SW8081025_Historical File_20090401

NCDETIR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
April 1, 2009
R. Randy Martin, City Manager
Town of Morehead City
706 Arendell Street
Morehead City, NC 28557
Subject: State Stormwater Management Permit No. SW8 081025
Renovations and Additions to Morehead City Police Department
High Density Commercial infiltration Basin Project
Carteret County
Dear Mr. Martin:
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for Renovations and Additions to Morehead City Police Department on March 27,
2009. Staff review of the plans and specifications has determined that the project, as proposed,
will comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A
NCAC 2H.1000. We are forwarding Permit No. SW8 081025 dated April 1, 2009 for the
construction of the subject project.
This permit shall be effective from the date of issuance until April 1, 2019, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
if any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 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
Steve Pusey or me at [phone].
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/sgp: S:1WQS\STORMWATER\PERMIT1081025.mar09
cc: Kevin Avolis, PE -Avolis Engineering, P.A. /n 5 P.
Carteret County Bu!!d!ng Inspestiena 4 n 6 G � � d C. j
Steve Pusey
Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 One
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748 NorthCarolina
Internet www.ncwaterqualitv.org
An Equal Opportunity 1 Affirmative Action Employer Naturally

State Stormwater Management Systems
Permit No. SW8 081025
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
R. Randy Martin, City Manager& Town of Morehead City
Renovations and Additions to Morehead City Police Department
Bridges Street, Morehead City, Carteret County
FOR THE
construction, operation, and maintenance of one infiltration basin in compliance with the
provisions of Session Law 2008-211 and Title 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 April 1, 2019, 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 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 113,577 square feet of
impervious area.
3. This basin must be operated with a 50' vegetated filter,designed to pass the
peak flow from the 10 year storm in a diffuse and non-erosive manner.
4. The tract will be limited to the amount of built-upon area indicated in Section 1.8
on page 3 of this permit, and as shown on the approved plans.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 081025
6. The runoff from all built-upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
7. The project shall provide a 50' wide vegetated buffer adjacent impounded
structures, streams, rivers, and tidal waters.
8. The following design criteria have been permitted for the infiltration basin and
must be provided and maintained at design condition:
DA#1 DA #2
a. Drainage Area, ocres: 3.72 1.03
Onsite, ft: 162,146 44,867
Offsite, ftz: 0 0
b. Total Impervious Surfaces, apres: 2.60 0.31
2 ft : 113,577 13,652
Proposed onsite,2ft : 82,230 0
Existing gnsite, ft : 31,347 13,652
Offsite, ft : 0 0
c. Design Storm, inches: 4.7" NA
d. Basin Depth, feet: 2 NA
e. Bottom Elevation, FMSI2: 11.75 NA
f. Bottom Surface Area, ft : 10,379 NA
g. Bypass Weir Elevation, FMSL,: 13.75 NA
h. Permitted Storage Volume, ft : 23,520 NA
i. Predevelopment 1 yr 24 hr peak flow, cfs: 3.86 NA
j. Post-development 1 yr 24 hr peak flow, cfs: 0 NA
k. Type of Soil: Brown fine to medium sand
I. Expected Infiltration Rate, in/hr: 9.4 NA
m. Seasonal High Water Table, FMSL: 9.75 9.75
n. Time to Draw Down, hours: 2.4 NA
o. Receiving Stream/River Basin: Newport River/White Oak
p. Stream Index Number: 21-(17)
q. Classification of Water Body: "SA; HQ "
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, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 081025
4. Records of maintenance activities must be kept for each permitted BMP. The
reports 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.
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 development, subdivision, acquisition, lease or sale of any, 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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 081025
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity 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
to the Division of Water Quality, signed by both parties, and accompanied by the
appropriate 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.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. 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.
4. 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.
5. 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.
6. 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.
7. The permit issued shall continue in force and effect until revoked or terminated.
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.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Page 5of8

State Stormwater Management Systems
Permit No. SW8 081025
Permit issued this the 1st day of April, 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
//
or Coleen . Sullins, !rector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 081025
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 weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the 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
Carteret County Building Inspections
Page 8 of 8

DWQ USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
Town of Morehead City
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
R.Randy Martin,City Manager
3. Mailing Address for person listed in item 2 above:
706 Arendell Street
City:Morehead City State:NC Zip:28557
Phone: (252 * ) 726-6848 Ext. 110 Fax: (252 ) 726-2267
Email:[e-mail]
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Renovations and Additions to: Morehead City Police Department
5. Location of Project(street address):
Bridges Street
City:Morehead City County:Carteret Zip:28557
6. Directions to project(from nearest major intersection):
Bridges Street to 12th Street. Project site is on left.
7. Latitude:34°43.04' "N Longitude:76°43.05' "W of project
8. Contact person who can answer questions about the project:
Name:R.Randy Martin City Manager Telephone Number: (252 ) 726-6848 Ext.110
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is(check one): Ors New ❑Renewal [Modification
Form SWU-101 Version 03.27.08 Page 1 of 4

2. If this application is being st. Ated as the result of a renewal or modific, i to an existing permit,list the
existing permit number N/A and its issue date(if known) ;
3. Specify the type of project(check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
['LAMA Major ®Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
See Attached-Infiltration System
2. Stormwater runoff from this project drains to the White oak River basin.
3. Total Property Area: 4.76 acres 4. Total Wetlands Area: 0 acres
5. 100'Wide Strip of Wetland Area: N/A acres (not applicable if no wetlands exist on site)
6. Total Project Area**:4.76 acres 7. Project Built Upon Area: 61.4
8. How many drainage areas does the project have?2 Basin1 — 70.0Z Basin #2 - 30.3%
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
For high density projects,complete the table with one drainage area for each engineered stormwater device.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Newport River Newport River
Stream Class&Index No. SA,HQW/ 21-(17) SA,HQW/21-(17)
Total Drainage Area(sf) 3.72 AC 1.03 AC
On-site Drainage Area(sf) 3.72 AC 1.03 AC
Off-site Drainage Area(sf) 0 0
Existing Impervious*Area(sf) 31,347 SF,0.71 AC 13,652 SF,0.31 AC
Proposed Impervious*Area(sf) 82,230 SF,1.89 AC 0
Impervious*Area(total) 70.0% 30.3%
Impervious*Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings(sf) 18,085 SF 0
On-site Streets (sf) 0 0
On-site Parking (sf) 53,903 SF 0
On-site Sidewalks (sf) 10,242 SF 0
Other on-site (sf) 31,347 SF(Existing to Remain) 13,652 SF
Off-site (sf)
Total (sf): 113,577 SF,2.60 AC 13,652 SF,0.31 AC
*Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA).
Form SWU-101 Version 03.27.08 Page 2 of 4

NECEIVED
IV. PROJECT INFORMATION ' " CT 2 6 2009
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
See Attached-Infiltration System PROJ #
liWO
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date: _
El Date: p�r eIf..j V I )1
b.Identify the regulation(s)the project has been designed in accordance with: T A 6 zoo
®Coastal SW-1995 ❑Ph II-Post Construction
3. Stormwater runoff from this project drains to the White Oak [pn; _Jiver-- __
4. Total Property Area:4.76 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area:0 acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5)-Total Surface Water Area(6)=Total Project
Area+:4.76 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water(N line or Mean High Water
(MHW)line,and coastal wetlands landward from the NHW(or MHW)line. The resultant project area is used to
calculate overall percent built upon area(B ). Non-coastal wetlands landward of the NHW(or MHW)line may
be included in the total project area.
8. Project percent of impervious area:(Total Impervious Area/ Total Project Area)X 100 =61.36 %
9. How many drainage areas does the project have?2 (For high density,count 1 for each proposed engineered
stormwater BMP. For low density and other projects,use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2 Drainage Area_ Drainage Area_
Receiving Stream Name Newport River Newport River
Stream Class * SA,HQW SA,HQW
Stream Index Number* 21-(17) 21-(17)
Total Drainage Area(sf) 3.72 AC 1.03 AC
On-site Drainage Area(sf) 3.72 AC 1.03 AC
Off-site Drainage Area(sf) 0 0
Proposed Impervious Area**(sf) 113,577 SF 0
% Impervious Area**(total) 70.1% '30.3%
Impervious'Surface Area Drainage Area 1 Drainage Area 2 Drainage Area_ Drainage Area_
On-site Buildings/Lots(sf) 23,030 SF 0 r
On-site Streets (sf) 0 0 i ��� : 14>
On-site Parking (sf) 45,704 SF 0 ,,' i: ;7p�`,as�o
o s
On-site Sidewalks (sf) 8,517 SF 0 • S..4
Other on-site (sf) 24,616 SF 13,652 SF SEAL, �, [en
Future(sf) 11,710 SF �7yv
Off-site (sf) % •ot�a.c..l, W', _§
Existing BUA***(sf) �s '%r`� '"'
Total (sf): 113,577 SF 13,652 SF -,iig da.°"'"
* Stream Class and Index Number can be determined at: http//h2o.enr.state.nc.us/bims/reports/reportsWB.html
** Impervious area is defined as the built upon area including,but not limited to, buildings,roads,parking areas,
sidewalks,gravel areas,etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version 07July2009 Page 3 of 6

10.'How was the off-site imper, 3 area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a table listing each lot
number,size and the allowable built-upon area for each lot must be provided as an attachment. Forms can be
downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm-deed restrictions.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below,you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form,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. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Form SW401-Low Density Low Density Supplement
Form SW401-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-Level Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement .
Form SW401-Permeable Pavement Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 Page 3 of 4

VI. SUBMITTAL REQUIRE JTS
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 Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions&Protective Covenants Form(if
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s)for each BMP a¢
• Permit application processing fee of$505(Express: $4,000 for HD,$2,000 for LD)
payable to NCDENR
• Calculations&detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report 6
• Two copies of plans and specifications(sealed,signed&dated),including: I'
-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. (ex.designing engineer or firm)
Designated agent(individual or firm):Avolis Engineering,P.A.
Mailing Address:P.O.Box 15564
City:New Bern State:NC Zip:28557
Phone: (252 ) 633-0068 Fax: (252 ) 633-6507
Email: [e-mail]
VIII. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information,item 2) R. Randy Martin
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective cove is will be recor.,•d,and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
(Ziktht
Signature: '� , Date: q
R. Randy Main, City Manager
Form SWU-101 Version 03.27.08 Page 4 of 4

