-
■ 102 Suite D Cinema Drive, Wilmington, NC 28403 [phone] FAX [phone] ■

H9gLTm I ISph5 ,)MI jptl )

STROUD ENGINEERING, P.A.
3961-A Market Street
WILMINGTON, NORTH CAROLINA 28403
[phone]
0
1, : rgro i Sn it: I-, L)
JOB 404'TJl 0'—.
SHEET NO. —1 —
CALCULATED BY— 94-"�
CHECKED By
I . ... .. ..
•
........ ............ ... ..
71
OF
DATE
MONa 2N I (Sqlo SMAs) M5 I (PAod)

E.
STROUD ENGINEERING, P.A.
102-D Cinema Drive
WILMINGTON, NC 28403
[phone]
TO ( />
JiJ)EAfC_ f�l✓IiioN � V✓ATrl� `"'ua L,I
IG44[911� 4LP 4 I�]�Lv]044L^QL�
DATE
&�i� oS
JOB NO.
4�
Nw4
ATTEN IOr rr')
l�,_1SCPr- CoQOJIJ
RE:
rew. rod 5IAJB 65041W
!"-EVISIJNS
WE ARE SENDING YOU ❑ Attached 1 ] Under separate cover via I4AOO DEW"OL the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES
DATE
NO.
DESCRIPTION
2
'2£vIS�U pl..p,J <Zrs.
I
IseD IIJ G�7C.c-c1 olJ — NLr1
�IsrD P . z
ZlVU4-,%D CALWLAT,u— I<a
THESE ARE TRANSMITTED as checked below:
For approval
❑ For your use
? As requested
For review and comment
❑ FORBIDS DUE
REMARKS
r
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
p .-sue CVN51DV1-r�wae_os PCIP- rr ISsv..�u¢-. CA, "G w,T+-{
COPY TO
SIGNED:
If enclosures are not as noted, kindly notify us at once.

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
102-D CINEMA DRIVE
WILMINGTON, NORTH CAROLINA 28403
[phone]
June 13, 2005
NCDENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Mr. Robert Gordon
Re: Andrews Reach SW8 050414
Dear Mr. Gordon,
Please find the enclosed revised plans, application forms, and calculations for the reference
project. In response to your letter of June 9, we have made several revisions and are resubmitting for your
consideration and approval. I am prepared to address each of your comments as follows below:
• All basins are now located in dedicated private drainage easements.
• Drainage areas now match in calculations as well as on the application forms.
• Outlet structure detail elevations have been corrected. The slot elevations match those used in
calculating drawdown volumes for the infiltration trench system.
• A trash rack of welded wire mesh has been specified for each drawdown orifice. The wire
mesh has opening dimensions of less than '/2" of an inch.
• An updated infiltration trench supplement has been included showing the new infiltration
volume.
Please consider these changes towards the issuance of a State stormwater permit for this project
such that we may move towards construction. If you have any questions or additional concerns, don't
hesitate to call me at [phone] or email at zshipman(n,stroudenRineer.com. Thank you for your
timely review and we look forward to hearing from you soon concerning this project.
Best Regards,
YJ
ak Shipman
Stroud Engineering, P.A.
All:mhments
WZShs
107 COMMERCE ST. HESTRON PLAZA TWO
SUITE B 102-D CINEMA DRIVE 151-A HWY. 24
GREENVILLE, NC 27858 WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone] [phone] [phone]

STROUD ENGINEERING, P.A.
102-D Cinema Drive
WILMINGTON, INC 28403
[phone]
TO NCDENJf_ "DIyi$104 of W6�E� Z?utau
ILCF44G191 OCP
DATE
JOB NO.
ATTf: f101
gLs. Gaol.
..,s
RE:
.Ltws 1.1
./Ac PfAmrf
ApautdT�/ L_ /(/le-O. FIL.�r�a
sib aseg-tY
OSU41 ¢
WE ARE SENDING YOU ❑ Attached 110 Under separate cover via 14&Km t�GuJcL the following items:
❑ Shop drawings
❑ Copy of letter
❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Change order ❑
COPIES
DATE
NO.
DESCRIPTION
2
P AIJ SCrY
IL-Ove CJJF.N q,JTS
1
,LATi pwl �,tM � Il.-i�.OT�O1J T{tEN4: SVT?I.E T
l
CCVER l-ETTZ�L
rm-ni%'nc t.l t= ''47 6•e
THESE ARE TRANSMITTED as checked below:
t For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
IK For review and comment ❑
❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
'PILEbw- CONS o15R- Fcxt M.-s%a l.7 A4b TowcQbt f3S.,sN(f. A SYbkyl. Jt- FE'P+�*t'
7i =CAE pgVQ-pPMEs.rT, C��l.. ME Ftfrl4 At•4 /1v6TloNS•
1
COPY
SIGNED:
/f enclosures ere not as noted, kindly notify us at once.

a

FOOTINGS OF WILMINGTON, INC.
AZALEA TRACE
3129 BRAEMAR LANE
WILMINGTON, NC 20409
PAY (�
C1/' ". CL!�1� y
BRANCH BANKING AND TRUST COMPANY
WILMINGTON, NORTH CAROLINA
66-112-531
TORDE
THE '//�//�//�� j
OF
stv 05o41¢ Ycd.
1190000275611' l:05310i120:51943011211I'
DATE
r
2756
AMOUNT
B

NCDENR Stormwater Management Plan
For
Andrew's Reach
.�,55ii it 1 iiiiief
June 13, 2005 :��r, CAgo O"e
4�
0..FGSS/p L9'`l`:
SEAL
c ma's 20043 icy
Prepared for:
Footings of Wilmington, INC
3129 Braemar Lane
Wilmington, NC 28405
Stroud Engineering, P.A.
102-D Cinema Drive
Wilmington, NC 28405
��fIN1IliI ��
RECETVrT;
JUNK 1 3 200�
BY: n G-

STROLID ENGINEERING, P.A.
3961-A Market Street
WILMINGTOIV, NORTH CAROLINA 28403
[phone]
SHEET NO. OF
CALCULATED BY DATE-�aIL��
CHECKED BY DATE
T.
I
q�
..... ......e......... ... ............
1
P aUT M 115,N 9nb1 M I (M,d1

STORM DRAINAGE DESIGN SHEET
PROJECT: ANDREWS REACH COMPUTED BY: WZS DATE: #'ik
LOCATION: WILMINGTON CHECKED BY: SHEET 1 OF 1
FREQUENCY: 10 YR G = 252 H = 30 PIPE TYPE: RCP n: 0.013
CB12
C132
1.05
5
7.23
0.5
3.80
0.7
13.13
15
4.40
CB2
CB1
1.47
2.52
5
7.23
0.5
9.11
0.6
18.76
24
5.58
CB1
FES
0.95
3.91
5
7.23
0.5
14.13
0.4
23.87
24
4.55
CB11
CB4
0.44
5
T23
0.5
1.59
0.4
10.52
15
3.33
CB3
C84
1.28
5
T23
0.5
4.63
0.6
14.55
15
4.08
CB4
FES
0.32
2.04
5
T23
0.5
7.37
0.5
17.93
18
4.20
C89
CB10
0.81
5
T23
0.5
2.93
0.3
13.96
- 15
2.88
CB10
JB
0.70
1.51
5
7.23
0.5
5.46
0.4
16.71
18
3.76
JB
CBS
1.51
5
7.23
0.5
5.46
DA
16.71
18
3.76
CB7
CB8
1.09
5
7.23
0.5
3.94
0.4
14.78
15
3.33
CBS
C86
0.41
3.01
5
7.23
0.5
10.88
0.3
22.84
24
3.94
CB5
CBS
0.72
5
7.23
0.5
2.60
0A
12.65
15
3.33
C66
FES
0.14
3.87
5
7.23
0.5
13.99
0.5
22.80
24
5.09
CB15
CB16
0.51
5
7.23
0.5
1.84
0A
11.12
15
3.33
CB16
JB
1.09
1.60
5
7.23
0.5
5.78
0.2
19.44
24
3.22
CB13
CB14
0.24
5
7.23
0.5
0.87
0.4
8.38
15
3.33
CB14
C917
0.86
L10
5
7.23
0.5
3.98
0.4
14.83
15
3.33
CB17
JB
0.32
1.42
5
7.23
0.5
5.13
0.3
17.23
18
JB
FES
3.02
5
7.23
0.5
10.92
0.3
22.87
24
3.94
CB18
CB19
0.59
5
7.23
0.5
2.13
0.3
12A0
15
2.88
CB19
FES
1.08
1.67
5
7.23
0.5
6.04
0.4
17.35
18
3.76
CB20
CB21
0.76
5
7.23
0.5
2.75
0.3
13.63
15
2.88
C321
FES
0.12
0.88
5
7.23
0.5
3.18
0.3
14A0
15
2.88
OFFSITE
JB1 TOJB2
2.54
5
T23
0.5
9.13
0.3
21.43
24
3.94

PROJECT:
ANDREWS REACH
JOB #
PW476
DESIGNED BY:
WZS
DATE
04/05/05
NCDENR STATE STORMWATER CALCULATIONS
SITE SPECIFICS
FUTURE DEV. AREA (AC)
CITY DET. AREA (AC)
TOTAL DRAINAGE AREA
2.1
15.31
17.41
PROP. IMPERVIOUS AREA (AC) 7.78 NOTES: INCLUDES FUTURE DEV.
% IMPERVIOUS 0.51 OF 34,000 SF IMPERV.
PERVIOUS AREA (AC) 7.53
% PERVIOUS AREA 0.49
STATE TREATMENT FOR FIRST 1.5 OF RAINFALL
RUNOFF= 0.05+0.009'%IMPERVIOUS
RUNOFF= 0.51 IN
REQUIRED TREATMENT VOLUME= 1.5" x RUNOFF x AREA x 43560 SF/AC /12 IN/FT
VOLUME= 42294 CF
STAGE STORAGE RELATIONSHIP FOR INFILTRATION TRENCH PIPE
"USE 36" CPP AT 0% GRADE FOR INFILTRATION DEVICE
"TOTAL INFILTRATION LENGTH IS 1600 LF
"ASSUME SOILS SUITABLE FOR INFILTRATION (SEE ATTACHED ECS REPORT)
#57 STONE VOID RATIO: 40%
PIPE DIMENSIONS AND VOLUMES
STAGE (FT) PIPE VOLUME (CF)
0
0
0.5
965
1
2943
1.5
5271
2
7643
2.5
9773
3
11210.00
TRENCH VOLUMES: WIDTH
LENGTH
PIPE VOLUME
TRENCH DEPTH
TRENCH VOLUME
VOIDS VOLUME
TOTAL STORAGE CAPACI
REQUIRED INFILTRATION VOLUME (CF) 42294
(TRENCH VOL-PIPE VOL)
(PIPE VOL+ VOIDS VOL)

SOIL INFILTRATION RATE (FROM REPORT)= 3.75 IN/HR
TRENCH BOTTOM AREA (SF)= 8000
SOIL ACCEPTANCE RATE (CFS, TOTAL)= 0.69
NOTES: NOT ENOUGH STORAGE FOR SYSTEM, ASSUME STEADY STATE
FLOW ALLOW DEWATERING OF CITY DETENTION BASINS BASED ON
ALLOWABLE INFILTRATION RATE (0.83/4 SYSTEMS)
ALLOWABLE DISCHARGE FROM EACH SYSTEM= 0.17 CFS
COMPUTE DEWATERING ORIFICE SIZE FOR EACH BASIN:
Q= 0.6'A'(2'G'H)".05
ALLOWABLE Q= 0.17 CFS/BASIN
"CONTROL ENTRANCE TO INFILTRATION PIPES VIA SYSTEM OF WEIRS, ORIFICES, AND BOXES
"TAKE MAXIMUM DRIVING HEAD AS PIPE DIAMETER (3 FT)
"CONTROL PRE AND POST FOR CITY AT BASIN OUTLET STRUCTURES, THIS WILL ALLOW SYSTEM
EQUALIZATION IN EVENT OF OVERLOAD.
ALLOWABLE DRIVING HEAD (FT7=J
AREA (SF)= 0.021 ORIFICE DIAMETER (IN)= 1.95
"POSITION BOXES AS SHOWN ON PLANS AT NODE OF BASIN OUTFALL AND INFILTRATION PIPE
COMPUTE DRAWDOWN TIME FOR INFILTRATION DEVICE
REQUIRED INFILTRATION VOLUME= 42294 CF
ACCEPTANCE RATE (CFS)=
0.69
DRAWDOWN TIME (DAYS)= 0.70

JOB
STROUD ENGINEERING, P.A. SHEETNO.J
3961-A Market Street CALCULATED BY
WILMINGTON, NORTH CAROLINA 28403
[phone] CHECKED BY
sc.' c
OF
DATE
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JOB�1L)��''�J"�S 1�-S.�ui - YOL �'n1� D�GNjTOfJ
STROUD ENGINEERING, P.A.
3961-A Market Street
WILMINGTON, NORTH CAROLINA 28403
[phone]
SHEET NO. OF
CALCULATED BY WLb DATE
CHECKED BY DATE
................... .
17
I
W.
..
32 ..
.... ..............
_.. (21�(v
tiDLeen
3-3
%5'AST�J -ot
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PRODUCT I IRigbDeets) 205-1)PoEOed)

PROJECT: ANDREWS REACH
PROJECT#: PW476
DATE: 03/21/05
CITY OF WILMINGTON STORMWATER CALCULATIONS
AREA 1
TOTAL DRAINAGE AREA (AC) =
3.44
PROPOSED IMPERV AREA (AC)-
1.50
IMPER AREA= 0.436
PROPOSED PERVIOUS AREA (AC)= 1 1.94
% PERVIOUS= 1 0564
USE PREDEVELOPMENT C = 0.25
USE FULLY DEVELOPED C = 0.95
PROPOSED COMPOSITE "C= F 0.56
INTENSITY WITH 5 MIN Tc
10 YR INTENSITY(IN/HR)= 7.23
50 YR INTENSITY(INIHR)= 8.87
10 YR. PREDEVELOPMENT FLOW Q = CIA C = 0.25
Qpre(CFS) = 6.22 I (IN/HR) = 7.23
A = AREA(AC) = 3.44
10 YR, POST DEVELOPMENT FLOW Q = CIA C = 0.56
Opost(CFS) = 13.8 I (INIHR) = 7.23
A = AREA(AC) = 3.44
50 YR. PREDEVELOPMENT FLOW Q = CIA C = 0.25
Qpre(CFS) = 7.6 I (IN/FIR) = 8.87
A= AREA (AC) 3.44
50 YR, POST DEVELOPMENT FLOW Q = CIA C = 0.56
Qpost(CFS)= 16.9 I(IN/HR)= 8.87
A = AREA(AC) = 3.44
SOIL AS GIVEN BY THE NEW HANOVER COUNTY SOIL SURVEY -CRAVEN, LAKELAND, SEAGATE
HYDRAULIC GROUP "B"
CURVE NUMBER
IMPERVIOUS = 98
OPEN SPACE(75% GRASS)= 61
COMPOSITE CURVE NUMBER (CN) = 98 X (.541)+61 X (.459)
S = (1000/CN) -10 =
2.964
PRECIPITATION 10 YR 6 HOUR STORM (IN) = 4.82
PRECIPITATION 50 YR 6 HOUR STORM (IN) = 6.40

