SW8061216_HISTORICAL FILE_20070608

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 ()101200
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

�QF W P.AT6 Michael Easley,Governor
William G. Ross.h.,Secretary
North Carolina Department of Environment and Natural Resources
Colcen 11.Sullins, Director
Division of Water Quality
June 8, 2007
Dale Boyd, M.D.
Cape Fear Sports Medicine, P.A.
5710 Oleander Drive, Suite 108
Wilmington, NC 28403
Subject: Stormwater Permit No. SW8 061216
Cape Fear Sports Medicine
High Density Project
New Hanover County
Dear Dr. Boyd:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Cape Fear Sports Medicine on June 8, 2007. 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 061216
dated June 8, 2007, for the construction of the subject project.
This permit shall be effective from the date of issuance until June 8, 2017, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone],
Sincerely
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/arl: S:\WOS\STORMWATER\PERMIT\061216.jun07
cc: Garry Pape, P.E., Withers & Ravenel
Tony Roberts, New Hanover County Building Inspections
City of Wilmington Development Services
Beth E. Wetherill, New Hanover County Engineering
Linda Lewis
Wilmington Regional Office No
Central Central Files �;w/l/wi!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Scrvice
Wilmington Regional Office Internet: www.ncwaterguality.om Fax [phone]
An Equal OpportunitylAffrmative Action Employer—50%Recycled110°/Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 061216
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
Dr. Dale Boyd
Cape Fear Sports Medicine
6019 Oleander Drive, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of an underground infiltration trench in
compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the
"stormwater rules") and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of
Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until June 8, 2017, 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 in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 38,175 square feet of
impervious area. The infiltration trench must be operated with a 30 foot
vegetated filter.
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.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 061216
6. The following design criteria have been provided in the infiltration trench and
must be maintained at design condition:
a. Drainage Area, acres: 1.10
Onsite, ft2: 47,877
Offsite, ft2: 0
b. Total Impervious Surfaces, ft2: 38,175
C. Design Storm, inches: 1
d. Trench Bottom Surface Area, ft2: 4,100
e. Perforated Pipe Diameter/Length: 15" / 1,638 (ADS N-12 H-25)
f. Bottom Elevation, FMSL: 19.5
g. Bypass Weir Elevation, FMSI3: 21.49
h. Permitted Storage Volume, ft : 4,171
i. Type of Soil: Leon
j. Expected Infiltration Rate, in/hr: 6
k. Seasonal High Water Table, FMSL: 17.5
I. Time to Draw Down, hours: <3
M. Receiving Stream/River Basin: Bradley Creek / CPF24
n. Stream Index Number: 18-87-24-4-(1)
o. Classification of Water Body: "SC HQW #"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
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 bypass structure, filter media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass 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. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 061216
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built-upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
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 completed name/ownership change form signed by the parties involved,
and other supporting documentation as listed on page 2 of the form. The
approval of this request will be considered on its merits and may or may not be
approved. The permittee is responsible for compliance with all permit conditions
until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 061216
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.
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 in writing of any name, ownership or
mailing address changes within 30 days.
Permit issued this the 8th day of June 2007.
NORTH ROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
J�
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 061216
Cape Fear Sports Medicine
Stormwater Permit No. SW8 061216
New Hanover County -
Designer's Certification
I, , as a duly registered in the .
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 061216
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Tony Roberts, New Hanover County Building Inspections
Page 7 of 7

l
OFFICE USE ONL;y
Date R ceived Pee Paid I Permit Number
S-7 /
State of North Carolina
Department of Environmental and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation, individual, etc. wbo owns the project):
Cape Pcar Sports Medicine, P.A.
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Dr. Dale Boyd, Owner
3. Mailing Address for person listed in Item 2 above:
5710 Oleander Drive, Suite 108
City: Wilmington State: NC Zip: 28403
Telephone Number: [phone]
4. ProjectName(subdivision, facility, or establishment name—should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Cape Pear Sports Medicine
5. Location of Project(street address):
Corner of Bagley Avenue and Oleander Drive, City of Wilmington, North Carolina &0/9 Oleonde-6r
City: Wilmington County: New Hanover
6. Directions to project(from nearest major intersection):
From College Road, take Oleander Drive Approx. 2.7 Miles east site is on the left
7. Latitude: 340 IT 35" N Longitude: 770 50' 23" W of project.
8. Contact person wbo can answer questions about the project::
Name: Carry S. Pane. PE "relephone Number: ( 910)256-9277
H. PERMIT INFORMATION:
I. Specify whether project is(check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page I of

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue dale(if known)
3. Specify the type of project(check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
CAMA Major Sedimentation/Erosion Control 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. 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.
Stormwater will be treated by the use of an underground infiltration system
2. Stormwater runoff from this project drains to the Cape pear River Basin.
3. Total Project Area: 1.78 acres.
4. Project Built Upon Area: 49.3 %.
5. I-low many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach and additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area I Drainage Area 2
Receiving Stream Name Bradley Creek
Receiving Stream Class Sc HOW IF
Drainage Area 47,877 sf 1.10 ac
Existing Im envious*Area - 0 -
Pro osed Impervious* Area 38,175 sf—0.88 ac
% Impervious* Area(Total) 79.7%
Impervious* Surface Area Drainage Area I Drainage Area 2
On-Site Buildings 9,553 sf
On-Site Streets - 0 -
On-Site Parkin g/Pavement 22,052 sf
On-Site Sidewalks (Concrete) 1,563 sf
Other On-Site(Permeable 8,345 sf use 60% =5,007 sf
Pavement
Off-Site - 0 -
Total: 38,175 sf—0.88 ac
*Impervious area is defined as the buill upon area including. but not limited to, buildings, roads,parking areas,
sidewalks,gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of

7. How was the off-site impervious area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
"rhe following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, out parcels,and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size, and the allowable built-upon area for each lot must be provided as an
attachment.
1. The f Blowing covenants are intended to ensure ongoing conqViance with slate stormwater management
permil number as issued by the Division of Water Qualily. These covenants may not
be changed o•deleted without the consent of the Slate.
2. No more than square feel of any lot shall be covered by structures at-impervious materials.
Impervious materials include asphall, gravel, concrete, brick, stone, slate or similar material bid not include
wood clocking or the water suface of swimming pools.
3. Sivales shall not be filled in,piped, or altered except as necessay to provide driveivay crossings.
4. Built-upon area in excess of the permitted amount requires a state slormwater mcnrage new permit
moclificalion prior-to construction.
5. All permitted rmuff from the outpcn•cels a•fhdure development shall be cIn•ected inla 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 perrrrined.
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
l7orm 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

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.
I. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Ini Is
• 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 tee of$420 (payable to NCDENR) 1r�
• Detailed narrative description of stormwater treatment/management 1�
• Two copies of plans and specifications, including: ,p
- Development/ Project name
- Engineer and firm
- Legend
-North arrow
- Scale
- Revision number& date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf; please complete this section.
Designated agent(individual or firm): Withers & Ravenel, Inc.
Mailing Address: 7040 Wrightsville Ave Suite 101
City Wilmington State: NC Zip: 28403
Phone: [phone] Pax: [phone]
VIII. APPLICANT'S CERTIFICATION
1, (prini or ivpe name of1mrson listed in General L formation, Item 2) Dr. Dale Bovd
ceitifv that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions and
protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 211'1000.
Signature: 4J\ Date:
Form SWU-101 Version 3.99 Page 4 of

SW8 061216 Cape Fear Sports Medicine
Subject: SW8 061216 Cape Fear Sports Medicine
From: Linda Lewis <[e-mail]>
Date: Fri, 08 Jun 2007 11:41:36 -0400
To: Garry Pape <[e-mail]>
Garry:
The USACOE Jurisdictional determination referenced in your transmittal letter of
Mach 19, 2007, was not included in the package I received. Can you send that in or
fax it to me?
Thanks,
Linda
I of 1 6/8/2007 11:41 AM

a O�7
V1,2 email
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id.SAW-2007-1039-065 County: New Hanover U.S.G.S.Quad: Wriehtsville Beach
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner/Agent: Cane Fear Sports Medicine,LLC
Address: 5710 Oleander Drive,Suite 108
Wilmington,NC 28403
Telephone No.: _
Property description:
Size(acres) 1.76 Nearest Town Wilmington
Nearest Waterway UT to Bradley Creek River Basin Cape Fear
USGS HUC 03030001 Coordinates N 34.2100 W 77.8398
Location description The two adiacent parcels are located at 124 and 128 Bagley Avenue,near an unnamed
tributary to Bradley Creek,in Wilmington,NC.
Indicate Rrhich of the Following Apply:
A. Preliminary Determination
_ Based on preliminary information,there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army(DA)jurisdiction. To be considered final,a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process(Reference 33 CFR Part 331).
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations,this determination may be relied upon for a period not to exceed five years from the date of this
notification.
There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water
Act(CWA)(33 USC§ 1344). Unless there is a change in the law or our published regulations,this determination may be
relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload,the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation,you may wish to obtain a consultant..To be considered final,any delineation must be verified by the Corps,
The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion,this survey should be reviewed and verified by the Corps.
Once verified,this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which,provided there is no change in the law or our published regulations,may be relied upon for a period not to exceed
five years.
_ The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on_. Unless there is a change in the law or our published regulations,this
determination may be relied upon for a period not to exceed five years from the date of this notification.
X There are no waters of the U.S.,to include wetlands,present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act(33 USC 1344). Unless there is a change in the law or our
published regulations,this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Wilmington,NC,at(910)796-7215 to determine
their requirements.
Page 1 of 2

Action ID: SAttl - a004. 1037. 0CP
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act(33 USC§ 1311). If you have any questions regardingthis
determination and/or the Corps regulatory program,please contact Jennifer Fry at 910-251-4923.
C. Basis For Determination
This site is comprised entirely of uplands. This determination is based on information submitted by Withers&
Ravenel on 3115/2007.
D. Remarks
E. Appeals Information (This Information applies only to approved jurisdictional determinations as indicated in
B.above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination,you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process(NAP)fact sheet and request for appeal(RFA)form. If you request to appeal this
determination you must submit a completed RFA form to the South Atlantic Division,Division Office at the Following
address:
Mr.Michael F.Bell,Administrative Appeal Review Officer
CESAD-ET-CO-R
U.S.Army Corps of Engineers,South Atlantic Division
60 Forsyth Street,Room 9MI5
Atlanta,Georgia 30303-8801
In order for an RFA to be accepted by the Corps;the Corps must determine that it is complete,that it meets the criteria for
appeal under 33 CFR part 331.5,and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form,it must be received at the above address by 5/16/2007.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date 03/16/2007 Expiration Date 03/1612 12
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so,please complete the attached customer Satisfaction Survey or visit
http•//www.saw.usace.anny.mil/WETLANDS/index.btmi to complete the survey online.
Copy famished:
Noelle Lutheran,DENR-DWQ,Wilmington Regional Office, 127 Cardinal Drive Ext.,Wilmington,NC 28405.
Troy Beasley,Withers&Ravenel,7040 Wrightsville Avenue, Suite 101,Wilmington,NC 28403
Page 2 of 2

V
WITHERS &— RAVENEL LCf�(1CGd00FTRA 1SSMUTAL
ENGINEERS IPLANNERS ISURVEYORS
7040 Wrightsville Avenue,Suite iol DATEo /i /200 IoeNo. 0 3050 1.01
ATTENTIONLinda Lewis
WILMINGTON,NORTH CAROLINA,Iz8q_O "7 rq��
-� . VHONEA 6
[phone] RE:
-7335
FAX(9io) 256-2584 MAR 1 19 ?nn7 Cape Fear Sports Medicine
Tom'__ SW8 o61216
To: Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU ❑Attached ❑ Under separate cover via the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑Copy of Letter ❑ Change order ❑ Diskette ® Other
COPIES DESCRIPTION
2 Revised sets of plans for stormwater permit
1 Revised copy of Page 2 of 4 of Form SWU-io
1 Revised 0&M Agreement for Permeable Pavement
1 USACOEIurisdictional Determination
1 Comment Response Letter
i ADS N-12 pipe Specifications
THESE ARE TRANSMITTED as checked below:
® For approval ❑Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑Approved as noted ❑ Submit _copies for distribution
❑As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
For approval.
COPYTO: File SIGNED: Garry S. Pape, P.E.
ffencfosums am not as noted,kindly notify us at once.

