SW8980204_COMPLIANCE_19990604

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 I p0O�o
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
loa
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

,State ()f' North Carolina
Department of Environiiient
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
NN'ayne 1\1cDevitt, Secretary
Division of Water Quality
June 4, 1999
Commander Mason Crum, CEC. USN
Marine Corps Base Camp Lejeune
PSC Box 20004
Camp Lejeune. NC 28542
Subject: Permit No. SW8 980204 Modification
Bachelor Enlisted Quarters P-587
Construction Contract ffN62470-96-13-6189
High Density Stormwater Project
Onslow County
Dear- Commander Crum:
The Wilmineton Regional Office received a complete modification to the Stormwater Management Permit Application for
Bachelor Enlisted Quarters P-587 on .tune 3, 1999. Staff review of the plans and specifications has determined that the
pro'ject, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 211.1000. We are forwarding
Permit No. SW8 980204 dated .tune 4, 1999, for the construction of Bachelor Enlisted Quarters P-587.
This permit shall be effective front the date of issuance until .lure 4, 2009, and shall be sdbject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish all 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
adjudicaiory hearing upon written request within thirty (30) days following receipt of this permit. This request must be in
the form of a written petition. conforming to Chapter 150E of the North Carolina General Statutes, and filed with the Office
of Administrative Hearinas. P.O. Drawer 274,47. Raleigh, NC 2761 1-7447. 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 (910)
395-3900.
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:IWQSISTORMIA'ATIPERM1T1980204..1UN
cc: C. Allen Bamforth, P.E.
Corann Harper, Ortslow County Inspections
Linda Lewis
Wilmincton Regional Office
Central Files
127 Cardinal Ur. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50°/. recvc1ed/t0`% post -consumer paper

State Stormwater Management Systems
Permit No. SWS 990204
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended, and other
applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Marine Corps base Camp Lejeune
Bachelor Enlisted Ouarters P-587
Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the provisions of 15A NCAC 2H .1000
(hereafter referred to as the "storinivater rules') and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water Quality and considered a part of this
permit.
This permit shall be effective from the date of issuance until June 4, 2009 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 160,736 square
feet of impervious area. This pond is designed to be operated with a vegetated filter.
Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the
permit.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per approved plans.
2

State Storni.Nvater Management Systems
Permit No. SWS 990204
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Bachelor Enlisted Quarters P-587
Permit Number:
SW8 980204 Modification
Location:
Onslow County
Applicant:
Commander Mason Crum, CEC, USN
Mailing Address:
Marine Corps Base Camp Lejeune
PSC Box 20004
Camp Lejeune, NC 28542
Application Date:
,tune 3, 1999
Water Body Receiving Stornwater Runoff:
New River (WHO 19-(15.5))
Classification of Water Body:
"SC NSW"
If Class SA, chloride sampling results:
n/a
Pond Depth, feet:
4.5
Permanent Pool Elevation, FMSL (Meters):
16.8 (5.12)
Total Impervious Surfaces, ft2:
160,736
Offsite Area entering Pond, ft2:
none, per Engineer
Required Surface Area, ft2:
12,481
Provided Surface Area, fl2:
14,475
Required Storage Volume, ftl: 13,631
Provided Storage Volume, ft}: 15,706
Temporary Storage Elevation, FMSL (Meters): 17.82 (5.43)
Controlling Orifice: 2"(� pipe (51 min �)
Kv

State Stormwater Management Systems
Permit No. $WS980204
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in it's entirety, vegetated and operational for its intended
use prior to the construction of any built -upon surface except roads.
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. During construction, erosion shall
be kept to a minimum and any eroded areas of the system will be repaired immediately.
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. Serniannual scheduled inspections (every b months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
C. 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.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ.
The records will indicate the date, activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system. i
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.
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 systern 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 copy of the approved plans and specifications shall be maintained on file by the Permittee for a minirnum of ten
years from the date of the completion of construction.
9. The pennittee is responsible for verifying that the proposed built -upon area does not exceed the allowable built -upon
area.
10. The runoff from all built -upon area on the project must be directed into the permitted stormwater control system.
11. The following iterns 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.
C. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
2

