SW8960509_HISTORICAL FILE_19961104 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 C)V o5 o �j
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
9 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
I(l°I In IIOL+
YYYYMMDD

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
November 4, 1996
Commander William C. McKerall, USN
c/o Commanding General
Camp Lejeune MCAS Attn: S-4 Facilities Plan
PSC Box 21001
Camp Lejeune, North Carolina 28545-1001
Subject: Permit No. SW8 960509
MCAS Bachelor Enlisted Quarters
High Density Commercial Stormwater Project
Onslow County
Dear Commander McKerall:
The Wilmington Regional Office received the Stormwater Management Permit Application for MCAS Bachelor Enlisted
Quarters on May 6, 1996, with final information on October 15, 1996. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title'15A NCAC
2H.1000. We are forwarding Permit No. SW8 960509 dated November 4, 1996, for the construction of MCAS Bachelor
Enlisted Quarters.
This permit shall be effective from the date of issuance until November 4, 2006, 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
ajudicatory 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 Linda Lewis, or me at
[phone].
Jim Bushardt, P.E.
Acting Regional Water Quality Supervisor
JBB/arl: S:\WQS\STORMWAT\PERMIT\960509.NOV
cc: C. Allen aamfonh, P.E.
Sharon Jennings, Onslow County Inspections
Linda Lewis
Wilmington Regional Office
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 960509
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commander William C. McKerall, Camp Lejeune MCAS
MCAS Bachelor. Enlisted Quarters
Onslow County
FOR THE
construction, operation and maintenance of a Detention Pond in compliance with the provisions of 15A NCAC
2H A000 (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 November 4, 2006 and shall be subject to the
following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater described in the application and
other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page 3 of
this permit, the Project Data Sheet. The stormwater control has been designed to handle the runoff from 200,376
square feet of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the
permit.
2

Project Name:
Permit Number:
Location:
Applicant:
c/o Commanding General
Mailing Address:
State Stormwater Management Systems
Permit No. SW8 960509
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
MCAS Bachelor Enlisted Quarters
960509
Onslow County
Commander William C. McKerall
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth:
Permanent Pool Elevation:
Total Impervious Surfaces Allowed:
Green Area entering Pond:
Required Surface Area:
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
Camp Lejeune MCAS Attn: S-4 Facilities Plan
PSC Box 21001
Camp Lejeune, North Carolina 28545-1001
May 6, 1996
New River
"SC NSW HQW"
N/A
4 feet
14.37 MSL
200,376 square feet
140,263 square feet
14,744 square feet
13,000 square feet
16,447 cubic feet
17,226 cubic feet ^
15.6 MSL
2" pipe
3

State Stormwater Management Systems
Permit No. SW8 960509
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per approved
plans.
5. The permittee is responsible for verifying that the proposed built -upon area does not exceed the allowable built -
upon area.
6. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification to the
permit.
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.
H. SCHEDULE OF COMPLIANCE
The permittee will comply with the following schedule for construction and maintenance of the stormwater
management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational for
it's intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be
repaired immediately.
2. 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 it's 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 side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ.
The records will indicate the date, activity, name of person performing the work and what actions were taken.
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.

State Stormwater Management Systems
Permit No. SW8 960509
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.
6. 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.
III. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there is
a name change of the Permittee, a formal permit request must be submitted to the Division of Water Quality
accompanied by an application fee, documentation from the parties involved, and other supporting materials as
may be appropriate. The approval of this request will be considered on its merits and may or may not be
approved.
2. Failure to abide by the conditions and limitations
enforcement action by the Division of Water Quality,
215.6(a) to 143-215.6(c).
contained in this permit may subject the Permittee to
in accordance with North Carolina General Statute 143-
The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal) which
have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions, the
Permittee shall take immediate corrective action, including those as may be required by this Division, such as
the construction of additional or replacement stormwater management systems.
5. The permittee grants DEHNR Staff permission to enter the property for the purpose of inspecting all components
of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit
modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the 4th day of November, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Rward, Jr., P.E., Director
Division o ater Quality
By Authorily of the Environmental Management Commission
Permit Number SW8 960509

State Stormwater Management Systems
Permit No. SWS 960509
MCAS Bachelor Enlisted Quarters
Stormwater Permit No. SW8 960509
Onslow County
Engineer's Certification
1, , as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the project,
for (Project Owner) hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the project construction such that the construction was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
S ignature
Registration Number
Date
('
n.

DZ7ISION OF ENPIRGWW1TAL MANAGEMENT
NORTE CAROLIMA STORMKATER MANAGEMENT PERMIT APPLICATION
X. GWM9 L I2WOR3UMON:
1. Project Name: BACHELOR ENLISTED QUARTERS
2. Project Location: (County, State Road, Address) MARINE CORPS AIR STATION
ONSLOW COUNTY
3. owner's Name :COMMANDING OFFICER ATTN: S-4 FACILITIES PLAN Phone: [phone]
4. MailingAddress: MCAS. NEW RIVER, PSC BOX 21001
City JACKSONVILLE State NC yip28545-1001.
S. Application Date: 03-13-96 Fee submitted: $385.00
tiaw
7. Nearest Receiving Stream: NEW RIVER Class: SC NSW
e. Project Description: CONSTRUCT TWO NEW BACHELOR ENLISTED QUARTERS, PARKING AND
ASSOCIATED UTILITIES.
II. PERMIT
1. Permit No. (will be completed by DEM) :
2. Permit Type: X New Renewal
Modification (existing permit no.)
3. Project Type: Low Density X Detention
Infiltration other
4. other State/Federal Permits/Approvals Required:
(Check appropriate blanks)
X Sediment/Erosion Control cAMA Major 404 Permit
III• PROJECT BUILT UPON AREA
Drainage Drainage
Basin Basin
Classification
sc kowk)SW
Allowable Impervious
-3byD
Total Project Area
7.82
Proposed Impervious
4.60
8 Impervious Area 59
Breakdown. of Impervious Areas
Buildings
0.90
Ac
Roads
0,41
Ac
Parking
2.67
Ac
Other
0.62
Ac
Totals
4.60

xv.
S=FXKL=R '"ems"' 9= (Describe how runoff will be treated) :
A WET DETENTION POND WITH CONTROLLED OUTFALLS FOR WATER QUALITY AND QUANTITY
DISCHARGED OVER A VEGETATIVE FILTER.
Deed restrictions and protective covenants are required for all low density projects and
all subdivisions prior to the sale of any lot. .Please see Attachment A for specific
requirements.
By your signature below, you certify that the retarded deed restrictions and
protective covenants for this project shall include all the items required by the
permit, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the Land,. that the covenant cannot be changed
or deleted without concurrence From the State, and that they will be recorded
prior to the sale of any lot.
OWNER'S
_ CDR W.J. BEARY certify that the
(Ptesae print name steady)
information included an this permit application fora is correct, that the project will
be constructed in conformance with the approved plans, that the deed rsstrictions will
be recorded with all requred permit conditions, and that to the best of my Sclowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I out rite a below named person or fL= to submit stormwater plans` on my
behalf. Coy C�(63kf
-- RESIDENT OFFICER IN C R E OF CONSTRUCTION �I A(��lL I996
AU=0RIZED AGENT
Person or Firm Name: C. ALLAN BeLM-FORTH JR., ENGINEER -SURVEYOR, Ltd.
Mailing Address:
City NORFOLK
Phone: [phone]
P.O. BOX 6377
VA 23508
State Zip
Please submit application, fee and plans to appropriate Re ional�Office. "
( see attached map) P g 1 jl
E C. E i V E
=- MAY 0 61996 D
PROJ N M
S"

MAINTENANCE OF STORMWATER MANAGEMENT
AND EROSION CONTROL STRUCTURES
All permanent and temporary stormwater management and erosion control structures will be
maintained by the Contractor during construction. ARer construction is complete, the
temporary erosion control measures will be removed by the Contractor and the permanent
stormwater management pond will become the responsibility of the Facilities Maintenance
Officer, MCB Camp Lejeune.
INSPECT AFTER EVERY RUNOFF PRODUCING RAINFALL EVENT:
1. Orifice - Remove any clogging debris.
2. Trash Rack - Remove trash accumulation.
3. Pond Side Slopes - Repair eroded areas, remove trash.
INSPECT QUARTERLY:
1. Catch Basins - Remove trash
2. Inlet Piping - Repair undercutting, remove interior trash, replace riprap.
3. Grass Swales - Repair and reseed eroded areas, remove'trash.
4. Vegetated Filter - Repair and reseed eroded areas,
INSPECT SEMI-ANNUALLY (EVERY 6 MONTHS):
1. Pond Depth - Sediment shall be removed when it -accumulates to a depth of
approximately one foot.
2. Check main outlet pipe for debris.
GENERAL MAINTENANCE NOTES:
I. Mow side slopes regularly. Encourage cattails along the perimeter of the pond, but do
not allow to cover the entire surface area.
2. The orifice must be visible after 5 days without rain. If it is not, unclog immediately
by removing trash, debris, and sediment.
----------- -----
Facilities Maintenance Officer
By direction of
the Commanding General
----- STORININT
p E C E 1 V E
MAY 0 61996 D

OCT 15 1996
nzuepRr
' �� � "
;
C.ALLAN BAMFORTH� JR.
ENGINEER -SURVEYOR, LTD.
OFFICE:
MAILING : ADDRESS:.'
2207 HAMPTON
BLVD. ; T.O. BOX 6377
NO' 'OLK,
VA 23517 NORFOLK, VA 23508
PtION6: (757)'627-7079
FAX'[phone]
--L"ETTr7raFTWANSMITTAL
DATE: October 14, 1996
JOB NUMBER: 95.024
ATTN: LINDA LEWIS
RE: BEQ, MARINE CORPS
AIR STATION, NEW
RIVER, N.C.
TO: STATE OF NORTH CAROLINA
DEPT OF ENVIRONMENT, HEALTH, AND NATURAL RESOURCES
WILMINGTON REGIONAL OFFICE
DIVISION OF WATER QUALITY
WATER QUALITY SECTION
127 CARDINAL DRIVE EXTENSION
WILMINGTON, N.C. 28405-3845
WE ARE SENDING YOU N Attached ❑ Under separate cover via TIME FOLLOWING ITEMS:
❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples
❑ Specifications ❑ Copy of Letter ❑ Change Order ® Other
COPIES
DATE
NO.
DESCRIPTION
1
LETTER
1
CALCULATIONS
2
DRAWINGS
THESE ARE TRANSMITTED as checked below:
® For Your Use
❑ As Requested
❑ For Approval
❑ For Review & Comment
COPY TO: SIGNED: Richard E. Garriott. P.E.