AVOLIS ENGINEERING, P.A.
r""g
J P.O. Box 15564 • New Bern, North Carolina 28561 • (252) 633-0068
March 2, 2009
Mr. Steve G. Pusey
Environmental Engineer
NCDENR-Division of Water Quality
127 Cardinal Drive Extension
Wilmington,NC 28405
RE: Stormwater Project No. SW8 081025
Renovations &Additions to Morehead City Police Department
Morehead City, Carteret County,North Carolina
AE Project No. 08058
Dear Steve:
In response to your February 18, 2009 letter requesting additional information for the referenced
project, enclosed please find the following:
v' 1. Modified Project Plans - Sheet C4& C5 (Two Copies)
1 2. .Drawdown Calculations for Basin(Two Copies)
The following revisions have been made:
z/ 1. The filter strip elevations have been adjusted.
:%f 2. No action.
3. The level spreader has been labeled on the plan view and dimensions have also
been added on Sheet C5.
f 4. concrete lip/level spreader has been added.
J 5. Drawdown calculations are attached.
6. Dimensions and square footage.for the buildings are included on the plans.
REC V D
MAR 0 4 /009
BY:

It is requested that you continue with your review of the project and if deemed appropriate, issue
the Stormwater Permit for this project.
Your assistance with this project is appreciated.
Sincerely,
evin Avolis, P.E.
Vice-President
cc: Mr. David McCabe

Morehead City Police Dept.-SW8 081025
Subject: Morehead City Police Dept. - SW8 081025
From: Steve Pusey<[e-mail]>
Date: Thu, 19 Feb 2009 17:46:02 -0500
To: Avolis Engineering<[e-mail]>, [e-mail]
Attention: R. Randy Martin, City Manager,Town of Morehead City
Kevin Avolis, PE-Avolis Engineering, PA
Subject: 2nd Request for Additional Information Letter dated February 18,2009
Morehead City Police Dept.
Dear Sirs:
In regards to item no. 2 of the subject letter, we have had a change in internal policy. The level
spreader/filter strip can be designed for a 10-year attenuated flow rate from the BMP, in this case,the
infiltration basin. Please disregard the previous comments about the need for an uncontrolled flow
rate for the level spreader/filter strip design.
We apologize for the inconvenience. Please don't hesitate to call if you have any questions.
Regards,
Steve
Steve Pusey
Environmental Engineer
NCDENR - Division of Water Quality
Wilmington Regional Office
910-796-7334
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
1 of 1 2/19/2009 5:46 PM

AVA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
February 18, 2009
R. Randy Martin, City Manager
Town of Morehead City
706 Arendell Street
Morehead City, NC 28557
Subject: 2"d Request for Additional Information
Stormwater Project No. SW8 081025
Renovations &Additions to Morehead City Police Dept.
Carteret County
Dear Mr. Martin:
The Wilmington Regional Office received a revised State Stormwater Management Permit
Application for the Morehead City Police Dept. on December 22, 2008. A preliminary review of
that information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
1. The filter strip goes uphill (13.2 to 13.5 rim elevation). Please revise the drawing
detail to show a downhill slope on the filter strip from the level spreader to the
drop inlet.
2. The level spreader/filter strip needs to be designed for a 10-yr, uncontrolled flow
rate, not the rate after it has been controlled by the BMP. If this requires the level
spreader to be too large, you may want to consider switching the flow direction
90 degrees. If there is not enough space to achieve a 50'flow path in this
direction, then you may want to consider providing more storage volume, and
showing that you can drawdown the 10-yr, 24-hr storm within 5 days without
discharging. This would eliminate the requirement for a bypass and vegetated
filter altogether. If you decide to choose this option, please call to discuss.
3. Please label the level spreader on the plan sheets and detail sheet. Also, please
provide a plan view detail of the level spreader showing the dimensions of width
and length.
4. The level spreader should have a concrete lip and be positioned such that the lip
elevation is lower than the top of riprap elevation on the other three (3) sides of
the scour hole. This is to direct the flow towards the filter strip and not over the
sides.
5. Please provide a drawdown calculation for the infiltration basin, certified with a
PE stamp.
6. Please provide either the dimensions or the square footage of the buildings on
the plans.
7. Please remember that a change to one number may have a domino effect on
other numbers. Please check all plans, calculations and forms and make
changes as needed.
Wilmington Regional Office
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 One
Phone:[phone] FAX:[phone]\Customer Service:1-877-623-6748 North(Carolina
ww
Internet w ,ncwaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer

Morehead City Police Dept.
February 18, 2009
Stormwater Application No. SW8 081025
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 17, 2009, 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, email 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] or
email me at [e-mail].
Sincerely,
Steve G. Pusey
Environmental Engineer
GDS/sgp: S:IWQS\STORMWATER\ADDINFO120071081025.feb09
cc: Kevin Avolis, PE —Avolis Engineering, PA
Steve Pusey
Wilmington Regional Office
Page 2 of 2

INFILTRATION BASIN ANALYSIS
FILENAME: S:1WQS1excel spreadsheetsllNBASIN1081025.WK1
PROJECT NUMBER:SW8 081025 DATE: 17-Feb-09
PROJECT NAME: Morehead City Police Dept. Date revised 2/17/2009
DRAINAGE BASIN: 1 REVIEWERiS.Pussy
RECEIVING STREAM: Newport River CLASS: SA;HQW
Index No.: 21-(17) If ORW,is site within the 575'AEC?
PROJECT AREA 4.76 acres DRAINAGE AREA: 162,043 sf
DRAINAGE AREA: 3.72 acres
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS(new buildings) 1808A11 _ _ 1
PARKING/ASPHALT 539031 0.95
CONCRETE 10242 iT0.98
OTHER(existing buildings) 31347! 1
TOTAL 113577 Cc:0.74
His Number
%IMPERVIOUS,I= 70.1% pre RV(32.2%)=.05+.009(0.3398 0.34
post RV=.05+.009(I)= 0.6808 0.70
SOILS INFORMATION
ELEVATION OF SEASONAL HIGH WATER TABLE 9.75 fmsl
SOIL TYPE Fine Sand
REPORTED INFILTRATION RATE 9.4 in/hr
or 0.000218 fps
SURFACE AREAS/ELEVATIONS/VOLUMES
Elev.(ft) Area,sq ft Inc.Volume Acc.Volume
BOTTOM 11.75 10,379
12.00 10,714 2,637 _ 2,637
Temp pool 13.75 13,180 20,907 23,544 OK
TOP 15.00 15,077 17,661 41,205
VOLUME/DEPTH/DRAWDOWN CALCULATION
Within 1/2 mile of SR Waters? y Y=yes,N=no
Runoff Depth _ 3.7 inches(3.7 or 1.5)
1 yr.24 hr.Predevelopment runoff rate 0.0859 cfs
1 yr.24 hr.Post development runoff rate 0.4256 cfs
1 yr.24 hr. Pre-development volume(using 4.66"not 21,395 cubic feet
3.7"runoff depth)
1 yr.24 hr.Post-development volume (using 4.66"not 44,049 cubic feet
3.7"runoff depth)
DESIGN VOLUME 22,654 cubic feet
TOTAL VOLUME AVAILABLE 41204.5 cubic feet
DEPTH OF RUNOFF 3.24 feet
TIME TO DRAWDOWN 5.1 hours Must be<120
25 YEAR 24 HOUR STORM N/A
Intensity, i=.33 inches/hour
Qr=CiA= 0.91 Icfs
Qp through the bottom of the basin= 2.26 Icfs Must be>Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i=6.3 inches/hour
Volume for 10 yr. 10 min.event 10445 cf< 41205 CF
COMMENTS
Volume and drawdown are within Design Requirements.

Morehead City Police Dept.
February 17, 2009
Stormwater Application No. SW8 081025
February 17, 2009
R. Randy Martin, City Manager
Town of Morehead City
706 Arendell Street
Morehead City, NC 28557
Subject: 2nd Request for Additional Information
Stormwater Project No. SW8 081025
Renevations &Additions to Morehead City Police Dept.
Carteret County
Dear Mr. Martin:
The Wilmington Regional Office received a revised State Stormwater Management
Permit Application for the Morehead City Police Dept. on December 22, 2008. A
preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater
review:
1. The filter strip goes uphill (13.2 to 13.5 rim elevation). Please revise
the drawing detail to show a downhill slope on the filter strip from i vw��
the level spreader to the drop inlet.
(Of2. The filter strip needp4o be designed for a 10-yr, uncontrolle Q. "
rate, not the rate after it has been controlled by the B . this
.Y requires the level spreader to be too large, you m ant to consider ;,TPv\
..4Q\ switching the flow direction 90 degrees. If ther s not enough space
�L AZ A to achieve a 50' flo in this ction, t you may want to SG
conai
e r. 7, 7 0U c
�cc)*
(„/"-------
3. Please label the level spreader on the plan sheets and detail sheet. VoS
Also, please provide a plan view detail of the level spreader showing
�k‘t`� the dimensions of width and length.
`� �4 The level spreader should have a concrete lip and be positioned
US such that the lip elevation is lower than the top of riprap elevation on
..4..cN the other three (3) sides of the scour hole. This is to direct the flow
towards the filter strip and not over the sides.
5. Please provide a drawdown calculation for the infiltration basin,
certified with a PE stamp.
6. Please provide either the dimensions or the square footage of the
buildings on the plans.
7. Please remember that a change to one number may have a domino
effect on other numbers. Please check all plans, calculations and
forms and make changes as needed.
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 17, 2009, or the application will be returned as incomplete. The
return of a project will necessitate resubmittal of all required items, including the
application fee.
Page 1 of 2