WITHERS RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
March 19, 2007
NCDENR RECEIVED
Division of Water Quality
127 Cardinal Drive Extension MAR 19 2007
Wilmington,North Carolina 28405
c/o Ms. Linda Lewis DW
Plil)J# S W S D I21�
Re: Cape Fear Sports Medicine
Stormwater Application #SW8 061216; Request for Additional Information
Ms. Lewis:
We have received your comments, dated February 19, 2007. The following notes outline
our responses to your comments and address how the comments have been addressed,
and identify the changes to the plan:
1. Please provide a copy of the concurrence letter from the ACOR regarding the
• absence of wetlands on the site.
Response: A copy of the USACOE Jurisdictional Determination is
attached.
2. Please provide a dimensioned trench layout plan. ]am unable to verb the
amount of piping or the volume provided in the system until this information is on
the plans.
Response: A detailed trench dimension layout has been provided on sheet
C-3.
3. Please recalculate the volume provided in the system. Since the SIJWT has been
set at 17.5, the bottom of the system can be no lower than 19.5, but the actual
gravel bottom of the trench is 19.17. Please raise the gravel bottom of the trench
to 19.5 and recalculate the volume. Since the overflow elevation is 21.49, the
trench depth to be used in the volume calculations and reported on the
supplement form it 1.99 feet.
Response: The trench depth has been revised to be 1.99 feet on the
supplement form and on sheet dimensions have been revised. For calculation
purposes the bottom of the trench is the bottom of the pipe. The 19.17
elevation is the bottom of the bedding for the pipe and is not included as part
of the trench depth calculations.
7040 Wrightsville Avenue,Suite lm Wilmington,North Carolina 28403 tel:[phone] fax:[phone]
www.witherstavenet.com

WITHERS &- RAVENEL
ENGINEERS 1 PLANNERS I SURVEYORS
4. Since the trench width and length are variable, please report the sulfate area of
the trench on the supplement form in place of the length and width.
Response: The area of the trench has been shown on the supplement
form.
5. Please add the nearest intersection of two major roads to the vicinity map. A
major road is any 1, 2 or 3 digit NC, US or interstate highway.
Response: The vicinity map has been revised, as requested.
6. Please label the grated and solid cover detail sections as "A" and "B" to
correspond to the bypass structure detail.
Response: The detail has been revised, as requested.
7. Please add a statement to the plans that the area under the pervious pavement
may NOT be compacted.
Response: A note has been added to Sheet C-5 (Note#9), as requested.
8. Please add another statement to the plans that all roof drainage must be directly
connected to a catch basin in the parking lot. Roof drainage may not drain
directly onto the pervious pavement.
Response: A note has been added to Sheet C-5 (Note#10), as requested.
9. Please demonstrate that the proposed trench design is able to withstand H-20 live
loading without compacting.
Response: ADS N-12 pipe is specified for the infiltration trench. This
pipe is designed to support H-25 loading with 12" of cover(see page 3 of
attached ADS brochure).
10. Who will be installing the pervious pavement system? Please provide name,
mailing address and phone number. Only professional installers who know what
they're doing can install pervious pavement systems.
Response: Tim Barnes is the General Contractor. Bids for
subcontracting will not be issued until all permits for the project have been
obtained. Tim has worked with the NC State Cooperative on permeable
pavement systems in the past and it is anticipated that S&ME will provide
continuous inspection throughout the project. More detailed information
will be provided to DWQ as it is made available.
7040 Wrightsville Avenue,Suite tot Wilmington,North Carolina 28403 tel:9t0-256-9277 fax:[phone]
www.withersravenel.com
I1

.i WITHERS & RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
11. Because tut fstone is being proposed please add another O&M item. The green
space between the concrete strips of turfstone can become compacted and stop
infiltrating. The material in those green spaces will need to be loosened and
replaced as needed to assure continued infiltration. Vacuuming alone will
probably not accomplish this.
Response: This item has been added to the O&M Agreement for the
Permeable Pavement and the owner is aware of this.
l trust the responses to the comments will adequately address your concerns. Please
contact me immediately at 910-256-9277 or ape a,withersravenel.com if you have any
questions or require additional information.
Sincerely,
WITHERS &-RAVENEL, INC.
Garry S. Pa E.
Project Ma ager
7040 Wrightsville Avenue,Suite ioi Wilmington,North Carolina 28409 tel:[phone] faz:910-256-2584
www.withersraven elxom

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Every day for more than 30 years, without compromising the pipe's Water-tight joint. Incorporating
Advanced Drainage Systems corru- excellent strength-to-weight ratio. Its patented technology developed in the
gated high density polyethylene performance and economy have led aerospace industry, N-12 WT IB pipe
(HDPE) pipe has been building its to rapid acceptance by contractors adds two important features to the
reputation for economy, durability, and engineers, and official approval N-12 soil-tight pipe design. The seal-
and superior performance in gravity- by state and municipal agencies. ing area of the bell is reinforced with
flow drainage applications. During the a proprietary 2"(50mm)ceramic/poly-
1970's and 1980's, ADS single wall RaV0111.bC=y JO r&V mer composite collar which improves
pipe became the preferred product for WCt1rXkg/ the joint's integrity and dimensioinal
agricultural, mining,turf/recreation, Years of research and testing have control. Secondly, a proprietary gas-
and residential drainage markets. produced soil-tight and water-tight ket designed to maximize sealing ref-
systems providing unsurpassed joint erence and meeting ASTM F477, is
N-129 Pipe(4"-60")(100-1500mm) integrity,with built-in bell joints and factory installed into the spigot. The
The hydraulic capabilities of the fast push-together installation. result is a design that meets or
product were significantly improved exceeds ASTM D3212 lab test and
in 1987 when ADS introduced the first Soil-tight joint. N-12 ST IB pipe, ASTM F1417 water-tight field test
HDPE drainage pipe to combine an delivered with an integral bell and requirements, and fills an essential
annular corrugated exterior for spigot joint, meets the most stringent role in complying with the stricter
strength with a smooth interior wall soil-tight requirements. The bell demands of new EPA water quality
for maximum flow capacity. Named design resists distortion, chipping or guidelines.
for its excellent Manning's"n" rating cracking, and spans three corruga-
of 0.012. N-12 pipe was designed tions, exceeding AASHTO M294 rec- APPUCGtions
specifically for storm sewers, high- ommendations. The in-line bell N-12 pipe meets the requirements for
ways, airports, and other engineered design eliminates the need to dig bell Type S pipe under AASHTO M 252
construction. Through extensive field holes in the trench. Joints are sealed and M 294. This product can be
and university testing, ADS engineers by a factory-installed rubber gasket specified for culverts, cross drains,
were able to refine the corrugated that meets all requirements of ASTM storm sewers, landfills, and other
wall design for larger diameters F477. public and private construction.
J'
' BELL SPANS THREE CORRUGATIONS FOR
' MAXIMUM JOINT PERFORMANCE
I RAKED BELL AND SYMMETRIC RUBBER GASKET
TAPERED SMGOT FOR { r r
EASY INSTALLATION MEETS ASTM F477 1 J I I 11 i tv
,I
EXTRA-TIGHT FIT FOR MAXIMUM
HYDRAULIC PERFORMANCE' ..a:
FLARED BELL SPANS TMiEE CORRUGATIONS INURE BELL O.D.ELIMINATES
FOR MAXIMUM JOINT PERFORMANCE BELL HOLES IN THE TRENCH t r
q
TAPERED SMOOT MARES - CERAMIC YMER COMPOSITE ADDS
INSTALLATION EASY STRENGTH AND DIMENSIONAL CONTROL
y Q .
• `s.:
5. PATENTED SEAUNGFO GASKET,AND
INCREASES SEALING FORCE AND {u
' MEETS ASTM FXTI.
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iOrC.l' • i•1 ;•r� • � ' . O;
Gone are the days when plastic pipe the values for N-12 pipe are basically FCtst ir]StallCdiM
was specified only for cost reasons. the same as those yielded on previ-
Advances in polymer science and ous tests of reinforced concrete pipe. Long 6m (19' 8") lengths mean fewer
structural design have created a On the other hand, the"n" ratings for joints. (N-12 pipe is also available in
product that has actually outper- corrugated metal pipe are consider- 13 ft. lengths for smaller trench
formed and outlasted concrete and ably higher, and are predicated on boxes.) Soil-tight or water-tight con-
metal pipe while maintaining its the pipe running full to develop the nections are quick and easy with inte-
cost advantage. By any measure, spiral flow. gral gasketed bell and spigot joints.
ADS Nrd
12 pipe compares favorably to The pipe cuts easily and does not
entional materials. Light We]CPub need to be beveled for joining. In typ-
ical trench depths of 6 to 10 feet, con-
HDPE pipe is up to 30 times lighter tractors report installation rates rang-
than concrete pipe, making it far easi- ing from 1,200 feet per day of 15"-24"
flexible conduit, HDPE pipe with- er to transport and handle. On-site pipe to more than 400 feet per day of
s vertical pressure by transfer- abor and equipment requirements 60" pipe.
ost of the load to the surround- are reduced, with a corresponding
oil. N-12 pipe will support H-25 reduction in the potential risk of injury.
ads with 12"minimum cover'
E-80 loads under 24"cover.
mum cover will vary with design
itions, but can usually be speci- ..HowHDPE • �.
p to 60 feet. In controlled tests, • • •'t O • •
has performed well at fill heightsre than 100 feet.pipe re uires 2' cover for H-25 loads. N-12 ® Reinforced Concrete ❑Corrugated Steel
Durability 0.024 3.53.0
High density polyethylene is an 0.022 2.5 --
extremely tough material that can 0.020 2 0 —
easily withstand the normal impacts 6
involved in shipping and installation. 0.018 0
It is highly resistant to chemical attack 0.016 -nos'Nazf
0.5
and is unaffected by soils or effluents 0.014 ' 0
with pH ranges from 1.5 to 14.
0.012 ' 200,000 400,000 600,000
HDPE's ductility and molecular struc- 0.010 Number of Load cycles
ture result in excellent resistance to Abrasion Resistance
abrasion. Polyethylene pipe shows Hydraulic Efficiency (Material Loss Rate in Mils)
less than 20/o of the material loss of (Manning's"n"at Mid-Range
concrete pipe in abrasive environ- Flow Velocity)
ments, and is often specified for
harsh mine slurries and as a slip liner 1e" e0 yrs 76 yrs.-76 yrs.
for deteriorated culverts. 14
13
Hydraulic efficiency 6 .
60 yrs.
The smooth interior of N-12 pipe pro- y 40 yrs. ao y a.
vides superior flow characteristics. 6 E �I
Tests on various sizes of N-12 pipe -:4 1
show Manning's"n"values ranging 20 yrs. =
from 0.010 to 0.013. (It should be 16
noted that"n"values tend to increase
with slower velocities and larger pipe Anticipated Service Life
Corrosion Resistance TSP requires protective coating
sizes.) The chart below indicates that (Recommended pH Range)
3