C. ALLAN BAMFOR-M, JR.
ENGINEER - SURVEYOR, LID.
October 11, 1996
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
Attn: Linda Lewis
Re: Bachelor Enlisted Quarters,
Marine Corps Air Station, New River, N.C.
Stormwater Project No. SW8 960509
(95.024)
Dear Ms. Lewis:
C. ALLAN BAMFORTH, JR., PE., L.S.
RICHARD E. GARRIOTT, P.E.
E C E I V E
OCT 1.51996 D
D E M
PROJN
In response to your letter of September 18, 1996 we have revised drawings C-14 and
C-16 for the subject project to provide details of the vegetative filter and level spreader. We are
enclosing two copies of the revised drawings along with calculations.
call us.
Should you have any questions or require additional information please do not hesitate to
Sincerely,
Richard E. Garriott, P.E.
cc: Bill George, Kroskin Design Group w/encl.
2207 HAMPTON BOULEVARD
P.O. BOX 6377
NORFOLK, VIRGINIA 23508
TELEPHONE [phone]
FAX [phone]

- - 5oza ------------------------
._ ..._� U37-

µ StATro�
.r
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF WATER QUALITY Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
September 18, 1996
Mr. Scott Stamm
C. Allen Bamforth, Jr., Engineer -Surveyor
Post Office Box 6377
Norfolk, Virginia 23508
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960509
Bachelor Enlisted Quarters
Onslow County
Dear Mr. Stamm:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Bachelor Enlisted Quarters on September 3, 1996. A preliminary
review of that information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
In order to permit this project, a vegetated filter detail MUST be provided on the plans. A
simple note giving seeding specifications does not indicate how the filter will be constructed.
Will it need to be graded, or are you planning on utilizing natural ground? Regardless, a
FLOW SPREADER MECHANISM must be shown to provide even distribution of the
runoff over the width of the filter. Sufficient width to promote a non -erosive flow for the
10 year storm must be provided. The pond is designed to remove 85 % TSS, therefore, the
vegetated filter is an integral part of the functioning of the system, and must be designed
carefully. I have enclosed a partial copies of the Best Management Practices Guidance
Document, and the NC Sedimentation Manual for your reading pleasure.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Stamm
September 18, 1996
Stormwater Project No. SW8 960509
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to October 18, 1996, 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 have any questions concerning this matter please feel free to call me at [phone].
JBB/arl:
cc:
Sincerely,
in
Ms. Linda Lewis
Environmental Engineer
S: \W QS\STORMW AT\ADDINFO\960509. SEP
Linda Lewis
Central Files

C. ALLAN BAMFORTH, JR.
ENGINEER - SURVLYOR, LAID.
August 27, 1996
State of North Carolina
Department of Environment, Health and Natural Resources
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
Attn: Linda Lewis
Re: Additional Information - Stormwater Project No. SW8960509
Bachelor Enlisted Quarters Onslow County (95.024)
Dear Mr. Lewis:
1996:
19! SEP 0 `q lQar; IJ
9k
C. ALLAN BAMFORTH, JR., P.E., L.S.
RICHARD E. GARRIOTT, P.E.
The following information has been provided based on your comments dated August 12,
The forebay elevations and details have been provided on C-SK-2 per an
amendment to be issued for this project.
2. The 15.6 contour has been provided on sheet C-SK-2 per an amendment to be
issued for this project.
The vegetative filter has been revised and site notes added to further clarify this
feature. Due to the revisions; no detail has been included.
4. The dimensions of the permanent pool appear on sheet C-3 and C-5. They are
65' X 200'.
2207 HAMPTON BOULEVARD
P.O. BOX 6377
NORFOLK, VIRGINIA 23508
TELEPHONE [phone]
FAX [phone]

Page 2
August 27, 1996
State of North Carolina
Department of Environment, Health and Natural Resources
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
Attn: Linda Lewis
Re: Additional Information - Stormwater Project No. SW8960509
Bachelor Enlisted Quarters Onslow County (95.024)
Four (4) copies of the amendment have been included and shall become part of the
previously submitted plans and permit application. If you have any further questions, please
contact us immediately.
Sincerely,
Scott Stamm, E.I.T.
SS/sc

Bachelor Enlisted Quarters
Contract Drawings: ADD the following sketches to the list of drawings. These sketches
accompany this amendment.
C-SK-1 and C-SK-2
The following NAVFAC Drawing has been revised 08/26/96 and the revised drawing
accompanies this amendment: 4335653
1. NAVFAC DRAWING Nos. 4335642, 4335644, 4335647, 4335649
a. This drawing is MODIFIED by the attached sketch C-SK-2.
2. NAVFAC Drawing No. 4335653
a. DELETE this drawing in its entirety and ADD the attached NAVFAC
Drawing No. 4335653 revised 08/23/96.
3. NAVFAC Drawing No. 4335654
a. DELETE the oil/water separator on this drawing and ADD the
oil/water separator shown on C-SK-1.
b. CHANGE the three (3) inch orifice to a two (2) inch orifice in the
discharge structure AN
C. The Forebay Dam Section is MODIFIED by sketch C-SK-2.
Division 02 - SITEWORK - Add the following section "02050 DEMOLITION AND
REMOVAL." This section, which is to be added to the specifications, accompanies this
amendment.
TaMYER
D E C E I V E
SEP 031996 D
D
PROJ # O7J"I

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF WATER QUALITY Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
August 12, 1996
Mr. Richard Garriott
C. Allen Bamforth, Jr., Engineer -Surveyor
Post Office Box 6377
Norfolk, Virginia 23508
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960509
Batchelor Enlisted Quarters
Onslow County
Dear Mr. Garrion:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for the Batchelor Enlisted Quarters on July 19, 1996. 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. On which sheethas the forebay contour information been provided?
2. On which sheet has the 15.6 contour been delineated and labelled?
3. On which sheet has the detail for the vegetated filter been provided?
4. On which sheet have you provided the dimensions of the permanent pool? I am unable to
verify surface area and storage requirements until this is provided.
�2 712
\ q 1 Sq
'S /5 y�
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IL 0
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal opportunity Affirmative Action Employer

Mr. Garriott
August 12, 1996
Stormwater Project No. SW8 960509
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to September 12, 1996, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\960509.AUG
cc: Linda Lewis
Central Files
2

C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LAID.
July 15, 1996
State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
Attn: Linda Lewis
Re: Stormwater Project No. SW8 960509
Bachelor Enlisted Quarters P-584 (95.024)
Onslow County
Dear Ms. Lewis,
C. ALLAN BAMFORTH, JR., PE., L.S.
RICHARD E. GARRIOTT, PE.
o E 1-,:,07,V17
JUL 19 19%
-----------------------
S T '%Uli I
E C E I V E
JUL 1 91996 D
PROJ S.�.V_� b�
We have revised the stormwater permit application as requested by your comments dated
May 23, 1996. We are submitting four revised copies for review. The following are responses to
your comments.
1. 13.37 is the top of the dam for the Forebay P.P.E.=14.37.
2. Will comply.
3. Will comply.
4. Will comply.
5. Will comply.
6. Will comply. A two inch orifice will be used.
If you have any questions, please contact us immediately.
Sincerely,
�9�r—
Scott Stamm, E.I.T.
2207 HAMPTON BOULEVARD
P.O. BOX 6377
NORFOLK, VIRGINIA 23508
TELEPHONE [phone]
FAX [phone]

STORMWATER MANAGEMENT
FOR
BACHELOR ENLISTED QUARTERS
PROJECT P-584
NEW RIVER, NORTH CAROLINA
SUBMITTED BY:
ATLANTIC DIVISION
NAVAL FACILITIES ENGINEERING COMMAND
NORFOLK, VIRGINIA
1'40"T4'
• �.�;�<�r `t� ,: is ... rr„ , .. r,.lc �rili
PREPARED BY:
C. ALLAN BAMFORTH, JR.
ENGINEER —SURVEYOR, LTD.
NORFOLK, VIRGINIA
JULY 10,1996

STORMWATER MANAGEMENT
FOR
BACHELOR ENLISTED QUARTERS
NEW RIVER, NORTH CAROLINA
OWNER
COMMANDING OFFICER
MARINE CORPS AIR STATION
NEW RIVER, NORTH CAROLINA
D E C E I V E
JUL 1.91996 D
PROJ # �ti�SO
APPROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DIVISION OF ENVIRONMENTAL MANAGEMENT
Dalo� /UUV ig `16
PREPARED BY: StormwatarCeNliaknN6�/_ 050q
C. ALLAN BAMFORTH, JR.
ENGINEER -SURVEYOR, LTD.
P.O. BOX 6377
NORFOLK, VIRGINIA 23508

STORMWATER MANAGEMENT PLAN
BACHELOR ENLISTED QUARTERS
NEW RIVER, NORTH CAROLINA
Table of Contents
1. Narrative
2. Supporting Calculations
3. Stormwater Permit Application
4. Maintenance Agreement
5. Drawings

BACHELOR ENLISTED QUARTERS
NEW RIVER, NORTH CAROLINA
STORMWATER MANAGEMENT NARRATIVE
This project includes the construction of two new bachelor enlisted quarters,
parking areas, and the associated utilities. The proposed site is currently undeveloped
and a significant portion of the lot is wooded. Every effort will be made to preserve as
many trees as possible without compromising design standards.
The total site area is 7.82 acres, with 4.60 acres of impervious surface. The
stormwater management plan will consist of a stormwater detention pond to serve all
developed areas of the site and a storm sewer system to collect this runoff. The runoff
from the existing road will be rerouted at the southern portion of the site to maintain the
existing drainage pattern.
The detention pond will be located on the south side of Douglas Road and will
serve as a water quality structure as well as control the quantity of post -development
runoff. The pond was designed in accordance with the North Carolina Design of
Stormwater Control Facilities Manual for wet detention basins with a vegetative filter. The
detention pond will discharge into the existing drainage canal southwest of the site.