Internal Review Tracking Sheet 1 V pie A 3 17 3((7(®I
Keep on File Until After Reviewed By Supervisor
Team Leader Review: Johnson
Permit Reviewer: Pusey
Date: 13 & 17 February 2009
Permit: SW8 081025
Permit Name: Renovations and Additions to Morehead City Police Department
Issue
X ( Please see recommendations below
Steve,the following contains my notes from our 2/17 discussion with Linda in Green. If you see something that I forgot
please let me know! We talked about a lot of things
1. Initial questions:
a. Location: Morehead City
b. Rule Subject: 2008 Coastal Rule
c. Density: High
d. Development Type: Commercial
e. Redevelopment?: No
f. Types of BMP(s): 1 Infiltration Basin& 1 Level Spreader/Filter
g. SA or ORW issues? SA
h. Did reviewer modify shell language? Yes,modified Phase II shell to 2008 Coastal Language
i. Questions:
1.) Why is the project area 4.76ac and the drainage area is 3.72ac? Page 4 of the 9/16/08 calculations
shows 2 drainage basins,but that isn't on the final plan. How is the(4.67-3.72=1.04ac)being
handled? The narrative(page 1,9/16/08)says that it will be built in phases,but that they want to
get the permit for ultimate build-out? The total BUA(113, 577 sq-ft in permit)matches the BUA
value discussed for ultimate build out.
1. Asked Linda: Need contain whole project area's design storm or just new area?
1. No previous permit(not a modification) ��5,1 new
2. Two drainage areas ad 11 3 072 Ac
1. Drainage area#2: All existing,drains offsite to street
At 2. Drainage area#1: Some existing,all BUA being treated(including the
"C) existing BUA that is in that drainage area).
If allow some of the existing to go offsite,then what language needs to go into
the permit? Yes. We will have three categories in the permit"new onsite"and
"existing onsite", "61',sa-:41_5 DA.tt Z
047 1. "New onsite": New BUA
2. "Existing onsite": Not new BUA but is being treated(it is in Drainage
Area#1).
3. "Existing": Not new BUA that is not being treated(it is in Drainage area
#2). Need to specify this separation in the Design Standards section.
2.) Is this a modification? (There is existing BUA on site.)No,the application says it is new.
3.) Infiltration basin to SA:
1. Greater of 1.5"or 1yr24hr pre/post captured:
1. I see 23,520ft3 in his narrative(the typed,undated one),but I do not see
calculations for it.Are they in the hand-written calculations from 9/16/08? (I
think those are for when he was proposing two basins?) Have you verified that
44 p.16 ¢pit 9-it) he is treating the greater of I _ • • •lumes? —OK, Steve verified
esa tcs. 2. The Excel sheet calculate. 31,518 `. Since that value is greater than 23,520 it is
probably the"new"value or a smg e basin rather than two basins(I must be
(.4pre-p0.0, 11(/ Z)'I r) missing the latest calculations in thi package?) I just want to verify that you
have checked that the single basin w 1 hold all of the water that would have gone
574,rvt ✓e. •
Page 1 of 3
rpreA ds-

to two basins originally,and that he is doing the"greater"volume of 1.5"and
Iyr24hr pre/post.
/ 1. Asked Linda: Is the"bottom"used in this spreadsheet the"bottom"of
the basin or the top of the sediment storage/clean out? (We think it is the
literal bottom of the basin?)
1. Literally the bottom
2. Asked Linda: Why do people provide volume in excess of the temporary
pool here? (There is no freeboard requirement for infiltration basins in
the BMP manual.) Is the design volume required by this spreadsheet
t
23,544?
o 1. Probably a local requirement.
/3. Ask Linda: Why do we need the depth of runoff? It is calculated from
ete f s the"bottom"and"top"volume and area data?
54r . deli, 1. It shows the expected distance between"top"and"bottom".
3. Containing the design storm:
1. Filter strip
I1. Drainage area goes uphill(13.2 to 13.5 on rim elevation).
Need to fix.
al la(01 -- ' ✓ 2. Need to size for the 10yr flow(use the uncontrolled rate,not
the rate after it has been controlled by the BMP.)
01'�'1 �2. Level spreader
,``
l.
1. Need to show the 18ft"Ion "le
vel evel spreader on the detail.
1v`' Label the"level spreader"so that it doesn't just look like a
scour hole. (He is using a scour hole as the forebay. He could
use a trough rather than a scour hole.)
j _
2. Need to size for the 10yr flow. See uncontrolled rate comment
from Linda below.
3. He provided an O&M for the level spreader? Yes
4. As Linda: What materials are acceptable for level spreaders?
J 1. Use the uncontrolled rate,not the rate after it has
been controlled by the BMP. If he does not have the
roam for a level spreader that is this big,then maybe:
J See if he can switch the flow 90 degrees.
2. Ask him what else he suggests. We have an
unofficial policy for up-sizing BMPs that may
,/ .1 be the better option here.
2. He has wooden posts.Have him add a concrete lip.
He currently has a scour hole. Make sure he"tips"it
so that the level spreader side is the downhill side.
We don't want the scour hole to pour over three
sides.
2. Bypass provided? Yes
3. Soils: SHWT,2ft from bottom: Yes
4. 50ft buffer provided? Not needed. No surface waters onsite
4.) Table of elevations,areas,volumes: It is in the calculations.
/ 5.) Drawdown calculations:
1. He needs to provide a stamped drawdown calculation.
J 6.) Dimensions of buildings etc,are not on the plans. (It is also not on Linda's checklist,which I
have just realized. I wonder why that is? I have been requiring all dimensions of BUA.)
1. He needs to provide either the dimensions or the square footage of the buildings on
the plans.
2. General
a. Correct Shell Used? 2008 infiltration shell not yet available. Phase II shell was modified.
J 1.) The text references 30ft from streams,which is a Phase II requirement. Please modify that to
require a 50ft buffer unless redevelopment,then a 30ft buffer. (There may be some language to
copy in the 2008 wet pond shell).
Page 2 of 3

2.) Please add the rule that the basin is subject to in the list of technical info in Section I.8
..., Ask Linda:
Other changes needed in the shell?
1. Remove the requirement for the annual report. yes
g2 2. "No direct discharge"to SA language? Could add a statement about his choice of
effective infiltration to the line that discusses the filter strip.
b. These statements are the in permit:
1.) Renew 180s before expire? Yes
2.) Number of BMPs on Page 2? Yes
3.) Rule(on letter,1st page of permit,and first row of BMP columns): SL 2008-211 and NCAC
2H.1000
3. Calculations:
a. Quick check for matching numbers? Yes
b. Design storm depth: 1yr24hr pre/post was greater
c. Design storm matches rule requirement?: Yes
4. Plans
a. Vicinity Map: Yes
/. Grading Plan: Ask Linda: Are contours required if spot elevations provided?Just show which way
water flows for the general area of the plan. But,must show contours for the surface of the BMP.
c. Layout Plan: Yes
d. Details: Yes
5. Items to give to Georgette:
a. Permit Tracking Slip from BIMS on top of the package
1.) Put on top of the permit package
2.) Note the rule(s)permit is subject to on the tracking slip
b. Letter/permit beneath the tracking slip
c. Original application/supplements(no staples)beneath the letter/permit
d. Second copy of permit beneath the application/supplements
e. One copy of the approved plans beneath the second permit copy
/ f. Second copy of approved plans stays in the file.
g. Ask Linda: Not need old calculations/plans etc? Correct? Forgot to ask her. But, I am not sure why we
would need to keep them once we issue the permit.
Page 3 of 3

AVOLIS ENGINEERING, P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • (252) 633-0068
December 19, 2008
Mr. Steve G. Pusey
Environmental Engineer
Division of Water Quality
127 Cardinal Drive Extension
Wilmington,NC 28405
RE: Stormwater Project No. SW8 081025
Renovations and Additions to Morehead City Police Department
Morehead City, Carteret County,North Carolina
AE Project No. 08058
Dear Steve:
In response to your November 25, 2008 letter requesting additional information, attached please
find the following:
1. Modified Project Plans - C4 and C5 (Two Copies)
2. Modified Infiltration Basin Supplement(Two Copies)
The following revisions have been made:
1. The drainage easement has been depicted for the infiltration basin area.
2. The infiltration basin supplement has been updated to coincide with values
depicted on the drawings and calculations.
It is requested that you continue with your review of this permit application. Should you have
any questions relating to this matter, please do not hesitate to call.
Sincerely,
ain Aeolis, P.E.
`'ce-President

[Fwd:1 swan&infiltration]
Subject: [Fwd: Re: 10 year storm&infiltration]
From: Linda Lewis <[e-mail]>
Date: Wed, 10 Dec 2008 12:40:59 -0500
To: Mary Naugle<[e-mail]>, Chris Baker<[e-mail]>, Cameron
Weaver<[e-mail]>, Rick Shiver<[e-mail]>, David Cox
<[e-mail]>, Christine Nelson<[e-mail]>, Janet Russell
<[e-mail]>,Aisha Lau<[e-mail]>, Steven Pusey
<[e-mail]>, Malcolm Boney<[e-mail]>, Georgette Scott
<[e-mail]>, Angela Hammers<[e-mail]>,Kelly Johnson
<kelly.p.j [e-mail]> Ind $
FYI
Linda 1 I 0 45 t 1/4.044 A t.f
Subject: Re: 10 year storm&infiltration
From: Scott Vinson<[e-mail]>
Date: Wed, 10 Dec 2008 11:31:01 -0500
To: Linda Lewis<[e-mail]>
Linda,
not exactly. They do not necessarily get no veg. filter nor bypass if the meet
either option. From my notes and recollection, we decided that if they only
_^~ .__;=- -' :do-uble •-the=design storm,__then. no=.aryass; =but• they-still-need-the veg:
► cr . If they provide both double the design storm and can show that they can
drawdown the l0yr-24hr storm without discharging (within 5 days using half the
reported infil. rate) , then no bypass r.nr veg. filter.
Scott
Linda Lewis wrote:
,1,7
Scott:
/ At our last consistency meeting, we discussed the potential to permit an
infiltration system without a vegetated filter or a bypass if they could meet
one of two options:
1. Provide volume in the system to completely store twice the design storm, 3"
in most cases and drawdown the entire volume in 5 days, using an infiltration
rate that is one-half of the reported maximum.
2. Provide volume in the system to store the 1.5" design storm AND demonstrate
that the 10 year 24 storm volume can be "handled" in the system without
discharging. This allows the assumption of infiltration occurring during the
storm event AND requires the use of an infiltration rate that is one-half of the
reported maximum rate.
Please advise if this is how we can agree to permit these projects in the
future.
Lidna
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SWA T-
Q Michael F.Easley,Governor
William G.Ross Jr.,Secretary
. North Carolina Department of Environment and Natural Resources
_ -�
:5 'V Coleen H.Sullins Director
Division of Water Quality
November 25, 2008
R. Randy Martin, City Manager
Town of Morehead City
706 Arendell Street
Morehead City, NC 28557
Subject: Request for Additional Information-
Stormwater Project No. SW8 081025
Renevations & Additions to Morehead City Police Dept.
Carteret County
Dear Mr. Martin:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for Renovations &Additions to Morehead City Police Dept. on October 9, 2008. A preliminary
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
/1. Please locate the infiltration basin in a recorded access/drainage easement on
your plans. / /
/ 2. The value for storage,surface area, basin bottom dimensions, and the value for
/total runoff volume captured (ac-in.) on the Basin Supplement do not match the
values shown in the calculations or shown on the plan charts. Please revise and
resubmit any information related to this matter.
3. Please note that a revision to one number may have a domino effect on other
numbers, which may require revision of the applications, calculations,
supplements, plans, details, and associated documentation. Please verify all
numbers are correct to ensure consistency in the application documents.
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 December 22, 2008, 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, email 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.
A�nenCaro a
Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterqualitv.org Fax [phone]
An Equal OpportunitylAffirmative Action Employer—50%Recycled/10%Post Consumer Paper

Morehead City Police Dept.
November 25, 2008
Stormwater Application No. SW8 081025
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] or email me at [e-mail].
Sincerely,
Steve G. Pusey
Environmental Engineer
ENB/sgp: S:IWQS\STORMWATER\ADDINFO120081081025.nov08
CC: Kevin Avolis, PE - Avolis Engineering, PA
Steve Pusey
Wilmington Regional Office
Page 2 of 2

