SW8960815_HISTORICAL FILE_19961029

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 ClV 0%15
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
fil HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
\q°1g 10 201
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
Mr. Fred Cone, P.E., Asst. PW Officer
c/o Commanding General
ATTN: Public Works Division -10P
MCB PSC Box 2004
Camp Lejeune, North Carolina 28542-0004
Dear Mr. Cone:
October 29, 1996 `off
Subject: Permit No. SW8 960815
891010 Revision
Electronic Communications Maintenance Building 2
High Density Commercial Stormwater Project
Onslow County
The Wilmington Regional Office received the revised Stormwater Management Permit Application for 891010, Electronic
Communications Maintenance Building 2 on August 19, with final information on October 11, 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 960815 dated October 29, 1996, for the
construction of the additional concrete parking and loading ramps which will drain into the revised P-679 ECMF Building
2 detention pond.
This permit shall be effective from the date of issuance until October 29, 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].
Sincerely,/,
Yim
46
Bushardt, P.E.
Acting Regional Water Quality Supervisor
JBB/arl: S:\WQS\STORMWAT\PERMIT\960815.00T
cc: Tim Reid, P.E.
Sharon Jennings, Onslow County Inspections
Linda Lewis
c:�VilmiiigtogRegional-Office-1
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 960815
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
Camp Lejeune MCB
891010 Revision Electronic Communications Maintenance Building 2 _
Onslow County
FOR THE
construction, operation and maintenance of infiltration pond in compliance with the provisions of 15A NCAC
2H A000 (hereafter referred to as the "stonnwater 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 October 29, 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 122,870
square feet of impervious area.
3. Approved plans and specifications for.this project are incorporated by reference and are enforceable parts of the
permit. The infiltration pond serving 891010 Building 1 is still permitted under 891010. The former infiltration
pond serving Building 2 has been redesigned as wet detention under this permit, and additional paved area is now
permitted to drain to the pond.
►A

DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
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:
State Stormwater Management Systems
Permit No. SW8 960815
891010 Revision
Electronic Communications Maintenance Building 2 revision
to add Concrete Paving and Loading Ramps
960815
Onslow County
Mr. Fred E. Cone, P.E., Assistant Public Works Officer
Camp Lejeune MCB
Camp Lejeune, North Carolina 28402
August 19, 1996
Cogdels Creek
"SC"
N/A
4.5 feet
12 MSL
122,870 square feet lj v"
82,733 square feet
9,825 square feet
10,610 square feet
10,071 cubic feet
11,505 cubic feet
13 MSL
24 - 3/8" pipes
3

State Stormwater Management Systems
Permit No. SW8 960815
4. The drainage area to the pond 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. I -
7. 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.
3. 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.
4. 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.
0

State Stormwater Management Systems
Permit No. SW8 960815
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.
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-
215.6(a) to 143-215.6(c).
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal) which
have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions, the
Permittee shall take immediate corrective action, including those as may be required by this Division, such as
the construction of additional or replacement stormwater management systems.
5. The permittee grants 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 29th day of October, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston ward, Jr., P.E., Director
Division o ater Quality
By Authority of the Environmental Management Commission
Permit Number SW8 960815
5

State Stormwater Management Systems
Permit No. SW8 960815
891010 Revision to Detention Pond serving Electronic Communications Maintenance Building 2
Stormwater Permit No. SW8 960815
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:
Signature
Registration Number
Date
2

DIVISION OF ENVIRONMENTAL MANAGE1 NT
NORTH CAROLNA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION
1. Project Name CONCRETE PAVING AND LOADING RAMPS
2. Location, directions to.project (include County, Address, State Road) Attach map. Located behind buildings
FC-120 & FC-134 off of Main Service Road, Camp Lejeune Marine Corps Base
3. Owner's Name Marine Corps Base Phone [phone]
Ctxnm 2nd;ny G e� era
4.Owner's MailingAddress Camp Lejeune Marine Corps Base AEU; Publ,; (UrA,kS Div— 1017
CityCamp Lejeune L >< 2�
State NC zip 27542-5C004
5. Application date August 6, 1996 Fee enclosed g385.00
6.Nearest ReceivingStream Cogdels Creek Class SC41SW
7.Projectdescription Concrete Paving & Loading Ramps being added to FC-120, modify
existing infiltration pond to wet detention pond.
II. PERMIT INFORMATION
1.PermitNo.rrobefiilednbyDEN) SGu� 9Co631S
2.Permit Type New Renewal x Modification (existingPermit No.) 891010
3. Project Type: _Low Density X Detention_ Infiltration Other:_ Redevelop _General _Dir Cert
11
4. Other State/Federal Permits/Approvals Required (Check appmpriate Umks)
CAMA Major Sedimentation/Erosion Control x (Rec' d) 404 Permit.
BUILT UPON AREA (pleare tee NGC 2K IW5 thm .1007foe applicable density liirniu)
T" iTUTf'L,r— , Cl6cz15 ec[lbjo
4
Drainage I Drainage P�L-!y Z Breakdown of Imoervious Area
Basin Basin J (please indicate below the denzn imp,r ioi
r . n.. Jlz
Classification High Density
30%
Allowable Impervious Area
Total Project Area 4.77 AC
Proposed Impervious Area 2.60
% Impervious Area 600/
4kj8 -,F I1,85ac.
IV. STORMWATER TREATMENT (Descrfbe haw the runoff will be s eared)
All flows wi11 be routed through wet detention system.
Buildings A 2c —
Streets
Parldng/Sw 2.6(o 95
Other
Totals 2.8 2C`i`
91010
.14ac
-_ 11.912c

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
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.
VI. OWNER'S CERTIFICATION
I, F- R. QAVE , certify that the information included on this permit
(Please print or type name clearly)
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 nam 14- rso r firm to submit stormwater plans on my behalf.
�C�
Owner/Authorized Agent ignatuIe and Title Date
VII. AGENT AUTHORIZATION (MUST BE COWL=)
Person or first name MOFFATT & NICHOL ENGINEERS
Mailing Address 3717 NATIONAL DRIVE, SU
City
RALEIGH
State NC Zip 27612 Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
STORMOTER
DECEIVED
AUG
p191996
FAOJ B SD 0

�t
POND MAINTENANCE REQUIItFMENTS I OCT 1 11996 LJ
Project Name: P679-Electronic Comm. Main. Shoos, Project No. SW&-96981F-------_-:-------
Bldg. 2 MOD
Permittee: Camp Lejeune Marine Corps Base Phone No.[phone]
Address: O.I.C.C. , 1005 Michael Road Camp Lejeune, NC 28547-2521
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DEM personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly:
A. Inspect the. collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is required when
the depth is reduced to 75 % of the original forebay design depth of 4. 5
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary.

POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. Annually:
A. The pond depth will be checked at various points. Sediment removal is required when the
depth is reduced to 75 % of the original design depth or Y, whichever is greater. Design
depth is 4.5 ', measured vertically from the orifice down to the pond's bottom.
Sediment must be removed to at least the original design depth.
*Initial row of drain holes located at EL. 12.00.
V. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height wiL be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond. The best time to cut them is at the end
of the growing season, in November. Environmentally sensitive chemical for use in killing
cattails can also be used. Contact your nearest Agricultural Extension Agent.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller orifice.
Slow drawdown may be attributed to a clogged system. The source of the clogging will
be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan. If previously approved components are determined to be ineffective, the
component must be redesigned and/or replaced.
VI. Special Requirements:
I LtCol W. R. HESTIR , hereby acknowledge that I am the financially
(please print or type name clearly)
responsible party for maintenance of this detention pond. I will be responsible for the performance of the
maintenance as outlined above, as part of the Stormwater Management Permit received for this project.
Signature:
L
DA/arl: LtS°- WdS\S M AT\FORMS\O&M-POND.FOR

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 9, 1996
Mr. Tim Reid, P.E.
Moffatt & Nichol Engineers
3717 National Drive, Suite 107
Raleigh, North Carolina 27612
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960815
P679-Electronic Communications Maintenance Shops
Building 2 Modification
Onslow County
Dear Mr. Reid:
The Wilmington Regional Office received a Stormwater Management Permit Application for P679-
Electronic Communications Maintenance Shops Modification on August 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. The pond calculations check out fine, however, as communicated to you in June, 1995, a
revised and signed Operation and Maintenance Plan must be received.
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 9, 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,
''
41il /"
Ms. Linda Lewis
Environmental Engineer
JBB/arl: S:\WQS\STORMWAT\ADDINFO\960815.SEP
cc: Linda Lewis
Central Files
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

1/®® MOFFATT & NICHOL
August 6, 1996
North Carolina Department of
Environment, Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Ann.: Ms. Linda Lewis
RE: Conversion of Existing Infiltration Pond to a Wet Detention Pond
Dear Ms. Lewis:
j 1 UKMwK I to
(DECEIVED
Iluunn''�� AUG 191996
PROJ N � q&oFI S
The pond indicated on the attached drawing has gone through several revisions due to construction at
Camp Lejeune Marine Corps Base. The pond was initially designed as an infiltration pond by J.N. Pease &
Associates in March of 1989 and was permitted under Project Number 891010. MOFFATT & NICHOL
ENGINEERS submitted calculations to allow the additional flow from the paving indicated on the attached
drawing to be directed into the infiltration pond. At this point, M&N was informed that the pond was not
functioning as designed and that the Base had been instructed to correct the problem. The proposed
revision was approved under Project Number 891010 (Revision) provided the Base corrected the problem.
After several conversations with Base personnel, it was decided to convert the infiltration pond to a wet
detention pond. Therefore, the attached calculations and drawing indicate the modification of the existing
infiltration pond to a wet detention system for the facility.
Since the limits of construction are confined to the cleared area, the pond bottom elevation was lowered to
provide the type of configuration required by the regulations. The only portion of the regulations that are
not met verbatim is the ability to drain the system completely. The 6 inch DIP drain line will lower the
pond elevation to 10.5. The remainder of the water could be pumped out with a small trash pump in
approximately 12 hours. The positive side of having the bottom elevation of the pond at 7.5 is that the
pond should stay filled with water. We still have some, concern that the pond would act as an infiltration
pond after construction since the original design indicated the soils were porous.
The following items are enclosed for your review:
a.) 2 copies of the revised plan sheet are enclosed.
b.) New calculations which indicate the flow capacity of the revised system are enclosed.
c.) Specifications submitted previously still apply to this project.
d.) Topographic, Site and USGS mapping of the project area.
3717 National Drive, Suite 107, Raleigh, North Carolina 27612 [phone] Fax [phone]

Ms Linda Lewis
August 6, 1996
Page 2
hAI)a
Please review these revisions for conformance to your requirements. If you have any questions or need
additional information, please contact me at [phone]
Sincerely,
MOFFATT & NIC GINEERS
J N
Tim Reid, P.E.
Project Engineer
3400-09
ponM.doc

Calculations
Concrete Paving and Loading Ramps
Sheet No.
1-3
4
5
6-13
•••••HNIm4yq
CAROB
��•<` ''DES 1 • �Y9��,%
:QpF N,y
r't
L
sl 1586�qw
at
Camp Lejeune
Marine Corps Base
Index
Description
Pond Depth & Volume Determination
Routing Spreadsheet
Basin Performance Determination
Drawdown, Stage Storage and Input & Results Summary
Spreadsheets
Prepared by:
MOFFATT & NICHOL ENGINEERS
3717 National Drive
Suite 107
Raleigh, North Carolina 27612
STORMWATEh
n E C E 1 V E D
�u{ AUG 191996

I
CLIENT
,", MOFFATT & NICHOLI PROJECT
E N 0 1 N E E R 5 DESIGN FOR
JOB NO.
SHEET / OF
DESIGNER
CHECKER
DATE
DATE
S-1
3C

W1LM1NbIUN KLb1UNHL OF Fax:`IjlU-JJU-ZUUµ Jul z7 70 14•L1 r.Uz
85% TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
2/,-9
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5
6.0'
6.5'
7.0'
7.5'
IIv1P %
10 %
9
.8
.7
.6
.5
0
0
0
0
0
20 %
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40 %
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
.50 %
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70 %
6.0
5.2
4.5
4.1
3.7
3.1
-2.9
2.5
2.1
1.8
80 %
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90 %
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
13.8
2.8
1.3
100 %
8.2
7.4
6.8
6.2 -
5.6
5.0
4.4
3.2
2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
P�i�d
3'
3.5'
MP %
10 %
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20 %
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30 %
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
I.l
.8
40 %
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50 %
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60 %
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70 %
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80 %
9.4
8.0
7.0
6.4
5.7 -
5.2
4.6
4.0
3.4
2.8
90 %
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100 %
12.0
10.0
S.8
8.1
7.3.
6.6
5.8
5.1
4.3
3.6
Note: The required surface area calculated from the tables is to be provided at the permanent pool elevation.

hdhiq MOFFATT & NICHOLI PROJECT
E N 0 1 N I E R 5 IDESIGN FOR
JOB NO.
SHEET OF f3
DESIGNER
DATE
CHECKER
DATE
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.. ... .. ... . . .. .. ...... ... ... .. ... .. .. . ... .. .. .. ... ... ..
P ........ ..... :54' 6 . ... ..
I.o 110 /,ov e eA p
S-1