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- --- - --- POST --DEJELOP1 °
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_. ._. _-------------.
i5.
- -----------

-
i
t
TABLE 6.1 Runoff Coefficients for Different Land Use Types
(from: ASCE. 1970. Design and Construction of Sanitary and
Storm Sewers, with permission).
DescrlpUcn of Area
Runoff Coefficients
Business
Downtown
0.70 to 0.95
Neighborhood
0.50 to 0.70
Residential
Single-family
0.30 to 0.50
Muiti-wits, detached
0.40 to 0.60
Multi -units, attached
0.60 to 0.75
Residential (suburban)
0.25 to 0.40
Apt
0.50 to 0.70
Industrial
Light
0.50 to 0.90
Heavy
0.60 to 0.90
Other
Parks, cemeteries
0,10 to 0.25
Playgrounds
0.20 to 0.35
Railroad yard
0.20 to 0.35
Unimproved
0.10 to 0.30
TABLE 6.2 Runoff Coefilclents with Respect to Surface Type
(from: ASCE. 1970. Design and Construction of Sanitary and
Storrs Sewers, with permission).
Character of Surface
Runoff Coefficients
Pavement
Asphalt and concrete.
0.70 to 0.95
Brick
0.70 to 0.85
Roofs
0.75 to 0.95
Lawns, Sandy Soil
Flat, 2 percent
0.05 to 0.10
Average, 2 to 7 percent
0.10 to 0.15
Steep, 7 percent
0.15 to 0.20
Lawns, Heavy Soil
Flat, 2 percent
0.13 to 0.17
Average, 2 to 7 percent
0.18 to 0.22
Sleep, 7 percent
0.25 to 0.35
107
0

FIG. / S /. /
1000
S00
35
S00
700
600
30
500
V
Paved
9
400
z
25
a- .s
300
.7
Ecre
200
Scii
_
20
Pacr
-'
z
Crass
<
J
Surface
w
I
I
Averace
G_.4
z
0.5
z
U-
Z
Grass
I co SurrCCe
0
-
w
I.Q Q
15
90
_
a
�j-
SQ
Dense
Crass
20
C
7 0
z
5.0 z
�-
60
I
\tea
�
J
Q
/
IC)
CD50
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20 C
w
40
z
U
��
30
9
w
z
1
w_
z
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8
_
20
7
10
5
OVERLAND
FLOWN
TIME
i
REPRINTED W17H PERMISSICN FRCM
DATA BOOK FOR O7VIL
ENGINEERS' VOL. I-
p8S1GN
2Mo E0I710N
(1951) BY EESEE='_YE
1-I3 E

,;LOCATION:
ar DATE:
..
ENGINEER SURVEYOR
STORMCRECXEO
YCL
ACTUA-
- DESIGN COMPUTATIONS'/Kim
wrjm
MEMO
ram
gym..........:-�ne�ammmm
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---_-_----_m--___
SHEET I OF �
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• • _
'Up
cut=t) or DATE: ENGINEER SURVEYOR
STORM SEWER 13ESIGN COMPUTATIONS'
ME
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1 •
C•d'S�IfF1R7LRr-f-/�,�I:���®�®�I����L��S��I�
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1ENGINEER SURVMR
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SHEET 3_OF--�tL

F�NDED i9A9
On
St®rmwater Control
Fadlffies.:::=
A Workshop Sponsored by
Water Quality Section, N. C. Division of Environmental Management
and the
Professional Engineers of No, h Carolina
May 4, 1988
1
Professional Eng'neers of North Carolina
4000,Wake Forest Road, Suite'108
--'Raleigh, North Carolina'27509
�n(419�'8,7r.2� o OF
�06.83 SS y
6�TARp'RMwW'VT^1 A i1 �" YNt!•r?�n `a ^F' �.. ``'ri.0 OW

CHART 3
NORTH CAROLINA COASTAL REGIONS
SA/DA PERCENTAGES FOR WET DETENTION
BASINS
❑ESIGNED TO REMOVE 85% TSS (1" STORM)
SA/DA % For
Basin Depths
Impervious
% 3 Ft
3.5 Ft
4 Ft
5 Ft
30
2.5
2.2
1.9
L.6,_
40
3.4
3.0
2.6
2..a-
50
4.2
3.7
3.2
2..7
60
5.0
4.5
3.8 _
3.2
70
6.0
5.2
4.5
3..7
SO
6.8
6.0
5.2
4.2
90
7.5
6.5
5.2
.4.8
CHART 4
SA/DA PERCENTAGES FOR WET
❑ETENTION BASINS
DISCHARGING DIRECTLY
TO A STREAM
(HENCE NO
VEGETATIVE FILTER, POST -DEVELOPMENT
DISCHARGE
RATE -
PRE -DEVELOPMENT RATE
FOR 10 YEAR
STORM)
SA/DA
% For Basin
Depths
Impervicus %
3. el Ft 3.5 Ft
4_Ft
5.-Ft.
6 Ft
30
3.5
3
2.7
2.2
40
4.5-
4-
3.5-
2.8
50
5.6 -
5 -
4.3 .
3.5
60
7.0
6
5.3
4.3
70
B.1
7
6.0.
5.0
SO
9.4
e
7.0
5.7
90
10.7
9
7.9
6.5
1.6
2.1
2.7
3.4
3.9
4 ..6
Interpolate intermediate values
SA/DA % = surface area basin/drainage area to basin x lr
..-_ ��.•�.-rL,: �., t: tee:....: _.. ... ..... -

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:26:34 02-14-1996
MODIFIED RATIONAL METHOD
---- Graphical Sunnary for Maxiaam Required Storage ----
New River BEQ's
Pre -Development Hydrograph
.rr..m..r...m..r.mmm.»m»»..m..rr�.........em».mr
` I .
• RETURN FREQUENCY: 10 yr Allowable Outflow: 20.00 cis
` 'C' Adjustawxnt: 1.000 Required Storage: 0.000 ac-it
` I .
` STORM DURATION = Tc for Max.Storage
r--------------------------------------------------------------------♦
` Inflow .HTD stored: 95024PRE.HYD
r.rsr...mr»»»m.r»».rr..r.rr»»r»r.»rrrrr»rrrrrrrrrrrr»»
ALLOWABLE OUTFLOW = OR > PEAK FOR TC: REQUIRED VOLUME = 0
NO MODIFIED RATIONAL HYDROGRAPH WAS STORED FOR STORM FREQUENCY = 10 yr

Quick TR-55 Ver.5.44 S/M:1315430019
Executed: 16:26:34 02-14-1996
New River BEQ's
Pre -Development Hydrograph
* * * * * * SUNi(ARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * *
10=ad! *C* I *A
Where: 0=cfs, C--Weighted Runoff Coefficient, I=in/hour, A=acres
adj = 'C' adjustment factor for each return frequency
RETURN FREQUENCY = 10 years
`C' adjustment, k = 1
Adj. 'Cl = Wtd.'C' x 1
Subarea Runoff Area I Tc Wtd. Adj. I Total Peak Q
Descr. 'C' acres (min) 'C 'C' in/hr acres (cfs)
-------------------------- I-------------- II----------------------- I____-_--
pre-develop
0.200 7.82
---------- I-------------- II----------------------- I__-_----
90.00 0.200 0.200 1.900 7.82 2.97

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:26:34 02-14-1996
M•rH»f HHHIHHrfyyf»ffM»H•Hr•!»•••HH•f••••Hrrf f•ff»f»»
1f f1M1f•r.M11'IfHfH1f•HfH'ff/f»1rf»rf11Hf11M•f•f!••»•••f!1'!f•
f r
' MODIFIED RATIONAL METHOD
• ---- Grand Su—ry For AIL Stofm Frequencies ---- `
. r
r !
r»ff»r»r»r»»•!»»rHHH•»»»»H»r»rrlm»rf»r:r..»f»»f
HrrHf»!t•f1H111H•Mfr»frrfff•fff •»f•ff•lflffH•••!!H»»1rrH!!
First peak outflow point assuoed to occur at inflow recession leg.
New River SEQ's
Pre -Development Hydrograph
Area = 7.82 acres
Tc = 90.00
minutes
...................................................
VOLUMES
Frequency
Adjusted Duration Intens. Qpeak Allowable
Inflow
Storage
(years)
------------------------------------------------------
'C' minutes in/hr cfs cis
(ac-ft)
(ac-ft)
10
0.200 90 1.900 2.97 20.00
---------------------
0.000
0.000

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:26:34 02-14-1996
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
First peak outflow point assumed to occur at inflow recession leg.
New River BEQ's
Pre -Development Hydrograph
RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q - 20.00 cis
............................................................................
Hydrograph file durati onp 0.00 minutes
Hydrograph file: 95024PRE.HYD
Tc - 90.00
minutes
. ..............................
.... .... .....
VOLUMES
Weighted
Adjusted Duration Inters. Areas
Qpeak
I Inflow
Storage
`C'
......................................................
'C' minutes in/hr acres
cis
(ac-ft)
(ac-ft)
0.200
0.200 90 1.900 7.82
2.97
I...............----..
Qallow =
or > Qtc

F
L
0
w
c
f
s
Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:27:06 02-14-1996
MODIFIED RATIONAL METHOD
---- Graphical Summery for Maximum Required Storage
First peak outflow point assumed to occur at inflow recession leg.
New River 3EQ's
Post- Development Hydrograph
»»rrrrrm» mrmrmr»»r»r»r»mrrrrr» mrrrrrm+f»reer»
RETURN FREQUENCY: 10 yr Allawable Outflow: 2.97 cfs
• 'C' Adjustment: 1.000 Required Storage: 0.874 ac-ft
• Peak Inflow: 9.10 cfs Inflow .HYD stored: 95024PST.HYD `
»»r»»rm»rr»+rrm»re»ee»mrr»mr»mrm�rr»r»»rerrr
Td = 90 minutes
Return Freq: 10 yr
/------- Approx. Duration for Max. Storage ------/
C adj.factor: 1.00
Tr- 34.30 minutes
I = 3.242 in/hr
Area (ac): 7.82
. 0 = 15.53 cfs
weighted C: 0.61
.�. _
Adjusted C: 0.61,
Required Storage
- 0.874 ac-ft
Td= 90 minutes
. ; I
I - 1.900 in/hr
x x x x x x xIx is x x x x x x x x x
Q- 9.10 cfs
I
x
x
0 0= 2.97 cfs
x o
Ix (Allow.Outflow)
x 0
1
x o NOT TO SCALE
I x
. x o ___________
1
10
1 x
------------------------ ............................
I------------
113.11 minutes