.---PIC—C-S-102< -IA‘"ri
Project-name-MeifeN Qa[ Cl\>6 0�1C review Dfe Checklist for Completeness Review of Stormwater Applications - 4 \e,56.A .t +‘.
Each application for which a "Completeness Review" is needed will hav t is checklist printed on , .a.
yellow paper to distinguish it from other applications to be reviewed. '�`
k,e:
;� Read Thhe narrative and applic tiora rm a type of project, i.e., residential vs.
;(ommerciallsubdivision vs single to high density,. low _density, offsite, redevelopment, and L"
,
determine documentatiorf needs to bie�rovided. P , ••;. 4: 5 'A
a' Make sure that all required forms, supplements, O&M's, deed restrictions, signature
authorizations, etc., are included and contain original signatures.
If low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
LD Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
D Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print off the NCSOS information sheet and latest annual report. Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided.
12( Make sure 2 sets of plans have been submitted, and that they include grading, layout (with
dimensions for all proposed BUA) and details.
Are the Wetlands delineated on the plans? Y �V By whom?
0 If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
ws,�ti.r; =ar c;.1fle A hue radius clearly shown to scale, is provided.
For nig: density projects, make sure the correct design storm is used, based on the receiving
irstream classification and the projects proximity to SA waters.
Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA calcs
or shown with the road detail,-and the road width used in the BUA calculations is less than
that shown on the road detail.
i� Are there any issues within the 575 ft ORW AEC?
C If high density, make sure the plans and calculations are signed, sealed and dated.
10 If the project involves the subdivision of property or has outparcels, make sure a copy of the
PTeeceod Declaration of Covenants and Restrictions in legal format with all required
s'titer ierts is prc aided, or that the appropriate standard deed restriction template, signed and
a,/ :.uaiax ized, ;s provided:lam' rvLiee eu.e that a Ste:,., Report for all projects is provided, to determine if the required
_iirseparation to the SHWT is provided.
r . ia1'; ;ie HD systems It curb outlet swales, make sure a drainage area map is provided.
if the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer) to be returnee; to the applcent. Jo will keep copies of the return letters, application &
eheeesi4.
L�+ if the application jacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant end request the information. Hold onto the package for
24 hours. If the information isn't rece ved within 24 hours, give the application to Jo to return.
For Offsite projects:
i The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
\ that the correct lot number is referenced on the supplement form.
For-Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
''Y, Has Vincent conducted the site investigation? If Yes, date? / ,
For infiltration projects, the maximum 2 acre inches of volume in any single system has not
been exceeded.
., For Wet Ponds projects:
Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions.
S:IWQS\STORMWATERIFORMSICOMPLETENESS REVIEW

!a�
— &Q._5\c)
Vr Q '( ) a)

STORMWATER MANAGEMENT NARRATIVE
Renovations and Additions to: Morehead City Police Department
Bridges Street
Morehead City, Carteret County,North Carolina
The Town of Morehead City proposes to construct the Morehead City Police Department Annex
and 911 Communications Center on a 4.76 acre parcel of land located off of Bridges Street
between 11th and 12th Streets in Morehead City, Carteret County,North Carolina. This site was
previously developed and utilized as an elementary school. The majority of existing school
facilities will remain on the site and will be renovated over time. The majority of the existing
parking areas will be left in place. It is proposed that a new police department annex and 911
communications center be constructed on the northeastern side of the subject property. An
existing structure will be renovated and expanded in this area. Additionally, new traffic
circulation and parking areas will be constructed on the northern side of the subject property
behind the existing school building. The original school building and parking areas on the
southern side of the site will not be altered by this project.
The subject property is located off of Bridges Street between l lth and 12th Streets and is
completely surrounded by a public road network. A public storm drain system exists along the
network of public roads and discharges in a northerly direction towards the Newport River which
has a surface water classification in this area of SA,HQW and a Stream Index of 19-(17). No
Section 404 Wetlands or Coastal Wetlands are present on the subject property.
Impermeable surfaces exist on the subject property. A portion of these impermeable surfaces
will remain after the proposed construction occurs. The southern side of the site, identified as
Drainage Basin#2 will not be altered by this project. Drainage Basin#1 covers the northern side
of the site and includes the footprint area of the elementary school structure. Presently, a total of
65,900 square feet of impermeable surfaces exist on the subject property yielding a built-upon
percentage of 31.8%. At full build-out, including future phases of construction, a total of
127,229 square feet of impermeable surfaces will exist on the site yielding a percent built-upon
area of 61.4%, including existing impermeable surfaces to remain. Considering Drainage Basin
#1 only, a total of 113,577 square feet of impermeable surfaces will exist on the site at full build-
out which yields a built-upon percentage of 70.0%for this drainage basin, including existing
impermeable areas to remain.
It is proposed that a stormwater collection and treatment system be designed and permitted
associated with Drainage Basin#1 as presented on the project plans. The project site drains to the
public stormwater collection system located along l lth Street. Stormwater runoff continues
through a curb inlet and pipe network along 11 th Street in a northeasterly direction where it
ultimately discharges into the Newport River. The adjacent Newport River has a surface water
classification of SA, HQW and Stream Index of 19-(17).

A stormwater collection and treatment system is proposed to be constructed on the project site
and comply with the Coastal Stormwater Rules. Specifically, it is proposed that a stormwater
infiltration basin sized to fully contain the difference in the runoff volume between pre and post-
development conditions for the 1-year, 24-hour storm. The infiltration basin is sized to capture
and infiltrate runoff volume of 23,520 cubic feet.
Runoff in excess of the 1-year, 24-hour volume occurs to a vegetated filter located at the
northeastern corner of the site, after which it enters the public storm drainage system via a drop
inlet.
The proposed stormwater collection treatment system meets the treatment standards by the
Coastal Stormwater Rules for High Density Development discharging to SA waters.

AVOLIS ENGINEERING, P.A.
�J P.O. Box 15564 • New Bern, North Carolina 28561 • (252) 633-0068
September 16, 2008
Mrs. Christine Nelson
Environmental Engineer
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington,NC 28405-3845
RE: Renovations and Additions to: Morehead City Police Department
Bridges Street,Morehead City, Carteret County,North Carolina
AE Project No. 08058
Dear Linda:
Enclosed please fmd our submittal for the above-referenced project consisting of the following:
• Stormwater Permit Application and Narrative (Original and One Copy)
• Project Plans (Two Copies)
• Stormwater Calculations (Two Copies)
• $505 Application Fee
Comments offered during your initial review have been incorporated. Mr. Vincent Lewis has
visited the site. Additionally, Permit SW8 921104, Morehead City Elementary School is at the
current elementary school site. This site is the location of a former elementary school and was
developed as such in the 1920's. No stormwater permits exist for the project site.
Your assistance with this project is appreciated. Should you have any questions or need any
additional information or assistance,please do not hesitate to call.
Sincerely,
I vi olis, P.E.
Vi)ePresident

r f
DWQ USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
Town of Morehead City
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
R.Randy Martin,City Manager
3. Mailing Address for person listed in item 2 above:
706 Arendell Street
City:Morehead City State:NC Zip:28557
Phone: (252 ) 726-6848 Ext. 110 Fax: (252 ) 726-2267
Email:[e-mail]
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Renovations and Additions to: Morehead City Police Department
5. Location of Project(street address):
Bridges Street
City:Morehead City County:Carteret Zip:28557
6. Directions to project(from nearest major intersection):
Bridges Street to 12th Street. Project site is on left.
-71p.717q'7
7. Latitude:34°43.04' "N Longitude: 76°43.05' "W of project
8. Contact person who can answer questions about the project:
Name:R.Randy Martin,City Manager Telephone Number: (252 ) 726-6848 Ext. 110
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is(check one): ®New ['Renewal ['Modification
Form SWU-101 Version 03.27.08 Page 1 of 4

2. If this application is being st. tted as the result of a renewal or modific; .1 to an existing permit,list the
existing permit number N/A and its issue date(if known)
3. Specify the type of project(check one):
❑Low Density ®High Density ['Redevelop ['General Permit ['Universal SMP ['Other
4. Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
[LAMA Major Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages)describing stormwater management for the project.
See Attached-Infiltration System
2. Stormwater runoff from this project drains to the White oak River basin.
3. Total Property Area: 4.76 acres 4. Total Wetlands Area: 0 acres
5. 100'Wide Strip of Wetland Area: N/A acres (not applicable if no wetlands exist on site)
6. Total Project Area**:4.76 acres 7. Project Built Upon Area:61.4 %
8. Flow many drainage areas does the project have?2 Basin #1 70.0Z Basin #2 — 30.3%
9. Complete the following information for each drainage ar . If there are more than two drainage areas in the
project,attach an additional sheet with the information; r each area provided in the same format as below.
For high density projects,complete the table with one drama a area for each engineered stormwater device.
Basin Information li Drainage Area 1 Drainage Area 2
Receiving Stream Name Newport River Newport River
Stream Class&Index No. SA,HQW/21-(17) SA,HAW /21-(17)
Total Drainage Area(sf) 3.72 AC 1:03AC
On-site Drainage Area(sf) 3.72 AC 1.03 AC
Off-site Drainage Area(sf) 0 0
Existing Impervious*Area(sf) 31,347 SF,0.71 AC 13,652 SF,0.31 AC
Proposed Impervious*Area(sf) 82,230 SF, 1.89 AC 0
To Impervious*Area(total) 70.0% 30.3% _I
Impervious*Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings(sf) 18,085 SF 0
On-site Streets (sf) 0 0
On-site Parking (sf) 53,903 SF 0
On-site Sidewalks (sf) 10,242 SF 0
Other on-site (sf) 31,347 SF(Existing to Remain) 13,652 SF
Off-site (sf)
Total (sf): I 113,577 SF,2.60 AC 13,652 SF,0.31 AC
*Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BLIA).
Form SWU-101 Version 03.27.08 Page 2 of 4

10. How was the off-site impery area listed above derived?
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a table listing each lot
number,size and the allowable built-upon area for each lot must be provided as an attachment. Forms can be
downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm-deed restrictions.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below,you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form,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. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Form SW401-Low Density Low Density Supplement
Form SW401-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-Level Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement
Form SW401-Permeable Pavement Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 Page 3 of 4