STAGE -STORAGE FUNCTION
Hid 3
COMPUTATION OF STAGE -STORAGE FUNCTION
7e
S
Z
X
Y
INCR
ACCUM
CONTOUR
AREA VOL
VOL
STAGE
LN Z
LN S
Zest I
Zest 2
Zest 3
Zest 4
Zest 5
(FTA2) (FTA3)
(FTA3)
(FT)
(m
(m
(FT)
(F F)
(FT)
7.5
3740 0
0
0
8
4400 2035
2035
0.5
-0.693
7.618
0.54
0.65
0.72
0.77
0.82
9
5800 5100
7135
1.5
0.405
8.873
1.41
1.56
1.65
1.72
1.79
10
7300 6550
13685
2.5
0.916
9.524
2.32
2.45
2.54
2.62
2.68
11
8910 8105
21790
3.5
1.253
9.989
3.30
3.39
3.46
3.53
3.58
12
10610 9760
31550
4.5
1.504
10.359
4.37
4.39
4.43
4.47
4.51
13
12400 L150
43055
5.5
1.705
10.670
5.54
5.45
5.44
5.46
5.48
14
14260 13330
56385
6.5
1.872
10.940
6.80
6.58
6.51
6.49
6.48
15
16200 15230
71615
7.5
2.015
11.179
8.16
7.77
7.63
7.56
7.53
Y-int=
8.418
Ks=
4529.51
ALL POINTS
Slope =
1.315
b =
1.32
RA2 -
0.99479
Y-int=
8.238
Ks=
3783.28
ALL POINTS BUT 1
Slope =
1.434
b =
1.43
RA2 =
0.99749
Y-int=
8.118
Ks=
3354.15
ALL POINTS BUT 1 & 2
Slope =
1.506
b =
1.51
11A2 =
0.99872
Y-int=
8.023
Ks=
3048.85
ALL POINTS BUT 1 & 2 & 3
Slope =
1.560
b =
1.56
RA2 =
0.99936
Y-int=
7.942
Ks=
2814.38
ALL
POINTS BUT I & 2 & 3 & 4
Slope =
1.604
b =
1.60
RA2=
0,99971
ABSOLUTE
ABSOLUTE
ABSOLUTE
ABSOLUTE
ABSOLUTE
DIFF
DIFF
DIFF
DIFF
DIFF
Zest I
Zest 2
Zest 3
Zest 4
Zest 5
(FT)
(FT)
(FT)
(FI)
(FT)
0.18193
0.04867
0.04354
0.11794
0.18113
0.19835
0.10935
0.03614
0.02725
0.08335
0.12523
0.11084
0.07124
0.02842
0.01363
0.04146
0.04813
0,05586
0.04239
0.02070
0.30291
0.08016
0.01182
0.01243
0.01705
VERAGE= 0.16998
0.07943
0.04372
0.04568
0.06317
SUM = 0.84988
0.39715
0.21859
0.22842
0.31586
Page 1

CLIENT
hdi,lq MOFFAT'r & MCHOL PROJECT
E N G I N E E A S DESIGN FOR
J/?F
JOB NO.
,f/, RA Vl,,�
SHEET
OF 1�5
DESIGNER T-Dro'
DATE
CHECKER
DATE
.... . . .....
..... ... .
...... . ... ..
/07-,Y4
BCC
S/7N2nAf-... Z
T 11 b
S-1

DRAWDOWN HOLES
Vrl ,
CALCULATION OF TIME REQUIRED FOR THE DRAWDOWN HOLES TO DRAIN
1" STORM VOLUME DOWN TO NORMAL POOL
TIME STEP = 30 MIN
INITIAL VOLUME= 42612 FTA3
DRAWDOWN HOLES
No. holes= 12
Dia (in.) = 0.375 in
CL ELEV. = 4.5 ft
(EQUALS NORMAL POOL VOL+ I" STORM VOLUME)
\�
No. holes = 12
Dia (in.) = 0.375 in 0
CL ELEV. = 5.0 It
CHECK
STAGE AT 2 DAYS = 4.78 FT
TIME REQUIRED FOR DRAWDOWN = 7200 MIN 5.00 DAYS
TIME
VOL
STAGE
QROWI
QROW2 QTOTAL
TIME
STAGE
(MIN)
(FT-3)
(FT)
(CFS)
(CFS)
(CFS)
(MIN)
(FT)
0
42612
5.38
0.042
0.027
0.069
0
5.38
30
42488
5.37
0.041
0.027
0.069
30
5.37
60
42364
5.36
0.041
0.027
0.068
60
5.36
90
42242
5.35
0.041
0.026
0.067
90
5.35
120
42121
5.34
0.041
0.626
0.067
120
5.34
150
42001
5.33
0.040
0.026
0.066
150
5.33
180
41882
5.32
0.040
0.025
0.065
180
5.32
210 _
41765
5.31
0.040
0.025
0.065
210
5.31
240
41648
5.30
0.040
0.024
0.064
240
5.30
270
41533
5.29
0.039
0.024
0.063
270
5.29
300
41418
5.28
0.039
0.024
0.063
300
5.28
330
41305
5.27
0.039
0.023
0.062
330
5.27
360
41193
5.26
0.039
0.023
0.062
360
5.26
390
41083
5.26
0.039
0.022
0.061
390
5.26
420
40973
5.25
0.038
0.022
0.060
420
5.25
450
40864
5.24
0.038
0.022
0.060
450
5.24
480
40757
5.23
0.038
0.021
0.059
480
5.23
510
40651
5.22
0.038
0.021
0.058
510
5.22
540
40546
5.21
0.037
0.020
0.058
540
5.21
570
40442
5.20
0.037
0.020
0.057
570
5.20
600
40340
5.19
0.037
0.019
0.056
600
5.19
630
40239
5.18
0.037
0.019
0.056
630
5.18
660
40138
5.17
0.036
0.019
0.055
660
5.17
690
40040
5.17
0.036
0.018
0.054
690
5.17
720
39942
5.16
0.036
0.018
0.054
720
5.16
750
39845
5.15
0.036
0.017
0.053
750
5.15
780
39750
5.14
0.036
0.017
0.052
780
5.14
810
39656
5.13
0.035
0.016
0.051
810
5.13
840
39564
5.13
0.035
0.016
0.051
840
5.13
870
39472
5.12
0.035
0.015
0.050
870
5.12
900
39382
5.11
0.035
0.015
0.049
900
5.11
930
39293
5.10
0.034
0.014
0.049
930
5.10
960
39206
5.10
0.034
0.014
0.048
960
5.10
990
39120
5.09
0.034
0.013
0.047
990
5.09
1020
39035
5.08
0.034
0.013
0.046
1020
5.08
1050
38952
5.07
0.034
0.012
0.046
1050
5.07
Page I

