SW8040509_HISTORICAL FILE_20040520

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 QL}USOcI
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
91 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 20 04 0'3 20
YYYYMMDD

- �OF \^1A TF� Michael F.Easley,Governor
William G.Ross Jr.,Secretary
Y North Carolina Department of Environment and Natural Resources
j r
Alan W.Klimek,P.E.,Director
O T Division of Water Quality
Coleen H.Sullins,Deputy Director
Division of Water Quality
May 20, 2004
Thomas N. Tucker
Three Oak Property, LLC
315 Friday Drive
Wilmington, NC 28411
Subject: Permit No. SW8 040509
Three Oaks Mixed Use Development
High Density Stormwater Project
New Hanover County
Dear Mr.Tucker:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Three Oaks Mixed Use Development on May 19, 2004. 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 040509
dated May 20, 2004, for the construction of Three Oaks Mixed Use Development.
This permit shall be effective from the date of issuance until May 20, 2014, 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 adjudicator),hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter;please
contact Laurie Munn, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/:Ism S:`.\WQS'STORA4�NIAT\PERMIT\040509.may04
cc: John Kuske, P.E.
New Hanover County Building Inspections
Beth E. Wetherill, New Hanover County Engineering
Laurie Munn
Wilmington Regional Office
Central Files
N. C.Division of Water Qualip 127 Cardinal Drive Extension [phone] Customer Service QA
Wilmington Regional O;n;,e Wilmington,NC 28405 [phone] Fax [phone]

State Stormwater Management Systems
Permit No. SW8 040509
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
Three Oak Property, LLC
Three Oaks Mixed Use Development
New Hanover County
FOR THE
construction, operation and maintenance of 2 infiltration basins in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules') and the
approved stormwater management plans and specifications and other supporting data as attached
and on file with and approved by the Division of Water Quality and considered a part of this
permit.
This permit shall be effective from the date of issuance until May 20, 2014, and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described on page 3 of this permit, the Project Data Sheet. The stormwater control has
been designed to handle the runoff from 270,064 square feet of impervious area.
3. The tract will be limited to the amount of built-upon area indicated on page 3 of this
permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
5. The runoff from all built-upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system. A permit modification must be
submitted and approved prior to the construction of additional built-upon area from
outside of the approved drainage area.
2

- State Stormwater Management Systems
Permit No. SW8 040509
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: Three Oak Property, LLC
Permit Number: SW8 040509
Location: New Hanover County
Applicant: Mr. Thomas N. Tucker
Mailing Address: Three Oak Property, LLC
315 Friday Drive
Wilmington, NC 28411
Application Date: May 19, 2004
Receiving Stream/River Basin: Pages Creek/Cape Fear
Stream Index Number: 18-87-22
Classification of Water Body: "SA"
Basin 1 Basin 2
Drainage Area, acres: 5.47 4.12
Onsite, sq. ft.: 231,754 179,450
Offsite, sq. ft.: 6,500 0
Total Impervious Surfaces, sq. ft.: 154,550 115,514
Buildings, sq. ft.: 48,550 50,314
Parking, sq. ft.: 85,000 50,200
Sidewalks, sq. ft.: 14,500 15,000
Offsite, sq. ft.: 6,500 0
Basin Depth, feet: 2.9 2.9
Bottom Elevation, FMSL: 19.0 19.0
Bottom Surface Area, ftZ: 5,484 3,620
Permitted Storage Volume, ft3: 21,936 16,162
Temporary Storage Elevation, FMSL: 21.9 21.9
Seasonal High Water Table Elev.: 17.0 16.33
Type of Soil: Gray Sand Gray Sand
3

State Stormwater Management Systems
Permit No. SW8 040509
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.
3. The permittee shall at all times provide the operation and maintenance necessary to assure
the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. 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 completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has been
installed in accordance with this permit, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and specifications
must be noted on the Certification. A modification may be required for those deviations.
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. 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.
C. Further subdivision, acquisition, 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.
4

State Stormwater Management Systems
Permit No. SW8 040509
9. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction. If the proposed BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved prior to construction.
10. 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.
It. At least 30 days prior to the sale or lease of any portion of the property, the permittee
shall notify DWQ and provide the name, mailing address and phone number of the
purchaser or leasee. An access/maintenance easement to the stormwater facilities shall be
granted in favor of the permittee if access to the stormwater facilities will be restricted by
the sale or lease of any portion of the property.
12. The permittee must maintain compliance with the proposed built-upon area and ensure
that the runoff from all the built-upon is directed into the permitted system.
13. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
14. The permittee must maintain the current permitted drainage area. No additional runoff
from outside of the permitted drainage area boundary may enter the permitted stormwater
facilities without first applying for and receiving a permit modification.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
5. The permittee grants 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.
5

State Stormwater Management Systems
Permit No. SW8 040509
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 20th day of May 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
« � C, A/ AN AAA � �h
AlanWKlimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
6

State Stormwater Management Systems
Permit No. SW8 040509
Three Oaks Mixed Use Development
Stormwater Permit No. SW8 040509
New Hanover County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
7

State Stormwater Management Systems
Permit No. SW8 040509
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. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The overall dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
8

A&K#04022
nGkinG_i.i.eG_nrn v
F Date Re c ived Fee Paid Permit Number
Sw 9 o
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. GENERAL INFORMATION
I. Applicants name(specify the name of the corporation, individual, etc. who owns the project):
Three Oak Property, LLC
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Thomas N. Tucker, Member
3. Mailing Address for person listed in item 2 above:
315 Friday Drive
City: Wilmington State: NC Zip: 28411
Telephone Number: [phone]
4. Project Name(subdivision, facility, or establishment name—should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Three Oaks Mixed Use Development
S. Location of Project(street address):
7750 Market Street
City: Wilmington County: New Hanover
6. Directions to project(from nearest major intersection):
The site is located approximately 4.60 miles north east from the intersection of US Hwy. 17 /
Market Street and US Hwy. 74 / Eastwood Road
7. Latitude: 340 17' 9"N Longitude: 770 48' 20"W of project
8. Contact person who can answer questions about the project:
Name: John A. Kuske, III, P.E. Telephone Number: [phone]
IL PERMIT INFORMATION
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number N/A And its issue date(if known) N/A
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 X Sedimentation/Erosion Control _ 404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
Ill. PROJECT INFORMATION
I In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages)describing stormwater management for the project.
The site is located in an SA watershed. The 1.5"rainfall/runoff will be treated in two(2)stormwater infiltration ponds.
Each stormwater infiltration pond includes an offline bypass special junction box. Therefore,the rainfall/runoff above
the 1.5"volume will bypass each stormwater infiltration pond and flow into a separate stormwater pond designed to
meet the New Hanover County Stormwater Ordinance. Two(2)vegetated filters are included in the design as shown
on the plans.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
Site Area: 11.87 AC 65%for Total Drainage Area
3. Total Project Area: Total Drainage Area: 9.59 AC 4. Project Built Upon Area: ss%for oa nageA ea No.z
Drainage Area No. 1:5.47 AC(Includes Offsite in NC DOT ROW)
Drainage Area No.2:4.12 AC
5. How many drainage areas does the project have? 2 ZZ
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Infiltration Pond No. 1 Infiltration Pond No. 2
Basinlnformation Drainage Area Dtaina e Area 2
Receiving Stream Name Pages Creek Pages Creek
Receiving Stream Class SA SA
Drainage Area 238,254 SF/ 5.47 AC 179,450 SF 14.12 AC
Existing Impervious * Area N/A N/A
Proposed Impervious* Area 154,550 SF / 3.55 AC 115,514 SF / 2.65 AC
% Impervious* Area total 64.90% = 65% 1 64.32% = 65%
Includes Phase 2&NC DOT Offsite for Includes Pool For Drainage Area No.2
Drainage Area No. 1
Im ervious*. Surface.Area , . Drama e Area,I ;^ Drainage Area 2
On-site Buildings 48,550 SF 11.12 AC 50,314 SF / 1.16 AC
On-site Streets Access Included Below) N/A N/A
On-site Parking/Asphalt Access, Parking,Curb 85,000 SF / 1.95 AC 50,200 SF / 1.15 AC
On-site Sidewalks/Concrete 14,500 SF /0.33 AC 15,000 SF 1034 AC
Other on-site N/A N/A
Off-site 6,500 SF /0.15 AC N/A
Total: 154,550 SF 13.55 AC Total: 115,514 SF / 2.65 AC
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off-site impervious area listed above derived? From field survey information and site
visits by Engineer.
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.
I. 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 square feet ofany 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. Allpermitted runofffrom 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(919) 733-5083 for
the status and availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
l. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initi
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable supplement form(s) for each BMP
• Permit application processing fee of$420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/ Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number&date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Wetlands delineated, or a note on plans that none exist
- Existing drainage(including off-site),drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
John A. Kuske, III, P.E.
Designated agent(individual or firm): Andrew& Kuske Consulting Engineers, Inc.
Mailing Address: 902 Market Street
City: Wilmington State: NC Zip: 28401
Phone: (910) 343-9653 Fax: (910) 343-9604
Vlll. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Thomas N. Tucker, Member
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 a recorded, and that the proposed project complies with the requirements of 15A NCAC
2H.1000.
Signature: Date: / p '0 Y
Form SWU-101 Version 3.99 Page 4 of 4

T
Andrew & Kuske
CONSULTING ENGINEERS, INC. John R.Andrew,P.E. J. Philip Norris,P.E.
902 N ,rkei Street Wilmington,NC 28401 d733 John S.Tunstall,P.E. Neal W,Andrew,P.E.
-- John A. Kuske,III,P.E. J.A.Kuske,P.E.of Counsel
910/343-9653 910/343-9604 Fox
www.andrewandkuskocom James T. Pyrtle,P.E. C. Lawrence Sneeden,Jr.,P.E.
May 18, 2004
Ms. Laurie Munn, Environmental Engineer
NC DENR Division of Water Quality
127 Cardinal Drive Extension R�v ,t`rr
Wilmington, NC 28405-3845
ED
Re: State Stormwater Express Permit Submittal MAY 19 24004
Three Oaks Mixed Use Development BY:
7750 Market Street
New Hanover County, NC
A & K Project No. 04022
Dear Ms. Munn:
Enclosed are two (2) sets of plans for the subject project, one (1) drainage area
plan, one (1) set of calculations, the original Division of Water Quality
Stormwater Management Permit application, two (2) original SWU-103
supplement forms for infiltration Basin 1 and infiltration Basin 2, one (1) copy of
the stormwater narrative and a $4,000.00 check for the Express Permit review
fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
Joh A. Kuske, III, P.E.
JAKI I I/asn
04022 05-18-04-s-sw express-Itr
Enclosures
cc: Cameron Weaver / NC DENR Express Division
Tom Tucker / Three Oak Property, LLC

STORMWATER AND EROSION CONTROL CALCULATIONS
THREE OAKS. MIXED USE DEVELOPMENT
7750 MARKET STREET
WILMINGTON, NORTH CAROLINA (�
For .R.&C&IV
Three Oak Property, LLC MAY j
926 Bayshore Drive 9 ?a�4
Wilmington, NC 2841VRoJ* DWQ
[phone]
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May 2004
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: [e-mail]
A & K Project No. 04022

i
PROJECT DESCRIPTION:
The project site is an 11.87 acre site located in New Hanover County, North Carolina at 7750
Market Street / US Highway 17. A mixed use development is proposed with paved parking and
access to Market Street / US Highway 17. The mixed use development will include a 6,000 SF
1-Story Retail Building, an 8,400 SF 2-Story Retail / Office Building, a 7,200 SF 2-Story Retail /
Office Building and 156 2-Bedroom Apartment Units. Phase 1 construction will include the 156
2-Bedroom Apartments. Phase 2 construction will include the Retail Building and the two (2)
Retail / Office Buildings.
Stormwater runoff from the site drains to Pages Creek, which is classified as an SA water body.
Therefore, stormwater runoff from the site will be treated in two (2) above ground stormwater
infiltration ponds designed to meet the State Stormwater Regulations for an SA water body and
a third stormwater pond designed to meet the New Hanover County Stormwater Ordinance. The
drainage area for the stormwater system design includes the Phase 1 and Phase 2 onsite area
and an offsite area, which is a portion of Market Street / US Highway 17 within the NC DOT
Right of Way.
The disturbed area / construction limits for the project consist of the Phase 1 and Phase 2 onsite
area and a portion of Market Street / US Highway 17 as required for offsite improvements
including a right turn lane and utility work.
SITE DESCRIPTION AND INFORMATION:
As mentioned above, improvements will take place on the site as shown on the attached plans.
The majority of the site is cleared of underbrush but is heavily wooded with trees and sandy
soils. Existing trees on the site will remain to the extent possible. Grades on the site range from
0.10% to 10.00%. The stormwater runoff from the undeveloped site currently sheet flows to the
rear of the property.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control measures. Silt
fence shall be installed on the site prior to grading as shown on the attached plans. Erosion
control measures shall be installed around the drop inlets as shown on the plans to trap silt
during construction. Inspect the erosion control around the inlets after each rain to make repairs
as needed. Remove sediment as necessary to provide adequate storage volume for
subsequent rains. When the contributing drainage area has been adequately stabilized, remove
all materials and any unsuitable soil and either salvage or dispose of it properly. Bring the
disturbed area to proper grade, then smooth and compact it. Appropriately stabilize all bare
areas around the drop inlets. Gravel construction entrances will be provided as noted on the
plans. Maintain the gravel construction entrances in a condition to prevent mud or sediment
from leaving the site.

STORMWATER MANAGEMENT MEASURES:
The project site is located within New Hanover County, North Carolina. Land disturbing on the
site will exceed one acre, which requires the site to comply with the NC DENR State Stormwater
Regulations. In addition, the site will also have to comply with the New Hanover County
Stormwater Ordinance, which requires that the post development discharge rate shall not
exceed the pre-development discharge rate for the 2 year, 10 year and 25 year storms. This
narrative will focus on the aspects of the NC DENR State Stormwater design. Two (2) above
ground stormwater infiltration ponds have been designed to store and infiltrate the first 1.5-inch
runoff from the two (2) drainage areas
Drainage Area No. 1 is 5.47 acres. Drainage Area No. 1 drains into Stormwater Infiltration Pond
No. 1. Drainage Area No. 1 includes a small portion of offsite area within the NC Dot Right of
Way. Drainage Area No. 2 is 4.12 acres. Drainage Area No. 2 drains into Stormwater Infiltration
Pond No. 2. See the plans and calculations for a detailed design description of the above
ground stormwater infiltration ponds. Stormwater runoff from each drainage area above the 1.5-
inch volume will bypass each state infiltration pond through an offline bypass special junction
box. The stormwater runoff from each special junction box will be collected in a common storm
drain pipe, which discharges into a vegetated filter prior to flowing into the stormwater pond
designed to meet the New Hanover County Stormwater Ordinance. The discharge from the
stormwater pond designed to meet the New Hanover County Stormwater Ordinance will flow
through a second vegetated filter at the end of the outfall pipe prior to entering the existing site
outlet swale and offsite wetland.
An infiltration evaluation of the site was performed by Engineering Consulting Services, Ltd. on
August 22, 2003. A copy of the Infiltration Evaluation by ECS, Ltd. dated August 26, 2003 is
attached to the stormwater and erosion control calculations for review. The infiltration evaluation
includes information on subsurface soil and groundwater conditions at sixteen (16) hand auger
boring locations. Three (3) infiltration tests were also performed on the site. Subsurface soil
conditions, groundwater conditions and infiltration rates are included in the infiltration evaluation
for each infiltration test location. We visited the site with Vincent Lewis of NC DENR on
February 16, 2004 to review and confirm the infiltration evaluation results performed by ECS,
Ltd. Vincent Lewis advanced seventeen (17) hand auger borings to review the subsurface soil
and groundwater conditions. Vincent Lewis determined an approximate seasonal high
groundwater table depth at each hand auger boring location. A copy of a letter to the project
owner dated February 17, 2004 summarizing Vincent Lewis' findings is attached to the
stormwater and erosion control calculations for review.