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:27:06 02-14.1996
Mew River eEQ's
Post- Development Hydrograph
* Modified Rational Hydrograph **
Weighted C - 0.613 Area- 7.815 acres Tc - 34.30 minutes
Adjusted C - 0.613 Td- 90.00 min. 1= 1.90 in/hr Qp- 9.10 cfs
RETURN FREQUENCY: 10 year storm Adj.factor - 1.00
Output file: 95024PST.HYD
HYDROGRAPH FOR MAXIMUM STORAGE
For the 10 Year Storm
Time I
Time increment - 0.083 Hours
Hours
_______________________________________________________________
Time on left represents time for first Q
in each row.
0.072
1.14
2.47 3.79 5.12 6.45
7.78 9.10
0.655
9.10
9.10 9.10 9.10 9.10
9.10 9.10
1.238
9.10
9.10 9.10 9.10 7.96
6.63 5.31
1.822
3.98
2.65 1.33 0.00

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:27:06 02-14-1996
New River aEQ's
Post- Development Hydrograph
` ' ' • • SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ' • • .
Q=adj *C`I `A
Where: Q=cfs, C—Weighted Runoff Coefficient, I=in/hour, A=acres
adj = 'C' adjustment factor for each return frequency
RETURN FREQUENCY = 10 years
'C' adjustment, k 1
Adj. 'C' = Wtd.'C' x 1
Subarea Runoff Area I To Wtd. Adj. I Total Peak Q
Descr. 'C' acres (min) 'C' 'Cl in/hr acres (cfs)
-------------------------- -------------- ----------------------- --------
Post day 0.613 7.a2
----------------------------- I------------------------ I---.....
34.30 0.613 0.613 3.242 7.a2 15.53

Quick TR-55 Ver.5.44 S/4:1315430019
Executed: 16:27:06 02-14-1996
HmNf ff.rl.fYff MN/HN1HM»mNfNMMHf.HHf f Nff•NHf.•
NNf f11 rf fmHNNIMYfmNNM••M•Mtl.frM•f 1•.»1r.Nf.»f Nf
f •
' MODIFIED RATIONAL METHOD
• ---- Grend Summary For All Storm Frequencies ----
• e
»rf»1NrHHff N»Hm mf N.fmf»»Hf M».m»»»r»HNN»»
N HNrr..rNf+Hrf».rrf lr»Nlrffff ffm N.H»N.N me.».»rrlrf •N
First peak outflow point assumed to occur at inflow recession leg.
New River BEQ's
Post- Development Hydrograph
Area =
7.82 acres
Tc = 34.30 minutes
. ..........
VOLUMES
Frequency
Adjusted Duration
Inters. Qpeak
Allowable ;I
Inflow Storage
(years)
------------------------------------------------------
'C' minutes
in/hr cis
cis
j (ac-ft) (ac-ft)
10
0.613 90
1.900 9.10
2.97
_--------------------
1.128 0.874

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:27:06 02-14.1996
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency ----
First peak outflow point assumed to occur at inflow recession leg.
New River 3EO's
Post- Development Hydrograph
RETURN FREQUENCY: 10 yr `C' Adjustment = 1.000 Allowable 0 - 2.97 cfs
............................................................................
Hydrograph file duratictw 90.00 minutes
Hydrograph file: 95024PST.HYD
To - 34.30
minutes
.........................................
VOLUMES
Weighted
Adjusted
Duration
Intens.
Areas
speak
Inflow
Storage
`C'
------------------------------------------------------
'C'
minutes
in/hr
acres
cfs
(ac-ft)
(ac-ft)
0.613
0.613
34
3.242
7.82
15.53
I.....................
,� 0.734
0.593
0.613
0.613
40
2.900
7.82
13.89
0.765
0.613
0.613
0.613
50
2.700
7.82
12.93
0.891
0.718
0.613
0.613
60
2.400
7.82
11.50
0.950
0.757
NNffNNtNNNfl NffeII NYNNNlN 1111Nf111NNll NaN! Storage Maximrla
0.613 0.613 90 1.900 7.82 9.10 1.128 0.874
ffYfyY ff f 1ff f f NNNf NYf!!llNNNNN!lflNf Nf1NNllfYfl Nf Nf f f N!!f!!f

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:28:04 02-14-1996
MODIFIED RATIONAL METHOD
---- Graphical Summery for Maximus Required Storage ----
New River BEQ's
100-Year Hydrograph
•it ttttf f 1N..ifMf•f•••tf 1f 1f1ff•1ff.f f f tff H•1f fff•HM..•fYffffffY
` I •
• RETURN FREQUENCY: 100 yr I Allowable Outf(ow: 23.90 cfs
` 'C' Adjustment: 1.000 I Required Storage: 0.002 ac-ft
• I
` STORM DURATION Tc for Max.Storage
f_____________________________________________________________________
• Peak Inflow: 23.95 cfs Inflow .HYD stored: 95024100.HYD
!'If tfittf lllf.ff lftlf.....f1ff•TIf1tI.tIf1fY.........f1•ffyfffffffflf.
Tc= 34.30 minutes
I = 4.999 in/hr
0 = 23.95 cfs
Area (ac): 7.82
Weighted C: 0.61
Adjusted C: 0.61
Required Storage
------------ 0.002 ac-ft
• I•
• I•
• I•
0 o a Q= 23.90 cfs
o I. (A llow.Outflow)
o I .
o I NOT TO SCALE
a
I
.......... I________________-_______
34.37 minutes

Quick TR-55 Ver.5.44 S/11:1315430019
Executed: 16:28:04 02-14-1996
New River BEQ's
100-Year Hydrograph
'"" Modified Rational Hydrograph I
Weighted C = 0.613 Area- 7.815 acres Tc = 34.30 minutes
Adjusted C : 0.613 Td= 34.30 min. I= 5.00 in/hr Qp= 23.95 cfs
RETURN FREQUENCY: 100 year storm Adj.factor = 1.00
Output tile: 95024100.HY0
HYOROGRA➢H FOR MAXIMUM STORAGE
For the 100 Year Storm
Time
Time increment = 0.033 Hours
Hours
_______________________________________________________________
Time
on left
represents
time for
first 0 in each row.
0.005
0.21
1.61
3.00
4.40
5.80
7.19
8.59
0.238
9.98
11.38
12.78
14.17
15.57
16.97
18.36
0.472
19.76
21.16
22.55
23.95
22.55
21.16
19.76
0.705
18.36
16.97
15.57
14.17
12.78
11.38
9.98
0.938
8.59
7.19
5.80
4.40
3.00
1.61
0.21

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:28:04 02-14-1996
New River BEQ's
100-Year Hydrograph
* * * * * * SUMMARY OF RATIONAL METH00 PEAK DISCHARGES * * * * * *
Q -adj *C* I *A
Where: a=cfs, C--Weighted Runoff Coefficient, I=in/hour, A=acres
ad! = 'C' adjustment factor for each return frequency
Subarea Runoff Area Tc
Descr. 'C' acres (min)
.......................... ......
0.613 7.82
---------------I_-___-
34.30
RETURN FREQUENCY = 100
years
'Cl adjustment, k = 1
Adj. 'Cl = Wtd.'C' x 1
Wtd. Adj . I Tota(
Peak a
'C' 'C' in/hr acres
-----------------------
(cfs)
---___--
--------
------------------------
0.613 0.613 4.999 7.82
23.95

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:28:04 02-14.1996
mf»frYmYYmrm.Y«r1Y♦.H«mHH♦•I«fYfHlmHlf Ym»Hmr.
».»r»f Y»»»mf«Y»f fH»f f m»rf of»»H«».»•♦.»»H«Hm.
• e
•
' MODIFIED RATIONAL METHOD '
' ---- Grand Summary For All Storm Frequencies ---- '
•
»».»»Yf»Yrr».rre»»H«H:•»rr».f+»fff Hf •r.r•r♦♦»»»+em«
fHf4f» xea re»YYrffrf f9Yff».♦Y»f1.f•♦1Hm•.mffm♦f«♦HY♦HY»ff -
First peak outflow point assumed to occur at inflow recession leg.
New River REQ's
100-Year Hydrograph
Area
7.82 acres
Tc = 34.30 minutes
VOLUMES
Frequency
Adjusted Duration
Inters.
Qpeak Allowable
Inflow Storage
(years)
......................................................I................--...
'C' minutes
in/hr
cfs cfs
(ac-ft) (ac-ft)
100
0.613 34
4.999
23.95 23.90
1.131 0.00Z

Quick TR-55 Ver.5.44 S/N:1315430019
Executed: 16:28:04 02-14-1996
MODIFIED RATIONAL METHCO
--- Summery for Single Storm Frequency ----
First peak outflow point assumed to occur at inflow recession leg.
New River SEQ's
100-Year Hydrograph
RETURN FREQUENCY: 100 yr `C' Adjustment = 1.000 Allowable 0 = 23.90 cfs
............................................................................
Hydrograph file duration= 34.30 minutes
Hydrograph file: 95024100.HYD Tc = 34.30 minutes
. ............ ..........
VOLUMES
Weighted Adjusted Duration lntens. Areas Qpeak Inftow Storage
`C' 'C' minutes in/hr acres cfs (ac-ft) (ac-ft)
...................................................... �---------------------
»»�a.»».»»»»»»»»»�»�»r»»»��»»r��=�i»»f Storage Maximum
0.613 0.613 34 4.999 7.82 23.95 1.131 0.002
0.613 0.613 40 4.600 7.82 22.04 1 Qpeak < QaILow

POJ1D-2 Version: 5.14
SIM: 1220515156
New River BEG's
CALCULATED 02.14-1996 16:28:28
DISK FILE: c:\perK1pack\data\95024 .VOL
Planimeter scale: 1 inch = 30 ft.
Elevation
Planimeter
Area
AI+AZ+sgr(A1*A2)
Volume
Volume Sum
(ft)
..........................."-----......................-....--......-.....
(sq.in.)
(acres)
(acres)
(acre-ft)
(acre-ft)
14.37
14.44
0.30
0.00
0.00
0.00
14.87
*I*
0.32
0.92
0.15
0.15
15.37
*I*
0.34
0.95
0.32
0.32
15.60
*I*
0.35
0.97
0.40
0.40
15.87
*1*
0.36
0.98
0.49
0.49
16.37
*I*
0.38
1.01
0.68
0.68
16.57
19.44
0.40
1.05
0.87
0.87
17.00
*I*
0.41
1.21
0.05
0.92
17.50
20.81
0.43
1.25
0.26
1.13
19.00
24.28
0.50
1.40
0.70
1.83
*1* ---> Interpolated area from closest two planimeter readings
2
IA = (sq.rt(Areat) +((Ei-El)/(E2-E1))*(sq.rt(Area2)-sq.rt(Areal)))
where: El, E2 = Closest,two elevations with planimeter data
Ei = Elevation at which to interpolate area
Areal,Area2 = Areas computed for El, E2; respectively
IA = Interpolated area for Ei
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areat*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2