DRAWDOWN HOLES
V(5
1080
38870
5.07
0.033
0.011
0.045
1080
5.07
1110
38789
5.06
0.033
0.011
0.044
1110
5.06
1140
38710
5.05
0.033
0.010
0.043
1140
5.05
1170
38633
5.05
0.033
0.009
0.042
1170
5.05
1200
38557
5.04
0.033
0.009
0.041
1200
5.04
1230
38482
5.03
0.032
0.008
0.040
1230
5.03
1260
38410
5.03
0.032
0.007
0.039
1260
5.03
1290
38339
5.02
0.032
0.006
0.038
1290
5.02
1320
38270
5.01
0.032
0.005
0.037
1320
5.01
1350
38203
5.01
0.032
0.004
0.036
1350
5.01
1380
38139
5.00
0.031
0.002
0.034
1380
5.00
1410
38079
5.00
0.031
0.000
0.031
1410
5.00
1440
38022
4.99
0.031
0.000
0.031
1440
4.99
1470
37966
4.99
0.031
0.000
0.031
1470
4.99
1500
37911
4.98
0.031
0.000
0.031
1500
4.98
1530
37855
4.98
0.031
0.000
0.031
1530
4.98
1560
37800
4.97
0.030
0.000
0.030
1560
4.97
1590
37745
4.97
0.030
0.000
0.030
1590
4.97
1620
37691
4.96
0.030
0.000
0.030
1620
4.96
1650
37636
4.96
0.030
0.000
0.030
1650
4.96
1680
37582
4.95
0.030
0.000
0.030
1680
4.95
1710
37528
4.95
0.030
0.000
0.030
1710
4.95
1740
37475
4.94
0.030
0.000
0.030
1740
4.94
1770
37422
4.94
0.029
0.000
0.029
1770
4.94
1800
37369
4.94
0.029
0.000
0.029
1800
4.94
1830
37316
4.93
0.029
0.000
0.029
1830
4.93
1860
37264
4.93
0.029
0.000
0.029
1860
4.93
1890
37212
4.92
0.029
0.000
0.029
1890
4.92
1920
37160
4.92
0.029
0.000
0.029
1920
4.92
1950
37108
4.91
0.028
0.000
0.028
1950
4.91
1980
37057
4.91
0.028
0.000
0.028
1980
4.91
2010
37006
4.90
0.028
0.000
0.028
2010
4.90
2040
36955
4.90
0.028
0.000
0.028
2040
4.90
2070
36905
4.89
0.028
0.000
0.028
2070
4.89
2100
36855
4.89
0.028
0.000
0.028
2100
4.89
2130
36805
4.89
0.028
0.000
0.028
2130
4.89
2160
36755
4.88
0.027
0.000
0.027
2160
4.88
2190
36706
4.88
0.027
0.000
0.027
2190
4.88
2220
36657
4.87
0.027
0.000
0.027
2220
4.87
2250
36608
4.87
0.027
0.000
0.027
2250
4.87
2280
36560
4.86
0.027
0.000
0.027
2280
4.86
2310
36512
4.86
0.027
0.000
0.027
2310
4.86
2340
36464
4.86
0.026
0.000
0.026
2340
4.86
2370
36416
4.85
0.026
0.000
0.026
2370
4.85
2400
36369
4.85
0.026
0.000
0.026
2400
4.85
2430
36322
4.84
0.026
0.000
0.026
2430
4.84
2460
36275
4.84
0.026
0.000
0.026
2460
4.84
2490
36229
4.84
0.026
0.000
0.026
2490
4.84
2520
36183
4.83
0.026
0.000
0.026
2520
4.83
2550
36137
4.83
0.025
0.000
0.025
2550
4.83
2580
36091
4.82
0.025
0.000
0.025
2580
4.82
2610
36046
4.82
0.025
0.000
0.025 .
2610
4.82
2640
36001
4.82
0.025
0.000
0.025
2640
4.82
2670
35956
4.81
0.025
0.000
0.025
2670
4.81
2700
35911
4.81
0.025
0.000
0.025
2700
4.81
Page 2

V13
DRAWDOWN HOLES
2730
35867
4.80
0.024
0.000
0.024
2730
4.80
2760
35823
4.80
0.024
0.000
0.024
2760
4.80
2790
35779
4.80
0.024
0.000
0.024
2790
4.80
2820
35736
4.79
0.024
0.000
0.024
2820
4.79
2850
35693
4.79
0.024
0.000
0.024
2850
4.79
2880
35650
4.78
0.024
0.000
0.024
2880
4.78
2910
35608
4.78
0.023
0.000
0.023
2910
4.78
2940
35565
4.78
0.023
0.000
0.023
2940
4.78
2970
35523
4.77
0.023
0.000
0.023
2970
4.77
3000
35482
4.77
0.023
0.000
0.023
3000
4.77
3030
35440
4.77
0.023
0.000
0.023
3030
4.77
3060
35399
4.76
0.023
0.000
0.023
3060
4.76
3090
35359
4.76
0.023
0.000
0.023
3090
4.76
3120
35318
4.75
0.022
0.000
0.022
3120
4.75
3150
35278
4.75
0.022
0.000
0.022
3150
4.75
3180
35238
4.75
0.022
0.000
0.022
3180
4.75
3210
35198
4.74
0.022
0.000
0.022
3210
4.74
3240
35159
4.74
0.022
0.000
0.022
3240
4.74
3270
35120
4.74
0.022
0.000
0.022
3270
4.74
3300
35081
4.73
0.021
0.000
0.021
3300
4.73
3330
35042
4.73
0.021
0.000
0.021
3330
4.73
3360
35004
4.73
0.021
0.000
0.021
3360
4.73
3390
34966
4.72
0.021
0.000
0.021
3390
4.72
3420
34928
4.72
0.021
0.000
0.021
3420
4.72
3450
34891
4.72
0.021
0.000
0.021
3450
4.72
3480
34854
4.71
0.020
0.000
0.020
3480
4.71.
3510
34817
4.71
0.020
0.000
0.020
3510
4.71
3540
34781
4.71
0.020
0.000
0.020
3540
4.71
3570
34744
4.70
0.020
0.000
0.020
3570
4.70
3600
34708
4.70
0.020
0.000
0.020
3600
4.70
3630
34673
4.70
0.020
0.000
0.020
3630
4.70
3660
34637
4.69
0.020
0.000
0.020
3660
4.69
3690
34602
4.69
0.019
0.060
0.019
3690
4.69
3720
34567
4.69
0.019
0.000
0.019
3720
4.69
3750
34533
4.68
0.019
0.000
0.019
3750
4.68
3780
34499
4.68
0.019
0.000
0.019
3780
4.68
3810
34465
4.68
0.019
0.000
0.019
3810
4.68
3840
34431
4.68
0.019
0.000
0.019
3840
4.68
3870
34398
4.67
0.018
0.000
0.018
3870
4.67
3900
34364
4.67
0.018
0.000
0.018
3900
4.67
3930
34332
4.67
0.018
0.000
0.018
3930
4.67
3960
34299
4.66
0.018
0.000
0.018
3960
4.66
3990
34267
4.66
0.018
0.000
0.018
3990
4.66
4020
34235
4.66
0.018
0.000
0.018
4020
4.66
4050
34203
4.65
0.017
0.000
0.017
4050
4.65
4080
34172
4.65
0.017
0.000
0.017
4080
4.65
4110
34141
4.65
0.017
0.000
0.017
4110
4.65
4140
34110
4.65
0.017
0.000
0.017
4140
4.65
4170
34080
4.64
0.017
0.000
0.017
4170
4.64
4200
34049
4.64
0.017
0.000
0.017
4200
4.64
4230
34019
4.64
0.016
0.000
0.016
4230
4.64
4260
33990
4.64
0.016
0.000
0.016
. 4260
4.64
4290
33960
4.63
0.016
0.000
0.016
4290
4.63
4320
33931
4.63
0.016
0.000
0.016
4320
4.63
4350
33903
4.63
0.016
0.000
0.016
4350
4.63
Page 3