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/,
NEW HANOVER COUNTY STORM WATER DESIGN MANUAL
SECTION 60 - OPEN CHANNEL DESIGN PROCEDURES
TABLE G0-1
MAXIMUM ALLOWABLE DESIGN VELOCITIES
FOR VEGETATED CHANNELS '
Permissible Velocit
Typical Soil Grass for Established Grass
Channel Slope Charateristics' Lining Lining(fUsec)
0-5% Easily Erodible Bermudagrass 5.0
Non-plastic Tall Fescue 4.5
(sand&silts) Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Erosion Resistant Bermudagrass 6.0
Plastic Tall Fescue 5.5
(clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5 .
5-10% Easily Erodible Bermudagrass 4.5
Non-plastic Tall Fescue 4.0
(sand&silts) Bahiagrass 4.0
Kentucky bluegrass 4.0
Grass-legume mixture 3.0
Erosion Resistant Bermudagrass 5.5
Plastic Tall Fescue 5.0
(clay mixes) Bahiagrass 5.0
Kentucky bluegrass 5.0
Grass-legume mixture 3.5
Easily Erodible Bermuda s
Non-plastic Fescue
3.5
P Tall Fescue 2,5
(sand&silts) Bahiagrass 2.5
Kentucky bluegrass 2.5
Erosion Resistant Bermudagrass 4.5
Plastic Tall Fescue 3.5
(clay mixes) Bahiagrass 3.5
Kentucky bluegrass 3.5
Source: USDA-SCS Modified, Erosion and Sediment Control Planning and Design
Manual, N.C. Department of Natural Resources and Community Development,
Land Quality Section, May 1994.
NOTE: 'Permissible Velocity based on 10-yr storm peak runoff.
'Soil erodibility based on resistance to soil movement from concentrated flowing water.
'Before grass is established,permissible velocity is determined by the type of temporary liner
used,
ADOPTED SEPTEUREt 5. 2000

/lo
ENGINEERING CONSULTING SERVICES, I TD.
Geotechnical a Construction Materials .Environmental
R
2003
Mr.SteveNiemeyer /nICT�l77p/ / 7zrr7 Nb, 1 = Z7
TriCoast Properties,LLC
///r/L7)C?J7on/ TEfT/Vo, /N
1650 Military Cutoff Road Z � /Z
Suite200 /Nf/e 7xgTio,� 7�rT�o , 3'e lfZ /N/h,�
Wilmington,North Carolina 28403
Re: Infiltration Evaluation -I�-rfvE�t�G = 0-7 '"11/414-
Saunders Properly NC AeSn/� ry/i✓ii•7 v O..SZ
Wi]mington,NorthCarolina � �•�' �hG!
ECS Project No.22.10702
Dear Mr.Niemeyer.
Engineering Consulting Services, Ltd• (ECS) recently conducted an infiltration evaluation for
the Saunders Property located off of Market Street in Wilmington,North Carolina. This letter,
With attachments,is the report of our investigation.
Feld Investigations
On August 22, 2003, ECS conducted an investigation of the subsurface soil and ground water
conditions at the locations indicated on the provided Site Sketch The purpose of our
investigation was to determine the consistency of the subsurface soils across the site and the
infiltration rate of the subsurface soils at three test locations. We investigated the subsurface
soil and ground water conditions by drilling 16 hand auger borings to depths of approximately 5
feet to 8 feet below the existing ground surface at the approximate locations indicated on the-
site sketch. We visually classified the subsurface soils and obtained representative samples of
each soil type encountered. The attached Infiltration Evaluation Form provides a summary of
the subsurface conditions encountered at the hand auger boring locations and the results of our
infiltration tests.
Our field classifications indicate that the subsurface soils at the test locations consisted of gray
silty fine to medium sand and tan fine to medium sand stratas.
Ground water was not encountered at the time of our exploration to the depths investigated.
However, the subsurface soils below 36 to 60 inches did appear to become moist with depth.
We denoted a gray coloration in the sand stratas at depths ranging from 36 to 84 inches below
existing grades.
We conducted three infiltration tests near the band auger boring locations#1,V,and Nil. The
infiltration tests were conducted within the upper stratum of sands, where the base of an
infiltration system will be installed at least 24 inches above seasonal high ground water levels.
The results of the tests are summarized on the attached Infiltration Evaluation sheets and are
also listed below.
P.O.Box 10434,Wilmington,NC 28404.[phone].FAX[phone]D0-327-5832 . Jacksonville,NC(910)355-2727. www.ceslimiled.cot
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Grt=boeo,NC.Gtecnviilq SC-Norfolk,VA•Research Tsimgk Pak NC-Riclunon<k,VA-Roanoke.VA•San Antonio.TX-Williamsburg,VA-W ihningion•NC •W inchester.V A
•Testing S<rvices Only

/ 7
InfiWatioo Evalwtion
saundeu Property
Wilruirtgon,North Carolina
ECS Project No.22.10702
Infiltration test #1 was performed at a depl}t of approximately 24 inches below existing grade
and indicated an infiltration rate of 0.45 incurs per minute. 'Infiltration test#2 was performed at
a depth of approximately 24 inches below existing grade and indicated an infiltration rate of 0.2
inches per minute. Infiltration test #3 was perfomied at a depth of approximately 60 inches
below existing grade and indicated an infiltration rate of 0.7 inches per minute. Please see the
attached site sketch for infiltration test locations.
Evaluations
Based on observations in the hand auger beings,it is our opinion that the seasonal high ground
water level at the site ranges from a depth of approximately 36 inches to 84 inches below
existing grade.
In order to keep the base of the infiltration system.at least 24 inches above the level of the
seasonal high ground water levels,the infiltration system will need to extend no deeper than 24
inches below existing grade at infiltration test locations#1 and#2 and 60 inches below existing
grade at infiltration test location #3. Such installation depths will place the base of the
infiltration system within the upper stratum of moderately-drainable sands. Our test results
indicate that the infiltration rate for these materials is 0.45 inches per minute at test location#1,
.0.2 inches per minute at test location#2,and 0.7 inches per minute at test location#3.
The lower stratum of relatively free-draining fine to medium sands,within which seasonal high
groundwater levels are likely to occur,is expected to have infiltration rates considerably greater
than the controlling infiltration rates for the shallow 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 do not hesitate to contact us.
Respectfully,
ENGINEERING CONSULTING SERVICES,LTD. i'°I�rltrCAP ��'
i Q
Kris J.S rm Walid M. Sob h 22 0 8 a ��03
Construction Services er Mama
g Principal Engine"e�
NC License No.2�2
lei,4p M.
c•O :
Attachments: Site Sketch
Infiltration Evaluation

wrm
E-
Fngincering Consulting Set-vices,Ltd.
Infiltration Evaluation
Job Number 10702 Location:Wilmington,NC
Job Name:Saunders Property
Contractor.TriCoast Properties,LLC
[lead Depth/ .
Auger Date Elevation Sal Classification. Blows Remarks
l.ocatiea
i g2203 O-W White to Tart Fate to Medium SAND No ground water encountered to
depths explored
Seasonal High Water Level at tI4" Infiltration Test 93/Rale=0.7 inrmin
2 V2203 0-4r Gray Silty Fine to Medium SAND No ground water eneountercd to
depths explored
48-W Gray Fine to Medium SAND
Seasonal High WaterLcvel at4g"
3 8M03 0-96' Gtay Fme to Medium SAND No ground water rncountered to
depths implored
Seasonal High Water Level at 72"
4 V2203 0-84" White to Tan Fine to Medium SAND No ground water encountered to
depOns explored
Seasonal High Water Level at 72"
5 92203 0-94" Cray to Tan Fine to Medium SAND No ground water encountered to
depths explored
Seasonal high Water level at 60"-
6 8/2203 0-60" Gray to Tan Fine to Medium SAND No ground water encountered to
depths explored
Seasonal High Water Level at 54"
7 U2203 0-49" While to Tan Fine to Medium SAND No ground water encountered to
depths explored
48-72" Gray Fine to Medium SAND Infiltration Test N2/Rate=02 in/nnin
Scasomal Iligh Water Level at 48"

Engineering Consulting Services,Ltd.
Infiltration Evaluation
Job Number: 10702 Location:Wilmington,NC
Job Name:Saunders Property
Contractor.TriCoast Properties,LLC
nand Depth
Roger Date Elevation Sot(e7assir"tioa Bloxs Remarks
LoetUon
8 UnD3 0448" Gray to Brown Fine to Medium SAND No ground water encountered to
depths explored
48-72" Gray Fine to Medium SAND
Seasonal High Water Level at 42"
9 812203 0-60" Gray Fine to Medium SAND No ground water eocountered to
depths ezplorcd
Seasonal High Water Level at42"
10 &UO3 0-h2" Peat(Organic Matter) No ground water encountered to
depths w*cd
12-36" Dark Gray Silty Fine to Medium SAND
36-W Gray Fine to Medium SAND
Seasonal High Water Level at 36"
11 8/2203 0-7r Gray to Tan Fine to Medium SAND No ground water encountered to
depths explored
Se=nal High Water revel at 48" Infiltration Test#IAWe=0.45 Wmin
12 8a203 0-72" Gray Fine to Medium SAND No&round water encountered to
depths explored
Seasonal High Water Level at 54"
13 82203 0-72" Gray Fine to Medium SAND No ground water encourucred to
depths explored
Seasonal High Water r,cvd at 60"

20
Engineeeing Consulting Services,Ltd.
Infiltration );valuation
Job Number. 107O2 Location:Wilmington,NC
Job Name: Saunders Property
Contractor.TriCoast Properties,LLC
-F�� I
Nand Depth
Auger Date Elevation Son ClassiGestSon Blows Remarks
Location
14 812703 0-72" Tan to Gray Silty Fine to Medium SAND No ground water enco miettd to
depths explored
72-9C Gray Silty Fine to Medium SAND
Seasonal High Water Level at 72"
15 82703 0-54" White Fine to Medium SAND No gramd water encountered to
depths explored
W2" Gray Silty Fine to Medium SAND
Seasonal nigh Water Level at 54"
16 82703 0S' Peat(Organic Matter) No ground water eno=lcred to
depths explored
6-36" Dark Gray silty riot to Medium SAND
3fr60" Gray Silty Fine to Medium SAND
Seasonal High Water at 36"

urc
/r+F/Grxer�J
R.a�C' a�OvL .
-9
g + i Sir
i
I
S DENOTES NANO AUGER LOCATION
DENOTES IAFILTMTION TEST LOCATION
Pntbwi:cG lOeQSmiw, rrta[cr AuueCn fa101 ciunrc rc.
Ad SITE LOCATION FLO sUyE Nit
74SOMIftSONN
�LTb umfe[�NC21411 SAO,ROCRS AAOFCRTY. WILMINGTON, NC
ryf0)6RFSllt "OF'i0`Yo
N

2Z
-_ _—Andrew & Kuske
CONSULTING ENGINEERS, INC. John R.Andrew,P.E. J.Phillip Norris, P.E.
902 Markel Street Wilmington,NC 28401-4733 John S.Tunsiail,P.E. Neal W.Andrew.P.E.
910/343-9653 910/343-9604 Fax John A,Kaska,III,P.E. J.A.Kuske,P.E.of Counsel
— w .andrewandkuske.com James T.Pyrtle,P.E. C.Lawrence Sneeden,Jr.,P.E.
February 17, 2004
Mr. John Lare, Member
Three Oak Property, LLC
926 Bayshore Drive
Wilmington, NC 28411-9425
Re: Site Infiltration Evaluation
Three Oaks Mixed Use Development
7750 Market Street
New Hanover County, NC
A & K Project No. 04022
Dear Mr. Lare:
We met with Tom Tucker and Vincent Lewis, NC DENR Regional Soil Specialist at the Three Oaks
site on February 16, 2004 to review and confirm the infiltration evaluation results performed by
Engineering Consulting Services, Ltd. Vincent Lewis advanced seventeen (17) hand auger
borings in the approximate locations shown on the attached schematic plan. The seasonal high
groundwater table (SHGT) varied in the locations of the hand auger borings as shown on the
attached schematic plan.
The depth to the seasonal high groundwater table (SHGT) was shallower then anticipated. Please
note that the State Stormwater Regulations and the New Hanover County Stormwater Ordinance
require a 2' minimum separation from the bottom of any proposed stormwater infiltration system to
the seasonal high groundwater table (SHGT). The State Stormwater Regulations allow soil fill on a
case-by-case basis to meet the required 2' minimum separation. Therefore, additional soil fill may
be required on the site.
Based on the soils encountered and the depth to the seasonal high groundwater table, Vincent
Lewis determined that the site would be acceptable for stormwater infiltration. We appreciate the
opportunity to assist you on this project. Please contact us with any questions or comments you
may have.
Sincerely,
ANDREW & KUSKE
C SULTING ENGINEERS, INC.
Joh A. Kusk e, III, P.E.
JAKIII/asn 0402202-17-04-Itr
cc: Vincent Lewis / NC DENR Regional Soil Specialist
Linda Lewis / NC DENR
Tom Tucker/ Three Oak Property, LLC
Dave Sweyer/ Century 21 Sweyer & Associates
Adam Rahhal /.New Hanover County Engineering Dept ..