State Storinwater Mana-ement Svstems
Permit No. SW8 98 204
12. In addition, the Director may determine that other revisions to the project should require a modification to the permit.
13. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit. Within the time frame specified in the notice, the perinittee 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.
Ili. GENERAL CONDITIONS
1. 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.
Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to enforcement
action by the Division of Water Quality, in accordance with North Carolina General Statute 143-215.6A to 143-
215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal) which have
jurisdiction.
In the event that tite facilities fail to perform satisfactorily, including the creation of nuisance conditions, the
Permittee shall take immediate corrective action, including those as may be requiredr.by this Division, such as the
construction of additional or replacement stormwater management systems.
The permittee grants DENR Staff permission to enter the property for the purpose of inspecting all components of
the permitted stormwater management facility.
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.
'r:
Permit issued this the 4th day of June, 1999.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
L Kerr. T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 980204
5

State Stormwater Mana-Sysiems
Z�lPerin it No. S"18 980204
Batchelor Enlisted Quarters, P-587
Stormwater Permit No. SWS 980204
Onslow County
Designer's Certification
1, , as a duly registered _ in
the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications.
Required Items to be checked for this certification to be considered complete are on page 2 of this form.
Noted deviations from approved plans and specifications:
Signature
r:
Registration Number
Date
SEAL
6

State Stormwater Management Systems
Permit No. SW8 980204
PE Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
10. The permitted amounts of surface area and/or volume have been provided.
] I . Required drawdown devices are correctly sized per the approved plans.;',
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The overall dimensions of the system, as shown on the approved plans, are provided.
S:1WQSISTORMWATTFORMSIPECER.T.hOR
cc: Wilmington Regional Office
Corann Harper, Onslow County Inspections
7

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER 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, NORTH CAROLINA
3. Owner's Name: COMMANDING GENERAL MCB CAMP LEJEUNE phone:[phone]
OFFICER'IN CHARGE OF CONSTRUCTION
4. Mailing Address: inns Wr..TaAFT. RQATI
MARINE CORPS BASE MCB
City' CAMP T F.TFTTNF State NC Zip 28547-2521
5. Application Date: 4/15/98 Fee Submitted:_$385.00
7. Nearest Receiving stream: NEW RIVER Class: SC NSW
S. Project Description: CONSTRUCT' NEW' BACHELOR ENLISTED QUARTERS, PARKING,
ASSOCIATED UTILITIES. AND DETENTION POND
II. PERMIT INFORMATION
1. Permit No. (will be completed by DEM) : � qt*j- Zc)4-
2. Permit Type: X New Renewal
Modification (existing permit no.)
3. Project Type: Low Density
Infiltration
X
Detention
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 ��' NSw Buildings 0.52<1ac 0.21 ha
Allowable Impervious Roads
Total Project Area $.68 ac 3.51'ha Parking 2.74 ac 1.11 ha
Proposed Impervious .3.69 ac/ 1.49 ha Other 0.43 ac 0.18 ha
% Impervious Area 43 Totals 3.69 ac 1.50- ha

IV. STOR2WATER TREATMENT (Describe how runoff will be treated):
A WET DETENTION POND FOR -BOTH WATER QUALITY AND QUANTITY WITH AN OUTFALL TO CONTROL
THE DISCHARGE TO LESS THAN THE PREDEVELOPED DISCHARGE RATE.
V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
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 recorded 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 CERTIFICATION
M. CRUM, LCDR, CEC, USN certify that the
(Please print name dearly)
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 will
be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below named person or
behalf. L_
firm to submit stormwater plans on my
('/s/W
Owner/Authorized Agent Signature and Title
M. CRUM, LCDR, CEC, USN PUBLIC WORKS OFFICER
AUTHORIZED AGENT
Person or Firm Name: C. ALLAN BAMFORTH, JR., ENGINEER -SURVEYOR. LTD.
Mailing Address: 2207 HAMPTON BOULEVARD
City NORFOLK
Phone: 7,57-627-7079
e
State VA Zip 23517
Please submit application, fee and plans to appropriate Regional Office.
(see attached map)
-2-

