SW8081202_HISTORICAL FILE_20120531

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. 1 SW8 I zpZ
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 201z OS 3 i
YYYYMM DD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
May 31, 2012
Carl Baker, Deputy Public Works Officer
MCB Camp Lejeune
1005 Michael Road
Camp Lejeune, NC 28542
Subject: Stormwater Permit No. SW8 081202
P1223 Truck Company Maintenance Operations Complex
High Density Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a modified Stormwater Management Permit Application for P1223 Truck
Company Maintenance Operations Complex on May 25, 2012. Staff review of the plans and specifications has determined
that the project, as proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A
NCAC 2H.1000, We are forwarding Permit No, SW8 081202 dated May 31, 2012, for the construction of the subject
project. We are also forwarding the modified plan set to be added to the existing plan set previously approved for this
permit.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development approval issued by
the Division of Water Quality under Article 21 of Chapter 143 of the General Statutes, which is current and valid at any
point between January 1, 2008, and December 31, 2010. The law extends the effective period of any stormwater permit
that was set to expire during this time frame up to three (3) years from its current expiration date. On August 2, 2010, the
Governor signed Session Law 2010-177, which granted an extra year for an extension of up to four (4) years.
This permit shall be effective from the date of issuance until March 6, 2019 which includes all extensions, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the conditions listed in this
permit regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions, certification of the BMP's,
procedures for changes of ownership, transferring the permit, and renewing the permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system, to record deed restrictions, to certify the
BMP's, to transfer the permit, or to renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The written petition must
conform to Chapter 150B of the North Carolina General Statutes, and must be filed with the OAH within thirty (30) days of
receipt of this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee is required)
and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-
3000, or visit their website at www.NCOAH.com. 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 Chris Baker, or me at
[phone].
Sincerely,
�C(a'r'lers
;�'a
Ytif ki d, P. E., Director
Division of Water Quality
GDSlcsb: S:IWQSIStormwaterlPermits & Projectsk2009\081202 H012012 05 permit 081202
cc: Vincent J Chirichella II, P.E., Clark Nexen
Wilmington Regional Office
Wilmington Regional Office
127 Cardinal prive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 N orth C aro l i na
Internet: www.ncwaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 081202
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
Carl Baker and MCB Camp Lejeune
P1223 Truck Company Maintenance Operations Complex
Michael Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of a two (2) wet detention ponds in compliance
with the provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter
referred to as the "stormwater rules") and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved
by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 6, 2019, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The wet detention
ponds, pond #1 and pond #2, have been designed to handle the runoff from
131,424 square feet and 272,833 square feet, of impervious area, respectively.
3. The tract and each BMP will be limited to the amount of built -upon area indicated
on page 3 of this permit, and per approved plans.
4. A 50 feet wide vegetated buffer shall be provided adjacent tidal waters, streams,
rivers, and impoundments. No built -upon area is allowed within this buffer.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 081202
7.
The following design criteria have been provided in the wet detention ponds and
must be maintained at design condition:
Wet Pond #1 Wet Pond #2
a.
Drainage Area, acres:
4.07
7.02
Onsite, ft :
163,006
305,841
Offsite, ft2:
14,259
NIA
b.
Total Impervious Surfaces, ft2:
Design inches:
131,424
272,833
C.
Storm,
1.5
1.5
d.
Pond Depth, feet:
4.5
4.0
e.
TSS removal efficiencyy:
90%
85%
f.
Bottom Elevation, FMSL:
7.5
11
g.
Seasonal High Water Table, FMSL:
14.5
16
In.
Permanent Pool Elevation, FMSI :
15
17.5
i.
Permanent Pool Surface Arai, ft :
11,943
19,881
j.
Permitted Storage Volume, ft :
16,204
35,868
k.
Temporary Storage Elevation, FMSL:
16.15
19
I.
Controlling Orifice:
2"0 pipe
3"0 pipe
M.
Permitted Forebay Volume, ft3:
8,556
13,986
n.
Fountain Horsepower, HP:
116
114
o.
Time to Draw Down, days:
2.9 2.76
P.
Receiving Stream/River Basin:
New River 1 White Oak
q.
Stream Index Number:
19-(15.5)
r.
Classification of Water Body:
"SC;NSW"
fil. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, 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. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 081202
6. Decorative spray fountains will be allowed in the wet detention pond stormwater
treatment system, subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond #1 116 horsepower
and pond #2 is 114 horsepower.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. 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.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. 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.
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 permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 081202
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In
the event of a change of ownership, or a name change, the permittee must submit a
completed Name/Ownership Change form, to the Division of Water Quality, signed
by both parties, and accompanied by supporting documentation as -listed on page 2
of the form. The project must be in good standing with the Division. The approval of
this request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may subject
the Permittee to enforcement action by the Division of Water Quality, in accordance
with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated. The
permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2008-211, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 31st day of May, 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
tortihar1e aKlld, F'. E., UlreCtor
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 081202
P1223 Truck Company Maintenance Operations Complex
Stormwater Permit No. SW8 081202
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.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6of7