Outlet Structure File: 95024 .STR
POND-2 Version: 5.14 SIN: IZ20515156
Oate Executed: Tim Executed:
New River BEO's
Outlet Structure
ff fffffflfflfHf'
^fw COMPOSITE OUTFLOW SUMMARY **"
Elevation (ft) 0 (cfs) Contributing Structures
.............. ....... ........................
14.37
0.0
01
14.62
0.1
01
14.87
0.2
01
15.12
0.2
01
15.37
0.3
01
15.62
0.3
01 +02
15.87
0.6
01 +02
16.12
1.1
01 +02
16.37
1.6
01 +02
16.62
2.1
01 +02
16.87
2.6
01 +02
17.12
3.1
01 +02 +O3
17.37
5.1
01 +02 +03
17.62
7.7
01 +02 +03
17.87
10.7
01 +02 +03
18.12
14.0
01 +02 +03
18.37
17.4
l`
01 +02 +03
18.62
20.8
01 +02 +03
18.87
24.2
01 +02 +03
19.00
0.0

Outlet Structure File: 95024 .STR
POND-2 Version: 5.14 S/N: 1220515156
Date Executed: Time Executed:
.mmfH....tf
New River BEO's
Outlet Structure
1H IfH.H11Hf.
Outlet Structure File: c:\pondpack\data\95024 .STR
Pianimeter Input File: c:\pordpack\data\95024 .VOL
Rating Table Output File: c:\poncipack\data\95024 .PNO
Min. Elev.(ft) - 14.37 Max. ELev.(ft) = 19 Incr.(ft) _ .25
Additional elevations (ft) to be included in table:
fff rrt.»»f.»ftf.»»»»H.f.».H.fine»♦
SYSTEM CONNECTIVITY
r �11f f 1rf11 tr 1f11tffff f»ftfff tr»ttm 111tf1f
Structure
----------
No.
0 Table
0 Table
CULVERT-CR
---
01
------
.-------
-> 01
WEIR-VR
02
+ 01
-> A
WEIR-VR
03
+ A
-> B
Outflow rating table summary was stored in file:
c:\pondpack\data\95024 .PND

Outlet Structure File: 95024
POND-2 Version: 5.14
Date Executed:
STR
S/N: 1220515156
Time Executed:
New River BED's
Outtet Structure
YffYYffIfYYM1H
»»» Structure No. 01 ««a<
(Input Data)
CULVERT-CR
Circular Culvert (With Inlet Control)
E1 elev.(ft)?
14.37
E2 elev.(ft)7
19.00
Di M. (ft)?
- .25
Inv. el.(ft)7
14.37 ,
Slope (ft/ft)7
.002
T1 ratio?
T2 ratio?
K Coeff.?
.0045
N Coeff.?
2
c Coeff.?
.0317
Y Coeff.?
.69
Fofm 1 or 2?
1
Slope factor?
-0.5

Outlet Structure File: 95024 .STR
POND-2 Version: 5.14 S/N: 1220515156
Date Executed: Time Executed:
New River BED's
Outlet Structure
kYYYIM.fH.fY1H
»»» Structure No. 02 «««
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
El elev.(ft)?
14.37
E2 elev.(ft)?
19.00
Weir coefficient?
3.6
Weir elev.(ft)?
15.60
Length (ft)?
.67
Contracted/Suppressed (C/S)? C

Outlet Structure Fite: 95024 .STR
POND-2 Version: 5.14 S/N: 1220515156
Date Executed: Time Executed:
.rrrrrrr»»rrrr
New River BEO's
Outlet Structure
r»rrrrrrrrrrrrr
»»» Structure No. 03 «««
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 etev.(ft)7
14.37
E2 elev.(ft)7
19.00
Weir caeffici ent7
3.6
Weir elev.(ft)7
17.05
Length (ft)7
3
Contracted/Suppressed (C/S)7 C

Outlet Structure File: 95024 .STR
POND-2 Version: 5.14 SIN: 1220515156
Date Executed: Time Executed:
New River SEO's
Outlet Structure
Outflow Rating Table for Structure #01
CULVERT-CR Circular Culvert (With Inlet Control)
**"* INLET CONTROL ASSUMED **-
Elevation (ft) 0 (cfs) Computation Messages
--------------
14.37
-------
0.0
------------------------
No headwater
14.62
0.1
Equ.1: HW -.25 do=.163
14.87
0.2
Submerged:
HW =.5
15.12
0.2
Submerged:
HW =.750
15.37
0.3
Submerged:
HW =1.0
15.62
0.3
Submerged:
HW =1.25
15.87
0.3
Submerged:
HW =1.5
16.12
0.3
Submerged:
HW =1.75
16.37
0.4
Submerged:
HW =2.0
16.62
0.4
Submerged:
HW =2.25
16.87
0.4
Submerged:
HW =2.5
17.12
0.4
Submerged:
HW =2.75
17.37
0.5
Submerged:
HW =3.0
17.62
0.5
Submerged:
HW =3.25
17.87
0.5
Submerged:
HW =3.5
18.12
0.5
Submerged:
HW =3.75
18.37
0.5
Submerged:
HW =4.0
13.62.
0.6
Submerged:
HW =4.25
13.37
0.6
Submerged:
HW =4.5
1;.00
0.0
E = or > E2=19.00
Ac=.034
Used Unsubmerged Equ. Form (1) for elev. less than 14.64 ft
Used Submerged Equation for elevations greater than 14.67 ft
HW=Headwater (ft) dc=Critical depth (it) Ac=Area (sq.ft) at do
Transition flows interpolated from the following values:
E1=14.64 ft; D1=.09 cfs; Dc=.18 ft; E2=14.67 it; 02=9.999 cfs

Outlet Structure Fite: 95024 .STR
POND-2 Version: 5.14 S/H: 1220515156
Date Executed: Time Executed:
New River 3EO's
Outlet Structure
Outflow Rating Table for Structure #02
WE!.^.-'.-' Weir - Vertical Rectangular
""* INLET CONTROL ASSUMED ***'*
Elevation
..............
(ft) 0 (cfs)
.......
Coaputation Messages
14.37
0.0
........................
E < Inv.EL.= 15.6
14.62
0.0
E < Inv.El.= 15.6
14.37
0.0
E < Inv.EL.= 15.6
15.i2
0.0
E < Inv.EL.= 15.6
.5.37
0.0
E < Inv.El.= 15.6
15.62
0.0
H =.02
15.A7
0.3
H =.27
16.12
0.8
H =.52
16.37
1.3
H =.77
16.62
1.7
H =1.02
16.87
2.1
H =1.27
11.12
2.5
H =1.52
17.37
2.7
H =1.77
17.62
2.7
H =2.02
1,7.37
2.7
H =2.27
13.12
2.4 .
H =2.52
12.77
1.9 -
H =2.77
18.22
1.2
H =3.02
13.37
0.3
H =3.27 '
i^.00
0.0
E = or > E2=19.00
C = 3.6
L (ft) = .67
H (!t)
=
Table elev. -
Invert eLev. ( 15.6 ft )
=
C ' (L-.2H) *
(H**1.5) -- Contracted Weir

Outlet Structure File: 95024 .STR
PONO-2Version: 5.14 S/N: 1220515156
Date Executed: Tian Executed:
New River BEO's
Outlet Structure
Outflow R:lting Table for Structure #03
WE;-_VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation
..............
(ft) 0 (cfs)
.......
Canputation
........................
Messages
14.37
0.0
E
< Inv.EL.=
17.05
14.62
0.0
E
< Inv.EL.=
17.05
14.37
0.0
E
< Inv.El.=
17.05
15.72
0.0
E
< Inv.El.=
17.05
15
=
0.0
E
< Inv.EL.=
17.05
15.c2
0.0
E
< Inv.EL.=
17.05
15.57
0.0
E
< Inv.El.=
1T.05
1.:2
0.0
E
< Inv.El.-
17.05
1;
- 7
0.0
E
< Inv.EL.=
17.05
16.62
0.0
E
< Inv.El.=
17.05
16.87
0.0
E
< Inv.EL.=
17.05
17.12
0.2
H
=.07
17.-7
1.9
H
-.32
17.62
4.5
H
=.570
17.27
7.6
H
-.820
12.:2
11.1
H
=1.07
14.9
H
=1.32
1C.52
19.0
H
=1.57
23.3
H
=1.82
17.,0
0.0
E
= or > E2-19.00
C = 76
L (ft) = 3
H (f:)
=
Table elev. -
Invert
elev. ( 17.05 ft )
0 (c: �)
=
C * (L-.2H) *
(H**1.5)
-- Contracted
Weir

Ourl=t h r.cture File: 95024 .STR
POND vcrsion: 5.14 SIM: 1220515156
Date Executed: Time Executed:
New River BEO's
Outlet Structure
Outflow Rating Table 8
Table 8 = A + 03
Elevation (ft) 0 (cfs) Contributing Structures
______________
_..7
_______
0.0
___________
01
1=.�?
0.1
01
1!..
_7
0.2
01
1'.:2
0.2
01
15.7.7
0.3
01
15.:.2
0.3
01
+02
0.6
01
+02
16.12
1.1
01.+02
16.37
1.6
01
+02
16.62
2.1
01
+02
1E._7
2.6
01
+02
..
_
3.1
01
+02
+03
i-.-,
5.1
01
+02
+03
1-.1:2
7.7
01
+02
+03
1'.:11
10.7
01
+02
+03
15.:2
14.0 s
01
+02
+03
17.4
01
+02
+03
....._
20.8
01
+02
+03
i-.
7
24.2
01
+02
+03
17.1.0
0.0
-