L
THREE OAKS A&K Project No. 04022
Legend -m _
Approximate location v
of hdnd auger boring ILg" '
by Vincent Lewis, SHGT 6T•
NG DENR.Regional
Soil Specialist
SHGT Seasonal High + "
Groundwater Table 1
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Date Design Andrew and Kuske Sheet
902 Market St, CONSULTING ENGINEERS,INC. Wilmington,N.C.29401 Of
Check Job NEVV/fil>✓ociC,L tcvM L/ For 7//�EE gym�rXL�O Job No.
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` NEW HANOVER COUNTYSTORM WATER DESIGN MANUAL
SECTTON 40-R UNOFF DETERMINATiON PROCEDURES
TABLE 40-3
NEW HANOVER COUNTY
DEPTH-DURATION-FREQUENCY TABLE
TABLE 40-3A
Duration Return Period
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
(time) (in) (in) (in) (in) (in) (in)
5 min 0.49 0.55 0." 0.68 0.74 0.80
I'll 0.88 0.99 1.07 1.20 1.31 1.41
15 min 1.15 1.29 1A' 1.57 1.70 1.84
30 min 1.62 1." 2.14 2.47 2.73 2.99
60 min 2.10 2.58 2.92 3.41 3.80 4.18
2 hr 2.50 3.30 3.60 4.20 4.70 5.20
3 hr 2.80 3.50 4.05 4.70 5.20 5.80
6 hr 3.30 4.20 4.82 5.71 6.40 7.00
12 hr 3.90 5.00 5.80 6.90 7.70 8.60
24 hr 4.50 5.80 7.00 8.05 9.00 10.00
TABLE 40-3B
Duration Return Period
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
(time) (u✓llr) (iMu•) (in/lu') (Mr) (inthr) (in/hr)
5 min 5.88 6.63 7.23 8.15 8.87 9.60
10 min 5.28 5.91 6.43 7.22 7.85 8.48
15 min 4.60 5.15 5.59 6.27 6.82 7.36
30 nun 3.23 3.84 4.28 4.94 5.46 5.97
60 nun 2.10 2.58 2.92 3.41 3.80 4.18
2lir 1.25 1.65 1.80 2.10 2.35 2.60
3 hr 0.93 1.17 1.35 1.57 1.73 1.93
6 hr 0.55 0.70 0.80 0.95 1.07 1.17
12 hr 0.33 0.42 0.48 0.58 0.64 0.72
241rr 0.19 0.24 0.29 0.34 0.38 0.42
Source: Latest Versions ofNWS TP-40 and NWS Hydro-35
ADOPTED SEPTEMBER 5, 2000 PAGE 40-5

1-12 P-12 1-13
u�
I-9 j
I-1
P-13
P-8
L
P 2
I-3 I-6 P-6 J-2 P-7 I-8 P-11 J-1 P-14 Outlet
P-3
14
P4 5 P-10
P-18 1-11
1-14
1-17 P-9
L15
P 17 1-10
P-16 1-
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO.1 Project Engineer:JOHN A.KUSKE,III,P.E.
c:VhaestadlstmcVoakda1.slm SITEWORKS DESIGN GROUP StonnCAD v1.0
05/13/04 10:12:50 PM ®Haeslad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 0/1

P/PE e4ccuc,f�q,�f
DOT Report
Pipe -Node- Inlet Inlet Total -Ground- -HGL- Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s)
(ft) (ft) (ft/ft) (cfs)
P-12 1-12 0.14 0.13 0.13 22.50 20.91 0.000171 0.84 Circular 140.00 0.69
1-13 22.20 20.89 0.002500 3.23 15 inch
P-13 1-13 0.35 0.29 0.42 22.20 20.89 0.001411 2.43 Circular 70.00 1.98
J-1 23.50 20.79 0.003000 3.54 15 inch
P-9 1-10 0.22 0.17 0.17 24.00 21.49 0.000289 1.10 Circular 70.00 0.90
1-11 24.00 21.47 0.002857 3.45 15 inch
P-10 1-11 0.15 0.12 0.29 24.00 21.47 0.000772 1.80 Circular 65.00 1.46
1-8 24.10 21.42 0.004769 4.46 15 inch
P-8 1-9 0.28 0.27 0.27 22.70 21.46 0.000684 1.69 Circular 68.00 1.38
1-8 24.10 21.42 0.002059 2.93 15 inch
P-15 1-14 0.34 0.28 0.28 30.40 25.56 0.004192 1.77 Circular 110.00 2.93
1-15 30.10 25.20 0.005000 4.57 15 inch
P-16 1-15 0.25 0.19 0.47 30.10 25.20 0.004319 2.94 Circular 138.00 3.49
1-16 28.10 24.70 0.005000 4.57 15 inch
P-17 1-16 0.25 0.24 0.71 28.10 24.70 0.002000 4.34 Circular 170.00 3.13
1-17 26.50 24.49 0.005000 7.43 18 inch
P-18 1-17 0.34 0.32 1.03 26.50 24.49 0.003439 6.16 Circular 16.00 3.49
1-4 26.50 24.44 0.010000 10.50 18 inch
P-1 1-1 0.16 0.15 0.15 31.70 27.32 0,009080 0.97 Circular 50.00 2.54
1-2 31.70 26.93 0.010000 6.46 15 inch
P-2 1-2 0.11 0.10 0.26 31.70 26.93 0.009650 1.61 Circular 120.00 3.05
1-3 28.10 25.86 0.010000 6.46 15 inch
P-3 1-3 0.15 0.14 0.40 28.10 25.86 0.011059 2.47 Circular 145.00 3.00
1-4 26.50 24.44 0.016966 8.41 15 inch
P-4 1-4 0.52 0.44 1.87 26.50 24.44 0.011264 11.15 Circular 158.00 6.31
1-5 24.10 22.66 0,011013 11.02 18 inch
P-5 1-5 0.93 0.79 2.66 24.10 22.66 0.004596 15.69 Circular 190.00 5.52
1-6 23.80 21.85 0.005000 16.00 24 inch
P-6 1-6 0.51 0.44 3.10 23.80 21.85 0.002671 17.97 Circular 71.00 4.85
J-2 24.80 21.66 0.002535 20.65 30 inch
P-7 J-2 N/A N/A 3.10 24.80 21.66 0.002728 17.84 Circular 83.00 4.89
1-8 24.10 21.42 0.002530 20.63 30 inch
P-11 1-8 0.07 0.04 3.71 24.10 21.42 0.002602 21.13 Circular 230.00 5.10
J-1 23.50 20.79 0.002522 33.49 36 inch
P-14 J-1 N/A N/A 4.13 23.50 20.79 0.003519 23.00 Circular 37.00 5.96
Outlet 23.00 20.54 0.002973 36.37 36 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO. 1 Project Engineer:JOHN A.KUSKE,III,P.E.
c:lhaestad%tmcltoakdal.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 10:00:33 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

P/PE CAGGvrcy�1-
DOT Report /o
7--'f
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size ON
(ft) (ft) (tuft) (cfs)
P-12 1-12 0.14 0.13 0.13 22.50 22.05 0.000171 0.84 Circular 140.00 0.69
1-13 22.20 22.03 0.002500 3.23 15 inch
P-13 1-13 0.35 0.29 0.42 22.20 22.03 0,001411 2.43 Circular 70.00 1.98
J-1 23.50 21.93 0.003000 3.54 15 inch
P-9 1-10 0.22 0.17 0.17 24.00 22.17 0.000289 1.10 Circular 70.00 0.90
1-11 24.00 22.15 0.002857 3.45 15 inch
P-10 1-11 0.15 0.12 0.29 24,00 22.15 0.000772 1.80 Circular 65.00 1.46
1-8 24.10 22.10 0.004769 4.46 15 inch
P-8 1-9 0.28 0.27 0.27 22.70 22.14 0.000684 1.69 Circular 68.00 1.38
1-8 24.10 22.10 0.002059 2.93 15 inch
P-15 1-14 0.34 0.28 0.28 30.40 25.58 0.001849 1.77 Circular 110.00 2.48
1-15 30.10 25.51 0.005000 4.57 15 inch
P-16 1-15 0.25 0.19 0.47 30.10 25.51 0.001990 2.93 Circular 138.00 2.54
1-16 28.10 25.26 0.005000 4.57 15 inch
P-17 1-16 0,25 0.24 0.71 28.10 25.26 0.001669 4.30 Circular 170.00 2.44
1-17 26.50 24.97 0.005000 7.43 18 inch
P-18 1-17 0.34 0.32 1.03 26.50 24.97 0.003318 6.05 Circular 16.00 3.42
14 26.50 24.92 0.010000 10.50 18 inch
P-1 1-1 0.16 0.15 0.15 31.70 27.32 0,009080 0.97 Circular 50.00 2.54
1-2 31.70 26.93 0.010000 6.46 15 inch
P-2 1-2 0.11 0.10 0.26 31.70 26.93 0.009650 1.61 Circular 120.00 3.05
1-3 28.10 25.86 0.010000 6.46 15 inch
P-3 1-3 0.15 0.14 0.40 28.10 25.86 0.007751 2.47 Circular 145.00 3.00
14 26.50 24.92 0.016966 8.41 15 inch
P4 14 0.52 0.44 1.87 26.50 24.92 0.010865 10.95 Circular 158.00 6.20
1-5 24.10 23.20 0.011013 11.02 18 inch
P-5 1-5 0.93 0.79 2.66 24.10 23.20 0.004635 15.40 Circular 190.00 4.90
1-6 23.80 22.32 0.005000 16.00 24 inch
P-6 1-6 0.51 0.44 3.10 23.80 22.32 0.001612 17.60 Circular 71.00 3.75
J-2 24.80 22.22 0.002535 20.65 30 inch
P-7 J-2 N/A N/A 3.10 24.80 22.22 0.001571 17.43 Circular 83.00 3.63
1-8 24.10 22.10 0.002530 20.63 30 inch
P-11 1-8 0.07 0.04 3.71 24.10 22.10 0.000887 20.58 Circular 230.00 3.18
J-1 23.50 21.93 0.002522 33.49 36 inch
P-14 J-1 N/A N/A 4.13 23.50 21.93 0.000979 22.38 Circular 37.00 3.22
Outlet 23.00 21.90 0.002973 36.37 36 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO. 1 Project Engineer:JOHN A.KUSKE,III,P.E.
c:thaestad�stmc\toakda1.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 10:01:45 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

PIPE cAGGvc- A7?0^Ar
DOT Report
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (fus)
(ft) (ft) (Wft) (cfs)
P-12 1-12 0.14 0.13 0.13 22.50 21.06 0.000219 0.96 Circular 140.00 0.78
1-13 22.20 21.03 0.002500 3.23 15 inch
P-13 1-13 0.35 0.29 0.42 22.20 21.03 0.001850 2.78 Circular 70.00 2.26
J-1 23.50 20.90 0.003000 3.54 15 inch
P-9 1-10 0.22 OA7 0.17 24.00 21.62 0.000371 1.24 Circular 70.00 1.01,
1-11 24.00 21.60 0.002857 3.45 15 inch
P-10 1-11 0.15 0.12 0.29 24.00 21.60 0,000998 2.04 Circular 65.00 1.66
1-8 24.10 21.53 0.004769 4.46 15 inch
P-8 1-9 0.28 0.27 0.27 22.70 21.59 0.000876 1.91 Circular 68.00 1.56
1-8 24.10 21.53 0.002059 2.93 15 inch
P-15 1-14 0.34 0.28 0.28 30.40 26.05 0.000931 2.00 Circular 110.00 1.74
1-15 30.10 25.96 0.005000 4.57 15 Inch
P-16 1-15 0.25 0.19 0.47 30.10 25.96 0.002587 3.29 Circular 138.00 2.68
1-16 28.10 25.60 0.005000 4.57 15 Inch
P-17 1-16 0.25 0.24 0.71 28.10 25.60 0.002111 4.63 Circular 170.00 2.73
1-17 26.50 25.24 0.005000 7.43 18 inch
P-18 1-17 0.34 0.32 1.03 26.50 25.24 0.004216 6.82 Circular 16.00 3.86
1-4 26.50 25.17 0.010000 10.50 18 inch
P-1 1-1 0.16 0.15 OA5 31.70 27.34 0.009018 1.09 Circular 50.00 2.64
1-2 31.70 26.97 0.010000 6.46 15 inch
P-2 1-2 0.11 0.10 0.26 31.70 26.97 0.009626 1.83 Circular 120.00 3.17
1-3 28.10 25.90 0.010000 6.46 15 inch
P-3 1-3 0.15 0.14 0.40 28A0 25.90 0.006322 2.79 Circular 145.00 3.22
1-4 26.50 25.17 0.016966 8.41 15 inch
P-4 1-4 0.52 0.44 1.87 26.50 25.17 0.013815 12.35 Circular 158.00 6.99
1-5 24.10 22.99 0.011013 11.02 18 inch
P-5 1-5 0.93 0.79 2.66 24.10 22.99 0.005194 17.39 Circular 190.00 5.59
1-6 23.80 21.99 0.005000 16.00 24 inch
P-6 1-6 0.51 0.44 3.10 23.80 21.99 0.002751 19.92 Circular 71.00 4.98
J-2 24.80 21.79 0.002535 20.65 30 inch
P-7 J-2 N/A N/A 3.10 24.80 21.79 0.002829 19.78 Circular 83.00 5.04
1-8 24.10 21.53 0.002530 20.63 30 inch
P-11 1-8 0.07 0.04 3.71 24.10 21.53 0.002627 23.42 Circular 230.00 5.24
J-1 23.50 20.90 0.002522 33.49 36 inch
P-14 J-1 N/A N/A 4.13 23.50 20.90 0.003617 25.59 Circular 37.00 6.17
Outlet 23.00 20.63 0.002973 36.37 36 inch
Project Titlei THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO. 1 Project Engineer:JOHN A.KUSKE,III,P.E.
c:Vtaestad%tmc%toakda l.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 10:14:30 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

DOT Report
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
(Upstream
Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s)
(ft) (ft) (tuft) (cfs)
P-12 1-12 0.14 0.13 0.13 22.50 22.10 0.000219 0.96 Circular 140.00 0.78
1-13 22.20 22.07 0.002500 3.23 15 inch
P-13 1-13 0.35 0.29 0.42 22.20 22.07 0.001850 2.78 Circular 70.00 2.26
J-1 23.50 21.94 0.003000 3.54 15 inch
P-9 1-10 0.22 0.17 0.17 24.00 22.25 0,000371 1.24 Circular 70.00 1.01
1-11 24.00 22.22 0.002857 3.45 15 inch
P-10 1-11 0.15 0.12 0.29 24.00 22.22 0.000998 2.04 Circular 65.00 1.66
1-8 24.10 22.16 0.004769 4.46 15 inch
P-8 1-9 0.28 0.27 0.27 22.70 22.22 0.000876 1.91 Circular 68.00 1.56
1-8 24.10 22.16 0.002059 2.93 15 inch
P-15 1-14 0.34 0.28 0.28 30.40 26.64 0.000957 2.00 Circular 110.00 1.63
1-15 30.10 26.54 0.005000 4.57 15 inch
P-16 1-15 0.25 0.19 0.47 30.10 26.54 0.002577 3.28 Circular 138.00 2.67
1-16 28.10 26.18 0.005000 4.57 15 inch
P-17 1-16 0.25 0.24 0.71 28.10 26.18 0.002102 4.82 Circular 170.00 2.73
1-17 26.50 25.82 0.005000 7.43 18 inch
P-18 1-17 0.34 0.32 1.03 26.50 25.82 0.004198 6.81 Circular 16.00 3.85
IA 26.50 25.76 0.010000 10.50 18 inch
P-1 1-1 OA6 0.15 0.15 31.70 27.34 0.009018 1.09 Circular 50.00 2.64
1-2 31.70 26.97 0.010000 6.46 15 inch
P-2 1-2 0.11 0.10 0.26 31.70 26.97 0.009626 1.83 Circular 120.00 3.17
1-3 28.10 25.90 0.010000 6.46 15 inch
P-3 1-3 OAS 0.14 0.40 28.10 25.90 0.002297 2.79 Circular 145.00 3.22
1-4 26.50 25.76 0.016966 8.41 15 inch
P4 1-4 0.52 0.44 1.87 26.50 25.76 0.013756 12.32 Circular 158.00 6.97
1-5 24.10 23.58 0.011013 11.02 18 inch
P-5 1-5 0.93 0.79 2.66 24A0 23.58 0.005884 17.35 Circular 190.00 5.52
1-6 23.80 22.47 0.005000 16.00 24 inch
P-6 1-6 0.51 0.44 3.10 23.80 22.47 0.002050 19.87 Circular 71.00 4.10
J-2 24.80 22.32 0.002535 20.65 30 inch
P-7 J-2 N/A N/A 3.10 24.80 22.32 0.002063 19.70 Circular 83.00 4.04
1-8 24.10 22.16 0.002530 20.63 30 inch
P-11 1-8 0.07 0.04 3.71 24.10 22.16 0.001113 23.28 Circular 230.00 3.56
J-1 23.50 21.94 0.002522 33.49 36 inch
P-14 J-1 N/A N/A 4.13 23.50 21.94 0.001261 25.40 Circular 37.00 3.65
Outlet 23.00 21.90 0.002973 36.37 36 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO. 1 Project Engineer:JOHN A.KUSKE,III,P.E.
c:VhaestadtslmcUoakdat.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 10:13:39 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