10 YR RUNOFF =(P-.2S)"2/(P+.8S)= 2.48
50 YR RUNOFF =(P-.2S)^2/(P+.8S)= 3.84
TIME TO PEAK (Tp) (MIN) _ (43.5 X AREA X RUNOFF)/POST Q
10 YR Tp (MIN) = 26.92
50 YR Tp (MIN) = 1 33.96
REQUIRED STORAGE
tOYR STORAGE (CF) _ (Opost - Qpre)Tp X 1.39 X 60 =
50YR STORAGE (CF) _ (Opost - Opre)Tp X 1.39 X 60 =
VOLUMES AND DIMENSIONS ABOVE PERMANENT POOL
ELEV (FT)
SA POND (SF)
INCR. VOL (CF; CUM. VOL (CF)
7
489
8
851
670 670
9
1318
1085 1755
10
1855
1587 3342
11
2504
2180 5522
12
3255
2880 8401
TOTAL 8401
CITY POND VOLUMES AND DIMENSIONS ABOVE PERM. POOL
ELEV (FT)
SA POND (SF)
NCR. VOL (CF) CUM. VOL (CF)
7
77
8
238
158 158
9
766
502 660
10
1391
1079 1738
11
2153
1772 3510
12
3091
2622 6132
TOTAL 6132
TOTAL DETENTION VOLUME FOR SYSTEA 14533
TOTAL DETENTION VOLUMES ABOVE PERMANENT POOL
ELEV (FT)
SA POND (SF)
NCR. VOL. (CF CUM. VOL (CF)
7
566
8
1089
828
828
9
2084
1587
2414
10
3247
2666
5080
11
4657
3952
9032
12
6346
5502
14533
TOTAL 145J7
17046
26376
10 YR STORAGE (CF)- 17046 1 NOTES: ASSUME BASINS FILL UNIFORMLY
10 YR. STAGE (FT) 3.46 AND BEHAVE AS ONE POND
10 YR STORAGE ELEVATION = 12.46
DRAWDOWN TIME (2-5 DAY)
TOTALSTORAGE= 17046
2 DAY FLOW (CFS)= 0.098647392
5 DAY FLOW (CFS)= 0.039458957

2 DAY AREA (SF)= 0.011019299
5 DAY AREA (SF)= 0.00440772
USE 314 OF AN INCH ORIFICE AT OUTLET STRUCTURE
DRAWDOWN FLOW-
ORAWDOWN TIME=
EMERGENCY SPILLWAY DESIGN
Q=3.31-HA3/2
L= 14,52
AREA 2
TOTAL DRAINAGE AREA (AC) _
PROPOSED IMPERV AREA (AC)=
% IMPER AREA =
PROPOSED PERVIOUS AREA (AC)=
% PERVIOUS =
USE PREDEVELOPMENT C =
USE FULLY DEVELOPED C =
PROPOSED COMPOSITE "C=
INTENSITY WITH MIN T,
10 YR INTENSITY(IN/HR)=
50 YR INTENSITY(IN/HR)=
0.0274512
7
LIMIT HEIGHT TO 0.5
6.17
2.79
0.452
3.38
0.548
0.25
0.95
0.57
7.23
8.87
DIAMETER (IN)= 1.421751
DIAMETER (IN)= 0.899194
MAKE SPILLWAY 10 FEET LONG
10 YR. PREDEVELOPMENT FLOW Q = CIA
C = 0.25
Qpre(CFS) = 11.2
I (IN/HR) = 7.23
A = AREA(AC) = 6.17
10 YR, POST DEVELOPMENT FLOW Q = CIA
C = 0.57
Qpost(CFS) = 25.3
I (IN/HR) = 7.23
A = AREA(AC) = 6.17
50 YR. PREDEVELOPMENT FLOW Q = CIA
C = 0.25
Qpre(CFS) = 13.7
I (IN/HR) = 8.87
A= AREA (AC) 6.17
50 YR. POST DEVELOPMENT FLOW Q = CIA
C = 0.57
Qpost(CFS) = 31.0
I (IN/HR) = 8.87
A = AREA(AC) = 6.17
SOIL AS GIVEN BY THE NEW HANOVER COUNTY SOIL
SURVEY - CRAVEN, LAKELAND, SEAGATE
HYDRAULIC GROUP "B"
CURVE NUMBER
IMPERVIOUS =
98
OPEN SPACE (75 % GRASS) =
61
COMPOSITE CURVE NUMBER (CN) = 98 X (.541) +61 X (A59)
S = (1000/CN) -10 = 2.865
PRECIPITATION 10 YR 6 HOUR STORM (IN) = 4.82
PRECIPITATION 50 YR 6 HOUR STORM (IN) = 6.40
10 YR RUNOFF =(P -.2S)A2/(P +.8S) = 2.48
50 YR RUNOFF =(P-.2S)A2/(P+.8S)= 3.84
TIME TO PEAK (Tp) (MIN) = (43.5 X AREA X RUNOFF)/POST 0
10 YR Tp (MIN) = 1 26.39
50 YR Tp (MIN) = 1 33.28
ESTIMATED REQUIRED STORAGE
10YR STORAGE (CF) = (Qpost - Qpre)Tp X 1.39 X 60 = 31074

50YR STORAGE (CF) _ (Qpost - Qpre)Tp X 1,39 X 60 =
VOLUMES AND DIMENSIONS OF DETENTION DEVICE
48081
ELEV (FT)
SA POND (SF)
NCR. VOL. (CF CUM VOL (CF)
6
575
7
2326
1451
8
4081
3204 3204
9
5971
5026 8230
10
7926
6949 15178
11
9956
8941 24119
TOTAL 25570
10 YR. STORAGE= 31074
10 YR STAGE (FT)= 5.78
10 YR. ELEVATION (FT)= 11.78
DRAWDOWN TIME (2-5 DAY)
TOTALSTORAGE=
31074
2 DAY FLOW (CFS)=
0.179824696
5 DAY FLOW (CFS)=
0.071929879
2 DAY AREA (SF)=
0.020087121 DIAMETER (IN)=
S DAY AREA(SF)=
0,008034848 DIAMETER(IN)=
USE 1.50 OF AN INCH ORIFICE AT OUTLET STRUCTURE
DRAWDOWN FLOW-
DRAWDOWN TIME=
EMERGENCY SPILLWAY DESIGN
Q=3.3LH"3/2
L= 26.57
AREA 3
TOTAL DRAINAGE AREA (AC) _
PROPOSED IMPERV AREA (AC)=
% IMPER AREA =
PROPOSED PERVIOUS AREA (AC)=
% PERVIOUS =
USE PREDEVELOPMENT C =
USE FULLY DEVELOPED C =
PROPOSED COMPOSITE "C'=
INTENSITY WIl'115 MIN T�
10 YR INTENSITY(IN/HR)=
50 YR INTENSITY(IN/HR)=
0.098583515
4
LIMIT HEIGHT TO 0.5
2.53
1.16
0.458
1.37
0.542
0.25
0.95
0.57
7.23
8.87
MAKE SPILLWAY 20 FEET LONG
1.919576
1.214046
10 YR. PREDEVELOPMENT FLOW Q = CIA C = G25
Qpre(CFS) = 4.6 I (IN/HR) = 7.23
A = AREA(AC) = 2.53
10 YR. POST DEVELOPMENT FLOW Q = CIA C = 0.57
Qposl(CFS)= 10.4 I(IN/HR)= 7.23
A = ARF-A(AC) = 2.53
50 YR. PREDEVELOPMENT FLOW Q = CIA C = 0,25
Qpre(CFS)= 5.6 I(INIHR)= 8.87
A = AREA (AC) 2,53
50 YR. POST DEVELOPMENT FLOW Q = CIA C = 0.57
Qpost(CFS)= 12.8 I(IN/HR)= 8,87
A = AREA(AC) = 2.53
SOIL AS GIVEN BY THE NEW HANOVER COUN iY SOIL SURVEY- CRAVEN, LAKELAND, SEAGATE
HYDRAULIC GROUP "B"
CURVE NUMBER

IMPERVIOUS = 98
OPEN SPACE (75% GRASS) = 61
COMPOSITE CURVE NUMBER (CN) = 98 X (.541) +61 X (.459)
S = (1000/CN) -10 = 2.826
PRECIPITATION 10 YR 6 HOUR STORM (IN) = 4.82
PRECIPITATION 50 YR 6 HOUR STORM (IN) = 6.40
10 YR RUNOFF =(P -.2S)-2/(P +.8S) = 2.48
50 YR RUNOFF =(P-.2S)"2/(P+.8S)= 3.84
TIME TO PEAK (Tp) (MIN) = (43.5 X AREA X RUNOFF)/POST Q
10 YR Tp (MIN) =
26.18
50 YR Tp (MIN)
1 33.02
REQUIRED
STORAGE
10YR STORAGE (CF) = (Qpost - Qpre)Tp X 1.39 X 60 =
12820
50YR STORAGE (CF) = (Opost - Qpre)Tp X 1.39 X 60 =
19836
VOLUMES AND DIMENSIONS OF DETENTION
DEVICE:
ELEV (FT)
SA POND (SF)
NCR. VOL. (CF CUM VOL (CF)
8
837
9
1278
1058 1058
10
1963
1621 2678
11
2801
2382 5060
12
3756
3279 8339
13
4755
4256 12594
TOTAL 12594
10 YR. STORAGE= 1 12820
10 YR STAGE (FT)= i 5.05
10 YR. ELEVATION (FT)= 13.05
DRAWDOWN TIME (2-5 DAY)
TOTALSTORAGE=
12820
2 DAY FLOW (CFS)=
0.074187415
5 DAY FLOW (CFS)=
0.029674966
2 DAY AREA (SF)=
0.008287024 DIAMETER (IN)=
5 DAY AREA (SF)=
0.00331481 DIAMETER (IN)=
USE 1 INCH ORIFICE AT OUTLET
STRUCTURE
DRAWDOWNFLOW-
DRAWDOWN TIME=
EMERGENCY SPILLWAY DESIGN
0=3.31-W3/2
L= 10.98
AREA 4
TOTAL DRAINAGE AREA (AC) _
PROPOSED IMPERV AREA (AC)=
IMPER AREA=
PROPOSED PERVIOUS AREA (AC)=
PERVIOUS =
USE PREDEVELOPMENT C =
USE FULLY DEVELOPED C =
PROPOSED COMPOSITE "C"=
INTENSITY WITH 5 MIN T,
10 YR INTENSITY(IN/HR)=
50 YR INTENSITY(IN/HR)=
0.059003319
3
LIMIT HEIGHT TO 0.5
3.18
1.39
0.437
79
0.563
0.25
0.95
0.56
7.23
8.87
MAKE SPILLWAY 15 FEET LONG
1.232951
0.779786

10 YR. PREDEVELOPMENT FLOW Q = CIA C = 0.25
Qpre(CFS) = 5.7 I (INIHR) = 7.23
A = AREA(AC) - 3.18
10 YR. POST DEVELOPMENT FLOW Q = CIA C = 0.56
Qpost(CFS) = 12.8 I (IN/HR) = 7.23
A = AREA(AC) • 3.18
50 YR. PREDEVELOPMENT FLOW Q = CIA C = 0.25
Qpre(CFS) = 7.1 I (INIHR) = 8.87
A= AREA (AC) 3.18
50 YR, POST DEVELOPMENT FLOW Q = CIA C = 0.56
Opost(CFS) = 15.7 I (IN/HR) = 8.87
A = AREA(AC) - 3.18
SOIL AS GIVEN BY THE NEW HANOVER COUNTY SOIL SURVEY- CRAVEN, LAKELAND, SEAGATE
HYDRAULIC GROUP"B"
CURVE NUMBER
IMPERVIOUS = 98
OPEN SPACE (75% GRASS) = 61
COMPOSITE CURVE NUMBER (CN) = 98 X (.541) +61 X (.459) = 7Z 17
S = (1000/CN) -10 = 2.958
PRECIPITATION 10 YR 6 HOUR STORM (IN) = 4.82
PRECIPITATION 50 YR 6 HOUR STORM (IN) = 6.40
10 YR RUNOFF =(P - .2S)"2/(P +.8S) = 2.48
50 YR RUNOFF =(P - .25)^2/(P +.8S) = 3.84
TIME TO PEAK (Tp) (MIN) = (43.5 X AREA X RUNOFF)/POST Q
10 YR TIP (MIN) - 26.89
50 YR TIP (NIZ 33.91
REQUIRED STORAGE
10YR STORAGE (CF) = (Qpost - Qpre)Tp X 1.39 X 60 = 15775
50YR STORAGE (CF) = (Qpost - Opre)Tp X 1.39 X 60 = 24409
VOLUMES AND DIMENSIONS OF DETENTION DEVICE:
ELEV (FT) SA POND (SF) NCR. VOL. (CF CUM VOL (CF)
4 1286
5 2156 1721 1721
6 3248 2702 4423
7 4486 3867 8290
8 5927 5207 13497
TOTAL 13497
10 YR, STORAGE= 15775
10 YR STAGE (FT)= 4.44
10 YR. ELEVATION (PT)= 8.44
11
DRAWDOWN TIME (2-5 DAY)
TOTALSTORAGE=
15775
2 DAY FLOW (CFS)=
0.091291204
5 DAY FLOW (CFS)=
0.036516482
2 DAY AREA (SF)=
0.010197584 DIAMETER (IN)=
5 DAY AREA (SF)=
0,004079034 DIAMETER (IN)=
USE 1.25 INCH ORIFICE AT OUTLET STRUCTURE
DRAWDOWN FLOW- 0.086396839
DRAWDOWN TIME= 2
EMERGENCY SPILLWAY DESIGN
0=3.31-W3/2 LIMIT HEIGHT TO 0.5
L= 13.44 MAKE SPILLWAY 15 FEET LONG
1.367713
0.865018

PROJEC')': ANDREIVS REACII POND 1
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
Op= 13.8 cfs
Tp = 26.92 min
Time min
Inflow cfs
0
0
2.692
0.337
5,384
1.316
8.078
2,842
10,768
4.764
13.460
6.895
16.152
9.026
18.844
10.949
21.536
12.477
24,228
13.459
26.920
33.800
29.612
13.466
32,304
12.490
34.996
11,051
37.688
9.704
40.380
8.521
43.072
7.482
45.764
6.570
48.456
5.769
51,148
5.066
53.840
4.448
56.532
3.906
59.224
3.430
61.916
3.012
64.608
2.645
67.300
2.322
69.992
2.039
72.664
1.791
75.376
1.572
78.068
1.381
80.760
1.212
DATE: MARCH 21. 2005
Inflow (cfs)
16
14
12
u10 y
_ 1'• 7
e � �• - � iF� • Inflow (cfs)
c fif ♦ •t. a:�,
AWNS
0 20 40 60 80 100
time (minute)