State Stormwater Management Systems
Permit No. SW8 081202
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
.10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
.11. The permitted amounts of surface area and/or volume have been
provided.
.12. Required drawdown devices are correctly sized per the approved plans.
.13. All required design depths are provided.
.14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
_15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

CN Comm. No.: NC2861
Camp ] Ljeune. North Carolina
P1223 "Truck Company Maintenance Operations Complex
Stormwater Narrative
Stormwater Management Permit Modification
Submittal
24t1' May 2012
I UJ 144 T ji z
•
'�GINEEQ:•' ��'�
CHIR�G �*
�a•����a+NS.Z�.12
Clark Nexsen License #C-1028
Engincer (s): Vince Chirichella, P.E.
Wyatt Bone, E.I.

TABLE OF CONTENTS
1.0 PROJECT INFORMATION...........................................................................................I
1.1 PROJE-CT LOCATION AND hl'ISTiNG CONDITIONS..................................................................1
1.2 PROJFwCI' DhSCRIPTION.........................................................................................................1
1.3 GE30'ITCI- LAICAL INVESTIGATION..........................................................................................2
2.0 DESIGN APPROACH.......................................................................................................2
2.1 STORM DRAINAGE PIPING....................................................................................2
3.0 WATER QUALITY ANALYSIS.......................................................................................2
4.0 WATER QUANTITY ANALYSIS...................................................................................3
4.1 PR13DI.\'EiLOPMENT CONDITIONS ..........................................................................................3
4.2 POSI' DFV131,01' \]] N"I' CONDITIONS.......................................................................................3

P1223 Truck Company Maintenance Operations Complex CN Comm. No.:NC2681
Stormwater Narrative Clark*Ncxsen
1.0 PROJECT INFORMATION
1.1 PROJECT LOCATION AND EXISTING CONDITIONS
The project site for the P1223 Truck Company Maintenance Operations Complex is located at
Camp Lejeunc. The site is bounded by Michael Road to the north, Gum Road to the west, and
Louis Road to the south. The east side of the construction limits is bounded by an adjacent
project that will construct a B-NIP at the site limit. The site consists of 11.70 acres of partially
wooded, undeveloped land that has been used for pedestrian troop operations and storage.
Existing grade elevations generally range from about 27 feet N4SL in tine northwest corner of the
site to a low of 11 feet MSL on the south side of the site. The existing site is forty seven percent
(47%) impervious.
1.2 PROJECT DESCRIPTION
The purpose of the originally permitted project can be found in tine paragraph below. The
purpose of this current project is to replace the existing permitted infiltration basin with a ever
pond. The owner has opted for the replacement in light of maintenance issues. A wet pond will
better suit their needs for this site. The wet pone] will be located in tine same area as tine
infiltration basin, and the current piping system will be modified so that only two outlets enter
the wet pond. The previously permitted drainage area is only changing in size, as the footprint of
the wet pond is larger than the infiltration basin. The same amount of 13UA will be draining to
the wet pond, and the downstream outlet will remain the same.
T'Ihe purpose of this project is to provide a single story 'l-ruck Company Maintenance Operations
Complex at the Marine Corps Base at Camp Lejeune. This project will be similar to a
motorpool that will service large vehicles and provide on site parking for these operations. The
site work will include two entrances to a 165 space POV parking lot from Michael Road. Service
access for the large vehicles based at this facility will be provided through a separate entrance
from Michael Road southwest of the POV parking lot entrance. 'I"lne service entrance will
provide space for the vehicles to stage and not interfere with traffic on Michael Road. Sidewalks
will be provided for pedestrian access onsite. Approximately 11.7 acres will be disturbed during
this construction period. This project will meet minimum anti -terrorism force protection
standards.