VI. SUBMITTAL REQUIRE 4TS
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 Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions&Protective Covenants Form(if 6
required as per Part IV above)
• Original of the applicable Supplement Form(s)and O&M agreement(s)for each BMP 4/
• Permit application processing fee of$505(Express:$4,000 for HD,$2,000 for LD)
payable to NCDENR
• Calculations&detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications(sealed,signed&dated),including: F
-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. (ex.designing engineer or firm)
Designated agent(individual or firm):Avolis Engineering P.A_T
Mailing Address:P.O.Box 15564
City:New Bern State:NC Zip:28557
Phone: (252 ) 633-0068 Fax: (252 ) 633-6507
Email: [e-mail]
VIII. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information,item 2) R.Randy Martin
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective cove is will be recor•.•d,and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: r' Date: C g 20J Y"
R. Randy Ma t/ in, City Manager
Form SWU-101 Version 03.27.08 Page 4 of 4

Project name ``� °- ` i?!i
'i�=-� ti;� � �`� `�` � (0.. Review Date (30(ag
Checklist for Completeness Review of Stormwater Applications 5\ j 9'a IBC
-! ?
Each application for which a "Completeness Review" is needed will have this checklist printed on
yellow paper to distinguish it from other applications to be reviewed.
Read the narrative and appli •a to de - • Me he type of project, i e., residential vs.
Ccommercia_ ubdivision v- sin•le to# ig density, low density, offsite, redevelopment, and
determine what documentation needs o be • • + •ed.
Make sure that all required forms, supplements, O&M's, deed restrictions, signature
authorizations, etc., are included and contain original signatures.
If low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc , and do a quick math check for addition errors.
E?1 Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print off the NCSOS information sheet and latest annual report Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided.
LJ Make sure 2 sets of plans have been submitted, and that they include grading, layout (with
"f" dimensions for all proposed BUA) and details
yQ1 . Are the Wetlands delineated on the plans? Y N By whom? N
If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
dwaters and the / mile radius clearly shown to scale, is provided.
For high density projects, make sure the correct design storm is used, based on the receiving
/ stream classification and the projects proximity to SA waters.
L7 Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA calcs
or shown with the road detail, and the road width used in the BUA calculations is less than
that shown on the road detail
Are there any issues within the 575 ft ORW AEC?
If high density, make sure the plans and calculations are signed, sealed and dated.
If the project involves the subdivision of property or has outparcels, make sure a copy of the
Proposed Declaration of Covenants and Restrictions in legal format with all required
statements is provided, or that the appropriate standard deed restriction template, signed and
notarized, is provided.
Make sure that a Soils Report for all projects is provided, to determine if the required
separation to the SHWT is provided.
—_ • For multiple HD systems & curb outlet swales, make sure a drainage area map is provided
If the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer)to be returned to the applicant. Jo will keep copies of the return letters, application &
check
% If the application lacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the information isn't received within 24 hours, give the application to Jo to return.
Foy Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
b. Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
:a Has Vincent conducted the site investigation?,;a� If Yes, date?
N °ice =v d For infiltration projects, the maximum 2 acre inches of volume in any single system has not
. \ Sbeen or Wet Ponds exceeded.projects:
Permanent pool to be located no lower than 6" below the estimated SHWT Otherwise, the
incoming groundwater must be quantified and evaluated, the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions
S.\WQSISTORMWATERIFORMSICOMPLETENESS REVIEW

LT-3
AVOLIS ENGINEERING, P.A.
�� P.O. Box 15564 • New Bern, North Carolina 28561 • (252) 633-0068
September 16, 2008
Mrs. Linda Lewis
Environmental Engineer
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington,NC 28405-3845
RE: Renovations and Additions to: Morehead City Police Department
Bridges Street, Morehead City, Carteret County,North Carolina
AE Project No. 08058
Dear Linda:
Enclosed please find our submittal for the above-referenced project consisting of the following:
• Stormwater Permit Application and Narrative (Original and One Copy)
• Project Plans (Two Copies)
• Stormwater Calculations(Two Copies)
• $505 Application Fee
Your assistance with this project is appreciated. Should you have any questions or need any
additional information or assistance,please do not hesitate to call.
Sincerely,
411-,vin Avolis, P.E. 4..
ce-President ctNa

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•
ECS CAROLINAS, LLP
CARO I NAS Geotechnical•Construction Materials•Environmental•Facilities
September 11,2008
Mr.Kevin Avolis,P.E.
Avolis Engineering,P.A.
P.O.Box 15564
New Bern,North Carolina 28403
Re: Infiltration Evaluation
Morehead City Police Department
Morehead City,Carteret County,North Carolina
ECS Project No.22.14386C
Dear Mr.Avolis,
ECS Carolinas, LLP (ECS) recently conducted an infiltration evaluation for the proposed
infiltration area at the above referenced site located off of Tenth Street and Bridges Street in
Morehead City,Carteret County,North Carolina. This letter,with attachments,is the report of
our evaluation.
Field Testing
On September 9,2008 ECS met with Mr.Kevin Avolis with Avolis Engineering on site in order
to provide the requested test location. ECS then conducted an exploration of the subsurface soil
and groundwater conditions at one requested location shown on the attached Site Diagram. The
purpose of this exploration was to obtain subsurface information of the in place soils for the
proposed infiltration area. ECS explored the subsurface soil and groundwater conditions by
advancing one land auger boring into the existing ground surface at the requested boring
location. ECS visually classified the subsurface soils and obtained representative samples of
each soil type encountered. ECS also recorded the groundwater and seasonal high water level
(SHWL) observed at the time of the hand auger boring. The attached Infiltration Evaluation
Form provides a summary of the subsurface conditions encountered at the hand auger boring
location.
The groundwater and SHWL were estimated at the boring location below the existing grade
elevation. Below is a summary of the boring location. The surface elevation was provided by
Avolis Engineering.
Location SHWL Surface Elevation Groundwater
1 48 inches 13.75' 70 inches
ECS has conducted an infiltration test utilizing a compact constant head permeameter near the
hand auger boring to estimate the infiltration rate for the subsurface soils. Infiltration tests are
typically conducted at two feet above the SHWL.
7211 Ogden Business Park•Suite 201•Wilmington,NC 28411• [phone]•Fax[phone]*www.ecslimited.com
Asheville,NC•Charlotte,NC•Greensboro,NC•Greenville,SC•Raleigh,NC•Swansboro,NC*•Wilmington,NC
*testing services only

l '°°
infiltration Evaluation
Morehead CYO Police Department
Morehead City,Carteret County,North Carolina
ECS Project No.22.14386C
September11,2008
Field Test Results
Below is a summary of the infiltration test results:
Location Description Depth Inches/hour
1 Brown fine 24 inches 9.4
SAND
Infiltration rates and SHWL may vary within the proposed site due to changes in elevation and
subsurface conditions.
If you have any questions regarding this report,please contact us at(910)686-9114.
Respectfully,
ECS CAROLINAS,LLP
/4 .
K.Brooks Wall Walid M. Sobh,P.E.
Staff Geologist Principal Engineer
NC License No.22983
Attachments: Figure 1-Test Location Plan
Infiltration Evaluation
2

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BNB MOM PLAN
TEST LOCATION
-
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Morehead City Police Department
Morehead City,NC 1.__A--,
Figure I Test Location Plan
ECS Project No.22-14386-C Provided by: ti volis leering,Inc.
September 9,2008
IDS VV . "I
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Infiltration Evaluation
Morehead City Police Department
Morehead City, Carteret County, North Carolina
ECS Project No. 22.14386C
September 9, 2008
Location Depth Soil Description
1 0-24" Brown fine SAND whittle silt
6"-60" Brown fine to medium SAND
Seasonal High Water Table was estimated to be at 48 inches below the existing
grade elevatio
Infiltration ' -: 9.4 ' per hour
Test was cond inches below existing grade elevation
Ground water was encountered at 70 inches below the existing grade elevation.

15
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1/4 1/4Table 8.03b
Runoff Curve Numbers(CN)
L drologic Soil Group
D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition — 39 61 74 80
Meadow
good condition 30 58 71 78
Wood or forest land
Thin stand-poor cover,no mulch 45 66 77 83
Good stand-good cover 25 55 70 77
Open spaces,lawns,parks,golf courses,cemeteries,etc.
good condition:
grass cover on 75%
or more of the area 39 61 74 80
fair condition:
grass cover on 50
to 75%of the area 49 69 79 84
Commercial and business
areas(85%impervious) 89 92 94 95
Industrial districts
'(72%impervious) 81 88 91 93
Residential 1Development completed and vegetation established
Average lot size Average%Impervious
1/8 acre or less 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways,etc. 011.30 98 98 98
Streets and roads
paved with curbs and
storm sewers , 98 98 98 98
gravel 76 85 89 91
dirt 72 82 87 89
Newly graded area 81 89 93 95
Residential:Development underway and no vegetation
Lot sizes of 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 ' 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source:USDA-SCS
8.03.10 , •
•
Rev.12/93

Hydrograph Re Report RA/Summary p Page 1
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft)
SCS Runoff r; 1 724 13,308 2 — — PRE Dev.2 Year St
SCS Run 1212 1 722 32,878 2 — — POST Dev.2 Year S t.t 0 PJiecS J
SCS R inoff 10.82 1 724 32,500 10 — — — PRE Dev.10 Year S 4a (34:1$
SCS Runoff_ 21.65. .. 1 722 59,403 10 — — — POST Dev.10 Year
Reservoir 0.22 1 1090 6,301 2 2 14.03 27,224 Post Dev.2-Yr.St A prgfl' + 1+
Reservoir ® 1 812 31,327 10 4 14.67 36,477 Post Dev.10-Yr.S hr yirU )
,Cg°' G 1
RIZ-
(22-$k1.4".s
? = C Arc, 40N)-51 /s n-'8n ..p/
(3,1- 1O
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ItiP 64-94i
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r � ,
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I
Proj. file: 08058 NIHC_POLICE.}FIDF file: NEW BERN.IDF Run date: 10-08-2008

-16e
)5 - Reservoir - 2 Yr - Qp = 0.22 cfs
15-
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U
car
5-
o
0 5 10 15 20 25
Time (hrs)
/ Hyd. 2 / Hyd. 5

l
5 - Reservoir - 2 Yr - Max. E . _ 14.03 ft
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rig--
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12.4
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6 - Reservoir - 10 Yr - Q = 1 .33 cf
25
20
cn 15- timum,
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a
10
5
0 '
0 5 10 15 20 25
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/ Hyd. 4 / Hyd. 6

(23
6 - Reservoir - 10Yr - Max. El. = .67ft
15.0 �
f
14.4
r. 13.7
w 13.1
12.4
11 .8 -
0 5 10 15 20 25
Time (hrs)