POND-2 Version: 5.'4 S/N: 1220515156 Page 1
EXECUTED: 02-1'.-: :6 16:30:02
f rf rrrrf rrrrrrfr+rrrerrrrrf fff rrrf r»rr
* r
` New River 3E0's
10-Year Pond Routing Cat cutationa
r
. v...r»frrrrrrrrrfrr»f fffrrffferff»r
Inflow H%Idr^-riph: c:\pondpack\data\95024PST.NTD
Rating file: c:\pondpack\data\95024 .PND
----INITIAL CONDITIONS ----
Elevation = 14.37 it
Outflow = 0.00 cfs
Storage = 0.00 ac-ft
INTERMEDIATE ROUTING
GIFb) FOND
______________________________
DATA
COMPUTATIONS
IELEVAT!^!!!
I STORAGE I
..........................
I 2S/t I
ZS/t + 0
I (fc)
;-fs)
(ac-ft) I
I (cfs) ; I
(cfs)
0.0
..........I
0.00OI
I ------------ I_____________I
I 0.0 I
0.0 I
_I 14.0
0.1
I 0.076I
I 22.0 I
22.1 I
I 14.27
0.2
1 0.154I
I 44.7 I
44.9 I
15.'2
0.2
I 0.2351
I 68.2 I
68.4 I
0.3
I 0.3181
I 92.3 I
92.6 I
0.3
I 0.404I
I 117.2 I
117.5 I
0.6
I 0.4921
I 142.9 I
143.5 I
16.12
1.1
0.583I
I 169.3 I
170.4 I
I 16.37 j
1.6
I 0.6761
I 196.5 I
198.1 I
1;.."
2.1
0.773I
I 224.4 I
226.5 I
I 1' 7
2.6
I 0.6721
I 253.2 I
255.8 I
1- 1`
3.1
I 0.041
I 282.7 I
285.8 I
5.1
I 1.078I
I 313.1 I
318.2 I
7.7
1 1.1861
I 344.3 I
352.0 I
:^.7
1 1.2961
I 376.4 I
387.1 I
I
14.0
I 1.409I
I 409.3 I
423.3 I
1"
17.4
1.5251
I 443.0 I
460.4 I
Zv.8
I 1.6451
I 477.E I
498.4 I
------ ........................
1.7671
513.2 I
--------------------------
537.4 I
Time increment (t) = 0.083 hrs.

POND-2 Versi�o: `:. '! S'S: 1220515156 Page 2
EXECUTED: 07-.'-' ._ 16:30:02
Pond File: c:\pcndpack\data\95024 .PND
Inflow Hydrograph: c:\pondpack\data\95024PST.HYD
Outflow Hydr c_rn.`: c:\pcndpack\data\OUT .HYD
INFLOW HYDROC^"..'H ROUTING COMPUTATIONS
j TIME j
Ix..^!^b! j j
11+12
j 2S/t - 0 j
2S/t . 0 1 OUTFLOW
IELEVATIONj
j (hrs) j
(cfs) j j
(cfs)
(cfs)
(cfs) j
(of a)
I (f t) j
0.072
i--.--__--j____________
..
---••
0.0 j
........... j---------
0.01
0.00
I ......... j
j 14.37 1
j 0.155
<''
3.6 j
3.6 j
3.61
0.02
1 14.41 j
j 0.238 j
3.;':; j
6.3
9.7 j
9.81
0.04
j 14.48 j
0.322 j
5.121 j
8.9 j
18.5 j
18.71
0.08
j 14.58 j
j 0.405
11.6
29.8 j
30.11
0.13
j 14.71 j
0.488
: :'j
14.2
43.6
44.01
0.20
j 14.86 1
j 0.572
9. i
16,9
60.1 j
60.51
0.20
j 15.04
0.655 j
...
18.2
77.8 j
78.31
0.24
j 15.22 j
j 0.738
... j
18.2 j
95.4 j
96.01
0.30
j 15.40 j
j 0.822 j
...
18.2
113.0 j
113.61
0.30
j 15.58 j
j 0.905
18.2 i
130.3 j
131.21
0.46
j 15.75 1
j 0.988
18.2 j
147.1
148.51
0.69
1 15.92 j
1.072
...
18.2
163.3 j
165.31
1.01
j 16.07 1
1.155 j
,.
18.2
178.9 j
181.51
1.30
j 16.22 j
1.238
12.2
193.9 j
197.11
1.58
j 16.36 1
1.322 j
!
13.2
208.4
212.11
1.85
1 16.49 j
1.405 j
9.:!
18.2 j
222.4
ZZ6.61
2.10
1 16.62 j
1.488
•..-:
18.2 j
236.0 j
240.61
2.34
j 16.74 j
1.572 j
7. !
17.1 j
247.9 j
253.01
2.55
j 16.85 j
1.655
14.6
257.1
262.51
2.71
j 16.93 j
1.738
11.9 I
263.4 j
269.01
2.82 j
16.98 1
1.822
9.3 j
266.9
27Z.71
2.a8 1
17.01 j
1.905
6.6
267.7 j
273.51
2.90 j
17.02 1
1.988 j
.,' '
4.0 j
266.0 j
271.71
2.87 j
17.00 j
2.07-2 I
-----------------
r.'., j
-------------:--___..._..___--------_--__________--_---
1.3
r 261.7
267.31
2.79 j
16.97 j

POND-2 Vers'rr- _!!: 1220515156
EXECUTED: 0.' 15:30:02
Page 3
SUMMARY OF ROUTING COMPUTATIONS m*m***********
Pond Fil c:\poncipack\data\95024 .PND
Inflow '!,c:\pondpack\data\95024PST.HYD
Outflc-:`.,.;ondpack\data\CUT .HYD
Starting Pond U.S. Elevation = 14.37 ft
"'" Su ary of Peak Outflow and Peak Elevation *****
Peak Inflow = 9.10 cfs
'cok Outflow = 2.90 cfs
^enk Elevation = 17.02 ft
^^ SLr.�ry of Approximate Peak Storage '*'**
!ritial Storage = 0.00 ac-ft
.nk Storage From Storm = 0.93 ac-ft
T--tal Storage in Pond = 0.93 ac-ft
w-ruing: !nflcw hydrograph truncated on left Side.

POND-2 V,r it ,.: �.14 S/N: 1220515156 Page 4
Pond File: c:\pondpack\data\95024 .PND
Inflow Hydrograph: c:\pcndpack\data\95024PST.HYD
Outflow Hydr^.-, rnph: c:\pondpack\data\OUT .HYD
EXECUTED: 02.14-1996
Peak Inflow = 9.10 cfs 16:30:02
Peak Outflnw = 2.90 cfs
Peak 17.02 ft
Flow (cfs)
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
------------------
.07 -�
ix
.16 -jx
Ix
.24 -Ix
Ix '
.32 -Ix :
x
.4 x
x '
.49 x
x
.57 -1 x
x
.65 -1 x +
x
.74 x
x +
.82 x +
x
.9 I x
x +
.99 -I x
x
1.07 x
x +
1.15 x +
x +
1.24
x +
1.32 x
x
1.4 -I x +
x
1.49 - x
x +
1.57 -� x
x
TIME
(hrs)
+ File: c:\pordoack\data\95024PST. HYD Gmax = 9.1 cfs
X File: pt•, a\OUT .HYD Dmax = 2.9 cfs

POND-2 Ver<ion. 5.14 S/N: 1220515156 Page 1
EXECUTED: 02-14-1996 16:30:50
..e»»».»f ff»f.e»»ff»f»»fffffff
• e
' New River BEO's
• 100-Year Pond Routing Calculations '
• f
• •
.f».»....»»ff»rrf...f»f•fff».»»
Inf tow Hydregrsrh: c:\pondpack\data\95024100.HYD
Rat: 'able file: c:\pondpack\data\95024 .PND
----INITIAL CONDITIONS ----
Elevation - 14.37 it
Outflow = 0.00 cfs
Storage = 0.00 ac-ft
INTERMEDIATE
ROUTING
______________________________
GIVEN
POND
DATA
COMPUTATIONS
IELEV4TIONI
COTF!"U
I STORAGE I
-..----_-__-_-________--.-
I 2S/t I
2S/t + 0
(ac-£t) I
I (cfs) :.I
(cfs) I
I -,.'7
I
...................I
.0
0.0001
I------------ I___________
I 0.0 I
--I
0.0 I
I 1L.f2
C.1
I 0.076I
I 55.0 I
55.1 I
I. 1=.n7
I
C.2
1 0.154I
I 111.8 I
112.0 I
I 15.12
I
C.2
I 0.2351
I 170.4 I
170.6 I
.'.77
I
0.7
1 0.318I
I 230.8 I
231.1 I
I 1°.62
I
C.3
I 0.404I
I 293.1 I
293.4 I
15.87
I
0.6
I 0.4921
I 357.2 I
357.8 I
I 16.12
I
1.1
1 0.583I
I 423.2 I
424.3 I
I 1!.-7
1.5
I 0.6761
I 491.2 I
492.8 I
2.1
I 0.7731
I 561.1 I
563.2 I
I
-._
0.572I
I 633.0 I
635.6 I
• .'.
_.'
0.974I
I 706.9 I
710.0 I
I
5.'.
! 1.078I
I 782.9 I
788.0 I
... I
,..-
1.1861
I 860.9 I
868.6 I
I
I
1.2961
I 941.0 I
951.7 I
1.409I
I 1023.2 I
1037.2 I
1.5251
I 1107.6 I
1125.0 I
I
I
21. .S
I 1.6451
I 1194.2 I
1215.0 I
I 1:1.77
..............................
I
2'•.2
I 1.7671
I 1283.0 I
..........................
1307.2 I
[,me increment (t) = 0.033 hrs.