,.--, _ ,.lip ,
Permit No. Z
(to be provided Fy DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a signed and
notarized operation and maintenance agreement.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Bachelor Enlisted Quarters, MCAS New River
Contact Person: Tony Sholar Phone Number: ( 910 ) 451-2213
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation
12.27
ft.
Permanent Pool Elevation
16.80
ft.
Temporary Pool Elevation
17.82
ft.
Permanent Pool Surface Area
14475
sq. ft.
Drainage Area
8.68
ac.
Impervious Area
3.69
ac.
Permanent Pool Volume
34800
cu. ft.
Temporary Pool Volume
15330
cu. ft.
Forebay Volume
8970
cu. ft.
SA/DAI used
3.3
Diameter of Orifice
2
in.
Design TSS Removal
90
%
II. REQUIRED ITEMS CHECKLIST
(average elevation of the floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(surface area to drainage area ratio)
(85% TSS removal required, see item k below)
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008,
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Form SWU-102 Rev 1/August 1998 Page 1 of

Applicants Initials
�. a.
b.
C.
d.
e.
f.
g-
h.
N/A i.
J-
k.
N/A
N/A
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3: 1.
The basin side slopes above the permanent pool are no steeper than 3.1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided (show detaiI).
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to empty the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
A trash rack is provided for both the overflow and orifice.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
1. A 30-foot vegetative filter is provided at the outlet2 (include erosive flow calculations)
in. Recorded drainage easement for each basin including access to nearest right-of-way.
n. A site specific operation and maintenance (O&Nt) plan is provided.
o. A vegetation management/mowing schedule is provided in the O&M plan.
p. Semi-annual inspections are specified in the O&M plan.
q. A debris check to be performed after every storm event is specified in the O&M plan.
r. Specific clean -out benchmarks are specified in the O&M plan (elevation or depth).
s. A legally responsible party is designated in the 0&M plan3 (include name and title).
t. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified to be performed prior to use as a wet detention basin.
U S T t 1 c. p -m o tom} s _s _o v— t , rv1 ri -t Ar -rT— rA C. I4b
Footnotes:
1 When using the Division SA/:)A tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 The requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90% TSS removal.
3 The legally responsible parry should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, forebay, non-integrated pretreatment
systems (pretreatment other than forebays), and the vegetated filter if one is provided.
This system (check one) ® does ❑ does not incorporate a vegetated filter.
This system (check one) ❑ does 9 does not incorporate non-integrated pretreatment.
Maintenance activities shall be performs as follows:
1. After every significant runoff producing rainfall event and at least monthly:
Form SWU-102 Rev I/August 1998 Page 2 of 3

4 -r , '-�
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation, grass
cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth. Removed sediment shall be disposed of in an appropriate
manner and shall not be handled in a manger that will adversely impact water quality (i.e. stockpiling near a
wet detention basin or stream, etc.).
The original design depth is: 4.5' , (12.27 elevation)
The sediment removal benchmardepth is: 3.9' (16.20 elevation)
5. Remove cattails and other indigenous wetland plants when they cover 75% of the basin surface. These
plants shall be encouraged to grow along the basin perimeter.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the above
maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the
project, responsible party, or address.
Print name: MASON CRUM, CDR, CEC, USN
Address: Public Works Division, Marine Corps Base, PSC Box 20004, Camp Lejeune, NC 28542
Phone: [phone]
Title: Public Works Officer/Officer in Charge of Contracts
Signature: A.�--
Date
S I;
I, �• �2��� , a Notary Public for the State of &r m &oll�?i{e
County of U (.(� , do hereby certify that r J'Yl
personally appeared before me this 1't { day of�',� 19 l ,and acknowledge the
due execution of the forgoing infiltration system maintenance requirements. Witness my hand and official seal,
SEAL
Form SWU-102 Rev 1/August 1998 Page 3 of 3

II Required Items
A trash rack has not been provided since the discharge structure will be easily accessible
to remove trash.
1. We are tying into an existing storm system.
in. The pond is on U.S. Government property.
t. Basin will not be used for sediment and erosion control.