PROJECT: ANDREWS REACH 110ND 1 DATE: MARCH 21, 2005
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Sta e
S
Z
7
568
0
0
0
0
0
8
1089
828
828
1
828
1
9
2084
1587
2414
2
2414
2
10
3247
2666
5080
3
5080
3
11
4657
3962
9032
4
9032
4
12
6346
5502
14533
5
14533
5
Ks = 827.5
b = 1.780601833
STAGE -STORAGE CURVE
3.5
3
2.5
w 2 • STORAGE
1.5 —Poly. (STORAGE)
y
1
K

PROJECT: ANDREWS RCACII POND 1
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 3 OF 3
10 YR STORM ROUTING
ORIFICE (IN) = 0.75
ORIFICE AREA (SO. FT.) = 0,003
WEIR LENGTH (FT) = 1.50
WEIR HEIGHT (FT) 0.50
WEIR AREA (SF)= 0.75
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0.000
0.000
0.00
0.00
0.00
2,692
0.337
_
0.00
0.00
0,00
5.384
1.316
54.49
0.22
0.01
8.076
2,842
266.19
0.53
0.01
10,768
4.764
723.54
0.93
0.01
13.460
6.895
1490,74
1.39
0.02
16.152
9.026
2601.59
1.90
0.02
18,844
10.949
4056, 22
2.44
2.42
2L536
12.477
5433,41
2.88
3.41
24,228
13.4591
6898,33
3.29
4.13
26.920
13,8001
8405,43
3.66
4,70
29.612
13.4661
9874.65
4.02
5.17
32.304
12.4901
11215,00
4.32
5.93
34,996
11.0511
12338,50
4.56
5.81
37.588
9.7041
13185.03
4.73
6.00
40.380
8.5211
13782.82
4.85
6.13
43.072
7.4821
14168.64
4.93
6.21
45.764
6.5701
14373,63
4.97
6.26
48.456
5.7691
14424.49
4,98
6,27
51.148
5.066
14344.31
4.96
6.25
53.840
4.448
14153.17
4.93
6.21
56.532
3,906
13868.64
4.87
6,15
59.224
3.430
13506.12
4.80
6.07
61.916
3.012
13079A8
4.71
5,98
04.608
2.645
12599.83
4.61
5,87
07.300
2,322
12078.71
4.51
5.75
69.992
2.039
11525.29
4.39
5.61
72,684
1.791
10948.05
4.26
5,46
75.376
1.572
10354.60
4.13
5.30
78.068
1.381
9751.83
4.00
5.13
80.760
1.212
9145.96
3.85
4.95
83.452
1.065
8542.72
3.71
4.75
88.144
0.935
7947.36
3.56
4.54
88.636
0,821
7364.77
3.41
4.32
91.528
0.721
6799.54
3.26
4.09
94.220
0.633
6255.99
3.11
3.84
96.912
0.556
5738.27
2.97
3,58
99,604
0.486
5250.38
2.82
3,30
102.296
0.429
4796.22
2.68
3,01
104.9BB
0.376
4379.61
2.55
2,70
DATE: MARCH 21, 2005
THRESHOLDSTAGES
ORIFICE 1 0,0625
ORIFICE 2 2.00
OVERFLOW 5
INFLOW VS OUTFLOW
iscoo
61
u ♦INFLOW
■ OUTFLOW
LL
2.000
0.000
0.000 20.000 40.000 60.000 80.000 100.000
TIME (MIN)
4.699.
2 000
� •�W�a�q+b�
0,000
Nd'2
8.000
s.0oo
t "1'rk� • �� `

PROJECII': ANDREWS REACll POND 2
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
O p = 25.3 cfs
Tin = 26.39 min
Time min
In60W cfs
0
0
2.639
0,619
5.278
2,414
7.917
5, 210
10.556
8.733
13,195
12.640
15.834
16.548
18A73
20,074
21.112
22.875
23.751
24.675
26,390
25.300
29.029
24,688
31,668
22.898
34.307
20.261
36,946
17.791
39.585
15.622
42.224
13.718
44.863
12.045
47.502
10.577
50.141
9.288
52.780
8.155
55,419
7.161
58.058
6,288
60.697
5,522
63.336
4,849
65.975
4,257
68.614
3,738
71.253
73.892
2,883
2.BB3
76.531
2.531
79.170
2.223
DATE: MARCH 21, 2005
Inflow (cfs)
30
25'
42
15 ,g � rt��. � •Inflow (cfs)
0
0 20 40 60 80 100
time (minute)

PROTECT: ANDREWS REACH POND 2 DATE: MARCH 21, 2005
PROJECT NO.. PW-475
10 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc. Volume
Acc. Vol
Stage
S
Z
6
575
0
0
0
0
0
7
2326
1451
1451
1
1451
1
8
4081
3204
4654
2
4654
2
9
5971
5026
9680
3
9680
3
10
7926
6949
16629
4
16629
4
11
9956
8941
25570
5
25570
5
Ks = 1450.5
b = 1.782915568
STAGE -STORAGE CURVE
3.5
&3ytyyy,y - fi B..'
2.5 v' 9,..., _ �
w 2 - ,1, • STORAGE
1.5. —Poly. (STORAGE)
n 1
0
0 2000 4000 6000 8000 10000 12000
STORAGE (CF)

PROJECT: ANDREWS 1tEAC13 POND 2
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 3 OF 3
10 YR STORM ROUTING
ORIFICE (IN) = 1,50
ORIFICE AREA (SQ. FT.) = 0.012
WEIR LENGTH (FT) = 1.50
WEIR HEIGHT (FT) = 0.75
WEIR AREA (SF) = 1.13
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0.000
0.000
0.00
0,00
0.00
2.639
0.619
_
0.00
0.00
0.00
5.278
2,414
97.94
0,22
0.02
7.917
5.210
_
477.21
0.54
0,04
10.556
8.733
1296.10
0.94
0,05
13.195
12,640
2670.49
1,41
2.22
15.834
66. 548
3320.12
1.84
4.25
18.473
20.074
6266.75
2.27
5.56
21.112
22.875
8564.38
2.71
6.63
23.751
24,675
11135,90
3.14
7.54
26.390
25.300
13848.57
3,541
8.32
29.029
24.688
16537.95
3.921
8.96
31.668
22,898
19028.37
4.241
9.48
34.307
20.261
21152.89
4.50
9.88
36,946
17.791
22796.21
4,69
10.17
39.585
15.622
24002.83
4.83
10.37
42.224
13.718
24834.23
4.92
10.50
44.063
12.045
25342.93
4.98
10.58
47.502
10.577
25574.17
5.00
10,62
50.141
9.2881
25567.17
5.00
10.62
52,780
8.155
25356.23
4.98
10.59
55,419
7.161
24971.21
4.93
10.53
58.058
6,288
24438,33
4.871
10.44
60.697
5.522
23780,67
4.801
10,33
63.336
4,849
23018,54
4.711
10.21
65.975
4.257
22169.93
4.62
10.06
68,614
3.738
21250,75
4.51
9.90
71,253
3.283
20275,16
4.391
9.72
73.892
2.883
19255.79
4.261
9,53
76,531
2.531
18203.95
4.131
9.31
79.170
2.2231
17129,81
3,991
9.09
81.809
1.9521
16042.58
3.85
8.85
84.448
1.714
14950.63
3.70
8.59
87.087
1.505
13861.67
3,55
8.32
89,726
1.321
12782.79
3,39
8.03
92.365
1.160
11720.65
3.23
7.72
95.004
1.019
10681.54
3.06
7.40
97.643
0.895
9671.49
2.90
7.05
100.282
0.786
8696.38
2.73
6.69
102.921
0.690
7762.01
2.56
6.30
DATE: MARCH 21, 2005
THRESHOLD STAGES
ORIFICE 1 0.125
ORIFICE 2 1.25
OVERFLOW 5
INFLOW VS OUTFLOW
30.000
25,000
20,000
Ufg.INFLOW
• OUTFLOW
10.000
ine
20.000 40,000 60.000 80.000 100,000
0.000
TIME (MIN)
• t �,o t
�•
• ti9'

PItOJ1:C"1': ANIMMS I FACII POND 3
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
Op= 10.4 cfs
Tp= 26.18 min
Time min
Inflow cfs
0
0
2,618
0.254
5.236
0.992
7.854
2,142
10.472
3.590
13.090
5.196
15.708
6.802
18.326
8.252
20.944
9.403
23.562
10.143
26.186
10,400
28.798
10.148
31.416
9.413
34,034
8.328
36.652
7.313
39.270
6.422
41.888
5.639
44.506
4.951
47.124
4.348
49.742
3.818
52..360
3,352
54,978
2,944
57,596
2.585
60.214
2.270
62.832
1.993
65.450
1.750
68.068
1.537
70.686
1.349
73.304
1.185
75.9221
1.040
78.5401
0.914
DATE: MARCH 21, 2005
Inflow(cfs)
12
10 - •••-
8'r
q
6 ' • F. Inflow (cfs)
4 •
2 _ •'.
• ••4• .
0
0 20 40 60 80 100
time (minute)

I'ROJI er: ANDREWS REAC11 POND 3 DATE: MARCH 21, 2005
PROJECT NO.: PW.476
10 VR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Stage
S
Z
8
837
0
0
0
0
0
9
1278
1058
1058
1
1058
1
10
1963
1621
2678
2
2678
2
11
2801
2382
5060
3
5060
3
12
3756
3279
8339
4
8339
4
13
4755
4256
12594
5
12594
5
Ks = 1057.5
b = 1.539241035
STAGE -STORAGE CURVE
3.5
3
i
2.5
STORAGE 1.5 "'•'Y.'.i , P Iy.ORAGE)
0.5
�''.'< H' "• �x�r,."�. ,SKr `'".,"k=.h 5'h
0
0 1000 2000 3000 4000 5000 6000
STORAGE(CF)

PR0.116CT: ANDREWS REAC71 POND 3
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 3 OF 3
10 YR STORM ROUTING
ORIFICE (IN) = 1.00
ORIFICE AREA (SQ. FT.) = 0.005
WEIR LENGTH (FT) = 1.35
WEIR HEIGHT (FT) 0.50
WEIR AREA (SF)= 0.68
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0.000
0.000
0,00
0.00
o.00
2.618
0.254
0.00
o.o0
0.00
5,236
0.992
39.94
0.12
0.00
7.854
2.142
195.00
0.33
0,01
10,472
3.590
529.33
0.64
0,02
13.090
5.196
1090.17
1.02
0.03
15,708
6.802
1902.34
1.46
0.03
18.326
8,252
2965.98
1,95
0,04
20.944
9,403
4256.53
2,47
0.04
23.562
10.143
5727.17
3.00
0.04
26, 180
10,400
7313.42
3.51
2.38
28.798
10.148
8573.92
3.89
3.13
31.416
9.413
9677.04
4.21
3.63
34.034
8,328
10584.83
4.47
3.99
36.652
7.313
11266.26
4.65
4.23
39.270
6.422
11750.24
4.78
4,39
41,888
5.639
12068.94
4,86
4,49
44.506
4.951
12248.74
4.91
4.55
47.124
4,348
12311.79
4,93
4.57
49,742
3.818
12276.99
4.92
4.56
52.360
3.352
12160.61
4.89
4.52
54.978
2.944
11976.77
4.84
4,47
57.596
2.585
11737.77
4.78
4.39
60,214
2,270
11454.42
4,70
4.30
62.832
1,993
11136.21
4,62
4,19
65.450
1.750
10791,52
4.52
4.07
68.068
1.537
10427,78
4.42
3.93
70.686
1.349
10051. 8
-4.32
3,79
73,304
1.185
9668.80
4.21
3.63
75.922
1.040
9284.72
4.10
3,46
78.540
0.914
8904.04
3.99
3,29
81,168
0.802
8531.03
3.88
3,10
83,776
0.704
8169.51
3.77
2.91
86,394
0.619
7822.97
3.67
2.71
89,012
0.543
7494.55
3.57
2.50
91.630
0.477
7187.14
3.47
2.28
94.248
0A19
6903.35
3,38
2.06
90.866
0.368
6645.56
3.30
1,83
09.494
0.323
6416.01
3.23
1.59
102.1021
0,2841
6216.65
3.16
1.35
DATE: MARCH 21, 2005
THRESHOLD STAGES
ORIFICE 1 0.083333
ORIFICE 2 3.00
OVERFLOW 5
INFLOW VS OUTFLOW
12.000
10.000
8.000
LL
• INFLOW
p
IN OUTFLOW2.000
4.000
4.000
0.000

PROJECT: ANIIREWS REACII IIONU 4
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
O p = 12.8 cis
Tp = 26.89 min
Time min
Inflow cfs
0
0
2.689
0.313
5.378
1.221
8.067
2.636
10,756
4.418
13.445
6.395
16.134
8.372
18.823
10.156
21.512
11.573
24.201
12,484
26,890
12.800
29.579
12.490
32.268
11.585
34.957
10.250
37.646
9.001
40.335
7.904
43.024
6.940
45,713
6 094
48.402
5.351
51,091
4,699
53.780
4.126
56.469
3.623
59.158
3.181
61.847
2.794
64,536
2,453
67.225
2.154
69.914
1.891
72.603
661
1�1281
75.292
77.981
80.670
DATE: MARCH 21, 2005
Inflow (cis)
14
12-
10
♦Inflow (cfs)
0 6
4 .
2
!