The material cost of HDPE is extremely 2. Hinged split couplers and fabri- uystaAation
competitive with concrete and corru- cated fittings provide cost effec- D2C ORT1IT1enAoT15
gated metal. When installation costs tive connections for normal
are factored in, the savings start to drainage installations. ADS can Proper installation is perhaps the
multiply. fabricate virtually any fitting as long major determinent of long-term per-
• Polyethylene's light weight cuts as it meets engineering standards. formance of any drainage pipe, and
shipping charges. More lengths of 3. Injection molded HDPE the basic procedures and precautions
pipe per truck means fewer delivery couplers are available on fittings for corrugated polyethylene pipe are
loads. and repair couplers to meet speci- in fact quite similar to those for con-
• Fewer people are needed for on-site fic joint performance requirements crete and metal pipe.
unloading and handling. and provide installation savings.
• Heavy equipment requirements are Just align the pipe or fitting sec- N-12 pipe is a flexible conduit which
educed. lions, lubricate the bell and spigot, transfers live and dead loads to the
and push together. surrounding soil. Particular care is
• Long lengths are easy to handle and
require fewer joints. 4. Small diameter injection molded therefore required in bedding, backfill-
fittings. A complete line of fittings ing and compaction, and in the selec-
A recent survey of state Departments including tees,wyes, elbows, cou- tion of backfill material.Class I, II, or
of Transportation revealed that reduc- plers and reducers are available in III soils may be used for backfill, and
tions in installed cost for HDPE pipe 4"-12" (100-300mm)diameters for should be compacted to at least 90%
were 12 to 38 percent compared to both soil tight and water tight appli- Standard Proctor Density.
concrete, and 5 to 28 percent vs. cor- cations.
rugated steel. Instructions for underground installa-
5. Series 359,thermo-molded PVC tion of plastic drainage pipe are con-
A choice of joining systems sanitary fittings meet the 10.8 psi tained in ASTM D 2321, AASHTO
pressure testing requirements of Section 30 is recommended for high-
1. Integral bell-and-spigot joints. ASTM D 3212. Selection includes way applications. Specific instructions
N-12 ST IB and N-12 WT IB pipe couplers,tees, wyes, elbows, caps
(see page 2) are engineered for and adaptors,each fitted with a rub- for N-12 pipe are detailed in ADS
fast installation of long straight ber gasket.The fittings connect not Product Note 3.115, "Installing N-120
sewer lines that require soil-tight or only corrugated HDPE pipe, but also Storm, Sanitary Sewer and Culvert
water-tight joint performance. PVC, concrete and other materials. Pipe".
•i • •i • : Rbricated nieCtloh Molded • - Scattar
Drainage FifthM Fittings
0
VMS
I .
AW& ABU
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4

Diameter Minimum Pipe Stiffness(psi)
1iP!1p1
n) (mm)
It 4"-12" 100-300 50
•1 • Velocity15" 380 42
18" 450 40
0.017 I——r---- -----,— ) 24" 600 34
12"N-12 30" 760 28
\ ._`.___ _. _______Y4••N_12 36" 900 22
0.012 l ---36"N-12 42" 1060 19
48" 1200 17
y 60" 1500 14
c _
c
—� Weight Compicpson
0.010 _...._..-- --.-
„ Pounds per Foot
1 3 5 7 9 /1 13 15 17 19 21 Pipe Dla. N-12 Concrete' Corrugated St0o12
Velocity,fps (in") (mm)
4" 100 .45 N/A N/A
Source: Tests at Utah State University 6" 150 .85 N/A 6
8" 200 1.5 N/A 7
10" 250 2.0 50 9
Reconunended •1 • 12" 300 3.2 79 11
for E.-`i • 15" 380 4.6 103 13
18" 450 6.4 131 16
Pipe Cie. Reinforced Corrugated 24" 600 11.5 264 19
(In) (mm) Concrete' Steel1,2 30" 760 15.4 384 24
4"—10" 100-250 .010 N/A .024 36" 900 18.1 524 29
42" 1060 25.3 686 34
12"-15" 300-380 .012 .012 .024 48" 1200 31.3 867 38
18"-36" 450-900 .012 .012 .024 60" 1500 46.3 1295 60
42"-60" 1060-1500 .013 .013 .024
1 Class B pipe 2 16 gauge steel
1 Source: 'Hydraulic Design of Highway Culverts"
Federal Highway Administration,HDS No.5 . • f OO on M •1 • 01 •
2 2 213 x 12 corrugation pattern
AASHTO M 262,Standard Specification for Corrugated Polyethylene
Pipe,75mm to 250mm Diameter(3"-10")
Height • • - AASHTO M 294,Standard Specification for Corrugated Polyethylene
Pipe,300mm to 1200mm Diameter(12"-60")
AASHTO Section 30,Construction Standard,Thermoplastic Pipe
Minimum Cover: ASTM D 2321,Standard Practice for Underground Installation of
H-25 loads:12""(300mm) E-80 loads: 24"(600mm) Thermoplastic Pipe for Sewers and Other Gravity Flow Applications
Maximum Cover. Typically 50-60(15-18m)feet but will ASTM D 3212,Standard Specification for Joints for Drain and Sewer
vary depending on application and engineering design. Plastic Pipe Using Flexible Elastomeric Joints
ASTM F 1417,Standard Test Method for Installation Acceptance of
Notes: Plastic Gravity Sewer Lines Using Low-pressure Air
1.Cover heights are measured from the top of the pipe. ASTM F 477, Elastomeric Seals(Gaskets)for Joining Plastic Pipe
2.Calculations based on load factor design per AASHTO procedures.
ASTM F hyle Standard Specification for Large Diameter Corrugated
3.Assume soil density of 1201bs./cu.n.
4.Backfill compacted to minimum 90%density per AASHTO T-99. Polyethylene Pipe and Fillings
5.If a hydro-hammer is used for compaction,at least 48"It of CANICSA B162.8,Storm Sewer and Drainage Pipe and Fittings
cover must be provided. Polyethylene
60"pipe requires 2'cover for H-25 loads.
5

0 � � •I OII� � •1 � 'ti a fi;lM •:''4 � �' �' �1'
PennDOT Deep ly since a sample of concrete pipe five use of the land, this investment
Burid Study failed rather quickly under 65 feet in pays significant dividends over its life-
the same embankment. The study time.
In 1987, the Pennsylvania Depart- results have led PennDOT and other
ment of Transportation initiated what state transportation agencies to con- N-12 pipe plays a critical role in the
is believed to be the most ambitious clude that existing maximum fill design of a complete stormwater sys-
research project ever attempted by height requirements for HDPE pipe tem. By connecting to surface
the plastic pipe industry. A total of are conservative and may be drainage structures like our
576 ft. (175m)of 24" (600mm) corru- increased under certain project . Nyloplast®drain basins, collected
gated HDPE pipe (both standard sin- design conditions. storm water feeds into a complete
gle wall and N-12 pipe)were buried retention or detention system using
at depths exceeding 100 feet(30m) in Urkle d N-12 pipe for distribution and storage.
an embankment under Interstate 279 2 By taking advantage of N-12 pipe's
SY
near Pittsburgh. Researchers from Retention/Detention superior abrasion and corrosion resis-
the University of Massachusetts J�rns tance, integral soil tight or watertight
administered the test, which sought to joints, and it's design flexibility for
determine the performance limits of As real estate costs continue to esca- water quality structures, it is no won-
HDPE pipe under extreme loads. late, developers and design engi- der engineers and architects readily
<� •^ vh ' neers strive to maximize the potential choose'N-12 pipe for all their
of available land. Add to this the stormwater management needs.
ever-increasing variables of govern-
ment Neighborhood storm
regulations, environmental g
rra impact and safety, one quickly recog- sewer project installs
nizes the challenges that come with easily
commercial and residential site devel-
opment.
}"} For nearly 20 years ADS has been
assisting landowners increase the
'0 value of their investments by desi n- f
}- ing underground stormwater manage- '
ment systems as an economic alter-
8 native to retention ponds. No longer
are designers limited to high-mainte-
Electronic and hydraulic systems nance ponds along with their inherent „tbi r
have been monitoring many aspects aesthetic and safety issues. By treat- Y
of pipe performance, including wall ing subsurface retention or detention" '
strain, deflection, soil pressure and systems, previously unusable land
soil strain. The results to date are can now be used for other applica-
impressive. Despite the tremendous tions such as parking lots, playing After 25 years of persistent flooding,
soil load, the total of pipe deflection fields and green spaces. With mini- the residents of the Lakeview subdivi-
and circumferential shortening is just mal maintenance costs and produc- sion of Madison Township, Ohio,
4.3%, and has remained constant applied for state public improvement
since the second year of the test. In
ears after the initial instal- :(Y, z. funds to install a modern storm
2002, 15
Y s drainage system. Of all the materials
lation, a full inspection was conduct- bid, only the HDPE system fell within
ed. The pipe was unchanged from the the funding limit.
last inspection completed in 1997
PennDOT has provided the full report The installation included 5,000 ft.
to the Federal Highway Administra- " (1520m)of ADS N-12 pipe(12"to 36")
tion for their distribution and use. (300-900mm) and was accomplished
fi well within the deadline and the limit-
PennDOT officials view the pipe's ed budget. Since then, flooding com-
performance under these severe soil plaints have been non-existent,
pressures as very positive, particular- despite a 100-year rain event in 1993.
6