JUN. 3.1999 4:08PM
C.ALLAN BAMFORTH,LTD
NO. 276 P-1i
C. ALLAN BAMFORTH, JR,
f ENGINEER -SURVEYOR, LTD.
DATE: June 3, 1999
TO:
DENR
ATTN:
Linda Lewis
FAX:
1-910-350-2004
PAGES:
2 (including cover sheet)
FROM:
Andrea Murden
RE:
BEQ, P-587
Sealed front page for calculations attached. please call if you have any Questions or need
additional information_ Thanks.
STORMINATER
E C E I V E
JUN 0 31999
D E M
PROJ N
2207 HAMPTON BOULEVARD, P.O, Box 6377
NORFOLK, VIAGIMA 23509
TEL- [phone] FAx: [phone]

0

TUN. 3.1999 4:09PM C.ALLAN DANFORTH,LTD
NO.276 -P.Lf/-�
BACHELOR ENLISTED QUARTERS, P 587
MARINE CORPS AIR STATION
NEW RIVER, NORTH CAROLINA
CALCULATIONS
.••�gsla�. �
$803
ELOS
qq 11
STORMWATER
E C E I V E
JUN 0 31999
D E M
PrRO.i #.
C. ALLAN BAwoRTH, JR.
EnrNak-sURViYOR, LTD.
NORFQLIG VIRGMA

Bachelor Enlisted Quarters, New River 01/99
Pond Calculations AMT
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Basis of Design: The pond is designed for both quantity and quality volumes. Quality volume
was determined using the runoff volume from the first inch of rain, to be detained for 48 hours.
The quantity design is based on the rational method using a ten year storm and Wilmington I-D-
F curve. Time -of concentration was found using Seelye's Chart for overland flow, Kirpich Chart
for ditch flow and Mannings Equation for pipe flow with n = 0.013. The BMP design is wet
detention and was sized utilizing the Haestad Methods "PondPack" software. It is in
conformance with North Carolina Department of Environment and Natural Resources
"Stormwater Best Management Practices".
Predevelopmeut:
Area - 34760 m- = 8.59 acres
Roof - 897 m- = 0.22 acres C = 1.00
Pavement - 11133 m'- = 2.75 acres C = 0.95
Grass - 22730 m' = 5.62 acres C = 0.20
Time of Concentration
Seelye's Chart for Overland Flow:
L=36m=118ft
Slope = (7.248 - 6.075) =3.25%
T, = 16 minutes
Mannings Equation for Pipe Flow:
n = 0.013
L=6m=20ft
V = 0.6 m/sec = 2 ft/sec
TC = 0.2 minutes
Kirpich Chart for Ditch Flow:
L=96m=315ft
Height = (5.965 - 5.413) = 0.55 in = 1.8 ft
Page 1
E C E I V E
MAR 18 799
9
BEM
pRoi #

Bachelor Enlisted Quarters, NeW River 01/99
Pond Calculations AMT
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Te = 4.8 minutes
Mannings Equation for Pipe Flow:
n= 0.013
L=90m=295 ft
V = 0.6 ft/sec = 2 ft/sec
T, = 2.5 minutes
Total, T. = 23.5 = 24 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Storm, 23 minutes
I=9inhr
- Wilmington I-D-F Curve, 100-Yr Storm, 23 Minutes
I = 6.0 in/
Allowable Discharge
10-Year - Q = CAI = [(0.22 x 1.00) + (2.75 x 0.95) + (5.62 x 0.2)] x 3.9 = 15.4 efs
100 Year - Q = CAI = [(0.21 x 1.00) + (2.75 x 0.95) + (5.62 x 0.2)] x 6.0 = 23.7 c
Page 2