�/�E CALr-✓��cr�/l' F+� G►��in/i¢GE �t.�E�No. 2
Outlet
P-8
1-7 P 7 J�
1-3
-6
P-2
1_1 P-1 1-2 P-3 -4 P-5 I-6 P 4 I-5
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO,2 Project Engineer:JOHN A.KUSKE, III,P.E.
0haestad\stmcUoa1kda2.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 07*36:21 PM ®Haestad Methods. Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

/i/�E C/./G L.C/G�TI LONJ
DOT Report
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s)
(ft) (ft) (ft/ft) (cfs)
P-4 1-5 0.44 0.42 0.42 22.60 21.34 0.001811 2.65 Circular 90.00 2.55
1-6 22.60 21.20 0.003000 3.54 15 inch
P-5 1-6 0.29 0.28 0.69 22.60 21.20 0.000501 4.33 Circular 105.00 1.51
1-4 22.70 21.16 0.002000 9.39 18 inch
P-2 1-3 0.37 0.31 0.31 23.40 21.31 0.001130 1.95 Circular 105.00 2,01
1-2 22.70 21.22 0.003048 3.57 15 inch
P-1 1-1 0.30 0.28 0.28 23.20 21.36 0.001064 1.81 Circular 170.00 1.94
1-2 22.70 21.22 0.002471 3.21 15 inch
P-3 1-2 0.50 0.43 1.02 22.70 21.22 0.001038 6.23 Circular 77.00 2.17
14 22.70 21.16 0.002987 11.48 18 inch
P-6 IA 0.32 0.30 2.02 22.70 21.16 0.003018 12.11 Circular 170.00 3.68
1-7 22.50 20.70 0.004000 13.29 18 inch
P-7 1-7 0.74 0.58 2.60 22.50 20.70 0.001412 15.26 Circular 88.00 3.06
J-1 23.50 20.59 0.002045 20.46 24 inch
P-8 J-1 N/A N/A 2.60 23.50 20.59 0.003348 15.05 Circular 36.00 5.31
Outlet 23.00 20.31 0.001944 18.09 30 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO.2 Project Engineer:JOHN A.KUSKE,III,P.E.
c:\haestad\slmc\toakda2.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 08:00:42 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

P/YE c,-1c ctiZ.i 7Toq/f
DOT Report /0 - y4w-'c `f7a,ti
Tit/Ga./ 2 EGEviPrlan/= Z/.9
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s)
(ft) (ft) (ft/ft) (cfs)
P-4 1-5 0.44 0.42 0.42 22.60 22.78 0.002050 2.65 Circular 90.00 2.16
1-6 22.60 22.60 0,003000 3.54 15 inch
P-5 1-6 0.29 0.28 0.69 22.60 22.63 0.000423 4.32 Circular 105.00 1.22
1-4 22.70 22.59 0.002000 9.39 18 inch
P-2 1-3 0.37 0.31 0.31 23.40 22.75 0.000908 1.95 Circular 105.00 1.59
1-2 22.70 22.65 0.003048 3.57 15 inch
P-1 1-1 0.30 0.28 0.28 23.20 22.79 0.000785 1.81 Circular 170.00 1.47
1-2 22.70 22.65 0.002471 3.21 15 inch
P-3 1-2 0.50 0.43 1.02 22.70 22.65 0.000857 6.15 Circular 77.00 1.74
1-4 22.70 22.59 0.002987 11.48 18 inch
P-6 14 0.32 0.30 2.02 22.70 22.59 0.003210 11.90 Circular 170.00 3.37
1-7 22.50 22.04 0.004000 13.29 18 inch
P-7 1-7 0.74 0.58 2.60 22.50 22.04 0.001094 14.96 Circular 88.00 2.38
J-1 23.50 21.95 0.002045 20.46 24 inch
P-8 J-1 N/A N/A 2,60 23.50 21.95 0.001283 14.69 Circular 36.00 2.99
Outlet 23.00 21.90 0.001944 18.09 30 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO.2 Project Engineer:JOHN A.KUSKE,III,P.E.
c:VlaestadlstmcUoakda2.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 07:52:20 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

f-"-a ' �""'C' VJ
DOT Report Z S-
Gam-/ 779:5ilL 40Eev77l
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s)
(ft) (ft) Oft) (cls)
P-4 1-5 0.44 0.42 0.42 22.60 21.77 0,002163 3.00 Circular 90.00 2.45
1-6 22.60 21.58 0.003000 3.54 15 inch
P-5 1-6 0.29 0.28 0.69 22.60 21.58 0.000531 4.90 Circular 105.00 1.40
1-4 22.70 21.53 0.002000 9.39 18 inch
P-2 1-3 0.37 0.31 0.31 23.40 21.73 0.001159 2.20 Circular 105.00 1.80
1-2 22.70 21.61 0.003048 3.57 15 inch
P-1 1-1 0.30 0.28 0.28 23.20 21.77 0.000992 2.05 Circular 170.00 1.68
1-2 22.70 21.61 0.002471 3.21 15 inch
P-3 1-2 0.50 0.43 1.02 22.70 21.61 0.001089 7.01 Circular 77.00 1.99
14 22.70 21.53 0.002987 11.48 18 inch
P-6 1-4 0.32 0.30 2.02 22.70 21.53 0.004192 13.60 Circular 170.00 3.85
1-7 22.50 20.81 0.004000 13.29 18 inch
P-7 1-7 0.74 0.58 2.60 22.50 2081. 0.001524 17,16 Circular 88.00 3.20
J-1 23.50 20.69 0.002045 20.46 24 inch
P-8 J-1 N/A N/A 2.60 23.50 20.69 0.003511 16.93 Circular 36.00 5.53
Outlet 23.00 20.39 0.001944 18.09 30 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO.2 Project Engineer:JOHN A.KUSKE,111,P.E.
c:Vtaestad\stmcUoakda2.stm SITEWORKS DESIGN GROUP SIom1CAD v1.0
05/13/04 08:07:16 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

DOT Report
Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description
Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity
Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s)
(ft) (ft) (It/ft) (cfs)
P-4 1-5 0.44 0.42 0.42 22.60 23.05 0.003902 3.00 Circular 90.00 2.45
1-6 22.60 22.70 0.003000 3.54 15 inch
P-5 1-6 0.29 0.28 0.69 22.60 22.86 0.001490 4.90 Circular 105.00 1.39
1-4 22.70 22.70 0.002000 9.39 18 inch
P-2 1-3 0.37 0.31 0.31 23.40 23.01 0.002924 2.20 Circular 105.00 1.80
1-2 22.70 22.70 0.003048 3.57 15 inch
P-1 1-1 0.30 0.28 0.28 23.20 23.06 0.002093 2.05 Circular 170.00 1.67
1-2 22.70 22.70 0.002471 3.21 15 inch
P-3 1-2 0.50 0.43 1.02 22.70 22.88 0.002402 7.01 Circular 77.00 1.98
1-4 22.70 22.70 0.002987 11.48 18 inch
P-6 14 0.32 0.30 2.02 22.70 22.80 0.004188 13.59 Circular 170.00 3.85
1-7 22.50 22.09 0.004000 13.29 18 inch
P-7 1-7 0.74 0.58 2.60 22.50 22.09 0.001437 17.15 Circular 88.00 2.73
J-1 23.50 21.96 0.002045 20.46 24 inch
P-8 J-1 N/A N/A 2.60 23.50 21.96 0.001693 16.88 Circular 36.00 3.44
Outlet 23.00 21.90 0.001944 18.09 30 inch
Project Title:THREE OAKS STORM DRAIN PIPE CALCULATIONS FOR DRAINAGE AREA NO.2 Project Engineer:JOHN A.KUSKE,III,P.E.
c:\haestad\stmc\toakda2.stm SITEWORKS DESIGN GROUP StormCAD v1.0
05/13/04 08'13:35 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

1S 2S
Drainag Area 1 Drainag Area 2
3P A4P
Infiltration Po 1 Inf' ration Pond 2
FR
SDMHith 30"
Ove 71 w Pipe
5R
60' Veget ted Filter
A6P
NHC Stor ater Pond
3
8R
60' Vegetated Swale
Subcat Reach on [Link Drainage Diagram for 04022 ThreeOaks
FH
repared by Andrew 8 Kuske Consulting Engineers, Inc. 5/18/2004
ydroCAD©7.01 s/n 000479 ©1986-2004 Applied Microcomputer Systems

04022 ThreeOaks Type 111 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Drainage Area 1 Runoff Area=5.470 ac Runoff Depth=1.85"
Tc=10.0 min CN=81 Runoff=14.28 cfs 0.841 of
Subcatchment 2S: Drainage Area 2 Runoff Area=4.120 ac Runoff Depth=1.85"
Tc=10.0 min CN=81 Runoff=10.76 cfs 0.634 of
Reach 5R: 60' Vegetated Filter Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of
n=0.030 L=60.0' S=0.0050'/' Capacity=43.09 cfs Outflow=0.00 cfs 0,000 of
Reach 7R: SDMH with 30" Overflow Pipe Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of
D=30.0" n=0.013 L=190.0' S=0.0039 '/' Capacity=25.60 cfs Outflow=0.00 cfs 0.000 of
Reach 8R: 60' Vegetated Swale Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of
n=0.030 L=60.0' S=0.0167 '/' Capacity=78.66 cfs Outflow=0.00 cfs 0.000 of
Pond 3P: Infiltration Pond 1 Peak EIev=21.10' Storage=14,121 cf Inflow=14.28 cfs 0.841 of
Discarded=3.33 cfs 0.826 of Primary=0.00 cfs 0.000 of Outflow=3.33 cfs 0.826 of
Pond 4P: Infiltration Pond 2 Peak EIev=21.10' Storage=10,514 cf Inflow=10.76 cfs 0.634 of
Discarded=2.66 cfs 0.623 of Primary=0.00 cfs 0.000 of Outflow=2.66 cfs 0.623 of
Pond 6P: NHC Stormwater Pond #3 Peak EIev=16.50' Storage=0 cf Inflow=0.00 cfs 0.000 of
Outflow=0.00 cfs 0.000 of
Total Runoff Area= 9.590 ac Runoff Volume= 1.475 of Average Runoff Depth = 1.85"

04022 Three0aks Type 11124-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 1S: Drainage Area 1
Runoff = 14.28 cfs @ 12.14 hrs, Volume= 0.841 af, Depth= 1.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr. Storm Rainfall=4.50"
Area (ac) CN Description
3.550 98 Paved parking & roofs
1.920 50 Green Area
5.470 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Drainage Area 1
Hydrograph
t ..._ ........ _...... _...-. -__. _._ __.. .. ........__.--- -------
. . ❑Runofl
1428cfe@iz.i4h2
_ _.._- - -- - - - -- --- ----- ---- __
"-- ----- ...
14- °'- .. . . Type.III.24-hr 2 Yr..Storm.
13' 41
...................Rainfall=4.50",..
12=. .. . x ...
Runoff Ame5A70 ac-
--- -
. .....Runoff.Volume 0.841 of
9' Runoff iDepth=1-.85"--
3 8
......
LL 7- Tc=10:0 min
CN=81-
5-
4=
3.
2-
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /// 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 2S: Drainage Area 2
Runoff = 10.76 cfs @ 12.14 hrs, Volume= 0.634 af, Depth= 1.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr. Storm Rainfall=4.50"
Area (ac) CN Description
2.650 98 Paved parking & roofs
1.470 50 Green Area
4.120 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: Drainage Area 2
Hydrograph
12-
.....,.,.,-. 0 Runoff
11- 1a 76 CN 1z14 nrs
III 24-hr 2-Yr. Storm. ..
o r, ... . .. .. . . Rainfa11=4:50
_.. .... .Runoff Area=4.120 ac
„
- Runoff Volume=0.634 of
7
_ ... . .... . _ Runoff Depth=1.85"
u 5- Tc=10.0 min.
_ .......... ....... . CN=81....
4.:
3-
2-
0
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 5
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 5R: 60' Vegetated Filter
Inflow Area = 9.590 ac, Inflow Depth = 0.00" for 2 Yr. Storm event
Inflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 11.00 hrs
Capacity at bank full= 43.09 cfs
Inlet Invert= 19.10', Outlet Invert= 18.80'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0050 '/'
Side Slope Z-value= 5.0 7'
Reach 5R: 60' Vegetated Filter
Hydrograph
1 / 13Inflow
O Outflow
Inflow Area=9.590 ac
Peak Depth=0.00'
Max Vet=0.0 fps
n=0.030
0
L=60.0'
LL S=0.0050 T
Capacity=43.09 cfs
AN
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 1/124-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 6
HydroCADO 7.01 s/n 000479 O 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 7R: SDMH with 30" Overflow Pipe
Inflow Area = 9.590 ac, Inflow Depth = 0.00" for 2 Yr. Storm event
Inflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 at, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 11.00 hrs
Capacity at bank full= 25.60 cfs
Inlet Invert= 19.84', Outlet Invert= 19.10'
30.0" Diameter Pipe n= 0.013 Length= 190.0' Slope= 0.0039 T
Reach 7R: SDMH with 30" Overflow Pipe
Hydrograph
Inflow
Outflow
Inflow Area=9.590 ac
Peak Depth=0.00'
Max Vet=0.0 fps
D=30.0"
n=0.013
L=190.0'
S=0.0039 T
Capacity=25.60 cfs
Goo aF n.GG
' 000 crs n.00 ms
11 12 13 14 15
Time (hours)

04022 Three0aks Type 11124-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 7
HydroCADO 7.01 s/n 000479 O 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 8R: 60' Vegetated Swale
Inflow Area = 9.590 ac, Inflow Depth = 0.00" for 2 Yr. Storm event
Inflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 11.00 hrs
Capacity at bank full= 78.66 cfs
Inlet Invert= 15.00', Outlet Invert= 14.00'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0167 '/'
Side Slope Z-value= 5.0 7'
Reach 8R: 60' Vegetated Swale
Hydrograph
©Inflow
Outflow
Inflow Area=9.590 ac
Peak Depth=0.00'
Max Vet=0.0 fps
n=0.030
N
3 L=60.0'
0
S=0.0167 '/'
Capacity=78.66 cfs
Q 00 11! ,,.W Ms
aoa s
o-
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type III 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 8
HydroCAD®7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Inflow Area = 5.470 ac, Inflow Depth = 1.85" for 2 Yr. Storm event
Inflow = 14.28 cfs @ 12.14 hrs, Volume= 0.841 of
Outflow = 3.33 cfs @ 12.60 hrs, Volume= 0.826 af, Atten= 77%, Lag= 27.5 min
Discarded = 3.33 cfs @ 12.60 hrs, Volume= 0.826 of
Primary = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 21.10' @ 12.60 hrs Surf.Area= 7,980 sf Storage= 14,121 cf
Plug-Flow detention time= 41.6 min calculated for 0.825 of(98% of inflow)
Center-of-Mass det. time= 38.9 min ( 792.0 - 753.1 )
# Invert Avail.Storage Storage Description
1 19.00, 32,468 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 5,484 0 0
20.00 6,591 6,038 6,038
21.00 7,766 7,179 13,216
22.00 9,853 8,810 22,026
23.00 11,031 10,442 32,468
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.10' 24.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0041 T n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
4.00' Rise
Discarded OutFlow Max=3.33 cfs @ 12.60 hrs HW=21.10' (Free Discharge)
t 1=Exfiltration (Exfiltration Controls 3.33 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=19.00' (Free Discharge)
t-2=Culvert ( Controls 0.00 cis)
t3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