t
Five years later, ADS cooperated in (760mm) pipe, polyethylene was the walls, and the comparatively loose
an internal inspection by an indepen- hands down winner. It should save us placement of fill above and around
dent pipe cleaning company using a at least 15 percent in material and the pipe. The theory was that the set-
remotely controlled television camera, installation costs compared to rein- tling of this loose overhead fill would
Three hours of video tape revealed forced concrete pipe. An 80-ft. (24m) promote soil arching of the ore, plac-
no abnormalities with the 2,400 feet run of PE requires three joints,while ing the main load on the compacted
(730m)of sewer line inspected—no RCP needs ten.Two people can lay areas on either side of the pipe. A
damage, no misaligned joints, no the 20-ft., (6m) sections in the trench test installation proved the theory's
changes in line and grade. and just'pop'them together." viability, and three 1,000 ft. (300m)
Since the Lakeview installation, Designers selected ADS N-12 ST IB runs of 24" (600mm) N-12 perforated
Madison Township has specified pipe with its integral bell-and-spigot Pipe were installed on the site of the
N-12 pipe on several other large joining system. The even profile of ore stockpile. Several months later,
the initial covering of ore was in
drainage projects. Officials point to this pipe eliminates the need for sep-
HDPE's ease of handling, and believe arate"digouts"to accommodate the Place, and the acid leaching process
that it performs as well or better than protruding bell on standard pipe. The was begun. After four years,the pile
the concrete and metal pipe used pipe's toughness is another time- has reached several hundred feet,
previously. saving factor, according to the coordi- and the three N-12 pipelines are per-
forming flawlessly, delivering 35,000
Lakeview was also the first HDPE gpm (132,500 Ipm) of copper
(30m) and nothing will happen to it. If
sewer installation for the contractor, the bell on concrete pipe is hit, the leachate to the processing center.
who cites several advantages of the joint is gone and we have to get a
lighter weight pipe: use of smaller new section." Special School installs
equipment,which made it easier to complex but economical
negotiate the narrow right-of-ways ih d dr
New trench system
with numerous trees; less risk of g
damaging the streets; the 10 loads of engineered for 1,000 ft. Small diameter N-12 pipe met all the
polyethylene vs. 29 loads if the pipe (300m) pipe burial requirements for an intricate drainage
were concrete; and the ability to system to be installed at McArthy
unload and move the N-12 pipe by The Morenci Mine in Arizona, owned Teszler Elementary in Spartanburg,
hand. by Phelps Dodge, processes more South Carolina, a school for physical-
copper than any other mine in North ly handicapped children. The building
IMPE pipe Speeds work Ori America. The extraction technique is consisted of many wings spaced 30
called "heap leaching,"a process ft. (90m) apart, with an exit door from
Olympic highway where an acid solution percolates
through an extreme) large stockpile each classroom leading to sidewalks
N-12 pipe played a key role in what g y g P between the wings. Because of the
was called the biggest design-build of ore and is piped to a processing special needs of the children, no
freeway project in North America. plant where the copper is recovered. standing water was permitted to
Early in 1998, Salt Lake City began * 1 accumulate on these walkways.
the massive task of replacing and
r This requirement, plus the limited
expanding 17 miles(27km) of the 1-15 j
highway in preparation for the 2002 space between wings, created the
Winter Olympic Games. Normally an ` 1 , need for extensive roof drainage and
8-year project, the time frame was cut •''`' ,! , `) numerous inlets and fittings in the
"a ," ' ,r underground pipe system. The
to 4 /2 years, placing a premium on1;a« ;},
time-saving methods and materials. , - f *' designer specified 4" (100mm) N-12
pipe for the roof drain connections,
tying in to 6%15" (150-380mm) N-12
•. ;., rat +, trunk lines and 12"or 15" (300-
' 380mm)watertight Nyloplast inline
drains and drain basins.
T�. The consulting engineer, Dames and
tr After evaluating many products, the
Moore (now URS), believed that cor-
+ t t" engineer determined that ADS
* rugated HDPE pipe could handle the
+ 1r , ";? "offered an extreme) cost effective
'+S�y- µ � acid and abrasion, but were not sure y
w + M how the pipe would perform at sur- system . . . The smooth interior of N-
a,.,, = '1 charge pressures of 833 psi under 12 Pipe allowed us to use smaller
1,000 feet(300m) of crushed ore. Pipe sizes around the building
The project coordinator reported little because of better hydraulics. The
difficulty in deciding on the drainage Working with Dames and Moore, pipe is lightweight and since you don't
pipe material. "For the 33 miles ADS engineers developed a new have to bevel the ends to connect
(53km) of 24" (600mm) and 30" installation method involving a nar- with fittings, it is easier to install and
rower trench, highly compacted side more cost effective than PVC."
7

As time takes its toll on
the service life of installed
concrete and metal pipe,
N-12 pipe is fast becoming eA►� 1 '. . .� ,
the preferred choice for ,,y �E�t{WN
gravity flow drainage r M a .„ f •
applications. In addition
to its proven performance
and economy, ADS HDPE ` ¢
pipe has the same wide-
spread availability as
traditional pipe materials.
it
CUSTOMER SERVICE CENTERS
Q MIDWEST/NORTHEAST C) WESTERN
LONDON, OH WASHOUGAL,WA '
1-800-733-9554 1-800-733-8523 .-
®SOUTHERN ■ MANUFACTURING
FRANKLIN, TN FACILITY
1-800-733-9987 LOCATIONS
,. e a ..:,�. :.N_. gar-,: r ,
goo ro,7` ADVANCED DRAINAGE SYSTEMS, INC.
a OPPA 4640 TRUEMAN BLVD., HILLIARD, OH 43026
8 0 0-8 2 1 -6 7 1 0 www. ads-pipe.com
.a``

F wArF
�O 9p Michael P. Easley,Governor
�a G William G. Ross Jr.,Secretary
h r North Carolina Department of Environment and Natural Resources
>_ y
Q Alan W.Klimek,P.E.Director
Division of Water Quality
February 19, 2007
Dale Boyd, M.D.
Cape Fear Sports Medicine, P.A.
5710 Oleander Drive
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 061216
Cape Fear Sports Medicine
6019 Oleander Drive, Wilmington, New Hanover County
Dear Dr. Boyd:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Cape Fear Sports Medicine on December 4, 2006. A preliminary review of that information
has determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please provide a copy of the concurrence letter from the ACOR regarding the
absence of wetlands on the site.
2. Please provide a dimensioned trench layout plan. I am unable to verify the
amount of piping or the volume provided in the system until this information is on
the plans.
3. Please recalculate the volume provided in the system; Since the SHWT has been
set at 17.5, the bottom of the system can be no lower than 19.5. The plan details
indicate that the invert of the infiltration pipes is at 19.5, but the actual gravel
bottom of the trench is 19.17. Please raise the gravel bottom of the trench to 19.5
and recalculate the volume. Since the overflow elevation is 21.49, the trench
depth to be used in the volume calculations and reported on the supplement form
is 1 .99 feet.
4. Since the trench width and length are variable, please report the surface area of
the trench on the supplement form in place of the length and width.
5. Please add the nearest intersection of two major roads to the vicinity map. A
major road is any 1 , 2 or 3 digit NC, US or interstate highway.
6. Please label the grated and solid cover detail sections as "A" and "B" to
correspond to the bypass structure detail.
7. Please add a statement to the plans that the area under the pervious pavement
may NOT be compacted.
8. Please add another statement to the plans that all roof drainage must be directly
connected to a catch basin in the parking lot. Roof drainage may not drain
directly onto the pervious pavement.
9. Please demonstrate that the proposed trench design is able to withstand H-20
live loading without compacting. o��
Novicatolina
A41uraUy
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: www.newaleraunlitv.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

Dr. Boyd
February 19, 2007
Stormwater Application No. SW8 061216
10. Who will be installing the pervious pavement system? Please provide
name, mailing address and phone number. Only professional installers
who know what they're doing can install pervious pavement systems.
11 . Because turfstone is being proposed, please add another 0&M item. The
green space between the concrete strips of turfstone can become
compacted and stop infiltrating. The material in those green spaces will
need to be loosened and replaced as needed to assure continued
infiltration. Vacuuming alone will probably not accomplish this.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March 19,
2007, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed application
to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
i
Linda Lewis
Environmental Engineer
ENB/arl: S:\WQS\STORMWATER\ADDINFO\2007\061216.feb07
cc: Garry Pape, P.E., Withers & Ravene;
Linda Lewis
Page 2 of 2

PERMEABLE PAVEMENT CHECKLIST
A washed aggregate base must be used,and washed 57-size stone is generally acceptable. Fine particles from standard "crusher run' will clog the
X pores at the bottom of the pavement and will not be allowed. -
X Low traffic volume—less than 100 vehicles per day.
As shown in Figure 3.10-3 below, seasonally high water table must be at least 2 ft from the base of the permeable pavement or gravel storage layer.
X Water tables approaching the permeable pavement system will not allow water to exfiltrate.
Permeable pavement should not be placed where upland land disturbance is occurring or will potentially occur. Land disturbance upland of the lot
X could result in frequent pavement clogging.
X Avoid overhanging trees above the permeable pavement installation.
The completed permeable pavement must be installed at a grade less than OS%. Steeper slopes will reduce the storage capacity of the permeable
X pavement.
During preparation of the subgrade, special care must be made to avoid compaction of soils. Compaction of the soils can reduce the infiltration
X capacity of the soil.
Permeable pavement should not be designed to receive concentrated flow from roofs or other surfaces. Incidental run-on from stabilized areas is
permissible, but the permeable pavement should primarily be designed to infiltrate the rain that falls on the pavement surface itself. No credit will be
X given for volume or peak reduction for run-on from impervious surfaces.
X Permeable pavement systems are not allowed in areas, such as buffers, where impervious surfaces are not permitted.
The construction sequence will be inspected to insure that the surface installation is planned to be completed after adjacent areas are stabilized with
X* vegetation. Run-on to the permeable pavement from exposed areas can cause the system to perform ineffectively. \ \W C I ,
*TO BE COMPLETED DURING CONSTRUCTION N O
4 SE
031 5 ;
�NGINE�a
RYS
P0
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`M
CAPE FEAR SPORTS MEDICINE
STORMWATER & EROSION CONTROL
CALCULATIONS
December 5, 2006
SEAS
EA DEC 0 4 2006
: 03131
GINEE�� �`�� aoa# S(N3W121 (0
S5?
Withers & Ravenel, Inc.
7040 Wrightsville Avenue, Suite 101
Wilmington, North Carolina 28403
[phone]