DRAWDOWN HOLES
5/13
4380
33874
4.62
0.016
0.000
0.016
4380
4.62
4410
33846
4.62
0.016
0.000
0.016
4410
4.62
4440
33818
4.62
0.015
0.000
0.015
4440
4.62
4470
33790
4.62
0.015
0.000
0.015
4470
4.62
4500
33763
4.61
0.015
0.000
0.015
4500
4.61
4530
33736
4.61
0.015
0.000
0.015
4530
4.61
4560
33709
4.61
0.015
0.000
0.015
4560
4.61
4590
33683
4.61
0.015
0.000
0.015
4590
4.61
4620
33657
4.61
0.014
0.000
0.014
4620
4.61
4650
33631
4.60
0.014
0.000
0.014
4650
4.60
4680
33605
4.60
0.014
0.000
0.014
4680
4.60
4710
33580
4.60
0.014
0.000
0.014
4710
4.60
4740
33555
4.60
0.014
0.060
0.014
4740
4.60
4770
33530
4.59
0.014
0.000
0.014
4770
4.59
4800
33506
4.59
0.013
0.000
0.013
4800
4.59
4830
33482
4.59
0.013
0.000
0.013
4830
4.59
4860
33458
4.59
0.013
0.000
0.013
4860
4.59
4890
33434
4.59
0.013
0.000
0.013
4890
4.59
4920
33411
4.58
0.013
0.000
0.013
4920
4.58
4950
33388
4.58
0.013
0.000
0.013
4950
4.58
4980
33365
4.58
0.012
0.000
0.012
4980
4.58
5010
33343
4.58
0.012
0.000
0.012
5010
4.58
5040
33321
4.57
0.012
0.000
0.012
5040
4.57
5070
33299
4.57
0.012
0.000
0.012
5070
4.57
5100
33278
4.57
0.012
0.000
0.012
5100
4.57
5130
33256
4.57
0.012
0.000
0.012
5130
4.57
5160
33235
4.57
0.011
0.000
0.011
5160
4.57
5190
33215
4.57
0.011
0.000
0.011
5190
4.57
5220
33194
4.56
0.011
0.000
0.011
5220
4.56
5250
33174
4.56
0.011
0.000
0.011
5250
4.56
5280
33155
4.56
0.011
0.000
0.011
5280
4.56
5310
33135
4.56
0.011
0.000
0.011
5310
4.56
5340
33116
4.56
0.010
0.000
0.010
5340
4.56
5370
33097
4.55
0.010
0.000
0.010
5370
4.55
5400
33078
4.55
0.010
0.000
0.010
5400
4.55
5430
33060
4.55
0.010
0.000
0.010
5430
4.55
5460
33042
4.55
0.010
0.000
0.010
5460
4.55
5490
33024
4.55
0.010
0.000
0.010
5490
4.55
5520
33007
4.55
0.010
0.000
0.010
5520
4.55
5550
32990
4.54
0.009
0.000
0.009
5550
4.54
5580
32973
4.54
0.009
0.000
0.009
5580
4.54
5610
32956
4.54
0.009
0.000
0.009
5610
4.54
5640
32940
4.54
0.009
0.000
0.009
5640
4.54
5670
32924
4.54
0.009
0.000
0.009
5670
4.54
5700
32909
4.54
0.009
0.000
0.009
5700
4.54
5730
32893
4.54
0.008
0.000
0.008
5730
4.54
5760
32878
4.53
0.008
0.000
0.008
5760
4.53
5790
32863
4.53
0.008
0.000
0.008
5790
4.53
5820
32849
4.53
0.008
0.000
0.008
5820
4.53
5850
32835
4.53
0.008
0.000
0.008
5850
4.53
5880
32821
4.53
0.008
0.000
0.008
5880
4.53
5910
32807
4.53
0.007
0.000
0.007
. 5910
4.53
5940
32794
4.53
0.007
0.000
0.007
5940
4.53
5970
32781
4.53
0.007
0.000
0.007
5970
4.53
6000
32768
4.52
0.007
0.000
0.007
6000
4.52
Page 4

DRAWDOWN HOLES
I0/13
6030
32755
4.52
0.007
0.000
0.007
6030
4.52
6060
32743
4.52
0.007
0.000
0.007
6060
4.52
6090
32731
4.52
0.006
0.000
0.006
6090
4.52
6120
32720
4.52
0.006
0.000
0.006
6120
4.52
6150
32709
4.52
0.006
0.000
0.006
6150
4.52
6180
32698
4.52
0.006
0.000
0.006
6180
4.52
6210
32687
4.52
0.006
0.000
0.006
6210
4.52
6240
32677
4.52
0.006
0.000
0.006
6240
4.52
6270
32667
4.52
0.005
0.000
0.005
6270
4.52
6300
32657
4.51
0.005
0.000
0.005
6300
4.51
6330
32647
4.51
0.005
0.000
0.005
6330
4.51
6360
32638
4.51
0.005
0.000
0.005
6360
4.51
6390
32629
4.51
0.005
0.000
0.005
6390
4.51
6420
32621
4.51
0.005
0.000
0.005
6420
4.51
6450
32612
4.51
0.004
0.000
0.004
6450
4.51
6480
32604
4.51
0.004
0.000
0.004
6480
4.51
6510
32597
4.51
0.004
0.000
0.004
6510
4.51
6540
32589
4.51
0.004
0.000
0.004
6540
4.51
6570
32582
4.51
0.004
0.000
0.004
6570
4.51
6600
32575
4.51
0.004
0.000
0.004
6600
4.51
6630
32569
4.51
0.003
0.000
0.003
6630
4.51
6660
32562
4.51
0.003
0.000
0.003
6660
4.51
6690
32557
4.50
0.003
0.000
0.003
6690
4.50
6720
32551
4.50
0.003
0.000
0.003
6720
4.50
6750
32546
4.50
0.003
0.000
0.003
6750
4.50
6780
32541
4.50
0.003
0.000
0.003
6780
4.50
6810
32536
4.50
0.002
0.000
0.002
6810
4.50
6840
32531
4.50
0.002
0.000
0.002
6840
4.50
6870
32527
4.50
0.002
0.000
0.002
6870
4.50
6900
32523
4.50
0.002
0.000
0.002
6900
4.50
6930
32520
4.50
0.002
0.000
0.002
6930
4.50
6960
32517
4.50
0.002
0.000
0.002
6960
4.50
6990
32514
4.50
0.001
0.000
0.001
6990
4.50
7020
32511
4.50
0.001
0.000
0.001
7020
4.50
7050
32509
4.50
0.001
0.000
0.001
7050
4.50
7080
32507
4.50
0.001
0.000
0.001
7080
4.50
7110
32505
4.50
0.001
0.000
0.001
7110
4.50
7140
32504
4.50
0.001
0.000
0.001
7140
4.50
7170
32503
4.50
0.000
0.000
0.000
7170
4.50
7200
32502
4.50
0.000.
0.000
0.000
7200
4.50
7230
32502
4.50
#N/A
0.000
4N/A
7230
4.50
Page 5