04022 ThreeOaks Type 111 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 9
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Hydrograph
........- 1428 d1 12.14W ._. ....... .........- .. ..._. t]Outt.
..... Inflow Area=5.470 _ac O Discarded
O Primary
Peak EleV=21 10'
3 . _ Storage=14,121 cf-
12
- ----- ----.
10- - _--
.-------. _._.. .--`-..-... . _.__ .......... _.... ...._.
_
LL ,_ ..........
333ci a s 1260
333 .-
�...-.
4
3':
2
oaoms 1100h,s
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /I/ 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 10
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Inflow Area = 4.120 ac, Inflow Depth = 1.85" for 2 Yr. Storm event
Inflow = 10.76 cfs @ 12.14 hrs, Volume= 0.634 of
Outflow = 2.66 cfs @ 12.58 hrs, Volume= 0.623 af, Atten= 75%, Lag= 26.6 min
Discarded = 2.66 cfs @ 12.58 hrs, Volume= 0.623 of
Primary = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 21.10' @ 12.58 hrs Surf.Area= 6,384 sf Storage= 10,514 cf
Plug-Flow detention time= 39.6 min calculated for 0.623 of(98% of inflow)
Center-of-Mass det. time= 37.1 min ( 790.2 - 753.1 )
# Invert Avail.Storage Storage Description
1 19.00, 25,212 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 3,620 0 0
20.00 4,894 4,257 4,257
21.00 6,243 5,569 9,826
22.00 7,669 6,956 16,782
23.00 9,192 8,431 25,212
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.00' 24.0" x 65.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0025 T n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.9' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
1.00' Rise
Discarded OutFlow Max=2.66 cfs @ 12.58 hrs HW=21.10' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 2.66 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=19.00' (Free Discharge)
t2=Culvert ( Controls 0.00 cfs)
t-3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

04022 ThreeOaks Type 1/124-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 11
HydroCAD® 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Hydrograph
.. .. . . .. _.. . ._. ...._ .. .. �I°n0ow
" 10]6 tls 4.14M � ❑ ({IOW
. Inflow-Area=4.120 ac °°Iscarded
12- - ❑Primary
_.. Peak Elev=21..1.0,..-
10'
Storage=10,514 d
9-
7 7f _ . . . ._
u
., .. ....._... r-_.__ .-.... .........-. ___..__ ........_ _......-._
3 6- "
o ___ - ___ __ _____
5t " ,
.. -----....- ..2E66- 11 0fin" .........
4. 2.6E
3
2 f/
0a0dl 11020 nrs
0-
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /II 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 12
HydroCAD&7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Inflow Area = 9.590 ac, Inflow Depth = 0.00" for 2 Yr. Storm event
Inflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 16.50' @ 11.00 hrs Surf.Area= 4,854 sf Storage= 0 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no inflow)
# Invert Avail.Storage Storage Description
1 16.50' 25,439 cf Custom Stage Data(Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
16.50 4,854 0 0
17.00 5,495 2,587 2,587
18.00 6,856 6,176 8,763
19.00 8,300 7,578 16,341
20.00 9,896 9,098 25,439
# Routing Invert Outlet Devices
1 Primary 15.17' 30.0" x 57.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 15.00' S= 0.0030 '/' n= 0.013 Cc= 0.900
2 Device 1 16.50' 3.00' x 0.35' Vert. Orifice/Grate X 2.00 C= 0.600
3 Device 1 18.60' 16.0' long x 1.0' high Sharp-Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
4 Primary 19,00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=16.50' (Free Discharge)
1=Culvert (Passes 0.00 cfs of 7.09 cfs potential flow)
�2=Orifice/Grate ( Controls 0.00 cfs)
3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

04022 ThreeOaks Type 111 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 13
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Hydrograph
0 Inflow
0 Primary
Inflow Area=9.590 ac
Peak Elev=16.50'
Storage=0 cf
3
0
LL
e0i 0 hrsl
000415 ,11WM1rs
1� 12 13 14 15
Time (hours)

04022 ThreeOaks Type Ill 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 14
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Drainage Areal Runoff Area=5.470 ac Runoff Depth=3.42"
Tc=10.0 min CN=81 Runoff=26.63 cfs 1.559 of
Subcatchment 2S: Drainage Area 2 Runoff Area=4.120 ac Runoff Depth=3.42"
Tc=10.0 min CN=81 Runoff=20.06 cfs 1.175 of
Reach 5R: 60' Vegetated Filter Peak Depth=0.51' Max Vet=2.0 fps Inflow=12.65 cfs 0.415 of
n=0.030 L=60.0' S=0.0050 '/' Capacity=43.09 cfs Outflow=12.64 cfs 0.415 of
Reach 7R: SDMH with 30" Overflow Pipe Peak Depth=1.24' Max Vet=5.2 fps Inflow=12.67 cfs 0.415 of
D=30.0" n=0.013 L=190.0' S=0.0039 '/' Capacity=25.60 cfs Outflow=12.65 cfs 0.415 of
Reach 8R: 60' Vegetated Swale Peak Depth=0.30' Max Vet=2.6 fps Inflow=8.87 cfs 0.415 of
n=0.030 L=60.0' S=0.0167 7' Capacity=78.66 cfs Outflow=8.87 cfs 0.415 of
Pond 3P: Infiltration Pond 1 Peak EIev=22.40' Storage=26,155 cf Inflow=26.63 cfs 1.559 of
Discarded=4.30 cfs 1.088 of Primary=7.15 cfs 0.240 of Outflow=11.45 cfs 1.328 of
Pond 4P: Infiltration Pond 2 Peak EIev=22.33' Storage=19,530 cf Inflow=20.06 cfs 1.175 of
Discarded=3.40 cfs 0.841 of Primary=5.53 cfs 0.176 of Outflow=8.93 cfs 1.017 of
Pond 6P: NHC Stormwater Pond #3 Peak EIev=17.45' Storage=5,357 cf Inflow=12.64 cfs 0.415 of
Outflow=8.87 cfs 0.415 of
Total Runoff Area = 9.590 ac Runoff Volume=2.734 of Average Runoff Depth = 3.42"

04022 ThreeOaks Type 111 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 15
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 1S: Drainage Area 1
Runoff = 26.63 cfs @ 12.14 hrs, Volume= 1.559 af, Depth= 3.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10 Yr. Storm Rainfall=7.00"
Area (ac) CN Description
3.550 98 Paved parking & roofs
1.920 50 Green Area
5.470 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Drainage Area 1
Hydrograph
26- 2UEJ c12 12]4lrts
26 Type III 247hr 10 Yr. Storm
24= . ........ .. . . .. �� ..._....... _.. .._ _. . _._. Rainfall=7.007...
22 Runoff Area=5-.470 ac--
26-' _ ..............Runoff Vol 18_ ume=1:559-af -
.............Runoff Depth=3:42"
... _..
LL 14 Tc-10.0--min_.
12-: -- ---------- CN=81._..
10;
6'
4-
..._..._. . ._--------- ---------
2
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 16
HydroCAD@ 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 2S: Drainage Area 2
Runoff = 20.06 cfs @ 12.14 hrs, Volume= 1.175 af, Depth= 3.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10 Yr. Storm Rainfall=7.00"
Area (ac) CN Description
2.650 98 Paved parking & roofs
1.470 50 Green Area
4.120 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: Drainage Area 2
Hydrograph
22- .._ ._ _..... _.__... _. ..... . ._.
..... ._. ..... ...... ❑Runoff
21- _._....---.------..__ N.W cls 12.14 Ms _..-.. ... .
29- III 24=hr 10 Yr. Storm
yp -- ---- - ----- . -...... .
17 . s --.-Rainfall=7.00"
16 " . _ . . _ . N __. . --Runoff Area=4.120 ac
- ---- -- -_..--- -
14; Runoff.Volume _1.175 of
13.!, .... ..-
12 __ _.. ....... ;.... ... ..:.:...Runoff.Depth=3.42"::.
_ -------------- -
10 . --- -- ---- .._... Tc=10.O min:.
g _. .... . ..... _
7- ..__.
5' ---_........ ..... .. _. --. ...................
3 .._.. _. . .. . .
0'
11 12 13 - 14 1,5
Time (hours)

04022 ThreeOaks Type 111 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 17
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 5R: 60' Vegetated Filter
Inflow Area = 9.590 ac, Inflow Depth = 0.52" for 10 Yr. Storm event
Inflow = 12.65 cfs @ 12.42 hrs, Volume= 0.415 of
Outflow = 12.64 cfs @ 12.44 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.9 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.0 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 1.4 min
Peak Depth= 0.51' @ 12.43 hrs
Capacity at bank full= 43.09 cfs
Inlet Invert= 19.10', Outlet Invert= 18.80'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0050 T
Side Slope Z-value= 5.0 '/'
Reach 5R: 60' Vegetated Filter
Hydrograph
_ .. .-..._ _.. _... ..... -. . _ . .-_ ........ _...,_ a Inflow
14 u5s ds ,z az ms - ❑Outflow
13- '
Inflow Area=9.590 ac
Peak Depth=0.51'-.-
4 Max Vet=2.0 fps
n=0.030
3 7_ L=60.0'
5- 5=0.0050 ,1,
4=
---- _- . -----------Capacity=43.09 .cfs.._..
3- ........ ....... ....... .....
2- _ _ . . .. ....... .. . .................... . .......
1
11 12 73 14 15
Time (hours)

04022 ThreeOaks Type 11124-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 18
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 7R: SDMH with 30" Overflow Pipe
Inflow Area = 9.590 ac, Inflow Depth = 0.52" for 10 Yr. Storm event
Inflow = 12.67 cfs @ 12.41 hrs, Volume= 0.415 of
Outflow = 12.65 cfs @ 12.42 hrs, Volume= 0.415 af, Atten= 0%, Lag= 1.1 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.2 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 2.4 fps, Avg. Travel Time= 1.3 min
Peak Depth= 1.24' @ 12.41 hrs
Capacity at bank full= 25.60 cfs
Inlet Invert= 19.84', Outlet Invert= 19.10'
30.0" Diameter Pipe n= 0.013 Length= 190.0' Slope= 0.0039 '/'
Reach 7R: SDMH with 30" Overflow Pipe
Hydrograph
......... .......... ...... . .............._....... O inflow
14- " 12.67 cfs '2 ms. . .. ........... ..... ... ❑Outflow
3 - ; _..___ ,2e5cfs ,212 Inflow Area=9.590 ac
-.- _..
12'14 Peak Depth=1,.24'.
F
10 _. F -- -------- ------Max-'.Ye1=5.2-fps
-.. -D=30 Orr ..
.....
n 0.013
5_ L=190.0
x _ S=0.0039. ./.
4- ........ ......._ .. . . ........
3 _ Capacity.=25.60 cfs
2- - --.-- ------- -
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 19
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 8R: 60' Vegetated Swale
Inflow Area = 9.590 ac, Inflow Depth = 0.52" for 10 Yr. Storm event
Inflow = 8.87 cfs @ 12.60 hrs, Volume= 0.415 of
Outflow = 8.87 cfs @ 12.61 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.6 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 1.0 fps, Avg. Travel Time= 1.0 min
Peak Depth= 0.30' @ 12.61 hrs
Capacity at bank full= 78.66 cfs
Inlet Invert= 15.00', Outlet Invert= 14.00'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0167 '/'
Side Slope Z-value= 5.0 '/'
Reach 8R: 60' Vegetated Swale
Hydrograph
....,,.. 0 Inflow
_.... ........... ... ....._..-- a.67 da iswm ...._.. ._--- .___ _ .......-__._.- 0Outflow
66"`= is 6, rs ! Inf1ow .Area=9.590.ac_...
Peak-Depth=0.30'
2 _ _ _Max.Vel=2.6 fps
n=0.030_..
3. ' ....... __ __ _.Capacity=78.66.cfs...
2
_.. .
o;
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /it 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 20
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/1 812 0 0 4
Pond 3P: Infiltration Pond 1
Inflow Area = 5.470 ac, Inflow Depth = 3.42" for 10 Yr. Storm event
Inflow = 26.63 cfs @ 12.14 hrs, Volume= 1.559 of
Outflow = 11.45 cfs @ 12.41 hrs, Volume= 1.328 af, Atten= 57%, Lag= 16.4 min
Discarded = 4.30 cfs @ 12.41 hrs, Volume= 1.088 of
Primary = 7.15 cfs @ 12.41 hrs, Volume= 0.240 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.40' @ 12.41 hrs Surf.Area= 10,319 sf Storage= 26,155 cf
Plug-Flow detention time= 48.4 min calculated for 1.327 of (85% of inflow)
Center-of-Mass det. time= 31.2 min ( 781.4 - 750.2 )
# Invert Avail.Storage Storage Description
1 19.00, 32,468 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 5,484 0 0
20.00 6,591 6,038 6,038
21.00 7,766 7,179 13,216
22.00 9,853 8,810 22,026
23.00 11,031 10,442 32,468
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.10' 24.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0041 T n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
4.00' Rise
Discarded OutFlow Max=4.30 cfs @ 12.41 hrs HW=22.40' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 4.30 cfs)
ZPrimary OutFlow Max=7.14 cfs @ 12.41 hrs HW=22.40' (Free Discharge)
=Culvert (Passes 7.14 cfs of 14.48 cfs potential flow)
t3=Sharp-Crested Rectangular Weir (Weir Controls 7.14 cfs @ 2.4 fps)

04022 ThreeOaks Type /// 24-hr 10 Yr. Storm Rainfal1=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 21
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Hydrograph
O Inflow
_. ...._. s553 as 1z ld hrs �Outllow
El
�.,.,
Inflow Area=5.470 ac 0Prary
28etl
. .26- Peak Elev=22.40,
�'
24 ............ __.. _ Storage=26,155.cf...
22-
_ 18-
1fi
cts®1241 IIrs1•__ - .. ..- -.- .. _. _ ..
14
10 ... ......... . ....__ :..... -....... . .. _...._. ._ . ..
15111 12 41 hrs
d. hrs
4-
2- /
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type H/ 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 22
HydroCAD® 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Inflow Area = 4.120 ac, Inflow Depth = 3.42" for 10 Yr. Storm event
Inflow = 20.06 cfs @ 12.14 hrs, Volume= 1.175 of
Outflow = 8.93 cfs @ 12.40 hrs, Volume= 1.017 af, Atten= 55%, Lag= 15.6 min
Discarded = 3.40 cfs @ 12.40 hrs, Volume= 0.841 of
Primary = 5.53 cfs @ 12.40 hrs, Volume= 0.176 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.33' @ 12.40 hrs Surf.Area= 8,165 sf Storage= 19,530 cf
Plug-Flow detention time= 47.8 min calculated for 1.014 of (86% of inflow)
Center-of-Mass det. time= 32.0 min ( 782.2 - 750.2 )
# Invert Avail.Storage Storage Description
1 19.00, 25,212 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 3,620 0 0
20.00 4,894 4,257 4,257
21.00 6,243 5,569 9,826
22.00 7,669 6,956 16,782
23.00 9,192 8,431 25,212
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.00' 24.0" x 65.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0025 '/' n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.9' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
1.00' Rise
Discarded OutFlow Max=3.40 cfs @ 12.40 hrs HW=22.33' (Free Discharge)
t-1=Exfiltration (Exfiltration Controls 3.40 cfs)
Primary OutFlow Max=5.52 cfs @ 12.40 hrs HW=22.33' (Free Discharge)
t-2=Culvert (Passes 5.52 cfs of 13.76 cfs potential flow)
t-3=Sharp-Crested Rectangular Weir (Weir Controls 5.52 cfs @ 2.2 fps)