P1223 Truck Company Maintenance Operations Complex CN Comm. No.:NC2681
Stonnwauer Narrative Clark*Nexsen
The total drainage area for the site is 11.09 acres. The Pre -development conditions are 47%
impervious whereas the post -development conditions are 80% impervious.
The project site has one outfall as indicated on the drainage area maps. 'fine site drains to an
existing 24" IRCP located along the southern side of the site betvveeti the two storm water BNIPs.
fhe modified post -development drainage area map is shown on CG101.
1.3 GEOTECHNICAL INVESTIGATION
Geotechnical investigation was performed by GeoEnvlronnnental Resources, Inc. (GLR). A
copy of the Geotechnical report can be found in the original permit documents.
2.0 DESIGN APPROACH
2.1 STORM DRAINAGE PIPING
Permanent storm drainage piping systems were previously designed for a 10-year storm event
using the Rational Method for rainfall analysis. Rainfall intensity values were taken from the
NOAA website. Runoff coefficients are based on the following values:
Description
Runoff Coefficient, C
Paved and Roof Areas
0.95
Unimproved A real
0.35
The new wet detention basin is designed to drawdown the temporary storage volume of the 1.5-
inch rainfall event in 2-5 days. An emergency spillway and riser structure are designed for this
basin.
3.0 WATER QUALITY ANALYSIS
According; to the NCDINR Design Guide, the vet detention basin stormwater treatnnent
system is designed to remove 90 percent of the average annual post development total
suspended solids (I'SS), 25 percent of the average annual post development total nitrogen (IN),
and 40 percent of the average annual post development total phosphorus (I'P), by implementing
Best Management Practices
2

P1223 Truck Company Maintenance Operations Complex CN Comm. No.:NC2681
Stormwater Narrative Clark*Nexsen
4.0 WATER QUANTITY ANALYSTS
The wet detention basin was designed according to NCDENR Design guide to hold the 1.5"
storm event and slowly draw down between 2-5 days.
4.1 PREDEVELOPMENT CONDITIONS
The total development area is 11.70 acres. The site drains to the east and ultimately into the New
River of the White Oak basin. The table below summarizes the predevelopment conditions
peak runoff:
PredeveloPment Condition
Peak Runoff Summary
1-year
Peak 10-year Peak
Runoff Runoff (cfs)
(cfs)
Drainage Area #1 10.01 15.65
4.2 POST DEVELOPMENT CONDITIONS
The post development site continues to drain from North to South to the proposed wet
detention basin/permitted wet detention basin. All built upon area (BUA) is captured and
treated by the 2 BNfPs. The method of conveyance is a piped system that includes drop and
curb inlets. Plans, storm system sizing and basin routing .calculation (for the permitted wet
detention basin) are provided in the original permit package. The table below summarizes the
post devclopment conditions peak runoff.
3

P1223 Truck Company Maintenance Operations Complex CN Comm. No..NC2681
Stormwater Narrative Clark+Nexsen
Post development
Condition Peak Runoff
Summa
1-year
10-year
Peak
Peak
Runoff
Runoff
(cfs)
(cfs)
Drainage Area #1
15.43
24.12
The routing analysis shows a decrease in post development runoff. The table below summarizes
drainage area 1 predevelopment and post development runoff after routing the peak event from
above through the wet detention basin.
Routed 1-
Routed 10-
year Peak
year Peak
Runoff
Runoff
(cfs)
(cfs)
Pre Drainage Area #1
10.01
15.65
Post Drainage Area #1
0.081
0.102
Net Difference in Runoff
-9.929
-15.55
4