PROJECT: ANDREWS REACII POND 4 DATE: MARCH 21, 2005
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Stage
S
2
4
1286
0
0
0
0
0
5
_ 2156
1721
1721
1
1721
1
6
3248
2702
4423
2
4423
2
7
4485
3867
8290
3
8290
3
8
5927
5207
13497
4
13497
4
Ks = 1721
b = 1.485633162
STAGE -STORAGE CURVE
3.5
.,
3
C
2.5
2
w
6 <� ♦ STORAGE
1.5le
,y� —Poly. (STORAGE)
0.5
R2 (F.9
0
0
2000 4000 6000 8000 10000
STORAGE(CF)

1%0,IEC7'; ANDREWS REACII POND 4
PROJECT NO.: PW-476
10 YR STORM ROUTING SHEET 3 OF 3
10 YR STORM ROUTING
ORIFICE (IN) = 1.25
ORIFICE AREA(SQ. FT.) = 0.009
WEIR LENGTH (FT) = 1.35
WEIR HEIGHT (FT) = 0.50
WEIR AREA (SF)= 0.68
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0.000
0.000
0.00
0.00
0.00
2.689
0,313
0.00
0.00
0.00
5.378
1.221
50.49
0.09
0.00
8.067
2,636
247.50
0.27
0.02
10.756
4.418
670.04
0.53
0.03
13.445
6.395
1378.58
0.86
0.04
16.134
8.372
2404.58
1.25
1.68
18, B23
10.156
3484.71
1.61
2.58
21.512
11.573
4706.35
1.97
3.25
24.2011
12.4841
6048.51
2.33
3.81
26.890
12,800
7447.98
2.68
4.28
29.579
12.490
8822.65
3.00
4.67
32.268
11.585
10084.11
3.29
4.99
34.957
10,250
11148.34
3.52
5.23
37.646
9.001
11957.97
3.69
5.41
40.335
7.904
12538,08
3.81
5.52
43,024
6.940
12922. 04
3.88
5.60
45.713
6,094
13138.29
3.93
5.64
48.402
5.351
13211.26
3.94
5.66
51.091
4,699
13162.09
3.93
5.65
53.780
4.1261
13009.21
3.90
5.62
56.469
3,623
12768.69
3,85
5.57
59.158
3,181
12454.63
3.79
5.51
61,847
2.794
12079.42
3,71
5.43
64,536
2,453
11653.98
3.62
5.34
67,225
2.154
11187.96
3.53
5.24
69.914
1.891
10689.91
3.42
5.13
72,603
1,661
10167.44
3,31
5.01
75.292
1.458
9627.32
3A9
4.88
77,981
1.281
9075.63
3.06
4.74
80,670
1.124
8517.81
2.93
4.59
83.359
0.9871
7958.80
2.80
4.43
86,048
0.867
7403.07
2.67
4.27
88.737
0.761
6854.72
2.54
4.09
91.426
0.669
6317.52
2.40
3.91
94.115
0.587
5794.98
2.26
3.71
96,804
0.515
5290.37
2.13
3.51
99.493
0.453
4806.82
2.00
3.30
102.182
0.397
4347.30
1.87
3.08
104.871
0.349
3914.69
1.74
2.85
DATE: MARCH 21, 2005
THRESHOLD STAGES
ORIFICE 1 0.104167
ORIFICE 2 1.00
OVERFLOW 4
INFLOW VS OUTFLOW
14.000
12.000
U
000
♦INFLOW
p
In OUTFLOW2,000
4.000

PROJECT: ANDREWS REACH POND]
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
Q p = 16.9 cfs
Tp = 33.96 min
Time min
Inflow cfs
0
0
3.396
0,413
6.792
1,612
10.188
3.480
13.584
5.834
16.980
8.443
20,376
11.054
23.772
13.409
27.168
15.280
30.564
16.483
33.960
16.900
37,358
16.491
40.752
15.296
44.148
13.534
47.544
11.884
50.940
00.435
54.336
9.163
57.732
8.046
61,128
7.065
64.524
6,204
67.920
5,448
71.316
4,784
74.712
4.200
78,108
3,688
81,504
3.239
84.900
2,844
88.296
2.497
91,692
2.193
95.088
1.926
98.484
1.691
101.880
1,485
DATE: MARCH 21, 2005
Inflow(cfs)
18
16
14
12
u
now

PROJECT: ANDREWS REACI1 POND 1 DATE: MARCH 21, 2005
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Irc. Volume
Acc Vol.
Stage
S
Iz
7
566
0
0
0
01
0
8
1089
828
828
1
828
1
9
2084
1587
2414
2
2414
2
10
3247
2666
5080
3
5080
3
11
4657
3952
9032
4
9032
4
12
6346
5502
14533
5
14533
5
Ks = 827.5
b = 1.780601833
STAGE -STORAGE CURVE
3.5
3
2.5
--
2
♦ STORAGE
1.5
' - —Poly. (STORAGE)
1
J'
♦.i. �z
y- rE- i3e
0.5 —
:R� 09941".;r�
6
0
1000 2000 3000 4000 5000 6000
STORAGE(CF)

PROJECT: ANDREWS ILEACII 110ND 1
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 3 OF 3
50 YR STORM ROUTING
ORIFICE (IN) = 0.75
ORIFICE AREA (SQ. FT,) = 0,003
WEIR LENGTH (FT) = 1.50
WEIR HEIGHT (FT) = 0.50
WEIR AREA (SF)= 0.75
TIME
INFLOW
ISTORAGE
STAGE
OUTFLOW
0.000
0.000
0.00
0.00
0.00
3.395
0.413
0,00
0.00
0.00
6.792
1.612
84.18
0.28
0.01
10.188
3,480
411.30
0.68
0.01
13,584
5.834
1118.02
1.18
0.02
16.980
8,443
2303.50
1,78
0.02
20.376
11.054
4019.96
2,43
2.39
23.772
13A09
5785.36
2.98
3.60
27.168
15.280
7783.79
3.52
4,48
30.564
16.483
9984!091
4.05
5.20
33.960
16.900
12283.18
4.55
5.80
37.356
16.491
14545.48
5.00
6.29
40.752
55,296
16623,42
5.39
12.57
44,148
33.534
17177.80
5.49
15.07
47.544
11.884
16864.48
5.44
13.63
60.940
10,435
165 8,339
5.37
12.09
54.338
9.163
16171.70
5.31
10.73
57.732
8.046
15852.55
5.25
9.55
81.128
7.065
15546.99
5.19
8,52
64.524
6.204
iszs0.24
5.14
7.65
67.920
5,448
14955.99
5,08
6.93
71.3T8
4,784
14654.46
5.02
6.40
74.712
4.200
14325.47
4.96
6.25
78.108
3.688
13908.78
4.88
6.16
81.504
3.239
13405.36
4.78
6.05
84,900
2.844
12832.27
4.66
5.92
88.296
2.497
12204.65
4.53
5.78
91.692
2.193
11536.04
4.39
5.62
95.088
1.926
10838.601
4.24
5.44
98.484
1.691
1 0123.351
4,08
5.24
101.8B0
1.465
9400.32
3.91
5.03
105.276
1.3041
8678.73
3.74
4.80
108.672
1,145
7967.12
3.57
4,55
112.068
1.005
7273.49
3.39
4,28
115.464
0.883
6605.44
3,21
4.00
118.860
0.775
5970.19
3,03
3.70
122,256
0.681
5374.78
2.86
3.37
125.652
0.598
4826.07
2,69
3.03
129.048
0,525
4330.80
2,53
2,66
132.444
0.461
3895.65
2.39
2.27
DATE: MARCH 21, 2006
THRESHOLDSTAGES
ORIFICE 1 0.0625
ORIFICE 2 2.00
OVERFLOW 5
INFLOW VS OUTFLOW
18.000
LL
U
16.000

PRO.IECF: ANDREWS REACII POND 2
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
O p = 31.2 cfs
Tp = 33.58 min
Time min
Inflow cfs
0
0
3.358
0.763
6,716
2.976
10,074
6A25
13.432
10.770
16.790
15.588
20.148
20.406
23.506
24.755
26.864
28.209
30.222
30.430
33.580
31.200
36.938
30.445
40.296
28.238
43.654
24.985
47.012
21.940
50,370
19.265
53,728
16.917
57.086
14.854
60,444
13.044
63.802
11,453
67.160
10.057
70.518
8.831
73.876
7.755
77.234
6.809
80.592
5.979
83.950
5.250
87.308
4.610
90,666
4.048
94.024
3.555
97.382
3.121
100.740
2.741
DATE: MARCH 21, 2005
Inflow (cfs)
35
30
25
p 15 ♦Inflow (cfs)
0 lu
5
0
0 20 40 60 80 100 120
time (minute)
• y 1.

PROJECT: ANDREWS RE.ACII POND 2 DATE: MARCH 21, 2005
PROJECrNO.: PW-476
50 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Stage
S
Z
6
575
0
0
0
0
0
7
2326
1451
1451
1
1451
1
8
4081
3204
4554
2
4654
2
9
5971
5026
9680
3
9680
3
10
7926
6949
16629
4
16629
4
11
9956
8941
25570
5
25570
5
Ks = 1506.163053
b = 1.759517917
STAGE -STORAGE CURVE
3.5 -
3-
2.5
u1 2 • STORAGE
„ _
a 1.5 —Poly. (STORAGE)
1
0.5 R�-e 0.98g
i
0
0 2000 4000 6000 8000 10000 12000
STORAGE (CF)

PROJECT: ANDREMS REACI1 POND 2
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 3 OF 3
50 YR STORM ROUTING
1.50
ORIFICE AREA (SO. FT.) = 0.012
WEIR LENGTH (FT) = 1.50
WEIR HEIGHT (FT) = 0.75
WEIR AREA (SF) = 1.13
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0,000
0,000
0.00
0.00
0.00
3,358
0.763
0.00
0.00
0.00
6,716
2.976
153,68
0.27
0.02
10,074
6.425
748.78
0.67
0,04
13,432
10.770
2034.39
1.19
0.06
16.790
15.588
4192,04
1.79
4.05
20.148
20.406
6515.87
2.30
5.63
23.506
24.755
9492.06
2.85
6.94
26.864
28,209
13080.94
3.42
8.08
30.222
30,430
17136.60
3,98
9.07
33,580
31.200
21439.96
4.52
9.92
36.938
30.445
25726.48
5,02
10.70
40.296
28.238
29704.70
5.44
18.35
43.654
24.985
31697.64
5.65
24.06
47,012
21.940
31884.33
5.67
24.64
50.370
19.265
31341.21
5.61
22.98
53,728
16,917
30593.45
5.54
2076.
57,086
14.854
29813,48
5.46
18.64
60.444
13.044
29051.70
5.381
16.68
63.802
11,453
28319.23
5.30
14.95
67.160
10.057
27613.77
5.22
13.47
70.518
8.831
26927.08
5.15
12.21
73.876
7.755
26245.97
5.07
11.22
77.234
6.809
25548.63
5.00
10.62
80.592
5.979
24781.49
4.91
10A9
83.950
5.250
23871.67
4.81
10.35
87.308
4.610
22844.95
4.69
10.17
90.666
4.048
21724.21
4.56
9.98
94.024
3.555
20529.89
4.41
9.76
97.382
3.121
19280.27
4.26
9.52
100.740
2.741
17991.87
4.09
9.25
104.098
2.407
16679.65
3.92
8,97
107.456
2,113
15357.31
3.74
8.66
110.814
1.856
14037.51
3.56
8,34
114.172
1.630
12732.04
3.36
7.98
117.530
1.431
11452.08
3.17
7.60
120.688
1.256
10208.33
2.97
7.20
124.245
1.103
9011.27
2.76
6.76
127.604
0.969
7871.30
2.56
6.29
130.962
0.851
6796.97
2.36
5.78
DATE: MARCH 21, 2005
THRESHOLDSTAGES
ORIFICE 1 0,125
ORIFICE 2 1.25
OVERFLOW 5
INFLOW VS OUTFLOW
35.000
LL20000
•
30.000
25.000

PROJECT: ANDREWS REACIf POND 3
PROJECT NO,: PW-476
50 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
Op= 12.8 cis
Tp= 33.02 min
Time min
Inflowlots)
0
0
3,302
0.313
6.604
1.221
0.906
2.636
13.208
4.418
16,510
6,395
19,812
8,372
23, 114
10.156
26.416
11.573
29.718
12.484
33,020
12.800
36,322
12.490
39.624
11.565
42.926
10.250
46228
9.001
49, 530
7.904
52.832
6.940
56,134
6.094
59.436
6.351
62.73E
4.699
66,040
4.126
69,342
3.623
72.644
3.181
75,946
2.794
79.24B
2.453
82.560
2.154
85.852
1.891
89.154
1.661
92.456
1.458
95.758
1,281
99.0601
1,124
DATE: MARCH 21, 2005
Inflow(cfs)
14
i
12 '::••v
• d •Inflow (cfs)
6
c° r'';•
0 _.-
0 20 40 60 80 100 120
time (minute)

PROJECT: ANDREWS REACII PONI) 3 DATE: MARCH 21, 2005
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc Volume
Acc. Vol.
Sta e
S
Z
8
837
0
0
0
0
0
9
1278
1058
1058
1
1058
1
10
1963
1621
2678
2
2678
2
11
2801
2382
5060
3
5060
3
12
3756
3279
8339
4
8339
4
13
4755
4256
12594
5
12594
5
Ks= 1057.5
b = 1.539241035
STAGE -STORAGE CURVE
3.5
3
F 2.5
LL
w 2 ♦ STORAGE
1.5 —Poly. (STORAGE)
r
N 1
r.0

I'RO,IECT: ANDREWS REACIi POND 3
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 3 OF 3
50 YR STORM ROUTING
ORIFICE (IN) = 1.00
ORIFICE AREA (SO. FT.) = 0,005
WEIR LENGTH (FT) = 1.35
WEIR HEIGHT (FT) = 0.50
WEIR AREA (SF)= 0.68
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0.000
0,000
0.00
0,00
0.00
3.302
0.313
0.00
0.00
0.00
6.604
1,221
62.00
0.16
0.01
9.906
2.636
302.49
0.44
0.02
13.208
4.418
821.56
0.85
0.02
16,510
6.395
1692.38
1.36
0.03
19.812
8.372
2953.47
1,95
0.04
23.114
10.156
4605.00
2.60
0.04
26,416
11.573
6608,86
3.29
1.79
29.718
12A84
8546.331
3.89
3.11
33.020
12.800
10403,171
4.42
3.92
36.322
12.490
12162.00
4.89
4.52
39,624
11.585
13740.421
5.29
8.75
42.926
10.250
14302.041
5.43
11.91
46.228
9.001
13973.02
5.35
9.99
49.530
7.904
13776.29
5.30
8.94
52,832
6.940
13571,87
5.25
7.91
56.134
6.094
13378.93
5.201
7.03
59.436
5.351
13193.12
5.15
6,27
62.738
4,699
13011.39
5.11
5.62
66.040
4.126
12829.47
5.06
5.08
69.342
3,623
12640.18
5.011
4.70
72.644
3.181
12426.92
4.961
4.60
75.946
2.794
12144.99
4.881
4,52
79.248
2,453
11803.36
4.791
4.41
82.550
2.154
11415.66
4.691
4.28
85.852
1.891
1099194
4.581
4.14
89.1541
1.6611
10548.88
4,461
3.98
92.456
1.458
10089.99
4.33
3.80
95.758
1.281
9625.78
4.20
3.61
99.060
1.124
9163.89
4.07
3.41
102,362
0.987
8711.19
3.94
3.19
105.664
0,867
8273.91
3.81
2.97
108.966
0.761
7857.66
3.68
2.73
142.268
0.669
7467.57
3.56
2.48
115.570
0.587
7108,26
3.45
2.22
118.872
0.515
6783.94
3.35
1.96
122.174
0.453
4498.37
3.25
1.68
12'A
0.397
6254.92
3.17
1.40
228.778
0.349
6056.481
3.11
1.11
DATE: MARCH 21, 2005
THRESHOLD STAGES
ORIFICE 1 0.083333
ORIFICE 2 3.00
OVERFLOW 5
INFLOW VS OUTFLOW
14.000
N
•INFLOW
12.000
m.00a
;o 6.000e OUTFLO W
LL
4.000
2.000
0.000 20.000 40,000 60.000 80.000 100,000 120.000
TIME (MIN)
y 1•'.. � •I !'f Y1 � 1 �jyl �4
f ■ _
0.000 �■s■■ - -