04022 ThreeOaks Type 1/124-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 23
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Hydrograph
O Inflow
G70ut1.
Discarded
22; ;- :.:..Inflow.:Area=4.120.:.ac oP�mary
21- ; ' ; ... .. ..•.:.Peak==Elev=22:33'---
----. __ .-'--- --'-- ---I------....
18. .. - - Storage 19,530 cf-
n; . . _ .
.. .
15 ...-... ._ . .._.._ . . ._ ....
-. __ ._..
12_ __... t093 ds®1240 tts'..._- -_" __.__ -"---- - -------- -----
LL 9
553 cis 12400rs ....... ., .. _ ... ..--
5. ... 34 nrs
3.
2-
1-
0'.
11 12 13 14 15
Time (hours)
r

04022 ThreeOaks Type 11124-hr 10 Yr, Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 24
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Inflow Area = 9.590 ac, Inflow Depth = 0.52" for 10 Yr. Storm event
Inflow = 12.64 cfs @ 12.44 hrs, Volume= 0.415 of
Outflow = 8.87 cfs @ 12.60 hrs, Volume= 0.415 af, Atten= 30%, Lag= 10.0 min
Primary = 8.87 cfs @ 12.60 hrs, Volume= 0.415 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 17.45' @ 12.60 hrs Surf.Area= 6,105 sf Storage= 5,357 cf
Plug-Flow detention time= 9.3 min calculated for 0.414 of(100% of inflow)
Center-of-Mass det. time= 9.4 min ( 761.9 - 752.5 )
It Invert Avail.Storage Storage Description
1 16.50' 25,439 cf Custom Stage Data(Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
16.50 4,854 0 0
17.00 5,495 2,587 2,587
18.00 6,856 6,176 8,763
19.00 8,300 7,578 16,341
20.00 9,896 9,098 25,439
# Routing Invert Outlet Devices
1 Primary 15.17' 30.0" x 57.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 15.00' S= 0.0030 7' n= 0.013 Cc= 0.900
2 Device 1 16.50' 3.00' x 0.35' Vert. Orifice/Grate X 2.00 C= 0.600
3 Device 1 18.60' 16.0' long x 1.0' high Sharp-Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
4 Primary 19.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=8.87 cfs @ 12.60 hrs HW=17.45' (Free Discharge)
1=Culvert (Passes 8.87 cfs of 17.78 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 8.87 cfs @ 4.2 fps)
3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

04022 ThreeOaks Type /I/ 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 25
f ydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Hydrograph
. ......_.._........... ...__,. .. . .. E]W10w
a-
lz ca ds lx as nrs '; ���� ���� ©Pnmary
3-
----Inflow,-Area=9-590-ac-,
2 Peak Elev=l 7.45' .
Storage=5,357 cf
9,. _.. ... .........._. . 8.87 cfs 12W8 _
U
O
J
41 . ..... _.............. ...... .............., .... ... ...................
.... ....... ... .y1' ....... .... :.
r
._.. . .-......._ ....a: ..
0,
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 1/124-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 26
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Drainage Area 1 Runoff Area=5.470 ac Runoff Depth=4.09"
Tc=10.0 min CN=81 Runoff=31.87 cfs 1.865 of
Subcatchment 2S: Drainage Area 2 Runoff Area=4.120 ac Runoff Depth=4.09"
Tc=10.0 min CN=81 Runoff=24.01 cfs 1.405 of
Reach 5R: 60' Vegetated Filter Peak Depth=0.71' Max Vet=2.4 fps Inflow=22.81 cfs 0.793 of
n=0.030 L=60.0' S=0.0050 '/' Capacity=43.09 cfs Outflow=22.79 cfs 0.793 of
Reach 7R: SDMH with 30" Overflow Pipe Peak Depth=1.84' Max Vet=5.9 fps Inflow=22.84 cfs 0.793 of
D=30.0" n=0.013 L=190.0' S=0.0039 T Capacity=25.60 cfs Outflow=22.81 cfs 0.793 of
Reach 8R: 60' Vegetated Swale Peak Depth=0.37' Max Vet=3.0 fps Inflow=13.33 cfs 0.793 of
n=0.030 L=60.0' S=0.0167 '/' Capacity=78.66 cfs Outflow=13.33 cfs 0.793 of
Pond 3P: Infiltration Pond 1 Peak Elev=22.62' Storage=28,549 cf Inflow=31.87 cfs 1.865 of
Discarded=4.41 cfs 1.134 of Primary=12.87 cfs 0.456 of Outflow=17.29 cfs 1.591 of
Pond 4P: Infiltration Pond 2 Peak Elev=22.53' Storage=21,244 cf Inflow=24.01 cfs 1.405 of
Discarded=3.53 cfs 0.878 of Primary=9.98 cfs 0.337 of Outflow=13.51 cfs 1.215 of
Pond 6P: NHC Stormwater Pond#3 Peak Elev=18.41' Storage=11,901 cf Inflow=22.79 cfs 0.793 of
Outflow=13.33 cfs 0.793 of
Total Runoff Area =9.590 ac Runoff Volume= 3.270 of Average Runoff Depth =4.09"

F
04022 ThreeOaks Type Ill 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 27
HydroCAD@ 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 1S: Drainage Area 1
Runoff = 31.87 cfs @ 12.14 hrs, Volume= 1.865 af, Depth= 4.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 25 Yr. Storm Rainfall=8.05
Area (ac) CN Description
3.550 98 Paved parking & roofs
1.920 50 Green Area
5.470 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Drainage Area 1
Hydrograph
34' .... ...... .. . .. ❑Runof(
__.. ... e7 cis@i2v4 nrs .......... ...
32-
30= "
- Type III 24-hr, 25 Yr: Storm
Rainfall=8.05'
26- _-- __.-_ � T. Runoff Area=5:470-ac-
24= --- - P "
22? _ .._.. -... ;-. -....... -..--. Runoff Volume 1�865 of--
- --- _ -._._ ----..
20 _ - _- .- -- ----Runoff-Depth=4 09"-
318, . b
- - r ------
16' -- Tc=10:0 min-
--..
----..
,2-
- _ - _ --------
0
8'
6-
4- -_._....... ... ......... .-..... .... �. _,...._. ........._._ . --__-. -._. _._ _ --.__
_...... --..... _ . ...........
..............
2=
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /// 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 28
HydroCAD®7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 2S: Drainage Area 2
Runoff = 24.01 cfs @ 12.14 hrs, Volume= 1.405 af, Depth= 4.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 25 Yr. Storm Rainfall=8.05
Area (ac) CN Description
2.650 98 Paved parking & roofs
1.470 50 Green Area
4.120 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: Drainage Area 2
Hydrograph
26
Runoff
2401 c1s@1214 Ors
Yp24 -.---Type
22 .-......- a f= .... .___.Rainfall=8.05"...-.
20; ,
"
- s - Runoff-Area=4.420 ac
18-
16 -
-------- - Runoff-Volume=1A05 of ..
14 Runoff Depth=4.09
3
,2- - c=1.0�0-mini
- -- --- -
10- ' ---- M-41._
6
6_ - - - ------ -.._ ------- _ ----
2-
o-,
11 1,2 73 1a 16
Time (hours)

04022 ThreeOaks Type 111 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 29
HydroCAD(D 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 5R: 60' Vegetated Filter
Inflow Area = 9.590 ac, Inflow Depth = 0.99" for 25 Yr. Storm event
Inflow = 22.81 cfs @ 12.34 hrs, Volume= 0.793 of
Outflow = 22.79 cfs @ 12.35 hrs, Volume= 0.793 af, Atten= 0%, Lag= 0.7 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.4 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 1.2 min
Peak Depth= 0.71' @ 12.34 hrs
Capacity at bank full= 43.09 cfs
Inlet Invert= 19.10', Outlet Invert= 18.80'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0050 '/'
Side Slope Z-value= 5.0 7'
Reach 5R: 60' Vegetated Filter
Hydrograph
-.. . -........ .... .......... .--... -....... Inflow
n ei cis is as nrs --- ElOutflow
24- ... _. ...
Inflow Area=9 590 ac
22 ---- --- -------- -- ' --'--..
- ---- -- .
. - --
20 ;. -.; _Peak Depth=0.7.1.'.._.
-- Max Vet=2:4-f s
,8- � p
s; n=0.030
14
127 _ . _ .. L=.60 0'
.. . _ ......
10:: ,. _ S=0.0050
a- _Capacity=43.09 cfs
6- _. ...... _........ .. -- - ---. ...---- ------- --..-- ........... .. . .—
,_ f
2-
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /// 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 30
HydroCAD@ 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 7R: SDMH with 30" Overflow Pipe
Inflow Area = 9.590 ac, Inflow Depth = 0.99" for 25 Yr. Storm event
Inflow = 22.84 cfs @ 12.32 hrs, Volume= 0.793 of
Outflow = 22.81 cfs @ 12.34 hrs, Volume= 0.793 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.9 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 2.8 fps, Avg. Travel Time= 1.1 min
Peak Depth= 1.84' @ 12.33 hrs
Capacity at bank full= 25.60 cfs
Inlet Invert= 19.84', Outlet Invert= 19.10'
30.0" Diameter Pipe n= 0.013 Length= 190.0' Slope= 0.0039 '/'
Reach 7R: SDMH with 30" Overflow Pipe
Hydrograph
24- zzsads izums ❑Outflow
22-
z2'"`` '23 N Inflow Area-9.590 car,
t Peak Depth 1 .84'
18= ......_.-._Max.Ve.l.5.9.fps_..
LL12 .' ... .--..._.._ _.._. 7
---- -- ----- .Capacity=25.60-.cfs- -
----------
2
o-
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 31
HydroCADV 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 8R: 60' Vegetated Swale
Inflow Area = 9.590 ac, Inflow Depth = 0.99" for 25 Yr. Storm event
Inflow = 13.33 cfs @ 12.58 hrs, Volume= 0.793 of
Outflow = 13.33 cfs @ 12.59 hrs, Volume= 0.793 af, Atten= 0%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.0 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 0.8 min
Peak Depth= 0.37' @ 12.59 hrs
Capacity at bank full= 78.66 cfs
Inlet Invert= 15.00', Outlet Invert= 14.00'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0167
Side Slope Z-value= 5.0 '/'
Reach 8R: 60' Vegetated Swale
Hydrograph
---._ ----_.... ... . _ 0Innow
1333 cis 12.M hrs ❑Qu,110W
1333d. ,259nrs l Inflow_Area=9.590 ac ..
,2-
_.- Peak Depth=0.37'
Max Vet=3.0.fps....
__ . .. .
9; n=0.030
N
5!. ---.. .._. ... ° _ _._.. . ...... ..
--- r Capacity=78 66_.cfs.....
3:
0
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 32
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Inflow Area = 5.470 ac, Inflow Depth = 4.09" for 25 Yr. Storm event
Inflow = 31.87 cfs @ 12.14 hrs, Volume= 1.865 of
Outflow = 17,29 cfs @ 12.33 hrs, Volume= 1.591 af, Atten= 46%, Lag= 11.3 min
Discarded = 4.41 cfs @ 12.33 hrs, Volume= 1.134 of
Primary = 12.87 cfs @ 12.33 hrs, Volume= 0.456 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.62' @ 12.33 hrs Surf.Area= 10,589 sf Storage= 28,549 cf
Plug-Flow detention time= 43.4 min calculated for 1.586 of (85% of inflow)
Center-of-Mass det. time= 26.5 min ( 776.0 - 749.5 )
# Invert Avail.Storage Storage Description
1 19.00, 32,468 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 5,484 0 0
20.00 6,591 6,038 6,038
21.00 7,766 7,179 13,216
22.00 9,853 8,810 22,026
23.00 11,031 10,442 32,468
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.10' 24.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0041 T n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
4.00' Rise
Discarded OutFlow Max=4.41 cfs @ 12.33 hrs HW=22.62' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 4.41 cfs)
Primary OutFlow Max=12.86 cfs @ 12.33 hrs HW=22.62' (Free Discharge)
t2=Culvert (Passes 12.86 cfs of 15.85 cfs potential flow)
t3=Sharp-Crested Rectangular Weir (Weir Controls 12.86 cfs @ 3.0 fps)

04022 ThreeOaks Type 11124-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 33
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Hydrograph
.__ .. ... ... Olnflow
f 10 n __ - ._ . . — ®Outflow
Inflow Area=S 470 -ac °Primary
3] is 12
34?
' .. O Primary
_ __
' - Peak-flev=22:62'-
r
30j Storage=28,549 cf
24-. _..... .___...... .. ..-.... - _. -_.. !.. . -
22 ------------- 1]29 ds�4331vs ...... .__._ .._...
V
20' ...._-_..
LL
14=' ,
_. _ tz.9]tls tz.33 Ns ._.. -.._.j_'." .-__._... -"'i ---"- - _..-----"'-'-.
12i' _ . ..__...-.. _ ....-_.. ...
6.:
4-
2-
0'.
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 34
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Inflow Area = 4.120 ac, Inflow Depth = 4.09" for 25 Yr. Storm event
Inflow = 24.01 cfs @ 12.14 hrs, Volume= 1.405 of
Outflow = 13.51 cfs @ 12.31 hrs, Volume= 1.215 af, Atten= 44%, Lag= 10.6 min
Discarded = 3.53 cfs @ 12.31 hrs, Volume= 0.878 of
Primary = 9.98 cfs @ 12.31 hrs, Volume= 0.337 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.53' @ 12.31 hrs Surf.Area= 8,475 sf Storage= 21,244 cf
Plug-Flow detention time= 43.3 min calculated for 1.214 of(86% of inflow)
Center-of-Mass det. time= 27.2 min ( 776.8 - 749.5 )
# Invert Avail.Storage Storage Description
1 19.00, 25,212 cf Custom Stage Data(Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 3,620 0 0
20.00 4,894 4,257 4,257
21.00 6,243 5,569 9,826
22.00 7,669 6,956 16,782
23.00 9,192 8,431 25,212
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.00' 24.0" x 65.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0025 '/' n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.9' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
1.00' Rise
Discarded OutFlow Max=3.53 cfs @ 12.31 hrs HW=22.53' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 3.53 cfs)
Primary OutFlow Max=9.98 cfs @ 12.31 hrs HW=22.53' (Free Discharge)
t2=Culvert (Passes 9.98 cfs of 14.92 cfs potential flow)
t-3=Sharp-Crested Rectangular Weir (Weir Controls 9.98 cfs @ 2.7 fps)