POND-2 Ver�I5.14 1220515156 Page 2
EXECUTED: .. .: :'^:50
Pond File: c:\pondpack\data\95024 ,PND
Inflow Hydrograoh: c:\pondpack\data\95024100.HYD
Outflow Hydrogrnph: c:\pondpack\data\OUT .HYD
INFLOW HYDR',r,,"LPH ROUTING COMPUTATIONS
I TIME j
:. " '^? I I
::1!2
I ZS/t - 0 I
2S/t * 0 I OUTFLOW
IELEVATIONI
I (hrs)
(cfs) I I
(cfs)
I (cfs) I
(cfs) I
(cfs)
I (ft) I
I 0.005
------------ I-----------
0.0 I
I ---------
0.01
0.00
I --_-_____I
I 14.37 I
I 0.039 j
1.3 I
1.8 I
1.81
0.00
I 14.38 I
I 0.072
3.001 1
4.6 I
6.4 I
6.41
0.01
I 14.40 I
I 0.105
4.401 I
7.4 I
13.8 I
13.81
0.03
I 14.43 I
0.138 I
5.P^_1 I
10.2 1
23.9 I
24.0I
0.04
I 14.48 I
I 0.172 I
'.'."I I
i2.0 I
36.7 I
36.91
0.07
I 14.54 I.
I 0.205 I
:5.8 I
52.3 I
52.51
0.10
I 14.61 I
I 0.238 I
j
18.6 I
70.6 I
70.91
0.13
I 14.69 I
I 0.272 I
_
21.4 I
91.7 I
92.0I
0.16
I 14.78 I
I 0.305 I
I
25.2 I
115.4 I
115.81
0.20
I 14.89 I
I 0.333 I
--7.0 I
142.0 I
142.41
0.20
I 15.00 I
0.372 1
-
2^.7 I
171.3 I
171.71
0.20
I 15.12 I
I 0.405 ,'.
5 I
203.3 I
203.81
0.25
I 15.26 I
I 0.438 !
3 I
238.1 I
238.7I
0.30
I 15.40 I
I 0.47'_
275.6 I
276.21
0.30
I 15.55 I
I 0.505 I
:.9 I
315.7 I
316.51
0.41
I 15.71 I
I 0.53'
358.2 I
359.41
0.61
I 15.88 I
I 0.57- j
-,:..5 I
402.8 I
404.71
0.95
I 16.05 I
I 0.615 1
1..3 I
44-6.7 I
449.3I
1.28
I 16.21 I
I 0.6"
=,7 I
487.2 I
490.41
1.58
I 16.36 I
0.6?'- !
-,; I
524.5 I
528.21
1.85
I 16.50 I
I 0.7'. j
33.1 I
558.4 I
562.61
2.10
I 16.62 I
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" .3 I
589.1 I
593.71
2.31 I
16.73 I
I 0.772 I
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616.6 I
621.61
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16.82 I
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_:.7
641.0 I
646.41
2.67 I
16.91 I
0 2 .;
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662.3 I
668.0I
2.82 I
16.98 I
I 0.8.:
2'.2 I
680.6 I
686.51
2.94 I
17.04 I
0.9
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695.9 I
702.0I
3.05 I
17.09 I
10-+'"
-.i
708.0 I
714.51
3.21 I
17.13 I
0•9-
..
:..3 I
716.9 I
723.81
3.45 I
17.16 I
722.7 I
729.9I
3.61 I
17.18 I
725.5 I
732.91
3.69 I
17.19 I
1.c,
,., I
725.5 I
732.91
3.69 I
17.19 I
;.6
722.9 I
730.11
3.62 I
17.18 I
......................................................
1.3 I
717.8 I
724.71
3.48 I
17.17 I

POND-2 ver<r,n: 5.1 F ,: 1J_r.515156
EXECUT..:.. .. . .
Page 3
5�'MMGRY OF ROUTING COMPUTATIONS ••*****'***•******
Pond r. , c:�?ondpack\data\95024 .PND
Inf!c!, 1••.47nm—h: c:`,^ondpack\data\95024100. HYD
c:'_::cndpack\data\OIIT .HYD
Star!;-!: P—A ,-__. =ticn = 14.37 ft
*'* Sinmtry of Peak Outflow and Peak Elevation '••••
Pock Inflow 23.95 cfs
-: -k Outflow 3.69 cfs
...:: Elevation = 17.19 ft
of Approximate Peak Storage ••••*
- C�orage = 0.00 ac-ft
. .. ...r-:_e Fram Storm = 1.00 ac-ft
--•7! 5-^rage in Pond = 1.00 ac-ft
U-ruin,: 1. :�a hydrograph truncated on left side.
"" ,: :- .!rograph truncated on right side.

POND-2 v-ri-: =_'4 5,'N: 1220515156 Page 4
Pend File: c:\pondpack\data\95024 .PND
Inflow Hydroaraph: c:\pondpack\data\95024100.HYD
Outflow Hyrfr+^.r.-h: c:\pendpack\de [a\OUT .HYD
EXECUTED: 02-14-1996
Peak I,fl�w = 27.75 cfs 16:30:50
Peak 0+•cf';en = 3.59 cfs
Peak F'. =•-r.-i,n = 17.19 ft
Flow (cfs)
0.0 2.0 4•1) 5.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
.......
.3 x +
% f
.34
x w
.37 x +
x •
.4 x R
x R
x w
.47 x
x r
.5 +
xx *
.54 R
.57 -� R
z e
.6 x
*
.64 x R
% +
.67 -� w
x w
.7 -
.74 -� R
x
.77 -�
z i
.8 x r
.84
x +
.87 x R
x
.9 x
x
TI"'
r'�,r 71101iar,\95024100.14YD Omax = 24.0 cfs
x Fi'.., r: -. rk\d-: ��^U7 .HYD Omax = 3.7 cfs

Outlet Structure File: 95024 .STR
POND-2 version: 5.14 S/N: 1220515156
Date Executed: Time Executed:
New River BEO's
Outlet Structure
Outflow Rating Table A
Table A = 01 + 02
Elevation (ft) 0 (cfs) Contributing Structures
--------------
1-.i7
-------
0.0
-------
01
14 - 20.1
01
11.?7
0.2
01
15.12
0.2
01
1.`.7
0.3
01
15.62
0.3
01 +02
0.6
01 +02
16.12
1.1
01 +02
1657
1.6
01 +02
1E.E2
2.1
01 +02
16.57
2.6
01 +02
17.12
2.9
01 +02
i,.-7
3.1
01 +02
1.._2
3.2
01 +02
17.37
3.2
01 +02
1P.12
2.9
01 +02
!!.-7
2.5 -
01 +02
10.�2
1.8
01 +02
0.9
01 +02
1".-o
0.0
-

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMNATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION:
1. Project Name: BACHELOR ENLISTED QUARTERS
2. Project Location: (County, State Road, Address) MARINE CORPS AIR STATION
NEW RIVER. NC
3. Owner's Name: COMMANDING OFFICER
ppTTTTNg SS 4 pp� T�iT gS LAB Phone:
4. MailingAddresa:MCAS:NEA RI%IPSC�BOXPWO1
City JACKSONVILLE State NC yip 28545-5001
5. Application Date: 03-13-96 Fee submitted: $385.00
7. Nearest Receiving Stream: Class:
8. Pro j ect Description: CONSTRUCT TWO NEW BACHELOR ENLISTED QUARTERS, PARKING AND
ASSOCIATED UTILITIES.
II. PERMIT
1. Permit No. (will be completed by DEM) :
2. Permit Type: X New
Modification (existing permit no.)
Renewal
3. Project Type: Low Density X Detention
Infiltration Other
4. Other State/Federal Permits/Approvals Required:
(Check appropriate blanks)
X Sediment/Erosion Control CAMA Major 404.Permit
III. PROJECT BUILT UPON AREA
Drainage Drainage
Basin Basin
Breakdown
of Impervious Areas
Classification
Buildings
0.90
Ac
Allowable Impervious
Roads
0,41
Ac
Total Project Area
7.82
Parking
2.67
Ac
Proposed Impervious
4.60
Other
0.62
Ac
% Impervious Area
59
Totals
4.60

Z4. STOR1WAM =MAO== (Describe how runoff will be treated):
A WET DETENTION POND WITH CONTROLLED OUTFALLS FOR WATER QUALITY AND QUANTITY
DISCHARGED OVER A VEGETATIVE FILTER.
V. DEED RESTRICTIONS AND PROTECTZVE COVENANTS
Deed restrictions and protective covenants are required far all low density projects and
all subdivisions prior to the sale of any lot. Please see Attachment A for specific
requirements.
By your signature below, you certify that the recorded deed restrictions and
protective covenants for this project shall include all the items required by the
permit, that the covenants will be binding an all parties and persons claiming
under them, that they will run with the land,: that the covenant cannot be changed
or deleted without concurrence From the State, and that they will be recorded
prior to the sale of any lat.
OWNER'S
I. - (Pleasecertify that the
print name clearly)
information included on this permit application form is correct, that the project will
be constructed in conformance with the approved plans, that the deed restrictions wi11
be recorded with all recui:ed permit ccndlitions, and that to the best of my Imawledge,
the proposed project complies with the requirements o: 15A NCAC 28.1000.
I authorize the below named person or firs to submit stormwater plans on my
behalf.
Owner Authorized Agent Signature and Title Date
AUTHORIZED AGENT
Person or Firm Name: C. ALLAN BAMFORTH JR., EENGINEER-SURVEYOR, Ltd.
Mailing Address:
City NORFOLK
Phone: [phone]
P.O. BOX 6377
State VA zip 23508
Please submit application, fee and plans to appropriate Regional office.
(see attached map)
-2-