PROJECT: ANDREWS REACII POND 4
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 1 OF 3
INFLOW HYDROGRAPH
Qp= 15.7 cfs
Tp= 33.91 min
Time min
Inflow cfs
a
9
3.391
0.384
6.782
1.498
10,173
3.233
13.564
5.419
16.955
7.844
20.346
10.269
23.737
12.457
27.128
14.195
30.519
15.312
33.910
15.700
37.301
15.320
40.692
44.210
44.083
12.573
47.474
11.040
50,865
9.694
54.256
8.512
57.647
7.475
61.038
6.564
64.429
5.763
67.820
5,061
71.211
4.444
74.602
3.902
77.993
3.426
81.384
3,009
84.775
2.642
88.166
2.320
91 5571
2.037
94 9481
1.789
98.339
L571
W1.7301
1.379
DATE: MARCH 21, 2005
Inflow (cfs)
18
16
14I ♦`' _ _
u 10 ,
8 ��: � ♦Inflow (cfs)
o ♦
c 8 ♦
4
0'
0 20 40 60 80 100 120
time (minute)

PROJECT: ANDREWS 12 EACH POND 4 DATE: MARCH 21, 2005
PROJECT NO.: PW-476
50 YR STORM ROUTING SHEET 2 OF 3
STAGE -STORAGE RELATION
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Sta e
S
Z
4
1286
0
0
0
0
0
5
2156
1721
1721
1
1721
1
6
3248
2702
4423
2
4423
2
7
4486
3867
8290
3
8290
3
8
5927
5207
13497
4
13497
4
Ks = 1721
b = 1.485633162
STAGE -STORAGE CURVE
3.5
3
p 2.5
i7,Fw4d•` it#f f"E. 1FaY1�L�w i ♦ STORAGE
1.5
n W ,gyp —Poly. (STORAGE)
Y-_ ,z�5•
0.5 pi,�j
0
0 2000 4000 6000 8000 10000
STORAGE(CF)

PROJECT: ANDREWS REM11 POND 4
PROJECT' NO.: PW-476
50 YR STORM ROUTING SHEET 3 OF 3
50 YR STORM ROUTING
ORIFICE (IN) = 1.25
ORIFICE AREA (SO. FT.) = 0.009
WEIR LENGTH (FT) = 1.35
WEIR HEIGHT (FT) = 0.50
WEIR AREA (SF) = 0.68
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
0.000
0.000
0.00
0.00
0.00
3.391
0.384
0.00
0.00
0.00
6.782
1,498
78.09
0.12
0.01
10.173
3.233
381.63
0.36
0.02
13.564
5.419
0035.14
0.71
0.03
16.955
7.844
2131.28
1,15
1.32
20.346
00.269
4458.44
1.60
2.57
23,737
22,457
0025.43
2.06
3.40
27,128
14.195
6868.38
2.54
4.10
30.519
15,312
8923.21
3.03
4.70
33.910
15.700
11082.77
3.50
5.22
37.301
15.320
13215.49
3.94
5,66
40,692
14.210
15181.58
4.33
10.56
44.083
12.573
15924.64
4.47
13,90
4T474
11.040
15653.92
4.42
12.63
50.855
9.694
15331.40
4.36
11.19
54,256
8.512
15027,17
4.30
9.93
57.647
7,475
14738.56
4.24
8.83
61.038
6.564
14462.08
4.19
7.88
64.429
5.763
14193.66
4.14
7.07
67.820
5.061
13928.00
4.09
6.39
71.211
4.444
13657.07
4.03
5.88
74.602
3.902
13365.33
3,97
5.69
77.993
3.426
13002.51
3.90
5,62
B1.384
3.009
12557.13
3.81
5.53
84.775
2.642
12044.66
3.71
5,42
88.166
2,320
11478.78
3.59
5.30
91.557
2,037
10871.63
3.46
5.17
04.948
1,7891
10234.06
3.32
5.02
98.339
1.5711
9575.77
3.17
4.87
101.730
1.379
8905.50
3.02
T69
105.121
1,211
8231.19
2.87
4.51
108.512
1.0631
7560.06
2.71
4.31
111.903
0.934
6898.76
2.55
4.11
115.294
0.8201
6253.47
2.38
3.88
118.685
0.7201
5629.97
2.22
3.65
122.076
0.63211
5033.75
2.05
3.40
125.467
0.555
4470.08
1.90
3,14
128.858
0,4881
3944.09
1,75
2,86
1322491
0.4281
3460.83
1.601
2.57
DATE: MARCH 21, 2005
THRESHOLD STAGES
ORIFICE 1 0.104167
ORIFICE 2 1.00
OVERFLOW 4
INFLOW VS OUTFLOW
18.00014000
N
1
♦INFLOW
p
■ OUTFLOW
u2.000
20.000 40.000 60,000 80.000 100.000 120.000
0.000
TIME (MIN)
s.00B
• �• {g� t�f:.W
0.000
t
v �i�• eRJ"fi3tRvd"� '
6.000 .'I
■ ■■�■0■
�..r�:
i
4.000
0.000
�

V w�FxLz aslN � DA2
DA3
aSIN3
OOFALU ^ ASIN< V DAY
Drainage Diagram for andrews
Osubcat Reach Pon Llnk. Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net 5/13/2005
HydroCAD® 6.00 s/n 000000 © 1986-2001 Applied Microcomputer Systems

andrews Type 1124-hrRainfall=4.82"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydi,ocad.net Page 1
HydroCADG 6.00 s/n 000000 © 1986-2001 Applied Microcomputer Systems 5/13/2005
Pond INFILTRATION PIPE: INFILTR,ATIONPIPE
[631 Warning: Exceeded Reach OUFALL4 inflow depth by 0.29' @ 12.50 firs
[611 Hint: Submerged 26% of Reach OUTFALLI bottom
[61) Hint: Submerged 26% of Reach OUTFALL2 bottom
[611 Hint: Submerged 20% of Reach OUTFALL3 bottom
Inflow =
15.07 cfs @ 12.29 hrs, Volume=
2.179 of
Outflow =
14.45 cfs @ 12.43 hrs, Volume=
2.019 af, Atten= 4%, Lag= 8.7 min
Discarded =
0.55 cfs @ 11.90 Ivs, Volume=
0.380 of
Primary =
13.90 cfs @ 12.43 hrs, Volume=
1.639 of
Routing by Stor-Ind
method, Time Span= 5.00-20.00 firs,
dt= 0.05 hrs
Peak Elev= 4.79'
Storage= 11,659 cf
Plug -Flow detention
time= 38.6 min calculated for 2.019
of (93% of inflow)
Elevation
Cum.Store
(feet) (cubic
-feet)
3.00
0
6.00
19,526
Discarded OutFlow (Free Discharge)
t1=Exfiltration
Primary OUtFIOw (Free Discharge)
Z2=13road-Crested Rectangular Weir
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.55 cfs Exfiltration at all elevations
2 Primary 4.00' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32

Andrews Type 1124-hrRainfall=4.82"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 1
HydroCADC 6.00 s/n 000000 © 1986-2001 Apulied Microcomputer Systems "13/2005
Pond INFILTRATION PIPE:: INFILTRATIONPIPE
Hydrograph Plot
rxr,�
0.
I�
LL
5 6 7 8 9 1011 121314151617181920
Time (hours)
El Inflow
El Outflow
0 Discarded
U Primary

andrews Type 1124-hrRainfall=4.82"
Prepared by I-IydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net puter SystemHydroCAD® 6.00 s/n 000000 © 1986-2001 Applied MicrocoPagee 1
w
Pond INFILTRATION PIPE: INFILTRATIONPIPE
Stage -Discharge
U 10 .20 30 40 50
Discharge (cfs)
r�. Total
E0 Discarded
Q Primary

andrews Type 1124-hrRainfall=4.82"
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 1
HydroCAD® 6.00 s/n 000000 © 1986-2001 Applied Microcomputer Systems 5/13/2005
C
w
Pond INFILTRATION PIPE: INFILTRATIONPIPE
Stage -Area -Storage
u 5,000 10,000 15,000
Storage (cubic -feet)

STROUD ENIGMEERING, P.A.
3961-A Market Street
WILMINGTON, NORTH CAROLINA 28403
[phone]
JOB Fij= "S KZrne-'V
SHEET NO. OF
CALCULATED BY WAS DATE
CHECKED BY DATE_
_:.... ....
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Bi rml IS14k5RIkIEGI(pWWj

STROUD ENGINEERING, P.A.
3961-A Market Street
WILMINGTON, NORTH CAROLINA 28403
[phone]
!p,CA,rwG 6- wu r-c L
IZ U
q
... _......
JOB LOFIJS-
SHEETNO. Z OF
CALCULATEDBV WLS _ DATE-4� �G/0f
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CHECKED BY DATE.
..q:............... _.__... ._.._..... ........._.. _.._.._. .... _ .......... ......_....
2_.:3v
I
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iINpICfv 1 p'45 4)25IIHNNI

JOB �n10F><WS �EActl
STROUD ENGINEERING, P.A.
3961-A Market Street
WILMINGTON, NORTH CAROLINA 28403
[phone]
SHEET NO. 5, OF
CALCUTATEDBY l,i LS _ DATE
CHECKED BY DATE
SCALE
...... _...... _..._
. ......
ri-F✓!"�
_
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PROEM M I Slryk Sheets) 205i IPoEAedl

STROUD ENGINEERING, P.A.
3961-A Market Street
WILMINGTON, NORTH CAROLINA 28403
[phone]
SHEET NO. `f OF
CALCULATED BY WLS DATE
CHECKED BY DATE
SCALE
PPL TAM 1 JSP Sj M6l 1Pa 4

S STROUD ENGINEERING, P.A.
FACSE MLE TRANSMITTAL
Date: 6/14/05
Number of Pages 3
To: DWQ From: ZAK SHIPMAN
ATTN: Mr. Rob Gordon
Telephone Number:
Facsimile Number:
E-Mail Address:
Telephone Number: 910-815-0775
350-2004 Facsimile Number: 910-815-0593
E-Mail Address: [e-mail]
Reference: Andrews Reach
❑Original will follow via mail
Comments:
Rob,
/Original will NOT follow via mail
Per request. Call me if you have any questions or comments.
"Thanks,
Zak Shipman
-Please call if you experience trouble with this transmittal-
■ 102 Suite D Cinema Drive, Wilmington, NC 28403 [phone] FAX [phone] ■
l 'd dSbl'IN 'V'd '9NIHAION3 HMS
PH:l l SOH 'bl 'Unr

JOB Ao"-� s IZr#,d
STROUD ENGINEERING, P.A. SHEET NO, It - - OF
3961-A Market Street CALCUIATED13Y AVIA DATE
WILMINGTON, NORTH CAROLINA 28403 [phone] CHECKED BY DATE
zi
. .........
.......... _......I.
--- ..... . .. . ...... .... ..
Ir
;d"' ISZl 'ON *V 'd AH33NI0N3 HOLS NVEO:H SOH

Engineering Consulting; Services, Ltd.
Job Number: 11276
Job Name: Masonboro Loop Rd
Infiltration Evaluation
Location: Wilmington, NC
Iland
Auger
Location
Date
Depth/
Elevation
Soil Classification
Blows
Remarks
B-1
03/25/2005
0-12"
Topsoil
Ground water was encountered at 72
inches below surface grade
12-54"
Orange Gray Clay
54-60"
Orange Gray Clayey Fine to Medium SAND
60-84"
Tan Cray Silly Fine to Medium SAND
13-2
03/25/2005
0-12"
Topsoil
Ground water was not encountered at
depths explored
12-66"
Orange Cray Clay
Infiltration Test QfRate=0.08 itdmin
66-78"
Orange Cray Clayey Fine to Medium SAND
78-84"
"ran Gray Silty Fine to Medium SAND
B-3
03/25/2005
0-12"
Topsoil
Ground water was not encountered at
depths explored
12-72"
Orange Gray Clay
72-78"
Orange Gray Clayey Fine to Medium SAND
78-84"
Tan Gray Silty Fine to Medium SAND
B-4
03/25/2005
0-12"
Topsoil
Ground water was not encountered at
depths explored
12-24"
Gray Silty Fine to Medium SAND
24-54"
Orange Gray Clay
54-60"
Orange Gray Clayey Fine to Medium SAND
60-84"
Tan Gray Silty Fine to Medium SAND

C, LTD
Engineering Consulting Services, Ltd.
.lob Number: 11276
Job Name: Masonboro Loop Rd
Infiltration Evaluation
Location: Wilmington, NC
lland
Auger
Location
Date
Depth/
Elevation
Soil Classification
Blows
Remarks
11-5
03/25/2005
0-12"
Topsoil
Ground water was not ene0antered at
depths explored
12-42"
Gray Orange Clayey Fine to Medium SAND
42-54"
Gray Orange Silty Fine to Medium SAND
.
54-72"
Gray Orange Clay
72-84"
Tan Gray Silty Fine to Medium SAND
13-6
03/25/2005
0-8"
Topsoil
Ground water was not encountered at
depths explored
848"
Gray Orange Clayey Fine to Medium SAND
48-60"
Gray Orange Silty Fine to Medium SAND
60-78"
Gray Orange Clay
78-84"
'fan Gray Silty Fine to Medium SAND
13-7
03/25/2005
0-12"
Topsoil
Ground water was encountered at 54
inches below surface grade
12-54"
Gray Orange Clay
54-60"
Gray Orange Clayey Fine to Medium SAND
60-84"
Gray Silty Fine to Medium SAND
B-8
03/25/2005
0-8"
Topsoil
Ground water was encountered at 84
inches below surface grade
8-48"
Gray Silty Fine to Medium SAND
Infiltration Test tiMate=0.06 in/min
48-60"
Gray Orange Clay
60-78"
Orange Gray Clayey Fine to Medium SAND
78-84"
'fan Gray Silty Fine to Medium SAND

Engineering Consulling Services, Ltd.
.lob Number: 11276
.lob Name: Masonboro Loop Rd
Infiltration Evaluation
Location: Wilmington, NC
Flmnl
Auger
Location
Date
Depth/
Elevation
Soil Classification
Blows
Remarks
13 -)
03/25/2005
0-48"
Gray Orange Clay
Ground water was not encountered at
depths explored
48-84""
Gray Orange Clayey Fine to Medium SAND
13-10
03/25/2005
0-8"
Topsoil
Ground water was encountered at 54
inches below surface grade
8-18"
Gray Silty Fine to Medium SAND
18-54"
Gray Orange Clay
54-60"
Gray Orange Clayey Fine to Medium SAND
60-84"
Tan Gray Silty Fine to Medium SAND
13-11
03/25/2005
0-12"
Topsoil
Ground water was encountered at 78
inches below surface grade
12-36"
Gray Orange Clay
36-48"
Gray Orange Clayey Fine to Medium SAND
48-84"
'fan Gray Silty Fine to Medium SAND
B-12
03/25/2005
0-12"
Topsoil
Ground water was not encountered at
depths explored
12-60"
Gray Orange Clay
60-72"
Gray Tan Clayey Fine to Medium SAND
72-84"
Gray Tan Silty Fine to Medium SAND