04022 ThreeOaks Type /// 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 35
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Hydrograph
---------------.. --- .--
zam w - D Inflow
... 1214 nrs _._ . ..._- -._. ...-- ❑Outflow
Inflow Area=4120 ac °D15`a`de°
26- � r,
O Primary
Peak Elev=22.53'
22' ... ....Storage.=..21 ,244.cf. ..
20
18
I
u ...
LL 12.
...._... _.. 9.98c1s 1231 hrs f
10-
..-._.... .-...... .............. _.. .... ..................._..
8.
6'': 9 .r
4-
2-
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 1/124-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 36
HydroCAD®7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Inflow Area = 9.590 ac, Inflow Depth = 0.99" for 25 Yr. Storm event
Inflow = 22.79 cfs @ 12.35 hrs, Volume= 0.793 of
Outflow = 13.33 cfs @ 12.58 hrs, Volume= 0.793 af, Atten= 42%, Lag= 14.0 min
Primary = 13.33 cfs @ 12.58 hrs, Volume= 0.793 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 18.41' @ 12.58 hrs Surf.Area= 7,454 sf Storage= 11,901 cf
Plug-Flow detention time= 12.2 min calculated for 0.791 of(100% of inflow)
Center-of-Mass det. time= 12.3 min ( 761.9 - 749.6 )
# Invert Avail.Storage Storage Description
1 16.50' 25,439 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
16.50 4,854 0 0
17.00 5,495 2,587 2,587
18.00 6,856 6,176 8,763
19.00 8,300 7,578 16,341
20.00 9,896 9,098 25,439
# Routing Invert Outlet Devices
1 Primary 15.17' 30.0" x 57.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 15.00' S= 0.0030 T n= 0.013 Cc= 0.900
2 Device 1 16.50' 3.00' x 0.35' Vert. Orifice/Grate X 2.00 C= 0.600
3 Device 1 18.60' 16.0' long x 1.0' high Sharp-Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
4 Primary 19.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=13.33 cfs @ 12.58 hrs HW=18.41' (Free Discharge)
1=Culvert (Passes 13.33 cfs of 27.66 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 13.33 cfs @ 6.3 fps)
3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
=Broad-C rested Rectangular Weir ( Controls 0.00 cfs)

04022 ThreeOaks Type 1/124-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 37
HydroCAD9)7 01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Hydrograph
__.. ....._. __ _.. ._. _..---- --------------.. _""'_. . ____. ❑Inflow
2279 cis 1235 hrs 113Pnmary
24 Inflow Area=9.590 ac
22- .......... ........ ........ ......:.._ ............._ ...
20- Peak Elev=18.41'.
t8_ . _._... __._... _ ......Storage=1 1-;901_cf....
16
14_
1333 ds A1258 hrs J...
.........
a12,. .... .. ..... ._. _.. . ..._. . _....... . . L., .. ...,. _.._.._.. ..
LL
10-
8- .........._ .......... :....
6,: _._..._.... .. . .........
_r
4, _ . ._.... .
2_
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 38
HydroCAD®7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Drainage Area 1 Runoff Area=5.470 ac Runoff Depth=5.34"
Tc=10.0 min CN=81 Runoff=41.59 cfs 2.433 of
Subcatchment 2S: Drainage Area 2 Runoff Area=4.120 ac Runoff Depth=5.34"
Tc=10.0 min CN=81 Runoff=31.33 cfs 1.833 of
Reach 5R: 60' Vegetated Filter Peak Depth=0.77' Max Vet=2.5 fps Inflow=27.06 cfs 1.549 of
n=0.030 L=60.0' S=0.00507 Capacity=43.09 cfs Outflow=26.12 cfs 1.549 of
Reach 7R: SDMH with 30" Overflow Pipe Peak Depth=2.50' Max Vet=5.9 fps Inflow=59.11 cfs 1.549 of
D=30.0" n=0.013 L=190.0' S=0.0039 '/' Capacity=25.60 cfs Outflow=27.06 cfs 1.549 of
Reach 8R: 60' Vegetated Swale Peak Depth=0.54' Max Vet=3.7 fps Inflow=25.60 cfs 1.549 of
n=0.030 L=60.0' S=0.0167'/' Capacity=78.66 cfs Outflow=25.60 cfs 1.549 of
Pond 3P: Infiltration Pond 1 Peak Elev=28.92' Storage=32,468 cf Inflow=41.59 cfs 2.433 of
Discarded=4.60 cfs 1.199 of Primary=42.31 cfs 0.891 of Outflow=46.90 cfs 2.090 of
Pond 4P: Infiltration Pond 2 Peak Elev=22.92' Storage=24,503 cf Inflow=31.33 cfs 1.833 of
Discarded=3.78 cfs 0.929 of Primary=17.21 cfs 0.658 of Outflow=20.98 cfs 1.587 of
Pond 6P: NHC Stormwater Pond#3 Peak Elev=18.93' Storage=15,829 cf Inflow=26.12 cfs 1.549 of
Outflow=25.60 cfs 1.549 of
Total Runoff Area =9.590 ac Runoff Volume=4.266 of Average Runoff Depth = 5.34"

04022 ThreeOaks Type Ill 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 39
HydroCAD@ 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 1S: Drainage Area 1
Runoff = 41.59 cfs @ 12.14 hrs, Volume= 2.433 af, Depth= 5.34"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 100 Yr. Storm Rainfall=10.00"
Area (ac) CN Description
3.550 98 Paved parking & roofs
1.920 50 Green Area
5.470 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Drainage Area 1
Hydrograph
46: ..... ._. ..... .... .... -._ .. . ....... _..
. . .... ..... ❑Runoff
ats9 crs .�2.ta nrs -"'
42
40j Type.11l 24 hrA00.Yr.:Storm::
38'
36'.. .. ..__. .... ....._.._.. r: . .. ...... . ..... • -........ ............ ..Rainfall=10:00„
_......... __..._.
34-. ... . ... ..... .. RunoffArea=5.470 ac..
32. . .__ ...... .... ... .... . .. . ...... ......... ....._.
30 ""' ' Runoff'Volume=2.433 af '
28 -..._ _.
26 Runoff Depth=5.34
= 24 ... ._ _ _. . .
22- , _ . - ------------------------ --------.---------- Tc=10.0.m i n..
LL 2p_ ...
18i _ CN=8.1 .
16- -. .-....... ............
14. ..........._...._... _.
12 .............. ...._.. -- - ----------
10; _.__ _.......
a
6- ............. _.-_. .-
4; _........__..,
2-
0
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /// 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 40
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Subcatchment 2S: Drainage Area 2
Runoff = 31.33 cfs @ 12.14 hrs, Volume= 1.833 at, Depth= 5.34"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 100 Yr. Storm Rainfall=10.00"
Area (ac) CN Description
2.650 98 Paved parking & roofs
1.470 50 Green Area
4.120 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: Drainage Area 2
Hydrograph
................ ..._.__ . -------- ------- _. . :...--..-- -_.._.... ...:�..------ ---------- .__.
34 ..._._... ❑Runoff
31,33 Is... 14d4 Ms -...-..-. .• -..------ .
32i
30' ' Type 111-24-hr;100 Yr:-Storm -
28 . . .... %. ! .. . .. Rainfall=.10.00".,
24' Runoff Area=4:120 ac
22' _-- -------- f' ,,' -.__._-- _...-........ Runoff Volume=1.833 af...
2
8 -- ... -- --------------- Runoff-Depth=5.34"--..
Tc=10:0 min.
14 .CN=81..
,2-
10-'
8-
s=
4=
2.
0 ,
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 1/124-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 41
HydroCADO 7.01 sln 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 5R: 60' Vegetated Filter
Inflow Area = 9.590 ac, Inflow Depth = 1.94" for 100 Yr. Storm event
Inflow = 27.06 cfs @ 12.17 hrs, Volume= 1.549 of
Outflow = 26.12 cfs @ 12.19 hrs, Volume= 1.549 af, Atten= 3%, Lag= 0.9 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.5 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 1.0 fps, Avg. Travel Time= 1.0 min
Peak Depth= 0.77' @ 12.18 hrs
Capacity at bank full= 43.09 cfs
Inlet Invert= 19.10', Outlet Invert= 18.80'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0050 T
Side Slope Z-value= 5.0 7'
Reach 5R: 60' Vegetated Filter
Hydrograph
. . .. ... ._. .....
.. .....
. ... ... __ .... ._ ..... ......... ..._ ©Inflow
30. 2706 c4 12,17 nrs ❑Outflow
29 i. 2612ch 12.19 hn Inflow-Area=9.590- ac -
25: -
- -- - -- - - -
}
-Peak-Depth=037'
22= :.Max Veal .;2.5..fps::::
20 .... ... .. . k .....
n=0.030
N
16-
L. .. r 4KJ .. . .. ... ... _ Or .
0 14'
. . 60.
LL 2- , ---- -S=0:0050 T
=' - -----
8- _ " .... . ..... Capacity=43.09..cfs....
4-
2= '
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type /// 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 42
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 7R: SDMH with 30" Overflow Pipe
Inflow Area = 9.590 ac, Inflow Depth = 1.94" for 100 Yr. Storm event
Inflow = 59.11 cfs @ 12.21 hrs, Volume= 1.549 of
Outflow = 27.06 cfs @ 12.17 hrs, Volume= 1.549 af, Atten= 54%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.9 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 2.9 fps, Avg. Travel Time= 1.1 min
Peak Depth= 2.50' @ 12.17 hrs
Capacity at bank full= 25.60 cfs
Inlet Invert= 19.84', Outlet Invert= 19.10'
30.0" Diameter Pipe n= 0.013 Length= 190.0' Slope= 0.0039 '/'
Reach 7R: SDMH with 30" Overflow Pipe
Hydrograph
-_...._ _.-. . .. ..----- .-. .....- ---------------.
❑Inflow
❑Outflow
60:
- - -Inflow Area=9.590 ac
55 , .. .. .. .._._. . . ,.,, . ..._... .......PeakDepth=2.50' .
50- .....__.. . .----- - ..__- -- -- - -... _....--
45- .. ...... Max:Vel 5.9 fps....
.... _....
46 ' ..... .... . . . 13=30.0"...
35. ..-.._ _....... _ -._....n=0:01.3...
3
.2 30 _ ........ 2706 cfs @12.17Ms ........ __._........ L=190.0'25- ...
- _ ---
S0.0= 039 '/'
20- __ ... --- -----
15_ _._._ ... -...- . .. .Capacity.=25.60 cfs.._-
. �}
0-.
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 111 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 43
HydroCAD@ 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Reach 8R: 60' Vegetated Swale
Inflow Area = 9.590 ac, Inflow Depth = 1.94" for 100 Yr. Storm event
Inflow = 25.60 cfs @ 12.78 hrs, Volume= 1.549 of
Outflow = 25.60 cfs @ 12.78 hrs, Volume= 1.549 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.7 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 0.6 min
Peak Depth= 0.54' @ 12.78 hrs
Capacity at bank full= 78.66 cfs
Inlet Invert= 15.00', Outlet Invert= 14.00'
10.00' x 1.00' deep channel, n= 0.030 Length= 60.0' Slope= 0.0167 '/'
Side Slope Z-value= 5.0 7'
Reach 8R: 60' Vegetated Swale
Hydrograph
Fo Inflow
28'. - - - - - - - 25 W cfs P 1z78 ms --.... -- ❑Outflow
26- _ _ zsW"s 1,12 Inflow Area=9.590 ac
22 _...--- - ------ ,:,.. _... Peak Depth=0_.54.........
20_ . . ---- . Max-Vet=3 7 fps
18- r ......
16 .. _.. � ... 0
. .
n .030
14, _ .... L=60 0' ..
3
12
__
10-1
- _.... ..
8-
...... Capacity=78.66 cfs
4: _. ....... . .. . ,$: ..
2
'd
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 1/124-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 44
HydroCAD® 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Inflow Area = 5.470 ac, Inflow Depth = 5.34" for 100 Yr. Storm event
Inflow = 41.59 cfs @ 12.14 hrs, Volume= 2.433 of
Outflow = 46.90 cfs @ 12.21 hrs, Volume= 2.090 af, Atten= 0%, Lag= 4.4 min
Discarded = 4.60 cfs @ 12.20 hrs, Volume= 1.199 of
Primary = 42.31 cfs @ 12.21 hrs, Volume= 0.891 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 28.92' @ 12.21 hrs Surf.Area= 11,031 sf Storage= 32,468 cf
Plug-Flow detention time= 37.4 min calculated for 2.089 of(86% of inflow)
Center-of-Mass det. time= 20.9 min ( 769.5 - 748.6 )
# Invert Avail.Storage Storage Description
1 19.00, 32,468 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 5,484 0 0
20.00 6,591 6,038 6,038
21.00 7,766 7,179 13,216
22.00 9,853 8,810 22,026
23.00 11,031 10,442 32,468
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.10' 24.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0041 T n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
4.00' Rise
Discarded OutFlow Max=4.60 cfs @ 12.20 hrs HW=23.03' (Free Discharge)
t-1=Exfiltration (Exfiltration Controls 4.60 cfs)
Primary OutFlow Max=42.26 cfs @ 12.21 hrs HW=28.91' (Free Discharge)
t2=Culvert (Inlet Controls 42.26 cfs @ 13.5 fps)
t3=Sharp-Crested Rectangular Weir (Passes 42.26 cfs of 421.04 cfs potential flow)

04022 ThreeOaks Type 111 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 45
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 3P: Infiltration Pond 1
Hydrograph
.. _ ..._ . ... .... ......_...................
wn....... as s0 c�sD1221 hrs __ . . . . . Di Ica detl
inflow Area=5 470 ac ❑
s. Primary
50_ ... 4159 Gs 14hrs
r= Peak Elev=28.92'
45- --- 42.31 cis 122t nrs
" ; " m Stora(ye=32,468 cf
40: jh ...... ..... ....
w30_ ' _........ .._ ..._ . . ..__._.....
3: 25- " ..._._ ,:'a• .. ' _..... __._._...... :....... . . '................__..
u 7
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type 1/124-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 46
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Inflow Area = 4.120 ac, Inflow Depth = 5.34" for 100 Yr. Storm event
Inflow = 31.33 cfs @ 12.14 hrs, Volume= 1.833 of
Outflow = 20.98 cfs @ 12.26 hrs, Volume= 1.587 af, Atten= 33%, Lag= 7.4 min
Discarded = 3.78 cfs @ 12.26 hrs, Volume= 0.929 of
Primary = 17.21 cfs @ 12.26 hrs, Volume= 0.658 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.92' @ 12.26 hrs Surf.Area= 9,064 sf Storage= 24,503 cf
Plug-Flow detention time= 37.0 min calculated for 1.583 of (86% of inflow)
Center-of-Mass det. time= 21.2 min ( 769.8 - 748.6 )
# Invert Avail.Storage Storage Description
1 19.00, 25,212 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 3,620 0 0
20.00 4,894 4,257 4,257
21.00 6,243 5,569 9,826
22.00 7,669 6,956 16,782
23.00 9,192 8,431 25,212
# Routing Invert Outlet Devices
1 Discarded 0.00' 0.025000 fpm Exfiltration over entire Surface area
2 Primary 20.00' 24.0" x 65.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.84' S= 0.0025 T n= 0.013 Cc= 0.900
3 Device 2 21.90' 6.0' long x 1.9' high Sharp-Crested Rectangular Weir 2 End Contraction(s)
1.00' Rise '
Discarded OutFlow Max=3.78 cfs @ 12.26 hrs HW=22.92' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 3.78 cfs)
MPrimary OutFlow Max=17.20 cfs @ 12.26 hrs HW=22.92' (Free Discharge)
L2=Culvert (Barrel Controls 17.20 cfs @ 5.5 fps)
t3=Sharp-Crested Rectangular Weir (Passes 17.20 cfs of 20.65 cfs potential flow)