Hydrograph Report Page 1
English
Hyd. No. 1
PRE Dev. 2 Year Storm
Hydrograph type = SCS Runoff Peak discharge = 3.86 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 3.72 ac Curve number = 58
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 3.7 min
Total precip. = 4.66 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Total Volume=13,308 cuft
Hydrograph Discharge Table
Time -- Outflow Time --Outflow
(hrs cfs) (hrs cfs)
11.68 0.06 18.08 0.14
11.88 0.65 18.28 0.13
12.08 3.81 18.48 0.13
12.28 1.97 18.68 0.13
12.48 1.12 18.88 0.13
12.68 0.69 19.08 0.13
12.88 0.59 19.28 0.12
13.08 0.50 19.48 0.12
13.28 0.47 19.68 0.12
13.48 0.45 19.88 0.12
13.68 0.42 20.08 0.11
13.88 0.39 20.28 0.11
14.08 0.36 20.48 0.11
14.28 0.35 20.68 0.11
14.48 0.34 20.88 0.10
14.68 0.32 21.08 0.10
14.88 0.31 21.28 0.10
15.08 0.29 21.48 0.10
15.28 0.28 21.68 0.09
15.48 0.26 21.88 0.09
15.68 0.24 22.08 0.16
15.88 0.23 22.28 0.09
16.08 0.21 22.48 0.09
16.28 0.20 22.68 0.09
16.48 0.20 22.88 0.09
16.68 0.19 23.08 0.09
16.88 0.18 23.28 0.08
17.08 0.17 23.48 0.08
17.28 0.17 23.68 0.08
17.48 0.16 23.88 0.08
17.68 0.15
17.88 0.14
...End

TR55 Tc WorksheetPag
e 1 09.
Hyd. No. 1
PRE Dev. 2 Year Storm
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 200.0 ft
Two-year 24-hr precip. = 4.66 in
Land slope = 0.3 %
Travel Time = 3.1 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.5 %
Surface description = Unpaved
Average velocity = 1.14 ft/s
Travel Time = 0.0 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.030
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .... = min
Total Travel Time, Tc = 3.7 min

Hydrograph Report Page 1
English
Hyd. No. 2
POST Dev. 2 Year Storm
Hydrograph type = SCS Runoff Peak discharge = 12.12 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 3.72 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 3 min
Total precip. = 4.66 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Total Volume=32,878 cuft
Hydrograph Discharge Table
Time -Outflow Time --Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
9.43 0.12 15.83 0.39 22.23 0.15
9.63 0.15 16.03 0.36 22.43 0.14
9.83 0.17 16.23 0.34 22.63 0.14
10.03 0.20 16.43 0.33 22.83 0.14
10.23 0.24 16.63 0.32 23.03 0.14
10.43 0.29 16.83 0.30 23.23 0.13
10.63 0.34 17.03 Q.29 23.43 0.13
10.83 0.39 17.23 0.28 23.63 0.13
11.03 0.45 17.43 0.26 23.83 0.12
11.23 0.61 17.63 0.25
11.43 0.79 17.83 0.23
11.63 1.65 18.03 0.22 ...End
11.83 3.50 18.23 0.22
12.03 12.12<< 18.43 0.21
12.23 4.83 18.63 0.21
12.43 2.58 18.83 0.21
12.63 1.40 19.03 0.20
12.83 1.18 19.23 0.20
13.03 0.95 19.43 0.19
13.23 0.89 19.63 0.19
13.43 0.83 19.83 0.19
13.63 0.77 20.03 0.18
13.83 0.71 20.23 0.18
14.03 0.65 20.43 0.17
14.23 0.62 20.63 0.17
14.43 0.60 20.83 0.16
14.63 0.57 21.03 0.16
14.83 0.54 21.23 0.16
15.03 0.51 21.43 0.15
15.23 0.48 21.63 0.15
15.43 0.45 21.83 0.14
16.63 0.42 22.03 0.40

TR55 Tc Worksheet page 1
Hyd. No. 2
POST Dev. 2 Year Storm
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 150.0 ft
Two-year 24-hr precip. = 4.66 in
Land slope = 0.3 %
Travel Time = 3.0 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.3 %
Surface description = Unpaved
Average velocity = 0.88 ft/s
Travel Time = 0.0 min
Channel Flow
Cross section flow area = 3.1 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.5 %
Manning's n-value = 0.030
Velocity = 0.00 ft/s
Flow length = 230.0 ft
Travel Time = min
Total Travel Time, Tc = 3.0 min

Hydrograph Report Page 1
941
English
Hyd. No. 3
PRE Dev. 10 Year Storm
Hydrograph type = SCS Runoff Peak discharge 10.82 cfs?
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 3.72 ac Curve number = 58
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 3.7 min
Total precip. = 7.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Tots Volume=32,500 cuft
Hydrograph Discharge Table
Time -- Outflow Time -Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
10.90 0.11 17.30 0.34 23.70 0.16
11.10 0.17 17.50 0.32 23.90 0.15
11.30 0.28 17.70 0.30
11.50 0.44 17.90 0.29
11.70 1.28 18.10 0.27 ...End
11.90 3.14 18.30 0.27
12.10 9.60 18.50 0.26
12.30 4.53 18.70 0.26
12.50 2.33 18.90 0.25
12.70 1.53 19.10 0.25
12.90 1.29 19.30 0.24
13.10 1.08 19.50 0.24
13.30 1.02 19.70 0.24
13.50 0.96 19.90 0.23
13.70 0.89 20.10 0.23
13.90 0.83 20.30 0.22
14.10 0.77 20.50 0.22
14.30 0.74 20.70 0.21
14.50 0.70 20.90 0.21
14.70 0.67 21.10 0.20
14.90 0.64 21.30 0.20
15.10 0.60 21.50 0.19
15.30 0.57 21.70 0.19
15.50 0.53 21.90 0.18
15.70 0.50 22.10 0.27
15.90 0.46 22.30 0.19
16.10 0.43 22.50 0.18
16.30 0.41 22.70 0.18
16.50 0.40 22.90 0.17
16.70 0.38 23.10 0.17
16.90 0.37 23.30 0.17
17.10 0.35 23.50 0.16

TR55 Tc Worksheet ge ,
Hyd. No. 3
PRE Dev. 10 Year Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Fiow length = 200.0 ft
Two-year 24-hr precip. = 4.66 in
Land slope = 0.3 %
Travel Time = 3.7 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.5 %
Surface description = Unpaved
Average velocity = 1.14 ft/s
Travel Time 0.0 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.030
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time = min
Total Travel Time, Tc = 3.7 min

Hydrograph Report Page 1 /)
English
Hyd. No. 4
POST Dev. 10 Year Storm
Hydrograph type = SCS Runoff Peak discharge, = 21.65 cfs •
Storm frequency = 10 yrs Time interval 1_..h in
Drainage area = 3.72 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 3 min
Total precip. = 7.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Total Volume=59,403 cuft
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
8.63 0.22 15.03 0.83 21.43 0.25
8.83 0.25 15.23 0.78 21.63 0.24
9.03 0.29 15.43 0.73 21.83 0.23
9.23 0.33 15.63 0.68 22.03 0.64
9.43 0.38 15.83 0.63 22.23 0.24
9.63 0.42 16.03 0.58 22.43 0.23
9.83 0.47 16.23 0.56 22.63 0.23
10.03 0.53 16.43 0.54 22.83 0.22
10.23 0.61 16.63 0.51 23.03 0.22
10.43 0.70 16.83 0.49
10.63 0.79 17.03 0.47
10.83 0.89 17.23 0.45 ...End
11.03 1.01 17.43 0.43
11.23 1.31 17.63 0.40
11.43 1.66 17.83 0.38
11.63 3.33 18.03 0.36
11.83 6.71 18.23 0.35
12.03 21.65<< 18.43 0.35
12.23 7.93 18.63 0.34
12.43 4.36 18.83 0.33
12.63 2.35 19.03 0.33
12.83 1.97 19.23 0.32
13.03 1.59 19.43 0.31
13.23 1.48 19.63 0.31
13.43 1.38 19.83 0.30
13.63 1.28 20.03 0.29
13.83 1.18 20.23 0.29
14.03 1.08 20.43 0.28
14.23 1.03 20.63 0.27
14.43 0.98 20.83 0.27
14.63 0.93 21.03 0.26
14.83 0.88 21.23 0.25

TR55 Tc Worksheet Page ,
Hyd. No. 4
POST Dev. 10 Year Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 150.0 ft
Two-year 24-hr precip. =4.66 in
Land slope = 0.3 %
Travel Time = 3.0 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.3 %
Surface description = Unpaved
Average velocity = 0.88 ft/s
Travel Time = 0.0 min
Channel Flow
Cross section flow area = 3.1 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.5 %
Manning's n-value = 0.030
Velocity = 0.00 ft/s
Flow length = 230.0 ft
Travel Time o min
Total Travel Time, Tc =3.0 min

Hydrograph Report Pag e 1 W
English
Hyd. No. 5
Post Dev. 2-Yr. Storm
Hydrograph type = Reservoir Peak discharge = 0.22 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = INFILTRATION BA
Max. Elevation = 14.03 ft Max. Storage = 27,224 cuft
Storage Indication method used. Total Volume=6,301 cuff
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.20 0.63 13.78 - - - -- 0.01 - --- - 0.01
14.40 0.60 13.81 - --- - ------ 0.02 -- - - 0.02
14.60 0.57 13.84 -- - -- - 0.04 - - - 0.04
14.80 0.54 13.87 - ---- - ---- 0.06 - 0.06
15.00 0.51 13.90 - - - 0.08 0.08
15.20 0.48 13.92 - -- 0.10 •
0.10
15.40 0.45 13.94 0.12 -- 0.12
15.60 0.42 13.95 - - - - 0.14 -- - 0.14
15.80 0.39 13.97 - - - - 0.15 - ----- - 0.15
16.00 0.36 13.98 - --- 0.16 --- --- 0.16
16.20 0.34 13.99 -- - -- 0.17 0.17
16.40 0.33 14.00 - -- - 0.18 - 0.18
16.60 0.32 14.00 - - - --- 0.19 - 0.19
16.80 0.30 14.01 - - - 0.20 - - - 0.20
17.00 0.29 14.01 - - - - 0.21 - - - 0.21
17.20 0.28 14.02 -- - 0.21 --- - 0.21
17.40 0.26 14.02 -- -- ----- 0.21 - - 0.21
17.60 0.25 14.02 - - 0.22 - ----- 0.22
17.80 0.24 14.02 - - - - 0.22 0.22
18.00 0.22 14.03 - - ----- 0.22 - -- - 0.22
18.20 0.22 14.03 - - - - 0.22 - - - 0.22
18.40 0.21 14.03 -- - - 0.22 ---- - 0.22
18.60 0.21 14.02 - - - - 0.22 0.22
18.80 0.21 14.02 - - -T- - 0.22 -- - - 0.22
19.00 0.20 14.02 --- -- - - 0.22 - - 0.22
19.20 0.20 14.02 - - - - 0.22 - - --- 0.22
19.40 0.19 14.02 - - - - 0.21 - - - 0.21
19.60 0.19. 14.02 - -- ---- 0.21 - --- --- 0.21
19.80 0.19 14.02 ---- -- - - 0.21 -- --- 0.21
20.00 0.18 14.02 - -- - - 0.21 - -- 0.21
20.20 0.18 14.02 - - - - 0.21 --- --- 0.21
20.40 0.17 14.02 - - - - 0.21 --- - 0.21
20.60 0.17 14.01 - - - - 0.20 - - 0.20
20.80 0.17 14.01 ---- - 0.20 --- - -- 0.20
21.00 0.16 14.01 --- ----- - 0.20 --- ---- 0.20
21.20 0.16 14.01 - -- - ---- 0.20 ---- - 0.20
Continues on next page...