Gnginecring Consulting Services, Ltd.
.lob Number: 11276
,lob Name: Masonboro Loop Rd
Infiltration Evaluation
Location: Wilmington, NC
(land
Auger
Location
Date
Depth/
Elevation
Soil Classification
Blows
Remarks
B-13
03/25/2005
0-8"
Topsoil
Ground water was encountered at 72
inches below surface grade
8-18"
Gray Silty Fine to Medium SAND
I8-60"
Gray Orange Clay
60-72"
Gray Orange Clayey Fine to Medium SAND
72-84"
Tan Gray Silty Fine to Medium SAND
13-14
03/25/2005
0-12"
Topsoil
Ground water was not encountered at
depths explored
12-42"
Gray Silty Fine to Medium SAND
Infiltration Test #14/Rate=O.l in/min
42-60"
Gray Orange Clay
60-78"
Gray Orange Clayey Fine to Medium SAND
78-84"
Tan Gray Silty Fine to Medium SAND
B-15
03/25/2005
0-8"
Topsoil
Ground water was not encotntered at
depths explored
8-36"
Gray Silty Fine to Medium SAND
36-60"
Goy Orange Clay
60-72"
Gray Orange Clayey Fine to Medium SAND
72-84"
Tan Gray Silty Fine to Medium SAND

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
: 1
June 9. 2005
Mr. Kirk Andrews, President
Footings of Wilmington, Inc.
3129 Braemar Lane
Wilmington, NC 28409
Subject: Request for Additional Information
Stormwater Project No. SW8 050414
Andrews Reach
New Hanover County
Dear Mr. Andrews:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Andrews Reach on June 8, 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:
1. Please locate all basins in dedicated drainage easements
2. The total drainage area in the application does not match the drainage area used in
the calculations.
3. Please correct the outlet structure detail schedule elevations. They do not reflect the
changes made to the weir elevations to increase storage in the system.
4. Please provide the drawdown orifice with a trash rack. Because the orifice size is so
small be sure to make the maximum opening size smaller than the orifice size
5. Please provide an updated Infiltration Trench supplement.
)
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to June 17, 2005, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
An Equal OpponunitylAffirmative Action Employer— 50% Recycled110% Post Consumer Paper
None
rthCarolina
Naturally

Mr. Kirk Andrews
June 9, 2005
Stormwater Permit # SW8 050414
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
A
Robert D. Gordon
Environmental Engineer II
ENB/RDG: S:\WQS\STORMWATER\ADDINFO\2005\050414June9
cc: Zak Shipman, Stroud Engineering
Robert D. Gordon

7
STROUD ENGINEERING, P.A.
102-D Cinema Drive
WILMINGTON, NC 28403
[phone]
TO n�n�rlR -p. tt
KEETET 5LN OO IF ° LIVc�JLMJO��C;.1LS
DATE JOB NO.
a of PiJtiYp
ATTENTIOI 1
7
Ka CM 60.01>1L
RE:
WE ARE SENDING YOU ❑ Attached ')!!i Under separate cover via Nnuo bXvC"— the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES
DAl'E
NO.
DESCRIPTION
xT s
f
r.J Scr
/
Cn�cti t„g-rtYP—
THESE ARE TRANSMITTED as checked below
T{
For approval
❑
For your use
❑
As requested
)J
For review and comment
❑
FORBIDS DUE
REMARKS
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
COPY TO
SIGNED:
//enclosures are not as noted, kindly notify us at once.

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
102-D CINEMA DRIVE
WILMINGTON, NORTH CAROLINA 28403
[phone]
June 8,2005
NCDENR Division of Water Quality
127 Cardinal Drive
Wilmington, NC 28405
Attn: Mr. Robert Gordon
Re: Andrew's Reach, SW 050414
Dear Mr. Gordon,
Please find the enclosed revised plans, calculations, and application forms for the reference
project. Per your comments of June I, 1 have revised the plans accordingly and are resubmitting for your
review in consideration towards issuance of a State Stor mwater Management permit. Some of the
modifications to the plan is as follows below:
• The application has been revised to reflect Footings of Wilmington Inc. in lieu of LLC.
Covenants (attached) have also been revised accordingly.
• Road cross sectional details have been provided on the preliminary site plan. A cul-de-sac
cross section and detail has also been provided.
• Mean high water has been delineated on the drawings. A 50 foot setback has been observed
from this line.
• The storage of the infiltration system has been modified to provided adequate capacity for the
design event. Including the trench, conveyance pipes, and basins (outlet structures have been
modified) provided adequate volume for the system to work.
• Weir outlets have been provided at the junction boxes (type A)
• Section III #6 has been corrected to show future development in the "Other" column. 1 have
included impervious area from the pool/clubhouse in the "Onsite Buildings"
• A print showing the delineated drainage areas is attached for your review. All numbers
should match up with those used in the calculations (Drainage area and impervious).
• A second pipe has been added to the infiltration trench cross section showing the correct
configuration. Also the height of the trench has been corrected.
• The site data table has been corrected. Please note that I discovered a severe error in the
computation of the roadway impervious area calculations. I have corrected the calculations,
drawings, and application accordingly. The error made a significant impact on the volume to
be infiltrated due to the substantial reduction of impervious used. I appologize for the
confusion.
• Consistent infiltration rates have been used throughout the calculations.
• A clay liner has been added to the detention basins. A detail is included on the detail sheet
(attached).
Please review these
plans at your convenience and consider towards the issuance a stormwater
permit. If you have any questions
or additional comments, don't hesitate to call me at [phone].
107 COMMERCE ST.
HESTRON PLAZA TWO
SUITE B
102-D CINEMA DRIVE 151-A HWY. 24
GREENVILLE, NC 27858
WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone]
[phone] [phone]

.1'G
Cen y,
0
Sweyer & Associates
asp -oar
Corporate Office June I,2005 RECEIVED
1630 Military Cutoff Rd I _ , J U N 0 2 2005
Phone: 91
Wilmington NC
NC 28403 ' '"' " ' '
fo:„ Jin1 Dicpentirock�-- I
Toll Free: 800.848,0021 ,. Associate Planner BY;
Fax:[phone] I'lanuing and Development '
Sales Division City of Wilmington
PO 13ox I810
Landfall Office 1630 Military Cutoff Rd Wilmington, NC 28402-I810
Suite 110
Wilmington, NC 28403 Frool: Dav!(l Morvil, PresiGlent
Phone: [phone] SUIICOGIrt Villas I-IOA
Toll Free: 800.848.0021
Fax:[phone] Villa Place, West
Wilmington, NC 28R09
Monkey Junction Office
5215 Junction Circle Subject' Coil lirnlalion of phone conversation on 5/31/05 regarding
Suite 102 the shared drainage Glitch between Suncourl Villas (SCV) and the
Wilmington, NC 28409
Phone: [phone] proposed Andrews Reach Development (ARD).
Toll Free: 800.474.3090
Fax: 910.332,0337 As we discussed, we are vel'y concerned with (he lacks of an
Hampstead Office approved drainage ditch plan at this point in time. We wish to
14865 Hwy 17 North inlin'I» the City and ARD that we have a vestecl interest in the
Hampstead, NC 28443 drillllagC dltCh (flooding that could be caused by a ina'jor slol'm or
Phone: [phone] excessive rainfall) and oppose construction of a Ghainage pipe of -
Toll Free 800.476.3606
Fax:[phone] structure That would impede runoff. Is ARD planning to cross our
property line for construction work on the Glitch?
Relocation Division
1630 Military Cutoff Rd We are very concerned that the present site plan fails to include the
Suite0
Wilmington, NC 2844033 g existing ditch between SCV I IOA common area and the future
Phone: [phone] clevelopnlent by ARD of up to eighteen (118) units, designated by
Toll Free:800.352.0021 the properly line at N23"28'49"W. At the May 7, 2003 planning
Fax: [phone]
conunissiat meeting I inforuled you of this oversigll(, and this
Rental Division oversight has still not been corrected.
1630 Military Cutoff Rd
Suite 104 We have also not received an)ltralColl mCityr
Wilmington, NC 28403 for our I'eGluest for the ARD to participate financially in the
Phone: [phone]
Toll Free: 800.448.1761 ongoing future maintenance of the Glitch.
Fax: [phone]
We arc especially concerned alter the flooding situation that was
Community created at Nantucket Subdivision after construction at the Reserve
Association of Masouboro, which the city of Wilmington approved.
Mgmt Division
Wilmington Office We hope you will respond to these concerns prior to beginning of
1630 Military Cutoff Rd
Suite 108 construction.
Wilmington, NC 28403
Phone: [phone] '!'hank you,
Fax: [phone]
Southport Office David Nloivil
828 Folly Drive, S.E. President, Suncourl Villas FICA
Bolivia, NC 28422 www.century21 sweyer.com
Phone: 910,842,2295
Fax: [phone] Each CENTURY 21 office is independently owned and operated

Cc:
Mr. Phil Bevilacqua
Storm Water Review Dept.
City of Wilmington
PO Box 1810
Wilmington, NC 28402-1810
Mr. Paul Bartlett. P.E.
Division of Water Quality
NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405

P. 1
COMMUNICATION RESULT REPORT ( JUN. 2.2005 8:05AM )
TTI NCDENR WIRO
FILE MODE OPTION
________________ADDRESS -(GROUP)_____------ PAGE
-----
----------------------------
489 MEMORY TX 9-0150593 OK P. 3/3
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
FAX COVER SHEET
Date: June 1, 2005 No. of Pages: 3
To: Zak Shipman From: Robert Gordon
Company: Stroud Engineering Express permitting section
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 050414
Project Name: Andrews Reach
MESSAGE:
Request for additional information for express stormwater permit. Mailed copy to
follow. Please call if you have any questions. Thank you
In

FAX COVER SHEET
Date: June 1, 2005 No. of Pages: 3
To: Zak Shipman From: Robert Gordon
Company: Stroud Engineering Express permitting section
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 050414
Project Name: Andrews Reach
MESSAGE:
Request for additional information for express stormwater permit. Mailed copy to
follow. Please call if you have any questions. Thank you
I

o�oF warF9oG
r
O 't
June 1,2005
Mr. Kirk Andrews, President
Footings of Wilmington, LLC.
3129 Braemar Lane
Wilmington, NC 28405
Subject: Request for Additional
Stormwater Project No.
Andrew's Reach
New Hanover County
Dear Mr. Andrews:
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Information
SW8 050414
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Andrews Reach on May 31, 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:
1. The NC Dept. of the Secretary of State lists Footings of Wilmington, Inc as a
registered( business, not Footings of Wilmington, LLC. Please place the correct
business name on the application. The zip code is also incorrect.
2. Please include a road cross-section (with sidewalk) and cul-de-sac detail on the
drawings with dimensions.
3. Please delineate the mean high water line on the drawings.
4. Please locate the infiltration system and outlet at least 50' from the mean high water
line.
5. The storage in the system is inadequate. The system must store the first 1.5" of
runoff (56285 ft3). The detention basins (below overflow weirs) store—11,500 ft3.
The Infiltration system stores — 20166 ft3. The conveyance pipes to the infiltration
system (below 6.0 MSL) store -- 6200 ft3. The system infiltration during the design
storm (80 min hydrograph used in calcs) is — 2700ft3. All other runoff will bypass the
proposed system; 11,500 + 20,166 + 6,200 + 2,700 = 40,560 < 56,285.
;I
6. In order to' provide an adequate bypass, please provide weir outlets to the outlet
pipes of detention basins 2 & 3 (convert to JB type "B").
7. Please correct section III, #6 on the application to reflect the actual infiltration system
drainage area. Please show the 34,000 future development BUA as "Other on -site"
rather than off -site (because it is included in the total project area).
8. Please delineate storage/detention basin drainage areas. There appears to be a
discrepancy between the DA draining to each storage/detention basin and the total
DA draining to the infiltration system (3.47 + 5.91 + 2.53 + 3.18 = 15.09 vs. 16.84 in
NCDENR stormwater calcs). There is also a similar discrepancy with the total
impervious area calculations.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service"77-623-6748 One
Wilmington Regional Office - Wilmington, NC 28405-3845 FAX [phone] Internet: h2o,encstate.nc.us North Carolina
f //
An Equal OppodunitylAff rmative Action Employer- 50% Recycled/10% Post Consumer Paper Aaturrally

Andrews Reach
June 1, 2005
Stormwater Permit # SW8050415
The infiltration trench cross-section shows only 1 pipe, please show the correct # of
pipes. The total height of the trench shows 3 ft (1.25 + 1.75), but 4.2 ft was used in
the volume calculations. Please correct this discrepancy.
10.The site area (adjacent to the vicinity map) shows incorrect impervious area totals.
11. Please use consistent infiltration rates (3.75 listed on supplement, 3.0 used in calcs).
12. Please provide additional detail about the required liner for the detention basins.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to June 10, 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 acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
IUAA�
Robert D. Gordon
Environmental Engineer II
ENB/RDG: S:\WQS\STORMWATER\ADDINFO\2005\050414June1
cc: Stroud; Engineering
Robert- D. Gordon

STROUD ENGINEERING, P.A.
102-D Cinema Drive
WILMINGTON, NC 28403
[phone]
TO
I.fLpffl%n-- DIw�Q
dINVU12n OCP 4 D e K@WUV4LQd
DATE
s slDs
JOB NO.
Pwv7ce
A ENTI N
c. rnaeoi�l rJcAtic*�
RE:
nn�
WE ARE SENDING YOU ❑ Attached S Under separate cover via �-ob ' G44ZR— the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES
DATE
NO.
DESCRIPTION
3
'�,J ,SQD ,,.j•�$
I
enuB1L (,.3TtEl—
THESE ARE TRANSMITTED as checked below:
*
For approval
❑
For your use
14
As requested
�9
For review and comment
❑
FORBIDS DUE
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
pow w4 Pam__ fir.RTC[i T.�...rtn.•,.+• C� ti6 w,rH ,,i C7,r,oJS.
COPY
SIGNED: It5X❑
If enclosures are not as noted, kindly notify us at once.

Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
Corporations
OCorporations Home
*Important Notice
*Corporate Forms/Fees
*Corporations FAQ
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Contact Us
•Corporations Division:
•Secretary of State's web site
Print
sPrintable Page
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 5/31 /2005
Click here to:
View Document Filings I
Print apre-populated Annual Report Form I File an Annual Report I
Corporation Names
Name Name Type
NC FOOTINGS OF Legal
WILMINGTON, INC.
Business Corporation Information
SOSID:
0390537
FID:
561964371
Status:
Current -Active
Date Formed:
3/5/1996
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered Office Address:
Registered Mailing
Address:
Principal Office Address:
Principal Mailing Address:
Andrews, Marlon Kirk
3129 Braemar Lane
Wilmington NC 28409
3129 Braemar Lane
Wilmington NC 28409
3129 Braemar Lane
Wilmington NC 28409
3129 Braemar Lane
Wilmington NC 28409
Stock
Class Shares No Par Value Par Value
COMMON 100000 Yes N/A
For questions or comments about the North Carolina Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.ne.us/Corporations/Corp.aspx?Pitemld=4649747 5/31 /2005

CAPE PEAR RIVER BASIN
Name of Stream Subbasin Stream Index Number Map Number Class
Hendon Creek
CPFOS
16-41-4-1-(2)
D22SE5
WS-IV;NSW,CA
Herds Creek
CPF14
18-23-16-3
F21SE5
WS-III
Herrings Marsh Run
CPF22
18-74-19-16
G27SW2
C;Sw
Hester Lake
CPFO1
16-6-2-3
B20SW4
WS-III;NSW
Hewletts Creek
CPF24
18-87-26
K27NW6
SA;HQW
Hiatt Branch
CPFOS
17-3-1-(1)
C1BSE9
WS-IV:`
Hiatt Branch
CPF08
17-3-1-(2)
C1BSE9
WS-IV;CA:-
Hickman Branch
CPF17
18-81-6-1-2
K26SE1
C;Sw
Hickory Branch
CPF13
18-20-13-9
F23SW1
C
Hickory Creek
CPFOB
17-8.5-(1)
D19NE1
WS-IV:•
Hickory Creek
CPFOB
17-8.5-(3)
D19NE1
WS-IV;CA:•
Hicks Branch
CPF19
18-68-2-6-1
H26NW3
C;Sw
Hide Branch
CPF13
1B-20-13-3-2
F22SW6
C
Hill Creek
CPF04
16-38-2-(1)
E22NW2
C;NSW
Hill Creek
CPF04
16-38-2-(2)
E22NW2
WS-IV;NSW
Hobbs Pond
CPF19
18-68-1-14
H25NW6
C;Sw
Hoe Swamp
CPF19
18-68-2-1
G25NEB
C;Sw
Hog Branch
CPF04
16-27-2
C22SWB
WS-II;HQW,NSW
Holly Shelter Creek
CPF23
18-74-33
I28NWS
C;Sw
Honey Creek
CPF23
1B-74-48
J27NE4
C;Sw
Hood Creek
CPF17
18-66
K26NE1
C;Sw
Hornet Swamp (Horner Swamp)
CPF19
18-68-1-17-3
G25SW1
C;Sw
Horse Branch
CPF14
18-23-16-9
F22SW7
WS-III
Horse Branch
CPF23
18-74-55-1
I27SW1
C;Sw
Horse Creek
CPF10
17-26-5-6-1
F20NE7
WS-III
Horse Creek
CPF14
18-23-14
G22NW4
WS-III
Horse Pen Branch
CPF13
18-20-20
F23SW5
C
Horse Pen Branch
CPF21
18-74-3-1
G27NW4
C;Sw
Horsepen Branch
CPF16
18-61-4-1
J25NEB
WS-IV;SW
Horsepen Branch
CPF19
18-68-1-17-12
H25SW2
C;Sw
Horsepen Branch
CPF21
18-74-12
G27SE1
C;Sw
Horsepen Branch
CPF22
18-74-19-9-2
G26SEI
C;Sw
Horsepen Creek
CPF02
16-11-5-(0.5)
C19SW2
WS-III;NSW
Horsepen Creek
CPF02
16-11-5-(2)
C19NE7
WS-III;NSW,CA
Housland Branch
CPF21
18-74-16
G27SE4
C;Sw
Howard Channel
CPF24
18-87-13
J28SW2
SA;ORW
Howard Pond
CPF19
18-68-1-17-7
H24NE3
C;Sw
Howe Creek
CPF24
18-87-23
J27SE8
SA;ORW
Hudson Branch
CPF04
16-27-4-1
D22NW2
WS-II;HQW,NSW
Hughes Creek
CPF07
18-4-7
E22SE4
WS-IV
Hughes Mill Creek
CPF02
16-14-6-1
B21SES
WS-II;HQW,NSW
Hunting Branch
CPF04
16-28-2
D21NW9
C;NSW
Hybarts Branch
CPF15
18-27-5-1-1
G23SW5
C
Indian Branch
CPF13
18-20-26-1
F23NE7
WS-IV
Indian Creek
CPF05
16-41-1-18-(1)
D23SW5
WS-IV;NSW
Indian Creek
CPF05
16-41-1-18-(2)
D23SW4
WS-IV;NSW,CA
Indian Creek
CPF10
17-35
E21SE4
WS-IV
Indian Creek
CPF16
18-46-4
124NE2
C
Indian Creek !
CPF17
18-70
J26SE4
C;Sw
Indian Creek (Jessups Pond)
CPF16
18-42-1
H24SW1
C
Ingle Branch
CPF03
16-19-5-2
C20SE6
C;NSW
Intracoastal Waterway
CPF24
18-87
J29NW2
SA;ORW
Intracoastal Waterway
CPF24
18-87-(5.5)
J28NE3
SA;HQW
Intracoastal Waterway
CPF24
18-87-(11.5)
J28SW2
SA;ORW
Page 12 of 30

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
102-D CINEMA DRIVE
WILMINGTON, NORTH CAROLINA 28403
[phone]
May 31, 2005
NCDENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Mr. Paul Bartlett, P.E.
Re: Andrew's Reach, SW8 050414 Stormwater
Dear Mr. Bartlett,
Thank you ter your review of the subject project. Per your comments, we have made some
revisions to the plan and are resubmitting in hopes of obtaining a stormwater permit for the subject project.
Before individually addressing each revision which has been made to the plan, I would like to summarize
in more detail the method by which stormwater will be treated. As you probably know, the hydraulics of
this system are extremely complex, and it has been a difficult task to analyze and refine the design.
The system works in the following way: stormwater from the City design storm is detained in the
four basins and released at the predevelopment rate. No infiltration is accounted for at the location of these
basins (soils). From these basins, stormwater is drawndown and conveyed via 36" plastic pipe to the dual
infiltration pipes along the back of the project. This water, which represents the first portion of the I 'h"
design storm, is absorbed in the trench. As the trench approaches its storage capacity, infiltration reaches a
maximum level and the pipe fills. Meanwhile, additional discharge from the City basins (which makes up
runoff in excess of the 1 '/z" event) is bypassed from the system at one of several junction boxes and is
discharged from the system. The infiltration trench, however, is still continually taking in water at the
infiltration rate. As the storm progresses, the City basin's discharge is reduced, and the system again
returns to steady state operation and infiltrates the remaining volume.
Additionally, we have addressed several continents from your review as summarized below:
• Andrew's Reach LLC has not been formed. Footings of Wilmington, LLC will be the
perruittee as shown. I have revised a new page I of the application accordingly.
• Drainage areas and impervious areas have been reviewed and corrected. Future development
has in fact been accounted for in the design of the infiltration volume. I have included a
corrected sheet 2 of the application with the revised impervious areas.
• Deed restrictions have been corrected to limit future impervious to 34,000 sf and BUA on the
lots to 5000 sf
• Details for the trench system have been modified and corrected to adequately show outlets,
weirs, and headers
• 'french volumes have been computed using a void ratio of 40% for k57 stone
• Basins are for City storage only and will not provide any infiltration. A note requiring these to
be lined has been shown on the plan.
• A schedule of Catch basin andjullction box inverts has been included to outline the runoff
distribution for the system. Outlet structure details have been shown on the detail sheet
• The swimming pool and clubhouse area have been shown in a detail and their impervious
factored into the calculations. The pool will be for residents only and no additional parking is
provided.
107 COMMERCE ST
HESTRON PLAZA TWO
SUITE B
102-D CINEMA DRIVE 151-A HWY. 24
GREENVILLE, NC 27858
WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone]
[phone] [phone]

• The cul-de-sac has been dimensioned as shown and a detail showing the cross section has
been added.
• All drawings and calculations have been PE stamped and signed.
We hope these changes and description satisfy your concerns for this project. The system, while complex,
does work and we feel it presents a good solution to some challenging constraints that exist on this project.
Please feel free to contact me with any questions or comments you should have or if you wish to discuss
the project further. Thank you for your review and I look forward to your response.
Best,
Zak Shipman
Stroud Engineering, P.A.
Attachments
WZS/7s

Mr. Paul T. Bartlett, P.E.
Div. of Water Quality
NCDENR
127 Cardinal Dr. Ex.
Wilmington, NC 28405
Ref. Project #SW8050414, Andrews Reach
Dear Mr. Bartlett,
5110105
1433 Villa Pl. E.
Wilmington, NC 28409
MAY M1 6 2005
5
I ant writing on behalf of the HOA for Sun Court Villas. We are
concerned that lire development Andrews Reach will have a negative
affect on our drainage system.
The property line we share with Andrews Reach contains one of
our drainage ditches. This ditch is at capacity level after hurricanes.
We need to be certain that the storm water from Andrews Reach is
completely self contained, and will in no way hinder our system of
ditches.
Please assure us that we will not be at risk, and that their drainage
is self-contained.
Very truly yours,
Sally Case
Cc:
David Morvil, Pres. SCV HOA
t rt:. '�rl tit.. :1;: {125t :.. � .` 1•; 11 ...fJ - '. i�.t' „Sla' _ co

���,, .
!�. .
.,.._ i.i... 4:� ,... ., ..

�OF WA7_ 90 Michael F. Easley, Governor
O G William G. Ross, Jr., Secretary
v- North Carolina Department of Environment and Natural Resources
O Alan W. Klimek, P.E. Director
Division of Water Quality
April 21, 2005
Mr. Kirk Andrews
Andrews Reach, LLC
3129 Braemar Lane
Wilmington, NC 28405
Subject: Request for Permit Application Resubmittal
Stormwater Project No. SW8 050414
Andrews Reach
New Hanover County
Dear Mr. Andrews:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Andrews Reach on April 19, 2005. An application review has determined that the submitted
application is insufficient, as itemized below, and needs to be resubmitted.
Please provide documentation to demonstrate that Andrews Reach, LLC is
registered with the N.C. Department of the Secretary of State. If Andrews Reach
is registered as an LLC, please provide documentation to demonstrate that you
are a "Member" or "Member/Manager" and enter one of those titles in Section 1.2
of the application. If Andrews Reach is registered as a corporation, partnership,
or sole proprietorship, the signing official must be a vice president or higher,
general partner, or proprietor, respectively, as specified by N.C. Administrative
Code Section 15A NCAC 02H.1003(e).
Please clarify the drainage area, drainage basin(s), and impervious areas in
Section III, Items #3 through #6 of the application. Please clarify whether or not
the future development area for up to 18 units is part of the 27.3 acres given as
the drainage area, or is it a separate basin that drains to Masonboro Loop Road?
The submitted calculations list 426,888 sq ft of impervious area and Section 111.6
of the application incorrectly lists 412,956 sq ft. Please clarify Section 111.6 by
substituting "Lots BLA" for "Buildings" and then listing "streets",
"parking/driveways" (including pool/clubhouse area), "sidewalks", and 'other on -
site" (including future development of 18 units, and clubhouse footprint/pool deck,
if previously not listed).
Please revise Article VIII, Section 2.E. of the deed restrictions to state that: 'The
maximum allowable built -upon area for Lots 1 through 40 is 5;000 square feet
per lot". Please add the built -upon area for the future development of up to 18
units to Section 2.E as either a total amount or per unit for a specified number of
units.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service1-877-623-6746 One
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o,enr.state.nc.us North Carolina
An Equal OpportunitylAffirmative Action Employer— 50% Recycledl10% Post Consumer Paper Naturally

Mr. Kirk Andrews
April 21, 2005
Stormwater Application No. SW8 050414
Please clarify the following items for the trench system outlet structure:
(a) the invert elevation is not legible on Sheet 2 of 8, and (b) the detail on
Sheet 6 of 7 needs to be revised. The 2.0-inch dewatering orifice is not
required, and the overnow elevation is listed as 6.0' on the supplement but
shown as 4.2' on sheet 6 of 7. The detail does not illustrate the
arrangement for two infiltration system pipes and one city detention basin
pipe either being combined into a header or directly penetrating the outlet
structure.
5. Please enter the "Stone Type" and "Stone Void Ratio" in Section II, page 1
of the supplement (No. 57 washed stone labeled in Trench Detail on
Sheet 6 of 7) and complete the calculations for storage volume with a
voids ratio.
6. Please be advised that credit will only be given for using the detention
basins as an infiltration device if the basin is unlined and the bottom is a
minimum of 2' above the seasonal high water table. The basins will either
be permitted for storage volume or infiltration, not for both functions. The
submitted "Field Infiltration Testing" report by ECS Ltd. dated March 31,
2005 does not include borings for SHWT and infiltration testing at the
basin bottom locations. If the basin bottom is <2' above the SHWT, then
the basin must be lined with an impermeable liner material and the basin
will be allowed only for storage.
Using the basins for infiltration leads to other issues involving distribution
of stormwater runoff in a manner that allows each basin segment to
accommodate its volume. There is insufficient information in the current
application to make a determination regarding such distribution.
Specifically, a schedule of catch basin, junction box, and outlet structure
invert elevations must be submitted, including inlet/outlet structures for
detention basins. A marked print delineating the drainage area for each
detention basin needs to be submitted, and those areas need to coincide
with the areas used in the calculations. OS details are required, including
the need for: (a) bypass overflow for volumes that exceed the 1.5" design
storm, (b) trench system OS details per Item #4 above, (c) details for the
unlabeled OS at JB5, and (d) additional details for J135 to illustrate either a
header for the two infiltration trench pipes or two JB penetrations for the
trench pipes.
Please dimension the swimming pool and apron area and label the apron
area as concrete or wood deck. Please dimension the clubhouse and
illustrate and dimension any parking area associated with the
pool/clubhouse.
Please dimension the cul-de-sac radius on Sheet 2 of 3 and provide a
cross-section detail through the cul-de-sac.
10. Please PE -stamp and date all drawings and the revised calculations.
Please contact this Office when the application is complete and ready for resubmittal. A
second review date will be scheduled at that time.
Additional fees, not to exceed 50% of the original permit application fee, may be
charged for subsequent reviews due to the insufficiency of a permit application, as
specified by Section 11.4A of S.L. 2003-284. An additional fee of 25% ($1,000.00) will
be charged for reviewing the resubmitted application.
Page 2 of 3

I
Mr. Kirk Andrews
April 21, 2005
Stormwater Application No. SW8 050414
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
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
,�' �13aA-
Ed Beck
Acting Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2005\050414
cc: Stroud Engineering, P.A.
Paul T. Bartlett, P.E., Express Permitting
Page 3 of 3

T
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone] /J
Request for Express Permit Review -
'C 0 776,Q�1
FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron. WeaverOncmail.net along with a narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name_- Kirk Andrews
Company r
Address 3129 Braemar Lane City/State_Wilmington Zip 28405 County New Hanover
Phone [phone] Fax Email
PROJECT Name Andrew's Reach
PROJECT LOCATED IN Cape Fear RIVER BASIN
Company Stroud En ineerin P.A.
Address 102 D Cinema Drive City/State Wilmington, C Zip 28405 County New Hanover
❑ STREAM ORIGINATION CERTIFICATION; Stream
® STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ 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 Delineated/No JD
❑ Greater than 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.
SUBMITTAL DATES:
SW
CAMA
LQS
401
For DENR use onlyy�—
Fee Split for multiple permits:
$ 41
V r 7 �r-c� Q
Total Fee Amount $
Z 'd 9L60 IN
'V'd 'DNI833NI9N3 01`10b1S NVE:6 SOOZ '9 'aV