STORMWATER NARRATIVE
CAPE FEAR SPORTS MEDICINE
CITY OF WILMINGTON, NC
SfTE DESCRIPTION
This +/- 1.78 acre site is located at the corner of Bagley Avenue and Oleander Drive in the City
of Wilmington,North Carolina. This site will consist of the construction of a medical office
building and related site appurtenances. The proposed disturbed area for this project is 1.76 acres
and the total amount of impervious area draining to the infiltration basin 79.7%. The erosion
control plan identities the appropriate measures to be implemented for erosion control purposes
during construction of the infrastructure associated with this development
SOILS
The soils located on site are Leon series soils. The Leon series soils are poorly drained, nearly
level, rapidly permeable soils on the rims of depressions and on flats with slopes ranging from 0
to 2 percent and are classified as a Hydrological Soils Group "B/D".
STORM DRAINAGE DESIGN
The primary stormwater measures include storm drop inlets and roof drains that convey the
stormwater to an underground infiltration system located in the parking area. The storm drain
calculations are provided in attached Hydrollow Storm sewer reports. The infiltration system is
proposed to hold the post development 10-year storm event with an overflow structure to bypass
high flow storm events that outfalls to an existing storm system located in Oleander Drive, then
to Bradley Creek (Classification Sc) that drains to the Cape fear River. Therefore the runoff
from the 1.04nch storm will be treated by the infiltration system. The underground infiltration
system calculations are provided in the attached Hydrollow Hydrograph Reports.
S&ME, Inc. performed infiltration tests on the site at the location of the proposed infiltration
system and the infiltration rate was determined to be 5.9 in/hr. "file S&ME report dated February
2, 2006 is provided to verify the data above. The seasonal high water table was established at an
elevation of 17.5, based on field verification from Vincent Lewis with NCDENR.
t

EROSION CONTROL PLAN FOR
CAPE FEAR SPORTS MEDICINE
Area to be disturbed: +/- 1.76acres
This +/- 1.78 acre site is located at the corner of Bagley Avenue and Oleander Drive in
the City of Wilmington, North Carolina. This site will consist of the construction of a
medical office building and related site appurtenances. The proposed disturbed area for
this project is 1.76 acres and the total amount of impervious area draining to the
infiltration basin 79.7%. The primary stormwater measures include storm chop inlets and
roof drains that convey the stormwater to an underground infiltration system located in
the parking area. The storm drain calculations are provided in attached l-lydroflow Storm
sewer reports. The infiltration system is proposed to hold the post development I0-year
storm event with an overflow structure to bypass high flow storm events that outfalls to
an existing storm system located in Oleander Drive, then to Bradley Creek (Classification
Sc) that drains to the Cape Pear River. 'Therefore the runoff from the 1.0-inch storm will
be treated by the infiltration system.
EROSION CONTROL MEASURES: "This project will primarily control erosion with the
use of a temporary construction entrance and silt fence on the downslope of areas that
will be disturbed.
The contractor shall install, maintain and remove upon completion the silt fence as
necessary to prevent any sediment from leaving the project limits. This will include any
temporary stockpile areas if necessary. Contractor shall clean and restore to pre-
construction conditions any areas that may inadvertently be damaged clue to the failure of
the erosion control measures.
SCI-IEDULING OP WORK: Clearing and grubbing shall be scheduled and performed in
such a manner that fine grading operations and erosion control practices can follow
immediately thereafter. Excavation and embankment operations will be conducted such
that cuts and fills will be completed to final grades in a continuous operation. All
construction areas not otherwise protected shall be planted with permanent vegetative
cover in accordance with the specifications within 15 working days after completion of
active construction.
MINIMUM AREAS TO 13E DISTURBED: Only those areas necessary for timely and
proper completion of the project shall be stripped of native vegetation. The angle for
graded sloped and 1-ills shall be no greater than the angle which can be retained by
vegetative cover or other adequate erosion control devices or structures. Slopes left
exposed will be stabilized, within 15 calendar days of corpletion of any phase of
grading, be planted or otherwise provided with ground cover, devices, or structures
sufficient to restrain erosion.

w
PLACEMENT OI' SEDIMI N'I' CONTROL DEVICES: All devices (sediment fences,
inlet protection, construction entrances, etc.) for sediment control shall be constructed
prior to beginning clearing and grubbing on the site.
FINAL COVER: As soon as practicable after finished grades have been established, all
operations in connection with establishing final ground cover shall be performed. Any
inactive disturbed ground area to remain denuded more than 15 days shall be temporarily
seeded in accordance with the temporary seeding schedule as noted on the plans.

SEQUENCE OF CONSTRUCTION
1. Install temporary construction entrance as shown on erosion & sediment control plan.
2. Install perimeter controls (silt fence & tree protection fencing) as shown on the erosion
& sediment control plan. This step needs to be completed prior to upslope land
disturbing activities.
3. Once perimeter controls and sediment trapping measures are installed clear and grub
site within limits of disturbance.
4. Upon bringing the site to rough grade, stabilize all areas with temporary vegetation if
left undisturbed for 21 calendar days.
5. Once the parking areas, sanitary sewers, waterlines and storm sewers are in place,
install inlet protection and outlet protection as shown on the erosion & sediment control
plans.
i
6. Upon bringing the parking areas to subgrade elevations, stabilize the areas by placing
stone base as early as possible.
7. For temporary vegetative stabilization of all denuded areas see note referencing the
erosion control program and specifications.
8. After construction operations have ended and all disturbed areas have stabilized,
mechanical sediment controls shall be removed. Sediment from temporary sediment
trapping devises shall be disposed of by spreading on the site or hauling away if not
suitable for fill. All denuded areas are to be permanently stabilized with permanent
vegetation.

WITHERS &- RA►VENEL
ENGINEERS I PLANNERS 1 SURVEYORS
CAPE FEAR SPORTS — INFILTRATION BASIN
Total Area Draining to Infiltration Area = 47,877 SF = 1.10 AC
Total Proposed Impervious Surface Area Draining to Pond:
Roofs = 9,553 sf
Pavement = 22,052 sf
Permeable Pavement (8,345 sf use 60%) = 5,007 sf
Sidewalk = 1,563 sf
38,175 sf
% Impervious = 38,175/47,877 = 79.7%
Required Storage for 1.0-Inch of Runoff For Pond: (use Schueler Method)
= 0.05 + 0.009 (q
= 0.05 + 0.009(79.7) = 0.763
= (1.0")(0.767)(1/12)(47,877)
= 3,060 CIF (3,491 CF PROVIDED)
10751okley Drive Wilmington,North Carolina 28403 tel:[phone] fax:[phone] www.withersraveneLeom

CAPE FEAR SPORTS MEDICINE
INLFILTRATION BASIN DESIGN CALCULATIONS
2 - 5 DAY DRAWDOWN
DRAINAGE AREA — 47,877 S.F.
IMPERVIOUS AREA — 38,175 S.F.
PERCENT IMPERVIOUS — 79.7 %
SOIL TYPE - LEON
INFILTRATION RATE 5.9 " PER HOUR
SWHT ELEVATION e 17.50 FT MSL
TRENCH INVERT 19.50 FT MSL
REQUIRED VOLUME (SCHULER SIMPLE METHOD)
DESIGN STORM IS FOR FIRST 1.0 "
Rv — 0.77
VOLUME = 3,063 C.F.
PROVIDED VOLUME
DIAMETER OF PIPE — 15 "-32 ROWS OF 15" PIPE
PIPE UNIT STORAGE — 4.91 C.F./L.F. FOR
TRENCH WIDTH = 62.4 L.F.
TRENCH DEPTH = 2.5 L�
STONE VOID RATIO — 0.4
TRENCH UNIT STORAGE — 60.44 C.P./L.F.
REQUIRED LENGTH OF 1 RENCH 47
F r `PRO,VIDED LCNGTI'i�OjF TRENCH
rt{ J J'm
yrPROVIDED STORAGE,OFtTRENGH .i 48537 C F
� t�
�,+y a 1'HYDRAULICCONDUCTIVIIY 4u r`� a �, �� ff�r zIr r f � _ I
FOR TRENCI I t 30 68 (C T H)/L F OFjRENCH r
� y.
DRAWC)01NN TIME "r2:54,HRS 1 s„r
PERCENT TREATMENT = 159

Hydrograph Summary Report
Hyd, Hydrograpt Peak Time Time to Volume Inflow Maximum I Maximum Hydrograph
No. type i flow Intomal peak ; hyd(s) elevation storage description 1
(origin) (cfs) (min) (min) (tuft) I (ft) (tuft) -
1 SCS Runoff 6.90 1 i 724 I 22.360 •-•• -- Infiltration Basin
2 Reservoir 3,60 1 1 ( 732 22,380 1 22.13 5,544 Infiltration System f
3 Diversions 3.04 1 1 732 4,512 I 2 ------ ----- Outflow
I
i
4 , Diversion2 i 0.56 1 806 17.867 2 ---- ' —••• Infiltration
l
I I
I
I
I
1
i
) ( I
I
1 l
, l I
i
REVISED INFILTRATION.gpw 1 Return Period: 10 Year Sunday, Dec 3 2006, 10:42 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Report 2
Hydraflow Hydrograohs by Intelisolve Sunday, Dec 3 2006. 10:42 AM
Hyd. No. 1
Infiltration Basin
Hydrograph type = SCS Runoff Peak discharge = 6.90 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.10 ac Curve number = 89
Basin Slope = 0.6 % Hydraulic length = 331 ft
Tc method = KIRPICH Time of cony (Tc) = 5.0 min
Total precip. = 632 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=22,380 cuff
Hydrograph Discharge Table Prue rawaa =s aroo,
Time -- Outflow
(hrs cfs)
12.02 5.52
12.03 6.16
12,05 6.65
12.07 6,90 <<
12.08 6.87
12.10 6.59
12,12 6.12
12.13 5.53
End

Hydrograph Report 3
Hydraflow Hydrographs by Intelisolve Sunday, Dec 3 2006, 10:42 AM
Hyd. No. 2
Infiltration System
Hydrograph type = Reservoir Peak discharge = 3.60 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = Infiltration Syst
Max. Elevation = 22.13 ft Max. Storage = 5,544 cuft
Storage Indication method used. Outflow hydrograph volume=22,380 cuff
Hydrograph Discharge Table ifln 't '.a"^' 75%w op)
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.13 5,53 22.00 2.22 ----- ----- 2.20 ----- ----- ----- 0.564 2.77
12.15 4.92 22,07 2,65 ----- ----- 2.63 ---- 0.564 3.19
12.17 4.35 22.10 2,91 ----- ---- 2.89 ----- ----- 0.564 3.45
12.18 3.89 22.12 3.02 ----- ----- ----- 3,01 0.564 3.57
12.20 3.54 22.13 << 3.04 ----- ----- ---- 3.04 - ----- 0.564 3.60 <<
12-22 3,28 22.12 3-01 ----- ----- ----- 3.00 ----- ----- ----- 0.564 3.57
12.23 3.09 22.11 2.96 ----- ----- ----- 2.93 ----- ----- ----- 0.564 3.49
12.25 294 22.10 2.86 ----- ---- ----- 2,84 ---- ----- ----- 0,564 3.41
12.27 2,83 22.08 2.77 ----- ----- 2,75 ----- ----- ----- 0,564 3.31
12.28 2.72 22.07 2.67 ----- ----- --- 2.65 ----- ----- ----- 0.564 3,22
12.30 2,62 22.06 2.57 ----- ----- ----- 2.56 ----- ----- ----- 0.564 3.12
12.32 2.52 22,04 2,47 ---- ----- ----- 2.46 ----- ---- ----- 0.564 3.03
12.33 2.41 22.03 2.38 ----- ----- 2.36 ----- ----- ---- 0.564 2.93
12.35 2.31 22.01 2,28 ----- ----- ----- 2.27 ----- ---- ---- 0.564 2.83
1217 2.20 22.00 2.19 --__ 2.17 ----- ----- ----- 0.564 2.73
...End