04022 ThreeOaks Type 111 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 47
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 4P: Infiltration Pond 2
Hydrograph
_... .. _.. .... --- __ .. Inflow
81? eis 7, n OOl1Iow
- - ®Discarded
34
Inflow;Area; 4120=ac-;; �Prlmary
.- e.,
32-'
_ - --- -- __.._. Peak Elev=22.92r
28: - . .. . .. , ._' . . . . . . . .. Storage=24-503 cf24 . .
--- - ----- - -- --------
22; .....__ 1 .__. ......... ....__..... __-
20 18� ... _. -_.__ ....._ _. . _ - ..... __. __.. __... .........
t - 17,21 CIS 1226 nrs
ii i6i },
LL v _ __ ______ __
12- . . . . .. ...-_... ... .
10-
6' I j. J". cis 1226 . .
4'
2_ p,
11 12 13 14 15
Time (hours)

04022 ThreeOaks Type III 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 48
HydroCADO 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Inflow Area = 9.590 ac, Inflow Depth = 1.94" for 100 Yr. Storm event
Inflow = 26.12 cfs @ 12.19 hrs, Volume= 1.549 of
Outflow = 25.60 cfs @ 12.78 hrs, Volume= 1.549 af, Atten= 2%, Lag= 35.6 min
Primary = 25.60 cfs @ 12.78 hrs, Volume= 1.549 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 18.93' @ 12.78 hrs Surf.Area= 8,203 sf Storage= 15,829 cf
Plug-Flow detention time= 11.4 min calculated for 1.545 of(100% of inflow)
Center-of-Mass det. time= 11.4 min ( 762.9 - 751.4 )
# Invert Avail.Storage Storage Description
1 16.50' 25,439 cf Custom Stage Data(Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
16.50 4,854 0 0
17.00 5,495 2,587 2,587
18.00 6,856 6,176 8,763
19.00 8,300 7,578 16,341
20.00 9,896 9,098 25,439
# Routing Invert Outlet Devices
1 Primary 15.17' 30.0" x 57.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 15.00' S= 0.0030 '/' n= 0.013 Cc= 0.900
2 Device 1 16.50' 3.00' x 0.35' Vert. Orifice/Grate X 2.00 C= 0.600
3 Device 1 18.60' 16.0' long x 1.0' high Sharp-Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
4 Primary 19.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=25.58 cfs @ 12.78 hrs HW=18.93' (Free Discharge)
1=Culvert (Passes 25.58 cfs of 33.11 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 15.19 cfs @ 7.2 fps)
3=Sharp-Crested Rectangular Weir (Weir Controls 10.40 cfs @ 2.0 fps)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

04022 ThreeOaks Type 1/124-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 49
Hydro(DAD&7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 5/18/2004
Pond 6P: NHC Stormwater Pond #3
Hydrograph
FO Inflow
28-
. .. .......... 2612 d 12.19 Ms .. .. . _ - ...... ...... ... ..... ❑Primary
...... - 266ntls 1278�s Inflow Area=9 590 ac
zs- �<w
24. ..... ' ...._ _.Peak- Elev...18.93'....
.. ...... . . ......
. PO
- Storage=15,829 cf-
20-
w .
18-
c 14 ...._..._ ....... ..
LL ...- ._. _.._.. __.. ....... ____
10- _. . . ..... ..... .-.. .......... ..........
4-1
2: .
11 12 13 14 15
Time (hours)

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
THREE OAKS MIXED USE DEVELOPMENT
7750 MARKET STREET
NEW HANOVER COUNTY, NORTH CAROLINA
For
Three Oak Property, LLC
315 Friday Drive
Wilmington, NC 28411
[phone]
o�apeNeeeeeyo
o
as
e�
May 2004
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: [e-mail]
A & K Project No. 04022

I ,
NARRATIVE
PROJECT DESCRIPTION:
The project site is an 11.87 acre site located in New Hanover County, North Carolina at 7750
Market Street / US Highway 17. A mixed use development is proposed with paved parking and
access to Market Street / US Highway 17. The mixed use development will include a 6,000 SF
1-Story Retail Building, an 8,400 SF 2-Story Retail / Office Building, a 7,200 SF 2-Story Retail /
Office Building and 156 2-Bedroom Apartment Units. Phase 1 construction will include the 156
2-Bedroom Apartments. Phase 2 construction will include the Retail Building and the two (2)
Retail /Office Buildings.
Stormwater runoff from the site drains to Pages Creek, which is classified as an SA water body.
Therefore, stormwater runoff from the site will be treated in two (2) above ground stormwater
infiltration ponds designed to meet the State Stormwater Regulations for an SA water body and
a third stormwater pond designed to meet the New Hanover County Stormwater Ordinance. The
drainage area for the stormwater system design includes the Phase 1 and Phase 2 onsite area
and an offsite area, which is a portion of Market Street / US Highway 17 within the NC DOT
Right of Way.
The disturbed area / construction limits for the project consist of the Phase 1 and Phase 2 onsite
area and a portion of Market Street / US Highway 17 as required for offsite improvements
including a right.turn lane and utility work.
SITE DESCRIPTION AND INFORMATION:
As mentioned above, improvements will take place on the site as shown on the attached plans.
The majority of the site is cleared of underbrush but is heavily wooded with trees and sandy
soils. Existing trees on the site will remain to the extent possible. Grades on the site range from
0.10% to 10.00%. The stormwater runoff from the undeveloped site currently sheet flows to the
rear of the property.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control measures. Silt
fence shall be installed on the site prior to grading as shown on the attached plans. Erosion
control measures shall be installed around the drop inlets as shown on the plans to trap silt
during construction. Inspect the erosion control around the inlets after each rain to make repairs
as needed. Remove sediment as necessary to provide adequate storage volume for
subsequent rains. When the contributing drainage area has been adequately stabilized, remove
all materials and any unsuitable soil and either salvage or dispose of it properly. Bring the
disturbed area to proper grade, then smooth and compact it. Appropriately stabilize all bare
areas around the drop inlets. Gravel construction entrances will be provided as noted on the
plans. Maintain the gravel construction entrances in a condition to prevent mud or sediment
from leaving the site.

STORMWATER MANAGEMENT MEASURES:
The project site is located within New Hanover County, North Carolina. Land disturbing on the
site will exceed one acre, which requires the site to comply with the NC DENR State Stormwater
Regulations. In addition, the site will also have to comply with the New Hanover County
Stormwater Ordinance, which requires that the post development discharge rate shall not
exceed the pre-development discharge rate for the 2 year, 10 year and 25 year storms. This
narrative will focus on the aspects of the NC DENR State Stormwater design. Two (2) above
ground stormwater infiltration ponds have been designed to store and infiltrate the first 1.5-inch
runoff from the two (2) drainage areas
Drainage Area No. 1 is 5.47 acres. Drainage Area No. 1 drains into Stormwater Infiltration Pond
No. 1. Drainage Area No. 1 includes a small portion of offsite area within the NC Dot Right of
Way. Drainage Area No. 2 is 4.12 acres. Drainage Area No. 2 drains into Stormwater Infiltration
Pond No. 2. See the plans and calculations for a detailed design description of the above
ground stormwater infiltration ponds. Stormwater runoff from each drainage area above the 1.5-
inch volume will bypass each state infiltration pond through an offline bypass special junction
box. The stormwater runoff from each special junction box will be collected in a common storm
drain pipe, which discharges into a vegetated filter prior to flowing into the stormwater pond
designed to meet the New Hanover County Stormwater Ordinance. The discharge from the
stormwater pond designed to meet the New Hanover County Stormwater Ordinance will flow
through a second vegetated filter at the end of the outfall pipe prior to entering the existing site
outlet swale and offsite wetland.
An infiltration evaluation of the site was performed by Engineering Consulting Services, Ltd. on
August 22, 2003. A copy of the Infiltration Evaluation by ECS, Ltd. dated August 26, 2003 is
attached to the stormwater and erosion control calculations for review. The infiltration evaluation
includes information on subsurface soil and groundwater conditions at sixteen (16) hand auger
boring locations. Three (3) infiltration tests were also performed on the site. Subsurface soil
conditions, groundwater conditions and infiltration rates are included in the infiltration evaluation
for each infiltration test location. We visited the site with Vincent Lewis of NC DENR on
February 16, 2004 to review and confirm the infiltration evaluation results performed by ECS,
Ltd. Vincent Lewis advanced seventeen (17) hand auger borings to review the subsurface soil
and groundwater conditions. Vincent Lewis determined an approximate seasonal high
groundwater table depth at each hand auger boring location. A copy of a letter to the project
owner dated February 17, 2004 summarizing Vincent Lewis' findings is attached to the
stormwater and erosion control calculations for review.
CONSTRUCTION SEQUENCE:
The contractor will install the gravel construction entrances, silt fence and other erosion control
measures specified as required prior to beginning any grading operations. Disturbed areas will
be landscaped or stabilized within 15 days of disturbance.

MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for stability and operation
following every runoff-producing rainfall but in no case less than once every week. Any
needed repairs will be made immediately to maintain all practices as designed.
2. Install erosion control measures before beginning construction or as soon thereafter as
possible. All erosion and sediment control practices will be checked for stability and
operation following every runoff-producing rainfall but in no case less than once every
week. Any needed repairs will be made immediately to maintain all practices as
designed.
3. Maintain the gravel construction entrances in a condition to prevent mud or sediment
from leaving the construction site. The contractor shall inspect the construction
entrances on a daily basis. This will require periodic top dressing with additional No. 4
stone. Any objectionable materials spilled, washed, or tracked onto public roadways
shall be removed immediately.
4. Install erosion control measures around the drop inlets as shown on the plans to trap
silt during construction. Inspect the erosion control around the inlets after each rain and
make repairs immediately. Remove sediment when it becomes 0.50 deep to provide
adequate storage volume for subsequent rains. When the contributing drainage area
has been adequately stabilized, remove all materials and any unstable soil and either
salvage or dispose of it properly. Bring the disturbed area to proper grade and
appropriately stabilize all bare areas around the drop inlets.
5. Sediment will be removed from behind the silt fence when it becomes 0.5 feet deep at
the fence. The sediment fence will be repaired as necessary to maintain a barrier.
6. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within 15
days.
7. The stormwater ponds will act as sediment basins and will be cleaned out when the
level of sediment reaches 2.0 ft below the top of the riser. Gravel will be cleaned or
replaced when the sediment pool no longer drains properly.
8. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within 15
days.
9. All disturbed areas shall be seeded within 15 days of disturbance. All seeded areas will
be fertilized, reseeded as necessary and mulched according to specifications in the
vegetative plan to maintain a vigorous, dense vegetative cover.

10. More stringent measures shall be used to halt erosion if those shown on this plan are
not effective.
11. All erosion shall be controlled including side slopes before the project is completed.
12. Remove temporary measures upon completion of project. All permanent measures will
be well established before project closeout.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to prevent
the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property as required by State and Local regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at the
initiation of work, and have these measures reviewed and approved by the local permit authority
prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land disturbing
activities, provide permanent protective covering for disturbed areas. Temporary and permanent
erosion control measures shall be coordinated to assure economical, effective, and continuous
erosion and siltation control throughout the construction and post-construction period. Use the
specified seed for both temporary and permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping Red
Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm weather planting
and unhulled for cool weather planting. Purity of seed shall be a minimum of 98 percent and
germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal posts
spaced not more than 6 feet on center. The bottom of the fabric shall be buried a minimum of 6
inches.
2.8 Gravel for check dams shall be #57 washed stone.
2.9 Aggregate for construction entrance shall be #4 washed stone.

2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as
shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to work to
minimize erosion and siltation. Measures should include good construction practices, temporary
physical barriers to sediment travel, settling basins for new ditches, and establishment of
vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown or
directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site property or
excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive erosion
and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet and
wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh should be
installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000 gallons
per acre. Asphalt emulsion used for anchoring straw should be applied at a rate of
150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment from
the site. Clean silt fence of accumulated sediment after each rainfall event or when it exceeds a
depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall
consist of Class A rip rap at minimum two feet high and three feet thick across the watercourse,
with a one-foot thick layer of gravel on upstream side. Remove sediment if accumulated to a
depth of 1.0 feet at upstream face.

3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all unpaved
areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4 inches
and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous and fertilizer
shall be applied during the scarification process in accordance with the following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet of
the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4 inch. Regrade
and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore. Reapply as necessary to retain cover until grass is established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by 6
inches thick at each entrance to the site used by construction vehicles, until such time as the
permanent roadway is constructed. Remove soil if accumulated to a depth greater than 0.5
inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be maintained
until such time as vegetation is firmly established in the area protected by the structure.
Permanent streambank protection and grassed areas shall be maintained until completion of the
project. Areas that fail to show a suitable stand of grass or which are damaged by erosion shall
be immediately repaired.
END OF SECTION

JPN
JST
NORRIS, KUSKE & TUNSTALL JAKIII
CONSULTING ENGINEERS, INC. CLS
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902 Market Street •WiLnington, NC 28401 • 910/343-9653 • 910/343-9604 -Fax
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CONSULTING ENGINEERS, INC. John R.Andrew,P.E. J.Phillip Norris,P.E.
902 Market Street Wilmington,NC 28401-4733 John S.Tunstall,P.E. Neal W,Andrew,P.E.
910/343-9653 910/343-9604 Fax John A, Kuske,III,P.E. J.A.Kuske,P.E.of Counsel
w .andrewandkuske.com James T.Pyrite,P.E. C.Lawrence Sneeden,Jr.,P.E.
February 17, 2004
Mr. John Lare, Member RECEIVED
Three Oak Property, LLC FEB 2 2004
Wilmington,
Bngton, a Drive
Wilmington, NC 28411-9425
Re: Site Infiltration Evaluation
Three Oaks Mixed Use Development
7750 Market Street
New Hanover County, NC
A & K Project No. 04022
Dear Mr. Lare:
We met with Tom Tucker and Vincent Lewis, NC DENR Regional Soil Specialist at the Three Oaks
site on February 16, 2004 to review and confirm the infiltration evaluation results performed by
Engineering Consulting Services, Ltd. Vincent Lewis advanced seventeen (17) hand auger
borings in the approximate locations shown on the attached schematic plan. The seasonal high
groundwater table (SHGT) varied in the locations of the hand auger borings as shown on the
attached schematic plan.
The depth to the seasonal high groundwater table (SHGT) was shallower then anticipated. . Please
note that the State Stormwater Regulations and the New Hanover County Stormwater Ordinance
require a 2' minimum separation from the bottom of any proposed stormwater 'infiltration system to
the seasonal high groundwater table (SHGT). The State Stormwater Regulations allow soil fill on a
case-by-case basis to meet the required 2' minimum separation. Therefore, additional soil fill may
be required on the site.
Based on the soils encountered and the depth to the seasonal high groundwater table, Vincent
Lewis determined that the site would be acceptable for stormwater infiltration. We appreciate the
opportunity to assist you on this project. Please contact us with any questions or comments you
may have.
Sincerely,
ANDREW Sr KUSKE
C SULTING ENGINEERS, INC.
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Joh A. Kuske, III, P.E.
JAKllllasn 0402202-17-04-Itr
cc: Vincent Lewis/ NC DENR Regional Soil Specialist
Linda Lewis / NC DENR
Tom Tucker/ Three Oak Property, LLC
Dave Sweyer/ Century 21 Sweyer & Associates
Adam Rahhal / New Hanover County Engineering Dept.

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