STAGE -STORAGE FUNCTION
COMPUTATION OF STAGE -STORAGE FUNCTION
S
Z
X
Y
[NCR
ACCUM
CONTOUR
AREA VOL
VOL
STAGE
LN Z
LN S
Zest 1
Zest 2
Zest 3
Zest 4
Zest 5
(FT^2) (FT-3)
(FT"3)
(Fn
(FT)
(F'T)
(FT)
(FT)
(FT)
7.5
3740 0
0
0
8
4400 2035
2035
0.5
-0.693
7.618
0.54
0.65
0.72
0.77
0.82
9
5800 5100
7135
1.5
0.405
8.873
1.41
1.56
1.65
1.72
1.79
10
7300 6550
13685
2.5
0.916
9.524
2.32
2.45
2.54
2.62
2.68
11
8910 8105
21790
3.5
1.253
9.989
3.30
3.39
3.46
3.53
3.58
12
10610 9760
31550
4.5
1.504
10.359
4.37
4.39
4.43
4.47
4.51
13
12400 11505
43055
5.5
1.705
10.670
5.54
5.45
5.44
5.46
5.48
14
14260 13330
56385
6.5
1.872
10.940
6.80
6.58
6.51
6.49
6.48
15
16200 15230
71615
7.5
2.015
11.179
8.16
7.77
7.63
7.56
7.53
Y-int =
8.418
Ks =
4529.51
ALL POINTS
Slope =
1.315
b =
1.32
R"2 =
0.99479
Y-int=
8.238
Ks=
3783.28
ALL POINTS BUT I
Slope =
1.434
b =
1.43
R"2 =
0.99749
Y-int =
8.118
Ks - 3354.11
ALL POINTS BUT 1 & 2
Slope =
1.506
b =
1.51
R"2 -
0.99872
Y-int =
8.023
Ks =
3048.85
ALL POINTS BUT 1 & 2 & 3
Slope =
1.560
b =
1.56
R"2 =
0.99936
Y-int=
7.942
Ks=
2814.38
ALL
POINTS BUT I & 2 & 3 & 4
Slope =
1.604
b =
1.60
R"2 =
0.99971
ABSOLUTE
ABSOLUTE
ABSOLUTE
ABSOLUTE
ABSOLUTE
DIFF
DUFF
DIFF
DIFF
DIFF
Zest 1
Zest 2
Zest 3
Zest 4
Zest 5
(FT)
(FT)
(FT)
ITT)
(FT)
0.18193
0.04867
0.04354
0.11794
0.18113
0.19835
0.10935
0.03614
0.02725
0.08335
0.12523
0.11084
0.07124
0.02842
0,01363
0.04146
0.04813
0.05586
0.04239
0.02070
0.30291
0.08016
0,01182
0.01243
0.01705
VERAGE= 0.16998
0.07943
0.04372
0.04568
0.06317
SUM= 0,84988
0.39715
0.21859
0.22842
0.31586
Page 1

INPUT & RESULTS
a/13
SINGLE RESERVOIR ROUTING
NAME. CAMP LEJUENE CONCRETE PA VING RA MPS RISER -BARREL
N= 1
HYDROGRAPH Dr= 24 in
Qp = 21.6 cfs Cw= 3.33
Tp= 14.5 min Zcr= 5.5 ft
STAGE -STORAGE
Ks=
3354
b=
1.51
Zo=
0 It
INITIAL WATER LEVEL
Zi=
4.5 ft
DRAWDOWN HOLES
No. holes=
12
Dia (in.) =
0.375 in
CLELEV. =
4.5 ft
No. holes =
12
Dia(in.)=
0.375 in
CL ELEV. =
5.0 ft
Zi=
4.5 It
CULVERT
N=
0
D=
36 in
Cd=
0.6
Invert E. =
0 ft
WEIR 1 - EMGCY SPILL
Cw=
3
L=
20 ft
Zcr =
6.5 It
WEIR 2 - TOP
Cw=
3
L=
120 ft
Zcr=
7.5 It
STORMWATER SEDIMENT SETTLING
DRISCOLL'S SETTLING VELOCITIES FROM EPA REPORT 440/5-87-001
N- 2 -
WATERSHED/STORM
g =
195
h =
22
Prcp6hr=
3.9
in
Area=
4.72
acres
Height=
13
ft
Length =
750
It
C =
0.66
CN =
74
S =
3.51
Q. =
1.52
Tc=
6.09
min
I =
6.94
Volume=
26100
ft^3
Qp=
22
cfs
Tp=
14
min
FROM
TO
USE
Vo
Vo
OVERALL BASIN SETTLING
(FT/HR)
(FT/SEC)
EFFIC. FOR EACH CLASS
0
20
10
0.03
0.000008
5.1
%
20
40
30
0.30
0.000083
30.6
%
40
60
50
1.50
0.000417
69.4
%
60
80
70
7.00
0.001944
94.9
%
80
100
90
65.00
0.018056
99.9
%
COMPUTED RESULTS
Norm SurjArea =
0.25
acres
OVERALL SETTLING EFFICIENCY=
60.0 %
Max SurjArea =
0.29
acres
MINIMUMAIQ RATIO =
2831
Peak Stage =
6.11
jt
(WANT A/Q> 458 FOR SEDIMENT)
Peak Ou ylow =
4.51
cfs
Peak Storage =
51719.92
jt^3
Max Flo Dpth-Wr 1 =
0.0
jt
Max Flo Dpth-Wr 2 =
0.0
jt
Page 1