Pond Report a
Hydratlow Hydrognphs by Intelisolve Sunday, Dec 3 2006, 10:42 AM
Pond No. 7 - Infiltration System No. 1
Pond Data
Bottom LxW = 64.2 x 64.2 it Side slope = 0,0:1 Bottom elev. = 19.50 it Depth = 2.65 it
Stage /Storage Table
Stage(it) Elevation In) Contour area (sgit) Incr.Storage(euft)' Total storage(cult)' ('51,20%voids applied)
0.00 19.50 4.122 0 0
0.13 19.63 4,122 280 280
0.27 19.77 4,122 280 559
0,40 19.90 4,123 280 639
0,53 20,03 4,123 280 1,119
0,66 20.16 4,123 280 1,398
0.80 20.30 4.124 280 1,678
0.93 20,43 4,124 280 1,958
1.06 20.56 4.124 280 2,238
1,19 20.69 4,125 280 2.517
1,33 20.83 4,125 280 2,797
1.46 20,96 4,125 280 3.077
1.59 21.09 4,126 280 3.357
1,72 2122 4,126 280 3.63-1
1,86 21.36 •1,126 280 3.917
1.99 21.49 4,127 280 4,197
2.12 21.62 4.127 280 4,477
2.25 21.75 4,127 280 4.757
2.39 21.89 4,128 280 5,037
252 22,02 4,128 280 5,317
2.65 22.15 4,128 280 5,597
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) - 15.00 0,00 0.00 0A0 Crest Len(h) - 2.00 0,00 0.00 0.00
Span(in) = 15.00 0,00 0.00 0,00 Crest EL(ft) = 21.49 0.00 0,00 0.00
No. Barrels = 1 0 0 0 Weir CooN. = 3,00 0,00 0,00 0,00
Invert El.(R) = 19,62 0.00 0,00 0.00 Weir Typo = Broad - --- --.
Length(it) = 70.80 0.00 0,00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0,00 000
N-Value = .013 .013 .000 000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multistage = n!a No No No 11011tration= 5.900 in/hr(Contour) Tailwaler Elev.= 0,00 if
N xe.Crtivuet/i5 ilicn antlws t� n been eneiy<ai wm inbt oim aniei umtro�
Stage I Storage I Discharge Table
Stage Storage Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ex01 Total
It cult it cfs cfs cfs cfs cfs ofs cfs cis crs cfs
0.00 0 19,50 0.00 --- -- --- 0.00 --- _-• - 0.000 0.00
0,13 280 1963. 0.00 --- .__ -- 0.00 --- -- -- 0.563 0.66
0,27 559 1977. 0.00 --- -- -- 0.00 --- - .._ 0.563 0.56
0.40 839 19.90 0.00 -- -.- -- 0.00 - --- --• 0,563 0.56
0.53 1.119 20.03 0.00 --• - --- 0.00 -- -- --- 0,563 0,56
0,66 1,398 20.16 OM - .-- --- 0.00 •- -- -- 0563 0.56
0,80 1.678 20,30 0.00 -- -- - 0.00 --- - •-- 0.563 0.56
0.93 1,958 20,43 0.00 -- -- -- 0.00 --- --- -- 0.563 0.56
1,06 2,238 20.56 0.00 - --- •- 0,00 -- -•- -- 0.563 0,56
1.19 2,517 20.69 0.00 -- -- -_ 0,00 --- --- -- 0,563 0.56
1.33 2,797 20.83 0,00 ••. --- -- 0.00 --- --- •-- 0.563 0.56
1,46 3,077 20.96 0.00 -• - -- 0,00 - --- -•- 0,563 0.56
1.59 3,357 21,09 0.00 -- --- - 0,00 -- -- - 0,563 0.56
1,72 3,637 21.22 0.00 -- -- -- 0,00 --- - -- 0.564 0,56
1,86 3.917 21.36 0.00 •-- --- - 0,00 ••. --- -- 0.564 0.56
1.99 4,197 2149 0.00 - . --- --- 0,00 - --- -- 0.564 0,56
2.12 4,477 21.62 0.29 __ __ _- 0,28 •-- -•- - 0,564 0.84
2.25 4.757 21,75 0.81 -• -- --- 0.61 -- -- -- 0,564 1.37
2.39 5,037 21,89 1,50 -- -- -- 1,49 --- -- -•- 0.564 2.05
2,52 5,317 22.02 2.30 --- -- --- 2.30 -- -- --- 0.564 2.86
2.65 5,597 22.15 3.22 -- -- -- 3.22 --- --. --- 0-504 3.78

Hydrograph Report 5
Hydrallow Hydrographs by Inlelisolve Sunday,Dec 3 2006. 10 a2 AM
Hyd. No. 3
Outflow
Hydrograph type = Diversionl Peak discharge = 3.04 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hydrograph = 2 2nd diverted hyd. = 4
Diversion method = Pond - Infiltration System No. 1Pond structure = CLIIV/Orf A
Iiydrogra ph Volmne=4,512 cult
Hydrograph Discharge Table IP"Me111, 1n=15%of no,
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
12.15 3,19 0.54 2.65
12.17 3,45 0.54 2,91
12.18 3.57 0.56 3,02
12.20 3.60 << 0.56 3.04 <<
12.22 3.57 0.56 3.01
12.23 3.49 0.54 2.96
12,25 3.41 0.55 2.86
12.27 3.31 0.54 2,77
12.28 3,22 0.54 2.67
12.30 3.12 0.55 2.57
12.32 3.03 0.56 2.47
12.33 2.93 0.54 2,38
...End

Hydrograph Report 6
I lydra8ow Hydrographs by Intelisolve Sunday,Dec 3 2006. 10'42 AM
Hyd. No. 4
Infiltration
Hydrograph type = Diversion2 Peak discharge = 0.56 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hydrograph = 2 2nd diverted hyd. = 3
Diversion method = Pond - Infiltration System No. 1Pond structure = Culy/Orf A
Hydrograph Volume= 17.067 cult
Hydrograph Discharge Table IFrY'AWO ak,nS-15%afop)
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
11.12 0.43 0.00 0.43
11.13 0.43 0,00 0.43
11.15 0.44 0.00 0.44
11.17 0.44 0.00 0.44
11.18 0.45 0.00 0.45
1120 0.46 0.00 0.46
11.22 0.46 0.00 0.46
11.23 0.47 0.00 0.47
1125 0.48 0.00 0.48
11.27 0.49 0.00 0.49
11.28 0.50 0,00 0.50
11.30 0.51 0,00 0.51
11.32 0.51 0.00 0.51
11.33 0.52 0.00 0.52
11.35 0.53 0.00 0.53
11.37 0.54 0.00 0.54
11.38 0.55 0.00 0.55
11,40 0.56 0.00 0.56
11.42 0.56 0.00 0.56
11.43 0.56 0,00 0.56
11.45 0.56 0.00 0.56
11.47 0.56 0.00 0.56
11.48 0.56 0.00 0.56
11.50 0.56 0.00 0.56
11.52 0.56 0.00 0.56
11.53 0.56 0.00 0.56
11.55 0.56 0.00 0.56
11.57 0.56 0.00 0.56
11.58 0.56 0.00 0.56
11.60 0.56 0.00 0.56
11.62 0.56 0.00 0.56
11.63 0.56 0.00 0.56
11.65 0.56 0.00 0.56
11.67 0.56 0.00 0.56
11.68 0.56 0.00 0.56
11,70 056 0.00 0.56
11.72 0.56 0.00 0.56
11.73 0.56 0.00 0.56
Continues on net page...

7
Infihralian
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
11,75 0.56 0.00 0.56
11.77 0,56 0.00 0.56
11,78 0.56 0.00 0.56
11.80 0,56 0.00 0.56
11.82 0.56 0.00 0.56
11.83 0.56 0.00 0.56
11.85 0.56 0.00 0.56
11.87 0,56 0,00 0.56
11.88 0.56 0,00 0.56
11.90 0.56 0.00 0.56
11.92 0.56 &00 0.56
11.93 0,56 0,00 0.56
11.95 0.56 0.00 0,56
11.97 0.56 0.00 0.56
11.98 0.56 0.00 0,56
12.00 0.56 0.00 0.56
12.02 0.56 0,00 0.56
12.03 0.56 0.00 0.56
12,05 0.56 0,00 0.56
12.07 0.56 0.00 0.56
12.08 0.85 0,30 0,55
12,10 1.50 0.94 0.56
12.12 2.18 1.63 0.56
12.13 2.77 2.22 0.55
12.15 3.19 2.65 0.54
12.17 3.45 2.91 0.54
12.18 3.57 3,02 0.56
12.20 3.60 << 3.04 << 0,56
12,22 3,57 3,01 0.56
12,23 3.49 2.96 0.54
12.25 3.41 2,86 0,55
12.27 3.31 2.77 0.54
1228 322 2.67 0.54
12.30 3.12 2 57 0.55
12.32 3.03 2.47 0.56
12,33 2.93 2.38 0.54
12.35 2.83 2.28 0.55
12.37 2,73 2.19 0.54
12.38 2.64 2.11 0,53
12,40 2.54 1.99 0_55
12.42 2.44 1.89 0.55
12.43 2.35 1.80 0,55
12.45 2.25 1.69 0.56
12.47 2.15 1_61 0.54
12,48 2.06 1.51 0.55
12,50 1.96 1,40 0.56
12.52 1,87 1.33 0.54
12.53 1.77 1,21 0,56
12,55 1.68 1.12 0.56
12.57 1.59 1.05 0 55
12,58 1.51 0.95 0,56
ConGnaes on next page...