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Project Information
WET DETENTION POND 7
Project Name: Truck Company Maintenance ! Operations Complex
Project #: 2861
Designed by: WL6 Date: 5/21/2012
Checked by: Vic Date: 512112012
Site Information
Sub Area Location:
Wet Pond 1
Drainage Area (DA) =
177,265
sf
Impervious Area (IA) =
131,424
sf
Percent Impervious (1) =
74A
%
Elevations
Top of Bank Elevation =
18.00
ft
Emergency Elevation =
16.50
ft
Temporary Pool Elevation =
16.15
Permanent Pool Elevation =
15.00
ft
Bottom of Pond Elevation =
7.50
ft
Sediment Cleanout, Bottom Elevation =
6.60
ft
Basin AreasNolumes
Area of Permanent Pool =
11,943 sf
Area of Bottom of Shelf =
9,730 sf
Area of Bottom of Pond =
1,612 sf
Area of Temporary Pool =
15,322 sf
Volume, main pool =
32,481 cf
Volume, forebay (sum of forebays) =
8,556 cf
Volume, permanent pool =
41.037 cf
Forebay % of permanent pool volume =
20.8 %
Average Depth
A P,_-P.01 (includes main pond & forebays) (Elev = 15.00 )
Ab„ ,Wf (includes main pond & forebays)
Awi- ,,,d (excluding sediment storage & forebays)
A,,,„P_,d (includes main pond and forebays) (Elev = 16.15)
V m.h P., (from Hydraflow)
Vf,,s,y(from Hydraflow)
V,-P.Pi (Vf..t.y+V,,,,, _P-i)
OK
Depth of Pond = 7 ft Depth (list, btwn. bot. of shelf & btm. of pond, excludes sediment)
Average Depth = 4.53 ft
Use Average Depth of = 4.50 ft Round down to nearest 0.5
Required Surface Area - Wetland
SA/DA = 5.87 (90% TSS Removal via Pond)
Min Req'd Surface Area = 10,405 sf (at Permanent Pool)
Required Storage Volume- Using Simple Method
Design Storm = 1.5 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + 0.009 (I) = 0,72 in/in
Storage Volume Required = 15,893 cf (above Permanent Pool)
Side Slopes of Pond = 3 : 1
Is Permenant Pool Surface Area Sufficient (yeslno)? Yes ( 11943 n 10405 ) sf

WET DETENTION POND 1
1.0" Volume Elevation
Required Temporary Pool Volume =
15,893 cu ft
Temporary Pool Lower Elevation Bound =
15.50
Temporary Pool Upper Elevation Bound =
16,00
Temporary Pool Lower Volume Bound =
6,562 cu ft
Temporary Pool Upper Volume Bound =
13,922 cu ft
Temporary Pool Elevation =
16.15
Orifice Sizing - Wet Detention
02uAy6=
0.0938
cfs
Q5p,,=
0.0375
cfs
Orifice Size =
2.00
in
Driving Head (ti,) =
0.36
ft
O o d" =
0,063
cfs
Drawdown Time =
2.9
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
4-ft x 4-ft Riser Box
Top of Riser:
16.15
sf
Invert of Riser:
14.24
cf
Area:
16.0
sf
Volume:
31
cf
Weight:
1,907
Ibs
Factor of Safety
1.10
WT Req'd of Anti -Flotation Device:
2.098
Ibs
Volume of Concrete Req'd:
23.9
cf
Depth Provided:
1.50
ft
Volume Provided:
24.0
cf
WT of Anti -Flotation Device Provided:
2.102
Ibs
Contour
Contour
Area
Incremental Accumulated
Volume Volume, S
Stage, Z
sq ft
cu ft
cu ft
ft
15.00
11,943
0
0
0.00
15,50
14,345
6,562
6,562
0.50
16.00
15.101
7.360
13.922
1,00
16.15
15,332
2,282
16.204
1.15
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
(Top of Riser [Elev. 16.15) - Bottom of Riser [Elev. 14.241?
(Outside Dim. = 4-ft x 4-ft, Inside Dim. = 3-ft x 3-ft)
(Water Displaced - Top of Riser to Invert of Riser)
(Weight Water Displaced)
(Unit WT of Concrete = 150 pcf) Submerged Concrete Unit Weight 87.6 pcf
(4-ft x 4-ft Box filled 1.50-ft deep with concrete)
OK

Hydraflow Table of Contents Truck.gpw
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Monday, May 21, 2012
1 - Year
SummaryReport ......................................................................................................................... 1
HydrographReports................................................................................................................... 2
Hydrograph No. 1, Rational, Pre Development DA1................................................................ 2
Hydrograph No. 2, Rational, Post Development DA 1............................................................. 3
Hydrograph No. 3, Reservoir, Post Dev. Basin 1...................
Pond Report - Temporary Pond........................................................................................... 5
10 - Year
Summary Report ......................................................................................... ......... 6
.......................
HydrographReports................................................................................................................... 7
Hydrograph No. 1, Rational, Pre Development DA1................................................................ 7
Hydrograph No. 2, Rational, Post Development DA 1............................................................. 8
Hydrograph No. 3, Reservoir, Post Dev. Basin 1..................................................................... 9