Bachelor Enlisted Quarters, New River 01/99
Pond Calculations AMT
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Postdevelopment:
Area - 35120 ml = 8.68 acres
Roof - 2112 mZ = 0.52 acres C = 1.00
1 Pavement - 12828 mZ = 3.17 acres C = 0.95
Grass - 20160 ml = 4.98 acres C = 0.20
Time of Concentration
Seelye's Chart for Overland Flow:
L=41m=134ft
Slope = (7.124 - 6.860)'= 0.7%
Tc = 17 minutes
Mannings Equation for Pipe Flow:
n = 0.013
L=86m=282ft
V = 0.6 m/sec = 2 ft/sec
T, = 2.35 minutes
Total T. = 19.35 = 19 minutes
Temporga Water Qualjjy Pol Volume
One -Inch Storm Over Site:
Roof Area - 2112 mz = 22725 ftz
Pavement - 12828 ml w 138030 ft2
Green Area - 20160 m2 = 216920 ft2
Use the "Simple Method" by Schueler to Determine Runoff Volume:
Runoff Coefficient = Rv = 0.05 + 0.009(I)
Page 3

Bachelor Enlisted Quarters, New River 01/99
Pond Calculations AMT
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
I = Percent Impervious = 14940 m'/35100 m2 = 160755 ftz/377675 ft2 = 42.5%
Rv = 0.05 + 0.009(42.5) = 0.43 in/in (m/m)
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (V rainfall) x (0.43 in/in) x (8.67 acres) = 0.31 ac-ft
Size Orifice to —Discharge over 48 Hours
Q = 13505/48 hours = 0.0782 W/sec
C = 0.61 A = Area g = 32.2 ft/sec' h = head
Q = CA(2gh)112
A = 0.0130
Diameter = 0.143 ft = 1.7 inches = 2 i c e
Permanent Pool Requirement
North Carolina Department of Environment and Natural Resources
Table - 90% TSS Removal No Vegetated Filter Required
Drainage Area Ratio (SAIDA) for Permanent Pool Sizing
1494am=i35120 m2 = 160755 ftz/377675 ftZ = 42.5% Percent Impervious
For 4.5 foot (1.37 m) Basin Depth:
(50-40)/(3.9-3.1)=(50-42.5)/(3.9-X) X=3.3
SA/DA = 3.3
Required Surface Area for Permanent Pool = (3.3/100) x 35120 m2 = 1160 m2 = 12500 ftz
Permanent Pool Area Provided by Basin = (14.5 m x 92.9 m) = 1345 mZ = 14475 ftz ✓
Page 4

Bachelor Enlisted Quarters, New River 01/99
Pond Calculations AMT
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Leng!h; Width Rati,Q
North Carolina Department of Environment, Health and Natural Resources' "Stormwater Best
Management Practices"
Chapter I Wet Detention Ponds
In terms of calculations, treat pond as two separate ponds. Each pond being half of the original
pond (i.e. the area between the discharge pipe and the outfall structure).
Length from Edge of Permanent Pool at Discharge Pipe I to 4utfall Structure = 46.5 m = 153 ft
Width of Permanent Pooi = 14.5 m = 47 ft
- 153:47=3.3:1 Z 3:1 ✓
Length*om Edge of Permanent Pool at Discharge Pipe 2 to 4utfall Structure = 46.5 m = 153 ft
Width of Permanent Pool = 14.5 m = 47 ft
- 153:47=3.3:I z 3:1 ✓
Forebay Requirement
Volume of Forebay = 20% of Volume of Permanent Pool
As stated in the Length -Width Ratio Section, treat pond as two separate ponds. Therefore, there
will be two forebays, one at each end of the pond, each at 10% of the total volume or 20% of half
of the pond.
Volume Required in Forebay = 0.20 x 34805 ft' = 6960 ft'
Therefore, Each Forebay = 3480 ft'
Page 5