INPUT & RESULTS
SINGLE RESERVOIR ROUTING
NAME: CAMP LE✓UENE CONCRETE PAVING RAMPS
HYDROGRAPH
Qp = 29.1 cfs
Tp = 21.0 min
dT= 2.1 min
STAGE -STORAGE
Ks= 3354
b= 1.51
Zo= 0 ft
INITIAL WATER LEVEL
Zi = 4.5 ft
DRAWDOWN HOLES
No. holes= 12
Dia (in.) = 0.375 in
CL ELEV. = 4.5 ft
No. holes= 12
Dia (in.) = 0.375 in
CL ELEV. = 5.0 ft
RISER -BARREL
WATERSHED / STORM
N =
.1
8 =
Dr=
24
in.
h=
Cw=
3.33
Prcp6hr=
Zcr =
5.5
ft
Area =
Db =
12
in
Height =
Cd =
0.59
Length =
Zi=
4.5
R
C=
CN =
CULVERT
N=
0
S=
D =
36
in
Q. =
Cd=
0.6
Tc=
Invert E. =
0
ft
I =
Volume =
WEIR I - EMGCY SPILL
Cw=
3
Qp=
L=
20
ft Tp=
Zcr =
6.5
ft
WEIR 2 - TOP
Cw=
3
L =
120
It
Zcr =
7.5
ft
STORhIWATER SEDIMENT SETTLING
DRISCOLL'S SETTLING VELOCITIES FROM EPA REPORT 440/5-87-001
N- 2
FROM
TO
USE
Vo
Vo
OVERALL BASINSETTLING
(FT/HR)
(FT/SEC)
EFFIC. FOR EACH CLASS
0
20
10
0.03
0.000008
2.9 %
20
40
30
0.30
0.000083
18.7 %
40
60
50
1.50
0.000417
50.3 %
60
80
70
7.00
0,001944
85.0 %
80
100
90
65.00
0.018056
99.5 %
COMPUTED RESULTS
290
25
5.75 in
4.72 acres
13 ft
750 ft
0.66
74
3.51
2.98
6.09 min
9.33
50986 ft 3
29 cfs
21 min
Norm SurfArea =
0.25
acres OVERALL SETTLING EFFICIENCY = 51.3 %
Max SurfArea =
0.31
acres MINIMUM AIQ RATIO = 794
Peak Stage =
6.83
ft (WANT A/Q > 458 FOR SEDIMENT)
Peak Outflow =
16.99
cfs
Peak Storage =
60969.27
ft ^3
Max Flo Dpth-Wr I =
0.2
ft
Max Flo Dpth-Wr 2 =
0.0
ft
Page 1

s �,nArEa,�
Sa 1
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
June 5, 1995
,Mr. Tim Reid, P.E.
Moffatt & Nichol Engineers
3717 National Drive, Suite 107
Raleigh, North Carolina 27612
Subject: ADDITIONAL INFORMATION
Stormwater Project No. 891010 Revision
P-679 Electronics/Comm Maintenance Facility
Onslow County
N62470-87-B-9450
Dear Mr. Reid:
The Wilmington Regional Office received a Stormwater Submittal for the P-679 Electronics/Comm
Maintenance Facility on June 5, 1995. A preliminary review of that information has determined that the
submittal for the subject project is not complete. The following information is needed to continue the
stormwater review:
Two sets of plans are required for new submittals. If revisions are necessary, then 2 copies
of the revised sheets only are required.
A revised submittal form indicating the built -upon areas for the project. The original
project approval for Building 1 allowed 19,166 ft2 of building, 67,518 ftz of pavement, and
113,255 W of grassed area. The provided storage volume in the pond is 8,775 ft3. Building
2 allowed for 6,098 ft' of building, 74,488 ft2 of pavement, and 125,017 ft2 of grassed
area. The storage volume provided in the pond is 12,225 ft.
The Operation and Maintenance Plan must be signed and notarized by the owner. In 1989,
this Office did not require signatures on O & M plans.
4. It is not appropriate to mark up someone else's calculations and submit them as your own.
Please redo the calculations on your stationary, using the file copy as a reference only for
the originally approved conditions, with your Professional Engineer's seal on the title page.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Reid
June 5, 1995
Stormwater Project No. 891010 Revision
5. The function of the infiltration pond must be documented prior to issuing a Certification
for additional runoff into the pond.. In June, 1994, this pond was inspected and cited by
the State for failure to draw down completely within 5 days. Mr. Disel Hinkle was notified
of the problem, and it was suggested that the pond be excavated due to clogging of the void
spaces by sediment fines. No response has been received to date.
6.. The ability to bypass the runoff in excess of the first inch is required, but has not been
demonstrated in the revised plans. The original plans have an existing bypass structure (the
jucntion box at the northeast corner of the project) which can be utilized if the existing 18"
pipe size is sufficient. If this cannot be accomplished, then the proposed storm sewer
manhole must be redesigned. to allow the excess runoff to bypass the pond.
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 July 5, 1995, or the submittal will be
returned as incomplete.
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\891010.JUN
cc: L-indELewis-D,
Central Files
2

Contract Number 87-9450
Concrete Paving and Loading Ramps, FC-120
BASIS OF DESIGN
SCOPE OF WORK: Pave existing sand lot with concrete paving, widen existing loading ramp
and add a highboy loading ramp. The new pavement will be bordered by concrete curb and
gutter. Work includes drainage design and erosion control measures. Drainage from newly
paved area will have to be routed through an existing infiltration pond located north of FC-134.
SITE DEVELOPMENT FEATURES: The site will be paved with 8 inches of concrete paving
and 4 inches of aggregate base course on top of compacted subgrade. All drainage pipe
reinforced concrete pipe. All of these features will conform to current NC Department of
Transportation Specifications.
DRAINAGE CALCULATIONS: The drainage system was designed to carry a 25 year event.
The intensity for a 25 year event with a 5 minute duration is 7.5 inches per hour. The runoff
coefficient for the site is approximately 0.98 for pavements. See the calculations for specific
information.
INFILTRATION POND: The drainage system will have to be tied into the existing infiltration
pond. The maximum elevation of the pond is 14.0 (elevation of emergency spillway) ant the
current volume of the pond is 10,800 cubic feet.
EROSION CONTROL: The construction site fill slopes will be bordered with silt fence and
rock check dams will be utilized upstream of pipe inlets. A construction entrance will not be
required since the lot is confined within a another parking area and the sandy soils will not be
tracked onto main travelways. The erosion to the area should be minimal due to the soil type and
flat nature of the area.