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138) 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
10.01
1
10
6,005
----
Pre Development DAt
2
Rational
15.43
1
10
9,258
--
---
---
Post Development DA 1
3
Reservoir
0.081
1
20
8,044
2
15.68
9,203
Post Dev. Basin 1
Truck.gpw
Return Period: 1 Year
Monday, May 21, 2012

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD3 Civil 3D& 2011 by Autodesk, Inc. v8
Hyd. No. 1
Pre Development DA1
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 3.300 ac
Intensity
= 4.739 inlhr
OF Curve
= Jacksonville. IDF
Q (cfs)
12.00
10.00
6I
Lffifflo
1G
2.00
0.00 --X
0
2
Monday, May 21, 2012
Peak discharge
= 10.01 cfs
Time to peak
= 10 min
Hyd. volume
= 6,005 cult
Runoff coeff.
= 0.64
Tc by User
= 10.00 min
Asc/Rec limb fact
= 111
Pre Development DA1
Hyd. No. 1 -- 1 Year
2 4 6 8
Hyd No. 1
Q (cfs)
12.00
10.00
M
4.00
2.00
I- - 1_ I I I _.v 0.00
10 12 14 16 18 20
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2011 by Autodesk, Inc. v8
Monday, May 21, 2012
Hyd. No. 2
Post Development DA 1
Hydrograph type = Rational
Peak discharge
= 15.43 cfs
Storm frequency = 1 yrs
Time.to peak
= 10 min
Time interval = 1 min
Hyd. volume
= 9,258 tuft
Drainage area = 4.070 ac
Runoff coeff.
= 0.8*
Intensity = 4.739 inlhr
Tc by User
= 10.00 min
OF Curve = Jacksonville. IDF
Asc/Rec limb fact
= 111
* Composite (Area1C) = [(3.020 x 0,95) + (1.050 x 0,35)] 14.070
Q (cfs)
18.00
15.00
12.00
• 11
Am
KIM
0.00
0
2 4
Hyd No. 2
Post Development DA 1
Hyd. No. 2 -- 1 Year
6 8
Q (cfs)
18.00
15.00
12,00
• 11
. 11
3.00
10 12 14 16 18 20
Time (min)

4
Hydrograph Report
Hydrattow Hydrographs Extension for AutoCAD® Civil 3DO 2011 by Autodesk, Inc. v8
Monday, May 21, 2012
Hyd. No. 3
Post Dev. Basin 1
Hydrograph type
= Reservoir
Peak discharge
= 0.081 cfs
Storm frequency
= 1 yrs
Time to peak
= 20 min
Time interval
= 1 min
Hyd. volume
= 8,044 cuft
Inflow hyd. No.
= 2 - Post Development DA 1
Max. Elevation
= 15.68 ft
Reservoir name
= Temporary Pond
Max. Storage
= 9,203 cuft
Storage Indication method used.
a (cfs)
18.00
15.00
12.00
• +} o
MR
0.00
0 300
Hyd No. 3
Post Dev. Basin 1
Hyd. No. 3 -- 1 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 [IT]=]] Total storage used = 9,203 cuff

Pond Report 5
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2011 by Aulodesk, Inc. v6
Monday, May 21, 2012
Pond No. 3 - Temporary Pond
Pond Data
Contours -User-defined contour areas. Conic
method used for volume calculation. Begining Elevation = 15.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 15.00
11,943
0
0
0.50 15.50
14,345
6,562
6,562
1.00 16.00
15.101
7,360
13,922
1.15 16.15
15,332
2,282
16,204
2.00 17.00
16,664
13,593
29,797
3.00 18.00
18,293
17,470
47,268
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRsr]
[A] [B]
[C]
[D]
Rise (in) = 15.00
2.00
0.00
0.00
Crest Len (ft)
= 12.00 25.00
0,00
0.00
Span (in) = 15.00
2,00
0.00
0.00
Crest El. (ft)
= 16.15 16.50
0.00
0,00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 14.24
15.00
0.00
0.00
Weir Type
= 1 Broad
---
---
Length (ft) = 34.47
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%) = 0.01
0.00
0.00
n1a
N-Value = .013
.013
.013
nla
Orifice Coeff. = 0.60
0.60
0.60
0,60
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage = nla
Yes
No
No
TW Elev. (ft)
= 0,00
Stage (ft)
3.00
2.00
IR1I17
0.00 -1-
0.0
10.0
Total Q
Ncte: Gulvertl0ritice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a)
Stage I Discharge
20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0
Elev (ft)
18.00
17.00
16.00
--1- 15.00
130.0
Discharge (cfs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
15.65
1
10
9,389
------
- --
-----
Pre Development DA1
2
Rational
24.12
1
10
14,475
--
--
------
Post Development DA 1
3
Reservoir
0.102
1
20
11,969
2
16.03
14.403
Post Dev, Basin 1
I
Truck.gpw
Return Period: 10 Year
Monday, May 21, 2012