Bachelor Enlisted Quarters, New River 01/99
Pond Calculations AMT
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Summary of Results:
Allowable Outflow (10-Year Storm) = 15.4 cfs
Allowable Outflow (100-Year Storm) = 23.7 cfs
Required Area for Permanent Pool = 1160 m'- = 12500 ft'
Area of Permanent Pool Provided (Elevation 5.12 m = 16.80 ft) = 1345 m- = 14475 ft2
Volume of Forebay Required = 6960 ft'
Volume of Forebay Provided = 4485 ft' each = 8970 ft' total
Required Storage for Quality (48 hr Detention Time) = 0.31 ac-ft
Elevation at Which Quality Volume is Over = 17.80 feet, Volume = 0.35 ac-ft
Required. Storage for Quantity (10 Year Storm) = 0.15 ac-ft
Total Storage Provided Above Design Pool = 2.42 ac-ft
Area of Design Pool (Elevation 5.43 m = 17.80 ft) = 1555 M2 = 16730 ftZ
Outlet Structure - 4-foot Weir at 17.80 ft
Peak Outflow for 10 Year Storm = 9.57 cfs at 18.75 feet
Peak Outflow for 100 Year Storm = 15.59 cfs at 19.13 feet
• Area for Permanent Pool: 14475 ft' > 12500 ft' ✓'
• Volume of Forebay: 8970 ft' > 6960 ft' ✓
• Storage for Quality: 0.35 ac-ft > 031 ac-ft ✓
• Peak Outflow - 10 Year: 9.57 cfs < 15.4 cfs ✓
• Peak Outflow - 100 Year: 15.59 cfs < 23.7 cfs ✓
Page 6

Type.... Mod. Rational Grand Summary
Name.... 96075
File.... .\sample\A96075.PPK
Page 5.03
*
* MODIFIED RATIONAL METHOD
* ---- Grand Summary For All Storm Frequencies ----
w #
*+*+#++#ir•k+,t*,r,t•Ir*,rw#�r;l•*•1r#*,t+*�F#+++**+*#++#*,t+*�r,t#**,t+**fir*w**,r++***yF***#+
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
Area =
8.670 acres
Tc
= 19.00 min
VOLUMES
Freq.
Adjusted
Duration
I
Qpeak
Allowable
Inflow Storage
years
' C'
min
in/hr
cfs
.LLcfs.; ..
ac-ft ac-€t
100
.522
30.00
5.5000
25.11.
23.70
1,038 .238
10
.522
33.00
3.3800
15.43
15.40
.701 _150
SIN: HOMOL0120356 C. Allan Bamforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:07:39 Date: 01-22-1999

Type.... Vol: Elev-Area
Name.... POND
File—. .\sample\A96075.PPK
Page 4.01
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
------------------------------------------------------------------------
12.27
----- .0397
.0000
.000
.000
14.27
----- .1450
.2606
.174
.174
15.95
----- .2930
.6441
.361
y
.534
22.64
----- .6360
1.3607
3.034
3.569
Elevations With Areas Interpolated From
The Closest Two Planimeter Readings
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
------------------------------------------------------------------------
16.80
----- .3293
.9329
.264
.799
17.80
----- 3747
.9991
.616
1.151
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume - Incrementa.V'olume between ELI and EL2
Interpolated area from closest two given contour areas
is computed using the relationship:
IA = (sq.rt(Areal) +((Ei-E1)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal)))**2
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
SIN: HOMOL0120356 C. Allan Samforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:08:56 Date: 01-22-1999
I

Type.... Outlet Input Data
Name.... 96075
Page 5.01
File.... .\sample\A96075.PPK
Title... BEQ - New River
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 17.80 ft
Increment = .50 ft
Max. Elev.= 22.60 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- -----------------------------
Weir-Rectangular 1 ---> TW 17.800 22.600
TW SETUP, DS Channel
S/N: HOMOL0120356 C. Allan Bamforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:08:56 Date: 01-22-1999

x
Type.... Outlet Input Data
Name.... 96075
File.... .\sample\A96075.PPK
Title... BEQ - New River
OUTLET STRUCTURE INPUT DATA
Structure ID = 1
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. - 17.80 ft
Weir Length - 4.00 ft
Weir Coeff. - 2.700000
Weir TW effects
(Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance—
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
Page 5.02
SIN: HOMOLO120356 C. Allan Bamforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:08:56 Date: 01-22-1999