II
Infiltration
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
12.60 1.43 0.87 0,56
12.62 1.36 0.80 0.56
12.63 1.30 0,76 0.54
12.65 1,25 0.70 0.55
12.67 1,20 0.65 0.55
12,68 1.15 0.60 0,55
12.70 1.11 0,56 0.55
1272 1.08 0,53 0.55
12,73 1.05 0.49 0.55
12.75 1.02 0,47 0.55
12.77 0,99 0.44 0.55
12.78 0.96 0.41 0.55
12.80 0.94 0.38 0.56
12.82 0.92 0.36 0.56
12,83 0.90 0,34 0.56
12.85 0,88 0.32 0,56
12.87 0.86 0.31 0.56
12,88 0.85 0.29 055
12.90 0.83 0.27 0,56
12.92 0.81 0.26 0,56
12.93 0.80 0,24 0.56
12.95 0,79 0.22 0.56
12.97 0.77 0.21 0,56
12.98 0.76 0.20 0,56
13.00 0.75 0.19 0,56
13.02 0.73 0.118 0,56
13.03 0,72 0.17 0.56
13.05 0,71 0.15 0.56
13.07 0,70 0.14 0.56
13.08 0,69 0.12 0,56
13.10 0.68 0,12 0.56
13.12 0.67 0.11 0.56
13.13 0.66 0.10 0.56
13.15 0.65 0.09 0.56
13.17 0.64 0.08 0.56
13,18 0.64 0.07 0.56
13,20 0.63 0.07 0.56
13.22 0.62 0.06 0.56
13.23 0.62 0.06 MG
13.25 0.61 0,05 0,56
13.27, 0.61 0.05 0.56
13.28 0.60 0.04 0.56
13,30 0.60 0.04 0.56
13,32 0,59 0.03 0.56
13,33 0.59 0.03 0.56
13.35 0.59 0.02 0.56
13.37 0.58 0.02 0.56
13.38 0,58 0,02 0.56
13.40 0.58 0.01 0.56
13.42 0.57 0.01 0.56
13.43 0.57 0.01 0.56 <<
Continues on next page...

9
+ Infiltrntion
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
13.45 0.57 0.00 0.56
13.47 0.57 0.00 0,56
13.48 0.57 0.00 0.56
13,50 0,56 0.00 0,56
13.52 0.56 0.00 0.56
13.53 0.56 0,00 0.56
13.55 0.56 0,00 0.56
13.57 0,56 0.00 0.56
13.58 0,56 0.00 0,56
13,60 0,56 0,00 0.56
13,62 0.56 0.00 0.56
13,63 0,56 0,00 0.56
13.65 0.56 0.00 0.56
13,67 0.56 0,00 0.56
13.68 0.56 0.00 0.56
13.70 0.56 0.00 0,56
13,72 0.56 0,00 0.56
13,73 0.56 0.00 0,56
13.75 0.56 0.00 0.56
13.77 0.56 0,00 0.56
13,78 0.56 0.00 0,56
13.80 0.56 0.00 0,56
13.82 0,56 0.00 0.56
13.83 0.56 0.00 0.56
13.85 0,56 0.00 0.56
13.87 0.56 0.00 0.56
13.88 0.56 0.00 0.56
13.90 0.56 0.00 0.56
13.92 0.56 0,00 0,56
13.93 0.56 0.00 0.56
13.95 0,56 0.00 0.56
13.97 0.56 0,00 0,56
13.98 0.56 0.00 0.56
KOO 0.56 0,00 0,56
14,02 056 0.00 0,56
14.03 0,56 0,00 0,56
14.05 0.56 0.00 0.56
14,07 0.56 0.00 0.56
14.08 0,56 0.00 0.56
14,10 0.56 0,00 0.56
14.12 0.56 &00 0.56
14,13 0.56 0.00 0,56
14.15 0.56 0.00 0,56
14.17 0.56 0.00 0.56
14.18 0.56 0.00 0.56
14,20 0.56 0.00 0.56
14,22 0.56 0,00 0.56
14.23 0.56 0.00 0.56
14.25 0.56 0.00 0.56
14,27 0,56 &00 0.56
14.28 0.56 0,00 0.56
Continues on next page...

10
' Infiltration
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
14.30 0.56 0.00 0.56
14.32 0.56 0,00 0.56
14,33 0.56 0.00 0.56
14,35 0,56 0,00 0,56
14.37 0.56 0,00 0.56
14.38 0.56 0.00 0.56
14.40 0.56 0.00 0.56
14,42 0.56 0.00 0,56
14,43 0.56 0.00 0,56
14.45 0.56 0,00 0.56
14.47 0.56 0,00 0.56
14.48 0.56 0.00 0,56
14,50 0.56 0,00 0.56
14.52 0.56 0.00 0.56
14.53 0.56 0.00 0.56
14.55 0.56 0.00 0.56
14,57 0,56 0,00 0.56
14,58 0.56 0.00 0.56
14,60 0.56 0.00 0.56
14.62 0,56 0.00 0.56
14.63 M6 0.00 0.56
14.65 0.56 0.00 0.56
14,67 0,56 0.00 0.56
14,68 0,56 0.00 0.56
14.70 0.56 0.00 0.56
14.72 0.56 0.00 0,56
14.73 0.56 0.00 0.56
14.75 0.56 0.00 0.56
14.77 0.56 0.00 0.56
14.78 0,56 0.00 0,56
14.80 0.56 0.00 0,56
1482 0,56 0.00 0.56
14.83 0,56 0.00 0.56
14.85 0 56 0.00 0.56
14.87 0,56 0.00 0,56
14.88 0,56 0.00 0.56
14.90 0.56 0.00 0,56
14.92 0.56 0.00 0.56
14.93 0.56 0.00 0.56
14,95 0,56 0,00 0.56
14,97 0.56 0,00 0.56
14,98 0.56 0.00 0.56
15.00 0.56 0.00 0,56
15.02 0.56 0,00 0,56
15.03 0.56 0,00 0.56
15.05 0.56 0.00 0.56
15.07 0.56 0,00 0.56
15,08 0.56 0.00 0.56
15,10 0.56 0,00 0.56
15.12 0.56 0.00 0.56
15.13 0.56 0,00 0.56
Continues on next page...

• 11
- Infiltration
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
15,15 0.56 0.00 0.56
15,17 0.56 0,00 0.56
15,18 0.56 0.00 0.56
15,20 0.56 0.00 0.56
15.22 0,56 0.00 0,56
15.23 0,56 0.00 0.56
15.25 056 0.00 0.56
15.27 0.56 0,00 0.56
15.28 0.56 0,00 0,56
15.30 0.56 0.00 0.56
15,32 0.56 0.00 0,56
15.33 0.56 0,00 0,56
15.35 0.56 0.00 0.56
15.37 0.56 0,00 0.56
15,38 0.56 0.00 0.56
15.40 0.56 0.00 0.56
15,42 0,56 0.00 0,56
15.43 0.56 0.00 0.56
15.45 0,56 0.00 0.56
15.47 0,56 0,00 0.56
15,48 0,56 0,00 0,56
15.50 0.56 0.00 0,56
15.52 0.56 0.00 0.56
15.53 0.56 0.00 0.56
15.55 0.56 0.00 0.56
15.57 0.56 0.00 0.56
15,58 0.56 0.00 0.56
15.60 0.56 0.00 0-56
15.62 0,56 0.00 0.56
15.63 0.56 0.00 0.56
15,65 0.56 0.00 0.56
15,67 0.56 0.00 0.56
15.68 0.56 0.00 0,56
15.70 0.56 0,00 0,56
15,72 0.56 0,00 0.56
15.73 0.56 0.00 0.56
15.75 0.56 0.00 0.56
15.77 0.56 0.00 0,56
15,78 0.56 0.00 0.56
15.80 0.56 0,00 0.56
15,82 0.56 0.00 0.56
15.83 0,56 0.00 0,56
15,85 0.55 0.00 0.56
'15.87 0.56 0.00 0.56
15.88 0,56 0.00 0.56
15.90 0.56 0.00 0.56
15.92 0.56 0.00 0,56
15.93 0.56 0.00 0.56
15.95 0,56 0.00 0.56
15.97 0,56 0.00 0.56
15,98 0.56 0,00 0,56
Continues on next page...

12
Infiltration
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(hrs) cfs cfs cfs
16.00 0.56 0.00 0,56
16.02 0.56 0.00 0.56
16.03 0.56 0.00 0.56
16.05 0,56 0,00 0.56
16,07 0.56 0.00 0.56
16.08 0.56 0,00 0.56
16.10 0.56 0.00 0.56
16.12 0.56 0.00 0,56
16,13 0,56 0.00 0.56
16.15 0,56 0,00 0,56
16,17 0.56 0,00 0.56
16.18 0,56 0.00 0.56
16.20 0.56 0.00 0.56
16.22 0.56 0.00 0.56
16.23 0.56 0.00 0,56
16.25 0.56 0,00 0,56
16.27 0.56 0.00 0,56
16.28 0.56 0,00 MIS
16.30 MIS 000 0,56
16.32 0.56 0.00 0,56
16.33 0.56 0.00 0.56
16.35 0.56 0.00 0.56
16.37 0.56 0,00 0.56
16.38 0.56 0.00 0.56
16,40 0,56 0.00 0.56
16A2 0.56 0.00 0,56
16.43 0.56 0,00 0,56
16,45 0,56 0.00 0.56
16.47 0,56 0.00 0.56
16.48 0.56 0,00 0.56
16.50 0.56 0.00 0,56
16.52 0,56 0.00 0.56
16.53 0.56 0.00 0.56
16.55 0.56 0.00 0.56
16.57 0.56 0.00 0,56
16,58 0,56 0,00 0.56
16.60 0,56 D.00 0.56
16.62 0.56 0.00 0.56
16.63 0.56 0.00 0.56
16.65 0.56 0.00 056
16.67 0.56 D,00 0.56
16.68 0.56 0.00 0,56
16,70 0,56 0.00 0515
16.72 0,56 0.00 0.56
16,73 0.56 0.00 0.56
16.75 0.56 0.00 0,56
16,77 0.56 0,00 0.56
16,78 0.56 0.00 0.56
16.80 0.56 0,00 0.56
16.82 0.56 0.00 0,56
16.83 0.56 0.00 0.56
Continues on next page...