PROJECT NARRATNE
Project Summary
The purpose of this project is to construct 40 single family residences on the subject 27 acre site.
The site is bounded to the west by the salt marsh of Bridges Creek and to the east by Masonboro Loop
Road. The project falls within the jurisdiction of the City of Wilmington Planning and Zoning Department.
Up to 18 multi -family units are proposed as future development but will not be constructed at this time.
Adjoining Property
Property adjoining the site is primarily residential in nature. A mined use development is
currently being constructed across from Masonboro Loop Road from the site.
Soils
Soils on site are mapped in the New Hanover County Soil Survey primarily as Craven, however
small pockets of Lakeland and Seagate soils also exist on site. Please note that there has been some
previous discussion with NCDENR representatives concerning the soils on this site. A full report outlining
infiltration rates and soils will be submitted with project plans.
Proposed Stormwater Management Practices
Stormwater will be collected via a system of catch basins and conveyed to several dry City
detention basins. From there, stormwater will be drawndown through the basin outlet structure and piped
to an additional junction node where it will enter a 36" perforated pipe in an infiltration trench. This trench
will dictate that the fast inch and a half of rainfall be infiltrated per State requirements. A outlet structure
will provide for the release of stormwater in excess of the design storm into the adjacent wetlands. The
conceptual layout of the site seeks to minimize the impact on the natural drainage features on the site and
provide an environmentally friendly design.
E 'd 91EO'IN 'V'd 'DNAEN[DN3 WES NV6Z:6 SOOZ '9 IdV

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d-9LEO'IN 'V'd 'ONIU3N19N3 VOHS WV6Z 6 SOOT '9 'adV

s STROUD ENGINEERING, P.A.
Date: 4/6/05
Number of Pages 4
To: NCDENR
ATTN: CAMERON WEAVER
Telephone Number:
Facsimile Number: 350-2004
E-Mail Address:
FACSIMILE TRANSMITTAL
From: ZAK SHIPMAN
Telephone Number: 910-815-0775
Facsimile Number: 910-815-0593
E-Mail Address: [e-mail]
Reference: ANDREWS REACH EXPRESS APPLICATION PACKAGE
❑Original will follow via mail
Comments:
Cameron,
■Original will NOT follow via mail
Thanks for cmailing me that cover sheet. I have completed it and attached the narrative and vicinity
map. Please consider for a review date asap. Call me if you have any questions.
Thanks
Zak
-Please call if you experience trouble with this transmittal -
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f11;
STROUD ENGINEERING, P.A.
10Cinema Drive
WILMINGINGTON, NC 28403
[phone] (��(( � ` 1 I 1 ✓I
TO NCCElIIL �/
KEVETIM W 4 M e Gv IMIET4Lad
DATE
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JOB NO.
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ATTENTI N
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RE:
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WE ARE SENDING YOU ❑ Attached '4 Under separate cover via 0_hatD DEc,JER- the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES
DATE
NO.
DESCRIPTION
114i l SerS
PAe-" 1E
1
ppa.,..KtTarl ->r SutP�
I4A�DOF94rcN[
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THESE ARE TRANSMITTED as checked below:
yi For approval
❑ For your use
❑ As requested
LY For review and comment
❑ FORBIDS DUE
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
U
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
Pia ME'Ro N
Fes` -c�a�r 'TRIuK 12tYiEu Tew/.e¢a.ow, ram.., 1,,./L?DrSrIoNS
COPY TO
SIGNED:
It enclosures are not as noted, kindly notify us at once.

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050414
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permitis).
FAX or emall to Cameron. WeaverAncmaflnet along with a narrative and vicinity map of the project location.
Projects must be submitted by 9.00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name Kirk Andrews
Company
County New Hanover
PROJECT Name Andrew's Reach
PROJECT LOCATED IN Cape Fear RIVER BASIN
Company Stroud Engineering.P.A.
Address 102 D Cinema Drive City/State Wilmington, NC Zip 28405 County New Hanover
Phone [phone] Fax [phone] Email zshipmantao)stroudengineer.com
❑ STREAM ORIGINATION CERTIFICATION, Stream Name
® STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ 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 Delineated/No JD
❑ Greater than 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 DENR use only
SUBMITTAL DATES:
Fee Split for multiple permits:
SW
$
CAMA
$
LQS
$
401
$
Total Fee Amount $
I 'd 91EO'IN N'd 'DNI833NIDN3 00081S NVH:6 SOOZ '9 *1dV

PROJECT NARRATIVE
Project Summary
The purpose of this project is to construct 40 single family residences on the subject 27 acre site.
The site is bounded to the west by the salt marsh of Bridges Creek and to the east by Masonboro Loop
Road. The project falls within the jurisdiction of the City of Wilmington Planning and Zoning Department.
Up to 18 multi -family units are proposed as future development but will not be constructed at this time.
Adjoining Property
Property adjoining the site is primarily residential in nature. A mixed use development is
currently being constructed across from Masonboro Loop Road from the site.
Soils
Soils on site are mapped in the New Hanover County Soil Survey primarily as Craven, however
small pockets of Lakeland and Seagate soils also exist on site. Please note that there has been some
previous discussion with NCDENR representatives concerning the soils on this site. A full report outlining
infiltration rates and soils will be submitted with project plans.
Proposed Stormwater Management Practices
Stotmwater will be collected via a system of catch basins and conveyed to several dry City
detention basins. From there, stormwater will be drawndown through the basin outlet structure and piped
to an additional junction node where it will enter a 36" perforated pipe in an infiltration trench. This trench
will dictate that the first inch and a half of rainfall be infiltrated per State requirements. A outlet structure
will provide for the release of stormwater in excess of the design storm into the adjacent wetlands. The
conceptual layout of the site seeks to minimize the impact on the natural drainage features on the site and
provide an environmentally friendly design.
S 'd 9CR'IN 'V'd 'DNIHAIDN3 O KS WV6Z 6 SOOZ '9 '1IV

r.
t
TO MARKET STREET
-0 WRIGHTSVILLE
BEACH
TO CAROLLINA BEACH
I
NOT TO SCALE
8-9CE0'°N 'V'd '9NIN33NION3 UGHS PHI S00Z '9 ',dV

s STROUD ENGINEERING, P.A.
Date: 4/6/05
Number of Pages 4
To: NCDENR
ATTN: CAMERON WEAVER
Telephone Number:
Facsimile Number: 350-2004
E-Mail Address:
FACSIIV ME TRANSN=AL
From: ZAK SHIPMAN
Telephone Number: 910-815-0775
Facsimile Number: 910-815-0593
&Mail Address: [e-mail]
Reference: ANDREWS REACH EXPRESS APPLICATION PACKAGE
❑Original will follow via mail
Comments:
Cameron,
■Original will NOT follow via mail
Thanks for emailing me that cover sheet. I have completed it and attached the narrative and vicinity
map. Please consider for a review date asap. Call me if you have any questions.
Thanks
Zak
-Please call if you experience trouble with this transmittal-
1 'd 9LP'IN 'tl'd '9NIa33N19N3 DAMS AVE:6 Soot '9 'Jdtl

T
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron.Weaver(ftcmail.net along with a narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name Kirk Andrews
Company
County New Hanover
PROJECT Name Andrew's Reach
PROJECT LOCATED IN Cape Fear RIVER BASIN
ENGINEER/CONSULTANT
Company Stroud Engineering P.A.
Address 102 D Cinema Drive City/State Wilmington, NC Zip 28405 County New Hanover
Phone [phone] Fax [phone] Email zshipman(istroudengineer.com
❑ STREAM ORIGINATION CERTIFICATION; Stream
® STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ 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 Delineated/No JD
❑ Greater than 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 DENR use only
SUBMIT AL�JDATES: Fee Split for multiple permits:
SW II��
CAMA $
LQS $
401 _ $
Total Fee Amount $
Z 'd 9LE0'°N 'V'd '9NH33N19N3 ON0f1S WVBZ 6 SOOZ '9 ')dV

PROJECT NARRATIVE
Project Summary
The purpose of this project is to construct 40 single family residences on the subject 27 acre site.
The site is bounded to the west by the salt marsh of Bridges Creek and to the east by Masonboro Loop
Road. The project falls within the jurisdiction of the City of Wilmington Planning and Zoning Department.
Up to IS multi -family units are proposed as future development but will not be constructed at this time.
Adjoining Property
Property adjoining the site is primarily residential in nature. A mixed use development is
currently being constructed across from Masonboro Loop Road from the site.
Soils
Soils on site are mapped in the New Hanover County Soil Survey primarily as Craven, however
small pockets of Lakeland and Seagate soils also exist on site. Please note that there has been some
previous discussion with NCDENR representatives concerning the soils on this site. A full report outlining
infiltration rates and soils will be submitted with project plans.
Proposed Stormwater Management Practices
Stormwater will be collected via a system of catch basins and conveyed to several dry City
detention basins. From there, stormwater will be drawndown through the basin outlet structure and piped
to an additional junction node where it will enter a 36" perforated pipe in an infiltration trench. This trench
will dictate that the first inch and a half of rainfall be infiltrated per State requirements. A outlet structure
will provide for the release of stormwater in excess of the design storm into the adjacent wetlands. The
conceptual layout of the site seeks to minimize the impact on the natural drainage features on the site and
provide an environmentally friendly design.
E d 9CEO'IN 'V'd 'HH33N19N3 0AMS NN6b:6 SOOT '9 ,dy

r.
t
TO MARKET STREET
0 WRIGHTSVKIE
LEACH
TO CAROLINA BEACH
NOT TO SCALE
d-9CE0'IN 'V'd '9N1833N19N3 QO01V1S OH:6 SOH '9 ''°V

s STROUD ENGINEERING, P.A.
Date: 4/6/05
Number of Pages 4
To: NCDENR
ATTN: CAMERON WEAVER
FACSEMLE TRANSM TTAL
From: ZAK SHIPMAN,
Telephone Number: Telephone Number: 910-815-0775
Facsimile Number: 350-2004 Facsimile Number: 910-815-0593
E-Mail Address: E-Mail Address: [e-mail]
Reference: ANDREWS REACH EXPRESS APPLICATION PACKAGE
❑Original will follow via mail
Comments:
Cameron,
®Original will NOT follow via mail
Thanks for emailing me that cover sheet. I have completed it and attached the narrative and vicinity
map. Please consider for a review date asap. Call me if you have any questions.
Thanks
Zak
-Please call if you experience trouble with this transmittal-
t e 9LEO IN V'd '9N1fl3N1W 00051S AM:6 SOOZ '9 .adV

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental
March 31, 2005
Mr. Kirk Andrews
Footings of Wilmington, Inc.
3129 Braemar Lane
Wilmington, North Carolina 28409
Subject: Field Infiltration 'resting
Masonboro Loop Rd — Additional Infiltration Test
Wilmington, North Carolina
ECS, Ltd. Project No. 11276
Dear Mr. Andrews:
Engineering Consulting Services, Ltd. (ECS) performed additional infiltration tests for the proposed
site located at the intersection of Masonboro Loop Road and Masonboro Sound Road in Wilmington,
North Carolina. ECS has previously performed and presented a report of hand auger borings and
infiltration test for the subject site. The results of this evaluation were presented in a report dated
July 29, 2004. This letter, with attachments, is the report of our additional testing.
Field Investigations
On March 25, 2005, Mr. William Cromartie of ECS met with a representative of Stroud Engineering,
PA at the subject site. The representative of Stroud Engineering, PA identified the locations of the
additional hand auger borings and infiltration tests. ECS conducted an investigation of the
Subsurface soil and ground water conditions at the requested locations. The purpose of our
investigation was to determine the subsurface soils and the infiltration rate of the subsurface soils.
We observed the subsurface soil and ground water conditions by drilling fifteen hand auger borings
to a depth ofapproximately 7 feet below the existing ground surface. We visually classified the
subsurface soils and performed three infiltration tests at the hand auger boring locations B-2, B-8 and
B-14. The attached Infiltration Evaluation sheet provides a summary of the subsurface conditions
encountered at the hand auger boring locations and the result of our infiltration tests.
Our field classifications indicate that the subsurface soils at the hand auger boring locations
consisted of topsoil, tan -gray silty sands, gray -tan silty sands, gray silty sands, gray -orange silty
sands, gray -orange clayey sands, orange -gray clayey sands, orange -gray clays and gray -orange clay to
a depth of 84 inches. Ground water was encountered at depths ranging from 54 to 84 inches below
existing site grades. The infiltration tests were conducted at 78 inches below existing site grades as
requested by Mr. Jimmy Fentress of Stroud Engineering, PA. 'rhe results of the tests are summarized
on the attached Infiltration Evaluation sheet and listed below.
7650 Market Street, Wilmington, NC 28411 [phone] FAX [phone] www.ecslimited.com

Infiltration Evaluation
Masonboro Loop Rd —Additional Infiltration Test
Wilmington, North Carolina
ECS, Ltd Project No. 22.11276
Our field test results at location B-2 indicated an infiltration rate of 0.08 inches per minute (4.5
inches/hour). At location B-8, the infiltration rate was 0.06 inches per minute (3.75
inches/hour). At location B-14, the infiltration rate was 0.1 inches per minute (6.0 inches/hour).
Evalualious
Based on observations in the hand auger borings, the lower stratum of relatively free -draining
silty fine to medium sands is expected to have infiltration rates considerably greater than the
controlling infiltration rate for the shallower soils. It is also likely that the seasonal high
groundwater conditions and infiltration rates can vary across the site due to naturally occurring
soil type and because of the surface topography.
If you have any questions regarding this report, please contact us at (910) 686-91 14.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
W l lr-t) vto"
Winslow Goins, F.I.
Staff Engineer
CC: Jinnrny Fentress, Stroud Engineering, PA
Attachments: Site Sketch
Infiltration Evaluation Sheet
MM
22983
Walid M. Sobh, _ E. F a
�d
Principal Enginee'r.,�9�•:yGIWE
NC License No8r3;�O

B-a , 13
J�
12 \ / 11
B_6 10
9
8
14 \� r�7
15
19
F]
9
23 I 24 \ 25
27
Cal
26
29 I 30 1 31
32
3
T
33 1 34
/ DENOTES APPROXIMATE LOCATION OF HAND AUGER BORING
/ ®DENOTES APPROXIMATE LOCATION OF HAND AUGER BORING
AND INFILTRATION TEST
N
SCALE (IN FEET)
50 100
160 0
REFERENCE:
SITE PLAN PROVIDED BY
STROUD ENGINEERING, PA
IN ELECTRONIC FORMAT
N
" FCs
s
-E
LTD
35 ENGINEERING
CONSULTING
SERVICES,LTD
FIGURE 1
HAND AUGER BORING ANI
INFILTRATION LOCATION
MAP
NEW HANOVER COUNTY
WILMINGTON, NORTH CAROLINA
PROJECT NO. 22-11276
DRAWN BY/DATE
WEG/03-30-05
CHECKED BY/DATE
FILENAME: FIGS