Type.... Pond Routing Summary
Name.... 96075 Tag: wi110
File.... .\sample\A96075.PPK
Title... BEQ - New River
LEVEL PQOL RQU7ING.:SUMMARY
HYG Dir = .\sample\
Inflow HYG file = CA1396075.HYG - 96075
Outflow HYG file = NONE STORED - 96075
Pond Node Data = 96075
Pond Volume Data = pond
Pond Outlet Data = 96075
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
17.80
ft
Starting
Volume=,_.-:•.3..151
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. -
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
5.00
min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
wi110
OUT wi110
Peak
Inflow
- 15.43
cfs at 19.00 min
Peak
Outflow
- 9.57
cfs at 39.00 min
-----------------------------------------------------
Peak
Elevation
= 18-75
ft
Peak
Storage =
1.527
ac-ft
MASS BALANCE
(ac-ft)
--------------------------
+ Initial Vol
= 1.151
• HYG Vol IN
= .694
- Infiltration
= .000
- HYG Vol OUT
- .693
- Retained Vol
= 1.151
Unrouted Vol
= -.000 ac-ft
( . 001°s of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
Page 6.02
S/N: HOMOL0120356 C. Allan Bamforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:10:52 Date: 01-22-1999

l G (D . _y E-pr�F S -r-b Z_f,4
Type.... Pond Routing Summary
Name.... 96075 Tag: wil100
File.... .\sample\A96075.PPK
Title... BEQ - New River
LEVEL POOL ROUTING -SUMMARY
HYG Dir = .\sample\
Inflow HYG file = CAB96075.HYG - 96075
Outflow HYG file = NONE STORED - 96075
Pond Node Data = 96075
Pond Volume Data = pond
Pond Outlet Data = 96075
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev
17.80
ft
Starting
Volume -
1.151
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment -
5.00
min
wi1100
OUT willoo
It
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 25.11
cfs at 19.00 min
Peak
Outflow
= 15.59
cfs at 39.00 min
-----------------------------------------------------
Peak
Elevation
= 19.13
ft
Peak
Storage =
1.691
ac-ft
MASS BALANCE
(ac-ft)
--------------------------
+ Initial Vol
= 1.151
+ HYG Vol IN
= 1.019
- Infiltration
= .000
- HYG Vol OUT
= 1.019
- Retained Vol
= 1.151
Unrouted Vol
= -.000 ac-ft
(.000°s of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
Page 6.02
SIN: HOMOL0120356 C. Allan Bamforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:08:56 Date: 01-22-1999

Type.... Vol: Elev-Area
Name.... FOREBAY
File.... .\sample\A96075.PPK
Title... Forebay
Page 1.01
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
.(acres)
(ac-ft)
(ac-ft)
------------------------------------------------------------------------
12.27
_____ .0057
.0000
.000
.000
15.80
----- .0627
.0873
.103
.103
POND"•VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
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
SIN: HOMOL0120356 C. Allan Bamforth, Jr.
Pond Pack Ver: 10-9-97 :055 Compute Time: 13:16:40 Date: 01-22-1999

DsLi
C. ALLAN BAMFORTH, JR. UrIAR 1 8 1999
ENGINEER • SURVEYOR, LTD. BY:
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P.E.
ANNA LEE BAMFORTH, P.E.
RICHARD W. CLARK, L.S.
March 16, 1999
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Attn: Ms. Linda Lewis
RE: Bachelor Enlisted Quarters, P-587, New River (96.075)
Dear Ms. Lewis,
ZOa'
60
00
Per our conversation on March 11, we are submitting two sets of plans, one set of calculations
and the Wet Detention Basin Supplement for your review. Also enclosed is a check in the
amount of $420.00 for the Stormwater Management Plan review fee.
This project was previously reviewed and approved as Stormwater Project No. SW8 980204.
The resubmittal is clue to a raw water line found during construction to conflict with the current
pond placement, requiring a revision of the pond layout. There has been no change in the
amount of impervious area draining to the pond, therefore new application is being submitted.
Please call if you have any questions or need additional information.
Sincerely,
Andrea T. Murden, E.I.T.
Enclosures
cc: Mike Beaver, Hanbury Evans Newill Vlattas
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517, P.O. Box 6377, NORFOLK, VIRGINIA 23508
TEL: [7571 627-7078 • FAX: [phone]

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