MAINTENANCE OF STORMWATER MANAGEMENT
AND EROSION CONTROL STRUCTURES
All permanent and temporary stormwater management and erosion control structures will be
maintained by the Contractor during construction. After construction is complete, the
temporary erosion control measures will be removed by the Contractor and the permanent
stormwater management pond will become the responsibility of the Facilities Maintenance
Officer, MCB Camp Lejeune.
INSPECT AFTER EVERY RUNOFF PRODUCING RAINFALL EVENT:
I . Orifice - Remove any clogging debris.
2. Trash Rack - Remove trash accumulation.
3. Pond Side Slopes - Repair eroded areas, remove trash.
II INSPECT QUARTERLY:
I. Catch Basins - Remove trash
2. rnlet Piping - Repair undercutting, remove interior trash, replace riprap.
3. Grass Swales - Repair and reseed eroded areas, remove trash.
4. Vegetated Filter - Repair and reseed eroded areas.
III INSPECT SEMI-ANNUALLY (EVERY 6 MONTHS):
1. Pond Depth - Sediment shall be removed when it accumulates to a depth of
approximately one foot.
2. Check main outlet pipe for debris.
IV GENERAL MAINTENANCE NOTES:
I. ilyfow side slopes regularly. Encourage cattails along the perimeter of the pond, but do
not allow to cover the entire surface area.
2. The orifice must be visible after 5 days without rain. If it is not, unclog immediately
by removing trash, debris, and sediment.
Facilities Maintenance Officer
By direction of
the Commanding General

a
State of North Carolina
Department of Environment, Health,. and Natural
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT
Governor WATER QUALITY SECTION
May 23, 1996
Mr. Richard Garriott
C. Allan Bamforth, Jr., Engineer -Surveyor
Post Office Box 6377
Norfolk, Virginia 23508
Resources
Jonathan B. Howes
Secretary
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960509
Batchelor Enlisted Quarters P-584
Onslow County
Dear Mr. Garriott:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Batchelor Enlisted Quarters P-584 on May 6, 1996. 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 forebay is an area that is shallower than the main pond body. Please provide contour
information and a detail for the forebay.
2. Please delineate and label the 15.6 contour in the pond.
A. Please label the elevations on the discharge structure detail and add the orifice size.
/4. Provide a 6:1 vegetated shelf around the perimeter of the pond and detail.
5. If you use a vegetated filter, please note the location on the plans, and provide a detail. The
filter is not a swale. It is a grassed area where the Flow from the outlet structure is evenly
distributed and allowed to filter through at least 30' of vegetation prior to discharge into a
ditch or stream.
tt
6. The orifice is too large to draw down the volume provided in the pond. By my calculations,
approximately 17,000 cubic feet of volume is provided. Using the average head between the
centerline of the orifice and the top of the storage, the orifice size ranges from 1.4" to 2.2".
Pease revise.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Garrott
May 23, 1996
Stormwater Project No. SW8 960509
.7. Please dimension the permanent pool. My calculation of surface area is less than yours.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to June 23, 1996, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\960509.MAY
cc: Linda Lewis
Central Files
K

DEPARTMENT OF THE NAVY
ATLANTIC DIVISON
NAVAL FACILITIES ENGINEERING COMMAND
1510 GILBERT ST
NORFOLK, VA 23511-2699
State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
TELEPHONE NO:
[phone]
IN REPLY REFER T0:
N62470-95-B-5060
0314C
0 2 MAY 1996
Re: Stormwater Management Permit Application for Construction Contract
N62470-95-B-5060, Bachelor Enlisted Quarters, Marine Corps Air Station,
New River. North Carolina
Gentlemen:
Enclosed are the original and three copes of the application for a Stormwater Management Permit
for this project. These are forwarded for review and approval. Also provided is a check for the
application fee in the amount of $385.00.
Your prompt attention to this submittal is greatly appreciated. If you have any general questions,
please contact Ms. M. E. (Ellen) Freihofer at [phone]. If you have any technical
questions, please contact the engineer, Mr. Richard GarTiott, with C. Allan Bamforth, Jr.,
Engineer -Surveyor, Ltd., at [phone].
%1Z . d/
M. E. FREIHOFER
Project Manager, CONUS Branch
Programs and Project Management Division
By direction of the Commander
Encl:
(1) Stormwater Management Permit Application (4)
Copy to: (w/encl)
CO MCAS New River (S-4)
ii (1oE li ta't`s 6 � � t•�
E C E I V E D
MAY 0 61996
PROJ k M OSO
Quality Performance ... Quality Results

t—
PLAN VIEW
N.T.G.
SECTION VIEW
H.T.B.
x
NOTE R5)
rtE 85)
5)
A
1 1/Y F GQEV. RA0. BTEEL
� 6TANDVtD PIP
A' 2' 0 6TAKWRD ME SLEEVE
e'
T' a
PIPE SLEEVE
N.T.6.
1 1/2' R C/ Y.
5TANLMRO PIPE
PETAL ABOl
a • . _ - coNCRETE W.LL
PIPE PALM*
N.T.O.
INLET ELEVATION
N.T.G.
ASSEMBLY LIST
(Do' MET. FiMK.ED
O2 B' OULET, PI.V4ED
O6' PRWNRY OIL OUTLET PIPE
ONOT U v
OMET BAFFLE
6O VERTICAL RUBE COALEWER5
OV ROTARY PIPE BRB.MER
OOIL RETFMId1 BAFFLE
O9 BLUDGE BAFFLE
t0 VERTI TUBE WPPORT (2 REO'D.)
11 HORIZONµ TUBE HOLD DOWJ W/HNIRE
12 VERTICAL RUDE WFPORT (2 REO'D.)
t5 DORUt RUDE WPPORf (6 REO'D.)
14 TOP GRATING
15 BOTTOA GRATING
16 WEEN BAFFLE
1T vErrm N0 E FOR B 19
1B ADUfiTABLE OUTLET WEIR FIATS
19 WEIR F1ATE G• v e
OBWNEL AWU MM FOR TVDE HOLD DOIW
21 VERTICN. RUDE GOALEECER CIVAEER pp
ONTEGRAL WASTE OIL 6TORK CW R 6
OPARTITION WALL q
O2' auDix ORN40FF, FLViCED
NOTES:
1. PIWW� TOLEI A E 61PL1. DE 3 1 /2'.
2. ALL TAW. FWLE6 BlMLL DE 150 lb. FIAT Y
TALE FLVI5E6. ��l���l,,ryryryry��•••• rrrrgggg���� ppppAAAA����,yyy,y jj{j���� ..** �R�+
5. ALL NOZZIF PRONERM6 SiNll DE 6'STORN � 'AT
C
ULLEY6 NOTED OT CrIO E. y I ®N5 fRLd�F
<. ALL FINIGE DOLT HOLE PATTERN* 61NLL s 66YY11
BTRAODLE CENERLIMB.
5. FLOOR ANC WNL OFAEII6IOIB A6 GROWN
FOR REFERENCE OILY. DW M-20 C E I V E D DE DETERIANED BY A PROFEBNLYML
BASED ON 6TTE COND11gN* NID N-20
SEP 0 31996
D E M
PROJ p_
CONCRETE STRUCTURE PISTALLATION
1. ME CONRACTOR 61MLL PWADE A 12' MRiAJLI
NPDNC OF 110. 57 AGOREdATE ON FIRM WDGRADE
TO SET 6TRUCTURE.
2. ME APPRO TE WE15M OF ME STRUCNRE 6
AB LWED N ME TABLE SELOY/.
5. ME CONTRN.TOR SNN.L WPPLY A SPREADER
BM YIIM M FONTS AT 6*-0' C R-TO-CNTER.
ME SPREADER EAR MUST N WABLE OF LIFTNG AT
LEAST �,OLV Ipo.
A. ME CONTRACTOR BMW. WPPLY 4 E0.V1
LENGTH (MNM1M tt'-O' CHA86 MTM HOOKS
ON E END (6 NOOKb TOTAL OR A NGTH EOWL LE
CABLES (LQBAIM V-0' LONG) 1WT11 O1-M (B TOTAL).
MEY TEED TO BE C NDLE OF LIFTNO ME HEAMt T
PIECE L6TED N ME TABLE BELOW.
5. TWO ROM, OF 1' 1' SVM RUBBER BNVL BE USED
N ME J 6 BETWEEN WN1, MR (IF APPLICABLE),
TOP &W. NA ALL OTHER XVITB .AD11T6 *HALL
BE GRdRED WIM NON-WRNK GROUT NDIDE AND OUT.
9
WEIGHT/CAPA TABLE
6EPARATOR
WE
W,EN6pFM1 TANS
WE61R OF
STRUOTURE
MERN45
WRFIL4 AREA
Ft2
NTE(a4A1
WASTE OIL
STORAa
CA
-A'
'6'
'C '0'
'E'
-5
44i,05O b,l
5,2u
1 TOO I.
DM WIOE, Y/EKiTT6. AJID f ACTTIES ARE FOR REFERENCE OLT AND ME
NOT TO BE U5ED FOR COHBTRVLTION.
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P:P.E.� 1 M.i) _j°=VECFTAIIVE�IEIF ELEV_. tA_JO �� f
—�
T z �_ IB---- T_.B_s__'Q.n � v25_a Ltfl? _,
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TENTION BASW I I DAM BENDTOl' OF FOREBAY
ELEV..
J' I
L�=
T.O.B_
PEAK STORAGE ELEV.
—� LIMITS O
(TEARING
LEVEL SPREADER
MECHANISM
B4-1
PLAIN B A'-1
�SEE NOTE 2
FOREBAY DAY
BENCH
3
t
SECTION A -A
is
SEE NOTE 2-
SITE NOTES:
FOREBAY DAM
BENCH
1. PROVIDE CENTIPEDEGRASS OR ST AD SDNE SOD
FOR THE VEGETATIVE FILTER.
1 2. PROVIDE MARSH PLANTS NATIVE TO THE AREA ON
10.37 ;
THE VEGETATIVE SHELF AND THE FOREBAY DAM
FROM THE FOREBAY DAM BENCH TO THE TOP OF
TINE FOREBAY DAM.
P.P.E.. 14.37
SECTION B-B
FOREBAY DAM DETAIL
N.T.S.
sTo� 1 �LOR
E C E I V E
D
SEP 031996 D
D E M
PROJ#
js o zs 50 too
- 25'
!'
C
C-5K-2
8 I 7 I 6 I 5 I 4 I 3 I 2 I 1

Y
4-
. SLOPE VARIEf3
TYPIOAL DETENTION BASIN SECTION
N.T.S.
P.P.E. = 14.37 Q
e NGWT 157 STONE
DWKET ON VFSTRENA
FACE �
10,E
vl,w
1� G
15.60
-
WATER WALI1Y ELEV. _
1T.05
ELEv.
14.12
UP, -
15.60
I l
14.37 13.TD
I I
D
.4 O 12' UCTi WAY,
EACH FIGS
6ECTKk1 A -A
DISCHARGE STRUCTURE DETNL
CRNIP'GE STRUCTURE
N.TS.
12'
TOP OF&
ELEV. VARIES
NOWT Q A OR B
EROHW CONTROL STONE
I I
2 Ile c EAx
(TTP. M WAL1,B)
2 X 4 KEY (TTP.)
D
5EGIWN 5-B
17. -
I ].50
1'-2' 6' 1'-2'
WEIR WALL
W/ NOTCH A.OS
15.80 -
fN. - CIA
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10
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11
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GRANT TO DE SVAE ELEVATKN SECIpN A -A NVERT ELEVATION OF M.ET 6
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TOP ELEVATION CN*VIERE AND COVER
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END SECTION
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