Post Dev.2-Yr.Storm Page 2 9
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.40 0.15 14.01 ---- --- - --- 0.19 - -- - 0.19
21.60 0.15 14.00 - - - -- 0.19 - - 0.19
21.80 0.14 14.00 - ---- -- -- 0.19 - - 0.19
22.00 0.14 14.00 - - - - 0.19 - - - 0.19
22.20 0.15 14.00 - - - 0.19 - - - 0.19
22.40 0.14 14.00 - - - - 0.18 - - - 0.18
22.60 0.14 14.00 --- - - -- 0.1$ -- --- ---- 0.18
22.80 0.14 13.99 --- - - 0.18 - -- - 0.18
23.00 0.14 13.99 --- -- -- - 0.18 - - - 0.18
23.20 0.13 13.99 - - - - 0.18 - - - 0.18
23.40 0.13 13.99 - - - -- 0.17 - - - 0.17
23.60 0.13 13.98 - - - 0.17 - - - 0.17
23.80 0.12 13.98 --- - - - 0.17 - - - 0.17
24.00 0.00 13.98 -- - - 0.16 - -- - 0.16
...End

Reservoir Page 1
•
English
Reservoir No. 1 - INFILTRATION BASIN
Pond Data
Pond storage is based on known contour areas
Stage/Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cult
0.00 11.75 10,379 0 0
0.25 12.00 10,714 2,637 2,637
1.25 13.00 12,096 11,405 14,042 4
2.00 13.75 13,180 9,479 23,520 F€ 4, 1)
2.25 14.00 13,551 3,341 26,862 V)S 61 W
3.25 15.00 15,077 14,314 41,176
Culvert/Orifice Stru ures Weir-Structu
[A] [B] [C] [D] [A] :] [C] [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len ft 0.5 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0 Crest El.ft = 3.75 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00
Invert El.ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00
Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope% = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif. Coeff. = 0.00 0.00 0.00 0.00
Multi-Stage = -- No No No Taiiwater Elevation = 0.00 ft
Note:All outflows have been analyzed under inlet and outlet control.
Stage/Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 11.75 - - - - 0.00 - - - 0.00
0.25 2,637 12.00 - - - - 0.00 - - - 0.00
1.25 14,042 13.00 - - - - 0.00 - - ------ 0.00
2.00 23,520 13.75 - - --- - 0.00 - -- - 0.00
2.25 26,862 14.00 -- - --- - 0.19 - -- 0.19
3.25 41,176 15.00 - -- - - 2.10 - - -- 2.10

Hydrograph Report Page 1
English
Hyd. No. 6
Post Dev. 10-Yr. Storm
Hydrograph type = Reservoir Peak discharge - 33 cf
Storm frequency = 10 yrs Time interval = min
Inflow hyd. No. = 4 Reservoir name = INFILTRATION BA
Max. Elevation = 14.67 ft Max. Storage = 36,477 cuft
Storage Indication method used. Total Volume=31,327 cuft
Hydrograph Discharge Table
Time Inflow elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.20 8.50 14.15 - - - - 0.38 - ----- - 0.38
12.40 4.97 14.45 --- - - - 0.89 -- ---- - 0.89
12.60 2.42 14.57 - - - -- 1.11 - - - 1.11
12.80 2.03 14.62 - ---- - 1.22 1.22
13.00 1.64 14.65 -- - - 1.28 -- 1.28
13.20 1.50 14.66 - - - 1.31 ---- 1.31
13.40 1.40 14.67 - - - - 1.33 1.33
13.60. 1.30 14.67 - - - - 1.33 - - - 1.33
13.80 1.20 14.67 - - 1.32 - - 1.32
14.00 1.09 14.66 - -• 1.30 1.30
14.20 1.04 14.65 --- - 1.28 1.28
14.40 0.99 14.64 1.25 - --- 1.25
14.60 0.94 14.62 - - 1.22 -- - 1.22
14.80 0.89 14.61 - - 1.19 - - 1.19
15.00 0.84 14.59 - 1.16 - - 1.16
15.20 0.79 14.57 1.12 - -- 1.12
15.40 0.74 14.56 1.09 ---- 1.09
15.60 0.69 14.54 1.05 1.05
15.80 0.64 14.52 ----- - 1.02 - - - 1.02
16.00 0.59 14.50 - - - - 0.98 0.98
16.20 0.56 14.48 - - - - 0.94 - - 0.94
16.40 0.54 14.46 - -- 0.91 - 0.91
16.60 0.52 14.45 -- --- -- 0.87 - 0.87
16.80 0.50 14.43 ---- -- --1- 0.84 - 0.84
17.00 0.47 14.41 - - - - 0.81 - - - 0.81
17.20 0.45 14.39 - - - --- 0.78 - - 0.78
17.40 0.43 14.38 - - - - 0.75 - - - 0.75
17.60 0.41 14.36 ---- --- -- -- 0.72 -- --- 0.72
17.80 0.39 14.35 - -- --- --- 0.69 -- ---- 0.69
18.00 0.36 14.33 - --- -- ---- 0.67 - - - 0.67
18.20 0.35 14.32 - - - - 0.64 - - 0.64
18.40 0.35 14.30 - - - 0.62 ---- - - 0.62
18.60 0.34 14.29 - - - - 0.60 - - 0.60
18.80 0.33 14.28 -- ---- - --- 0.58 -- - -- 0.58
19.00 0.33 14.27
19.20 0.32 14.25 ---- - -- - 0.54 --- --- 0.54
Continues on next page...

Post Dev.10-Yr.Storm Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.40 0.31 14.24 -- ----- 0.52 - -- ---- 0.52
19.60 0.31 14.23 - - - - 0.51 -- ---- -- 0.51
19.80 0.30 14.22 -- - - 0.49 - 0.49
20.00 0.29 14.21 -- - - 0.48 - - - 0.48
20.20 0.29 14.21 - - - - 0.46 - - 0.46
20.40 0.28 14.20 - - - --- 0.45 - - - 0.45
20.60 0.27 14.19 - - ---- - 0.44 -- - 0.44
20.80 0.27 14.18 - --- - -- 0.42 -- - 0.42
21.00 0.26 14.17 -- - -- --- 0.41 --- - ----- 0.41
21.20 0.25 14.17 - - - - 0.40 - - - 0.40
21.40 0.25 14.16 - - - - 0.39 - - - 0.39
21.60 0.24 14.15 - - - - 0.38 --- - - 0.38
21.80 0.23 14.14 --- ---- --- -- 0.37 - - 0.37
22.00 0.23 14.14
22.20 0.24 14.13 - -- - - 0.36 - --- 0.36
22.40 0.23 14.13 - - - --- 0.35 - 0.35
22.60 0.23 14.12 - - - ---- 0.34 - - 0.34
22.80 0.22 14.12 - - - 0.34 - - 0.34
23.00 0.22 14.11 -- - - --- 0.33 -- - 0.33
23.20 0.21 14.11 0.32 - 0.32
23.40 0.21 14.10 - - 0.31 0.31
23.60 0.20 14.10 0.31 - - 0.31
23.80 0.20 14.09 0.30 ---- 0.30
24.00 0.00 14.09 --- 0.29 - 0.29
...End

Reservoir Report
e ,
English
Reservoir No. 1 - INFILTRATION BASIN
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation Contour area Incr.Storage Total storage
ft ft sqft cuft cuft
0.00 11.75 10,379 0 0
0.25 12.00 10,714 2,637 2,637
1.25 13.00 12,096 11,405 14,042
2.00 13.75 13,180 9,479 23,520
2.25 14.00 13,551 3,341 26,862
3.25 15.00 15,077 14,314 41,176
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.5 0.0 0.0 0.0
Span in = 0.0 0.0 0.0 0.0 Crest El.ft = 13.75 0.00 0.00 0.00 .
No. Barrels = 0 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00
Invert El.ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00
Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope% = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif. Coeff. = 0.00 0.00 0.00 0.00
Multi-Stage = - No No No Tailwater Elevation = 0.00 ft
Note:All outflows have been analyzed under inlet and outlet control.
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 11.75 - - - - 0.00 - - - 0.00
0.25 2,637 12.00 - - - - 0.00 - - - 0.00
1.25 14,042 13.00 - --- --- 0.00 - - - 0,00
2.00 23,520 1,3,7 ., --
2v- --26,862 14.00 - -- - 0.19
c12 3.25 41,176 15.00 --- - - 2.10 - - --- 2.10 t►33

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OUTFALL PIPE -2 YR STO Q=1.33 CFS 3q
Worksheet for Circular Channe
Project Description
Worksheet Circular Channel
Flow Element Circular Channel
Method Manning%Formu
Solve For Full Flow Diamete
Input Data
Mannings Coeffic 0.013
Slope 005000 ft/ft
Discharge 1.33 cfs
Results
Depth 0.79 ft ,l
Diameter 9 in 2, ?iwii
Flow Area 0.5 ft2
Wetted Perimel 0.00 ft
Top Width 0.00 ft
Critical Depth 0.52 ft
Percent Full 100.0 %
Critical Slope 008157 ft/ft
Velocity 2.73 ft/s
Velocity Head 0.12 ft
Specific Energ) 0.90 ft
Froude Numbe 0.00
Maximum Disci 1.43 cfs
Discharge Full 1.33 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer.Joseph C.Avolts
c:\haestad\irneA08058 mhc_police.fm2 avails engineering.pa FlowMasterv6.0 j614e]
10/08/08 02:46:44 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