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OPERATION AND MAINTENANCE PLAN
FOR THE
ELECTRONICS/COMMUNICATIONS MAINTENANCE FACILITIES
SNEADS FERRY ROAD AND MAIN SERVICE ROAD
STORM WATER INFILTRATION PONDS
1. Cut and maintain grass around the perimeter of the
infiltration pond. Keep area free of debris.
2. Check flared -end section after every storm. Replace any
riprap disturbed during the storm to meet original operating
conditions.
3. Check emergency spillway after each storm. Replace any
riprap disturbed during the storm to meet the original
operating conditions.
4. Establish a benchmark to monitor sediment buildup in each
infiltration pond. Check the level every six months. When
one foot of sediment accumulates, drain each pond and remove
the sediment. Each pond must be pumped dry, since no
emergency drain is possible.
JIS/lw

:9BAREA 12:
t tt tt ttt t tt
EASIff 12 uF
Basin
Bottom Elevation, Elbb:
ELhh=
12
ft It
Area
of Basin Bottom, Abb:
Abb=
3923
ft'2 II
10 Year
Flood Elevation, ELIO:
ELIO:
14
it it
Area
of 10 Year Flood, AIO:
Alf=
8302
ft'2 It
Total
Or3ina;e Area, OA:
OAe
20SE01..2
if
CA:
4.72
Acres
Total
Impervious Surface Area, SA: (FGk BASIN 12)
SA=
80586
sf
(SA (acre)] / (43560 ft'2/3rr3):
SA=
1.95
Acres
Area of Rooftops, Ar:
Ar:
6098.4
if
Ar:
0.14
Acres
Area of p3vam?nt, Ap:
Ape
14487.6
sf
Ap:
1.11
Acres
Area of Grass, A;:
,g:
125011.2
sf
A3:
2.81
Acres
Oat armine Recoff C)afficiant
Cr, Rooftops- I
Cp, Pavement: C.8
C3, Gras➢: 0.2
CeflAr/0A)I.rj'L(Ap/OA)1:pj#.'A9/CA)'Cq 0.W330
Minimum Required Storaga Volume, VOL req
(SA (ft'2) t (1 inch of runoff) t (I ft/12 inch) 1-Cl:
j 30SH ft'2 t I.0 inch 0.081,33 ft/inch to.4113:0 ]= V'ulrec= 8115.39 ft'3
Storage Wcth, d:
d: (vol-q. (ft 3)] (Abb ltt 2?I'
d= 8118.39 / J9^:3 d= 2.0841?9 fr
Note: Use Project Engineer's given depth. for the following computations.
minimum Elevation of Storage Basin, E!sp:
ELsp= d (ft) } ELbb (it):
Else= 2 ? : Elsp= 14 ft
Area of Storage Fond, Asps

Interpolation of Asp at it's Elevation
Elevation
Area
(ft)
(h'2)
Permanent Pool: 12
3823
Storage Pond 14
Aso
10 Year Plood 14
a302
Asp- App + ((A10 - APP) t
(ELsp - ELPP)I(ELIO
ELPP)I Asp:
UK ft•2
Storage Volume Provided, V9Lp7o:
Side Slope:
3:1 MI
Volume 1, VI Apo x d
3923 ft'2 t
2 ft VI=—
7846,fII
Volume 2, V2= (Asp - APP) '
d r 0.5 :
/ " ?IB�f�
fi:T
Vr.Lpro = V3 + V2
1846 ft'3 +
2 ft-2 VOLpro=
12225
/
Note:
v0lreq < VOLpro excess storage is available, 'therefore
Basin Size is Accaptable.
<•-••----
S E.<ccs<- Storage =1 - (VOLreq
/ V-Rpro) 1 101 0
S Excess Storage -
33.10%(------•-

5-1

CHART
2
'
180
10,000
(2�
(3�
168
8.000 EXAMPLE
6.
156
6,000 0.42 inch.o (3.3 feet)
6.
D.lzo cf.
5.
44
5.000
6•
5.
4.000 we nw Li
132
D feet
5'
4.
3,000
(II 2.3 8.8
4:
120
(2) 2.1 7.4
2,000 (7) 2.2 7.7
4'
3.
08
3•
D in feet
3.
96
1.000
800
84
600
500
400 / 3
2.
to
w
72
300 yj
1.5
1.5
S
U
N
N
Cr
Ink) J
200
1.5
z
z
/ W
0
54
a
a
0
�w
100 _
48
eo
j
_
60 a
1.0
1.0
cD
42 c0
Q
0
50 HW ENTRANC
Ip
0
SCALE
40 D TYP w
w
. edo* .ilh Q
.9
.9
W
head -all 0
Q
33
.ith <
20 (2)P:! Grace. ens w
v
8 .
p
heae.all S
•9
30
C. o Graore end
a
0,.i tinq
27
10'T
T—
2a
T
•
6 � � �7cu«'uma❑ (2)'6i(3) project
S horlFanlally to scale (1), then
21
use straight inclined Tine thraugl.
a
0 and 0 scale-, Of men.. a•
.6
.6
.
3 illustrated.
.6
..
18
2
IS
1.7
.5 L .5
r.0
12 HEADWATER DEPTH FOR
HEADWATER SCALES 283 CONCRETE RIPE CULVERTS
REVISED MAY1964 WITH INLET CONTROL
BUREAU OF vUBLIC ROA08 JAR. 1963

Chart 2
r 2000
2 W
000
z
z
F
800
120
600
108
500
96
aoo
84
300
72
66
200
60
N
w
54
U
Z
N
0.48
w
—
487-1
x
/
100 Z
42
w
10 /Z
80�
a
2
36
w
60 �
3
3
w
0
50 w
30
40 a
0
2T
30
24
21./
20
18
,
10/
15
8
6
12
5
4
R
-MW -
h0
.4
$Ippf 5p�
SUBMERGED OUTLET CULVERT FLOWING FULL 5
.6
HWo =H + ho + El. Outlet Invert / — m4
/ .8
/
j 1.0
w2
w
y-
y0 i 0 Q� z
/ L•110
—_ wf 0.5 �O x 3
O .500
/20 _ 4
00 p00 5
3 6
0,00 500
500 ,F &
0
BUREAU OF PUBLIC ROAOS JAN. 1963
13-66
HEAD FOR
CONCRETE PIPE CULVERTS (y
FLOWING FULL
n = 0.012

I - — I"", - � -UA I
I Wv I I.. l; .. 4 1
7/1
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aw
1 'I. 11 I � S • 4,..'. z
42'30"
A_
3843
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Al,
30
3842
10
_j
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4
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Foul��I 7
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3840 r
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3,
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Pavers
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qa—dnot---so
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4"VX. BAY 2
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Light
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3837
U
0 iiv
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Hoo
330000 Spring
FEET Pt
E T Spring 2
3836 . . ..........
Daybni:on (C)
R hodes,
�.)1Pt
1 II
Holphins lie
383�5
it
-DOI
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No
Carey Pt Light (C)
3834
34037'30"
77022'30" 12 490 000 FEET 284
TAI I
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