13
InfiAraflon
Hydrograph Discharge Table
Time Inflow 2nd Diverted Outflow
(firs) cfs Us cfs
16.85 0.56 000 0.56
16.87 0,56 0.00 0.56
16.88 0.56 0.00 0.56
16.90 0.56 0,00 0.56
16,92 0.56 OM 0.56
16,93 0.56 0,00 0.56
16.95 0.56 0.00 0.56
16.97 0.56 0.00 0.56
16,98 0.56 0,00 0.56
17.00 0,56 0,00 0,56
17.02 056 0.00 0,56
17.03 0.56 0.00 0,56
17.05 0,56 0.00 0.56
17,07 0.56 0.00 0.56
17.08 0.56 0.00 0.56
17.10 0.56 0.00 0,56
17.12 0.56 0.00 0.56
17.13 0,56 0.00 0.56
17,15 0.56 0,00 0.56
17.17 0.56 0.00 0.56
17.18 0.56 0,00 0.56
17.20 0.52 0.00 0,52
17.22 0.48 0.00 0.48
17,23 0.44 0.00 0.44
...End

Hydraflow Plan View
�l
5 ® -- 5-4--
4
6A
® 6A-6 6 j
m
Or
Outfall -
IN
2 3
6 it 3 2
6A SA-6 8-2
m
m �
m
9 7
Project File: CFSM STORM.stm No. Lines: 10 11-30-2006
Hydratlow Slorm Sewers 2005

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID '
Line To Incr Total coeff Incr Total Inlet Syst (I) flow full Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) MIS) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 39A 0.15 1.10 0.75 0.11 0.88 5.0 9.4 6A 5.63 5.82 3.18 18 0.31 19.62 19.50 22.04 21.93 22.30 0.00 2-1
2 1 63.9 0.11 0.34 0.66 0.07 0.25 5.0 8.6 6.5 1.63 3.52 1.32 15 0.30 19.81 19.62 22.57 22.53 22.60 22.30 3-2
3 2 121.1 0.09 0.18 0.75 0.07 0.14 5.0 6.5 6.9 0.96 1.94 1.22 12 0.30 20.17 19.81 22.72 22.63 22.75 22.60 4-3
4 3 57.8 0.09 0.09 0.79 0.07 0.07 5.0 5.0 7.2 0.51 1.93 0.65 12 0.29 20.34 20A7 22.78 22.77 22.80 22.75 5-4
5 1 55.8 0.15 0.61 0.83 0.12 0.52 5.0 7.0 6.8 3.53 5.80 2.00 18 0.30 19.79 19.62 22.55 22.49 22.60 22.30 8-2
6 2 48.0 0.05 0.05 0.75 0.04 0.04 5.0 5.0 7.2 0.27 3.49 0.22 15 0.29 19.95 19.81 22.66 22.65 22.70 22.60 7-3
7 5 43.0 0.08 6.08 0.77 0.06 0.06 5.0 5.0 7.2 0.45 3.55 0.36 15 0.30 19.92 19.79 22.71 22.71 22.80 22.60 9-8
8 5 47.8 0.11 0.11 0.90 0.10 0.10 5.0 5.0 7.2 0.72 1.18 1.31 10 0.29 19.93 19.79 22.73 22.68 23.60 22.60 8A-8
9 5 101.1 0.16 0.27 0.83 0.13 0.23 5.0 5.6 7.1 1.65 3.52 1.34 15 0.30 20.09 19.79 22.75 22.68 22.80 22.60 6-8
10 9 47.8 0.11 0.11 0.90 0.10 0.10 5.0 5.0 7.2 0.72 1.18 1.31 10 0.29 20.23 20.09 22.84 22.79 23.60 22.80 6A-6
Project File: CFSM STORM.stm Number of lines: 10 I Run Date: 11-30-2005
NOTES: Intensity= 121.80/(Inlet time+23.50)A 0.84; Return period= 10 Yrs.
Hyoratlow Slov Sewers 2005

Hydraflaw Plan View
2
11
Outfall 11-10
Project File: OVERFLOW.stm No. Lines: 2 11-30-2006
Hyd,.flow Storm Sewers 20 5

Page 1
Storm Sewer Tabulation
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) MIS) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 89.2 0.00 0.00 0.00 0.00 0.00 0.0 0.4 0.0 4.10 9.84 4.19 15 2.32 19.27 17.20 20.08 18.33 21.00 0.00 11-10
2 1 70.8 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.10 4.54 4.00 15 0.49 19.62 19.27 20.56 20.28 22.30 21.00 2-11
Project File: OVERFLOW.stm Number of lines:2 Run Date: 11-30-2006
NOTES: Intensity= 121.80/(Inlet time+23.50)^0.84; Return period= 10 yrs.
Hydraflow storm Sewers 2005

Hydraflow Plan View '
3-
15
N
a
1
I
Oulfall 13
�3�72 1 113 14
Project File: BYPASS.stm No. Lines: 3 11-30-2006
HydraFlow Storm Sewers 2X5

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap ' Vel Pipe Invert Elev HGL Elev GrindI Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fVs) (in) (%) (ft) ft (ft) (ft) (ft) (ft)
1 End 13.4 0.00 0.00 0.00 0.00 0.00 0.0 1.9 0.0 7.60 8.10 5.49 18 0.60 11.28 11.20 12.43 12.25 0.00 0.00 13-12
2 1 291.4 0.00 0.00 0.00 0.00 0.00 0.0 0.8 0.0 7.60 8A4 4.82 18 0.60 13.03 11.28 14.17 12.74 0.00 0.00 14-13
3 2 208.6 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 7.60 8.13 4.31 18 0.60 14.28 13.03 15.76 14.75 0.00 0.00 15-14
Project File: BYPASS.stm Number of lines:3 Run Date: 11-30-2006
NOTES: Intensity= 121.80/(Inlet time+23.50)^0.84; Return period= 10 Yrs.
Hydrafiow Ste=Sewers 2005

r
February 2, 2006
lts&ME FEB — t.
Withers & Ravenel, Inc.
7040 Wrightsville Avenue, Sidle 101
Wilmington, North Carolina 28403
Attention: Mr. Marl: Hargrove, P.G.
Reference: Double Ring infiltrometer,esting
Cape Fear Sports Medicine
122 and 129 Bagley Avenue
Wilmington,North Carolina
.lob No. 1061-06-049D
Dear Mr. Hargrove:
In accordance with S&ME proposal 023-06 dated January 18, 2006, S&MG personnel have recently
conducted double-ring infiltrometer testing of the surficial soils at the subject site at the approximate
locations shown in Figure 1. Specifically, our representatives performed the following work items:
1. Advanced one hand-angered boring at the site in order to visually classify the
in-place soils. The hue and chroma of the recovered soil samples were
compared to a Mansell Soil Color Chart.
2. Conducted one double-ring infiltrometer test at a depth of approximately 17
inches below the existing ground surface. This testing was conducted in
general accordance with American Society for `resting and Materials (ASTM)
procedure D-3385 entitled, "Infiltration Rate of Soils in Field Using Double-
Ring Infilurometer".
Based on our field classifications of the excavated soils at the hand-angered holing locations, the in-
place soils consist of sands with varying amounts of silt which extended to a depth of approximately
72 inches below the existing ground surface, and clay with varying amounts of sand from 72 to 85
inches below the existing ground surface. Water was encountered in the borehole it a depth of 85
inches below the existing ground surface. The site water level will fluctuate with climatic and
seasonal conditions, however, and may be higher or lower at other times of the year.
S&ME, Inc. [phone]
6409 Amsterdam Way, Building B-3 (910( 799A958 fax
Wilmington, North Carolina 28405 wotnvs�uuuieec.e¢euri

Withers & Ravenel February 2, 2006
S&ME .lob Number 1061-06-049D Page Two
The average infiltration rate at the test location was 5.9 inches per hour. A summary of the field test
results is presented in Tables 1 and 2.
S&ME appreciates the opportunity to provide our services during this phase of the project. Should
you have any questions after reviewing this letter, or if we can be of additional assistance, please do
not hesitate to contact us at your convenience.
Sincerely,
S&ME, INC.
"T' �j
Paul A. Masten
Environmental Processional
Randy Martin, P.E.
Branch Manager
PAM:RGM/jns
Attachments

Y
TABLE I
i-land Auger Borings and Mansell Soil Descriptions
Cape Fear Spoils Medicine
122 and 128 Bagley Avenue
Wilmington,North Carolina
Job No. 1061-06-049D
Depth
Location Inches Hue Value/Chroma Soil Desciiptl ion
HA-1 0-33 2.5 Y 4/2 Dark Grayish Brown Slightly Silty Medium
to Fine SAND
33-48 2.5 Y 5/3 Light Olive Brown Slightly Silty Medium to
Fine SAND
48-72 10 YR 5/4 Yellowish Brown Slightly Silty Medium to
Pine SAND
72-85 2.5 Y 6/1 Gray Sandy CLAY
Water was encountered at a depth of 85" below the existing ground surface.
According to the Soil Survey of New Hanover County, the area wherein HA-1 was advanced was once
used as a borrow pit, for which the soil survey has no information regarding seasonal high water table.

A y �
TABLE 2
Double Ring Infiltrometer Testing
Cape Fear Sports Medicine
122 and 128 Bagley Avenue
Wilmington,North Carolina
Job No. 1061-06-049D
Location: l
Date of Test: February 1, 2006
Depth of Test Below Site Grade: l7 inches Inner Diameter of Inner Ring: 1 11/4 inches
Depth of Water in Rings: 3% inches Inner Diameter of Outer Ring: 22'/z inches
Depth to Water: 85"
Average Infiltration Rate: 5.9 inches per hour
1 ligh Water Table: >6 feet below land surface*
Soil Series: Former horrow pit
Note: *As interpolated from the "Soil Survey of New Hanover County" prepared by the United
States Department of Agriculture Soil Conservation Service

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Note: Site plan drawing provided to S&ME by Withers & Ravenel personnel.
LEGEND SCALE: NOT TO SCALE DOUBLE-RING INFILTROMETER TESTING FIGURE
Approximate CHECKED BY: PAM CAPE FEAR SPORTS MEDICINE
NUMBER
Test Location 122 AND 128 BAGLEY AVENUE
DRAWN BY: JNS tE WILMINGTON, NORTH CAROLINA
NGINEERING TESTING
DATE: 2-1-06 ENVIRONMENTAL SERVICES JOB NUMBER: 1061-06-049D

WITHERS t- RAVENEL LMEQ �Toa �����QL
O
ENGINEERS IPLANNERS ISURVEYORS
Wri Wrightsville Avenue,Suite 1ol DATE 12/0 /2oo6 JOB NO. o 0 0 1.01
7040 g ATTENTION
WILMINGTON,NORTH CAROLINA, 28403 PHONE4 Linda Lewis
-7335
[phone] 6
FAX[phone]
RE` Cape Fear Sports Medicine
To: Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU ❑Attached ❑ Under separate cover via the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change order ❑ Diskette ® Other
COPIES DESCRIPTION
2 Sets of plans for stormwater permit
2 Copies of stormwater narrative and calculations
2 Stormwater Management Permit Application Form (one original, one copy)
2 Underground Infiltration Trench Supplement Form SWU-10 (one original, one copy)
1 $ 20 Review Fee Check
1 0&M Agreement for Permeable Pavement
1 Permeable Pavement Checklist
THESE ARE TRANSMITTED as checked below:
® For approval ❑Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑Approved as noted ❑ Submit copies for distribution
❑As requested ❑ Returned for corrections ❑ Return _corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
For approval.
COPYTO: File SIGNED: Garry S. Pape, P.E.
ffencfosures are not as noted,kind/ynotify us atonce.