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OUTFALL PIPE - 2 YR STORM, Q=12.21 CFS
Worksheet for Circular Channel
Project Description
Worksheet Circular Channel
Flow Element Circular Channel
Method Manning's Formu
Solve For Full Flow Diamete
Input Data
Mannings Coeffic 0.013
Slope Discharge 12.12 cfs
Results
Depth 1.80 (l U] d n t M i r in
Diameter 2 in f��+
Flow Area . ft2
Wetted Perimel 0.00 ft
Top Width 0.00 ft
Critical Depth 1.29 ft
Percent Full 100.0 %
Critical Slope 0067
Velocity
Velocity Head
Specific Energ) 2.15 ft
Fronde Numbe 0.00
Maximum Disci 13.04 cfs
Discharge Full 12.12 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer.Joseph C.Avolis
c:\haestadlf ow O8058 mhc_poiice fm2 avails engineering,pa FIowMaster v6.O[614e]
09/17/08 12:08:04 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA [phone] Page 1 of 1

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STORMWATER MANAGEMENT NARRATIVE
Renovations and Additions to: Morehead City Police Department
Bridges Street
Morehead City, Carteret County,North Carolina
The Town of Morehead City proposes to construct the Morehead City Police Department Annex
and 911 Communications Center on a 4.76 acre parcel of land located off of Bridges Street
between 1 1th and 12th Streets in Morehead City, Carteret County,North Carolina. This site was
previously developed and utilized as the Morehead City Elementary School. The majority of
existing school facilities will remain on the site and will be renovated over time. The majority of
the existing parking areas will be left in place. It is proposed that a new police department annex
and 911 communications center be constructed on the northeastern side of the subject property.
An existing structure will be renovated and expanded in this area. Additionally, new traffic
circulation and parking areas will be constructed on the northern side of the subject property
behind the existing school building. The original school building and parking areas on the
southern side of the site will not be altered by this project.
The subject property is located off of Bridges Street between 11th and 12th Streets and is
completely surrounded by a public road network. A public storm drain system exists along the
network of public roads and discharges in a northerly direction towards the Newport River which
has a surface water classification in this area of SA, HQW and a Stream Index of 19-(17). No
Section 404 Wetlands or Coastal Wetlands are present on the subject property.
Impermeable surfaces exist on the subject property. A portion of these impermeable surfaces
will remain after the proposed construction occurs. The southern side of the site, identified as
Drainage Basin#2 will not be altered by this project. Drainage Basin#1 covers the northern side
of the site and includes the footprint area of the elementary school structure. Presently, a total of
65,900 square feet of impermeable surfaces exist on the subject property yielding a built-upon
percentage of 31.8%. At full build-out, including future phases of construction, a total of
127,229 square feet of impermeable surfaces will exist on the site yielding a percent built-upon
area of 61.4%, including existing impermeable surfaces to remain. Considering Drainage Basin
#1 only, a total of 113,577 square feet of impermeable surfaces will exist on the site at full build-
out which yields a built-upon percentage of 70.0%for this drainage basin, including existing
impermeable areas to remain.
It is proposed that a stormwater collection and treatment system be designed and permitted
associated with Drainage Basin#1 as presented on the project plans. The project site drains to the
public stormwater collection system located along 11th Street. Stormwater runoff continues
through a curb inlet and pipe network along 11th Street in a northeasterly direction where it
ultimately discharges into the Newport River. The adjacent Newport River has a surface water
classification of SA, HQW and Stream Index of 19-(17).

A stormwater collection and treatment system is proposed to be constructed on the project site
and comply with the Coastal Stormwater Rules. Specifically, it is proposed that a stormwater
infiltration basin sized to fully contain the difference in the runoff volume between pre and post-
development conditions for the 1-year, 24-hour storm. The infiltration basin is sized to capture
and infiltrate runoff volume of 23,520 cubic feet.
Runoff in excess of the 1-year, 24-hour volume occurs to a vegetated filter located at the
northeastern corner of the site, after which it enters the public storm drainage system via a drop
inlet.
The proposed stormwater collection treatment system meets the treatment standards by the
Coastal Stormwater Rules for High Density Development discharging to SA waters.

STORMWATER SUBMITTAL REQUIREMENTS
INFILTRATION/EXFILTRATION SYSTEMS
Basins and Trench
I. Objective
/11` Collect all runoff from all BUA(proposed and/or existing and/or offsite)as the case may be,
by any means including piping or swales, and direct it to the infiltration system.
B. Check the proposed basin/trench design to make sure it meets or exceeds the minimum
design criteria for design storm, volume and drawdown.
II. What makes up a complete infiltration basin/trench application package?
JJA. Two sets of sealed, signed &dated layout& grading plans with appropriate details.
B. Completed application with supplement(s), SWU-101, SW401-Infiltration Trench, SW401-
Infiltration Basin, and inspection and maintenance agreements.
J Deed restriction document, if applicable. (subdivisions & projects with out parcels)
Sealed, signed &dated calculations.
A soils report containing information in regard to the soil type,boring locations,seasonal high
�/ water table elevation and expected infiltration rate.
7` F. Chlorides test results must be provided if the project is within'/mile of SR waters(Phase II).
(This is only required to test out of SR water treatment requirements)
III. BIMS entry (for DWQ use only)
Enter&track application acknowledged date, review date,add info requested/received dates, permit
issue dates, and drainage area info. Best done after the add info letter is written and before sending
permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:\wqs\stormwater\shell\shighcominbasin
S:\wqs\stormwater\shells\highcomintrench
s:\wqs\stormwater\shellslhighsubinbasin
s:\wqs\stormwater\shells\highsubintrench
Calculations: s:\wgs\stormwater\excel spreadsheets\inbasin
s:\wqs\stormwater\excel spreadsheets\intrench
V. Review Procedure-look for consistency between the various elements of the package-application,
plan and calculations.
A. APPLICATION
1. Original signatures are required. Photocopied signatures cannot be accepted.
_ 2. A completed infiltration basin or infiltration trench supplement, one for each proposed
system. A signed, dated and notarized Inspection and Maintenance Agreement for
each proposed system with an original signature.
5.¢,4_ C6c?f 3 The elevations, areas and volumes reported on the supplement match up to the
numbers used in the calculations and shown on the plan details.
V\0k-- y 4. Built-upon areas are reported in square feet in Section 111.6.
15. Receiving stream name and classification.
J 6. Section 111.6 is filled in-cannot be left blank. One column must be filled in for each
proposed infiltration basin or trench.
J 7. If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly(capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member-managed LLC, or the manager of a manager-managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs,then a letter of authorization is needed from the
president, vice president, general partner, member or manager.
�N'8. For subdivided projects, a signed and notarized deed restriction statement must be
provided.
9. Soils report with the SHWT, Soil type and expected infiltration rate.

Infiltration Basin &Trench, cont.
B. CALCULATIONS
1. The basin or trench must draw down within 5 days.Spray irrigation is not acceptable as
the sole means of drawdown.
2. The design storm is 1.5" if the project is subject to Phase II or is sited within %mile of
and draining to SA waters. The design storm for projects subject to Phase II sited
within % mile of and draining to SR waters must treat the difference between the pre
and post development conditions for the 1-yr 24-hr storm. Otherwise, use 1" design
storm.
/1010 Report the bottom surface area.
to Report the surface area at the overflow elevation.
Show the calculation for the minimum required volume.
5`)Clk• 10 Provide a table of elevations,areas, incremental volumes and accumulated volumes to
demonstrate that the minimum required volume has been provided.
•
Ot �CI' 4/7. Calculations are signed, sealed &dated.
�" IB S /8. Report the Drainage Area and Built-upon area for each basin or trench.
`�5 , 19. The seasonal high water table must be at least 24" below the proposed bottom
Ca elevation of the system. For Phase II projects, at least 12" of this must be in naturally
occurring soils.
10. All runoff in excess of the design storm must bypass to a vegetated filter prior to
entering the basin or trench. If the system is designed to store a larger design storm
(generally 2-3 times the minimum),the requirement for an offline bypass can be waived.
Please contact the Division to determine what design storm is appropriate for the
project.

Infiltration Basin &Trench, cont.
C. PLANS - Plan sheets should be kept to a minimum. For small commercial single basin
projects, the plan set could consist of only 2 or 3 sheets, layout, grading and details. For
iarger projects, show as much information as possible on as few sheets as possible,without
,,,cccluttering them up.
Development/Project Name
- Engineer name and firm.
Legend
4. North Arrow
Location Map with nearest intersection of two major roads shown. Major road is any 1,
2, or 3 digit NC, US or interstate highway.
✓6. Scale-standard engineering scale, no off-the-wall stuff.
c. Date
Revision number and date, if applicable.
9. Original contours, proposed contours, spot elevations, finished floor elevations, pipe
inverts, swale inverts, etc.
,yr0. Existing drainage(piping,swales,ditches,ponds,etc.),including off-site. Include a map
delineating the offsite drainage areas.
f/1 Property/Project boundary lines, bearing &distances.
Mean High Water Line or Normal High Water Line, if applicable.
�
Drainage easement locations shown on the plans along with their width.
. Wetlands delineated, or a note on the plans that none exist. Provide a copy of the
wetlands delineation map signed by the Corps of Engineers, or have the applicant
include a copy of the unsigned delineation map submitted to the Corps. Infiltration
systems may not be located in wetlands unless a permit to fill those wetlands has been
dpobtained and the soils meet the SHWT and hydraulic conductivity requirements.
Details for the roads,parking,cul-de-sacs, including sidewalk width, radiAL dimensions&
� slopes. - 4./
t.,6. Apartment/Condo development-provide a typical building footprint with dimensions,
and note all concrete and wood deck areas.
"7. The drainage area for each basin or trench is clearly delineated and numbered to match
up to the calculations and supplement. Drainage area delineation is best done as a
/ separate plan sheet.
8. A basin section detail showing bottom and storage elevations,3:1 side slopes.The side
slopes of an infiltration basin are not restricted to vegetation. They may be hardened
with rock, timber, concrete, decorative brick, etc.
�y9. A trench section detail with the perforated pipe diameter, filter fabric wrapped around
�� the pipe and around the trench, trench height and width, rock fill type.
M qtr. If using a pre-fab chamber structure, provide details of the chamber, including model#,
length, width, chamber volume and number of chambers being used.
21. A bypass structure detail is provided showing a trash rack with 56" square openings,
and the necessary bypass weir or pipe elevation. Several types of bypass structure
designs are acceptable.
'7,22. Dimensions for each line and arc formed by the bottom contour of an infiltration basin.
/23. All runoff in excess of the design storm must pass through a vegetated filter prior to
being discharged into the receiving stream. The filter must be 50' long for SA waters
and 30' long for non-SA waters.
V14. . All infiltration systems must be located at least 50'from the MHW line of surface waters.
25. Vegetation is specified for basin slopes not being hardened.Weeping Love Grass is not
suitable as a permanent vegetated cover for side slopes.
All roof drainage must be directed to the system. Show the roof drain collection piping
on the plans.This is especially necessary for projects where the buildings back up the
property lines where roof drainage may leave the site prior to going through the system.
127. Monitoring wells may be required on a case-by-case basis.