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Monday, May 21, 2012
Hyd. No. 1
Pre Development DA1
Hydrograph type = Rational
Peak discharge
= 15.65 cfs
Storm frequency = 10 yrs
Time to peak
= 10 min
Time interval = 1 min
Hyd. volume
= 9,389 cuft
Drainage area = 3.300 ac
Runoff coeff.
= 0.64
Intensity = 7.409 inlhr
Tc by User
= 10.00 min
IDF Curve = Jacksonville. IDF
Asc/Rec limb fact
= 111
Q (cfs)
18.00
15.00
12.00
. M
3.00
0.00 -" I
0 2
Hyd No. 1
Pre Development DA1
Hyd. No. 1 --10 Year
4 6 8
Q (cfs)
18.00
15.00
12.00
MH
. ms
3.00
N 0.00
10 12 14 16 18 20
Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3DO 2011 by Autodesk, Inc. v8
Monday, May 21, 2012
Hyd. No. 2
Post Development DA 1
Hydrograph type = Rational
Peak discharge
= 24.12 cfs
Storm frequency = 10 yrs
Time to peak
= 10 min
Time interval = 1 min
Hyd. volume
= 14,475 cuft
Drainage area = 4.070 ac
Runoff coeff.
= 0.8*
Intensity = 7.409 inlhr
Tc by User
= 10.00 min
OF Curve = Jacksonville. OF
Asc/Rec limb fact
= 111
Composite (Area1C) = [(3.020 x 0.95) + (1.050 x 0.35)] 14.070
a (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 --X
0
2 4
Hyd No. 2
Post Development DA 1
Hyd. No. 2 -- 10 Year
6 8
a (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
1 0.00
10 12 14 16 18 20
Time (min)

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
T
Monday, May 21, 2012
Hyd. No. 3
Post Dev. Basin 1
Hydrograph type
= Reservoir
Peak discharge
= 0.102 cfs
Storm frequency
= 10 yrs
Time to peak
= 20 min
Time interval
= 1 min
Hyd. volume
= 11,969 cult
Inflow hyd. No.
= 2 - Post Development DA 1
Max. Elevation
= 16.03 ft
Reservoir name
= Temporary Pond
Max. Storage
= 14,403 cult
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1511110
0.00
0 300
Hyd No. 3
Post Dev. Basin 1
Hyd. No. 3 --10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
1 0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
- Hyd No. 2 II1 Jjl.. Total storage used = 14,403 cuft

DESIGN OF RIPRAP OUTLET PROTECTION WORKS"EET
Project Truck Company Maintenance / Ops. Complex Date May-21-2012
Location Carnp Lejeune, NC Designed W. Bone
Project No. 2861 Checked V. Chirichella
Outlet ID EX-1
Pipe diameter
24
inches
Pipe slope
4.05
percent
Roughness Coef,
0.013
Full Flow Capacity
45.53
cfs
Full flow velocity
14.49
ft/sec
i
Zone from graph above =
2
Is grade of apron 10% or more
Y YIN
Zone used =
3
Outlet pipe diameter
24 in.
Outlet flowrate
45.5 cfs
Outlet velocity
14.49 ft/sec
Material =
Class I
Length =
16.0 ft.
Width at Outlet =
6.0 ft,
Width at end of Pad
24.5 ft.
Stone diameter =
10 in.
Thickness =
26 in.
Zone I
Material I
Diameter
Thickness
Length
l
Class A
4
9
4 x D(o)
2
Class B
8
18
6 x D(o)
3
Class I
10
25.5
8 x D(o)
4
Class I
10
25.5
8 x D(o)
5
Class II
14
34.5
10 x D(o)
6
Class II
14
34.5
10 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Rip Rap Apron Design
5/21/2012

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Truck Company Maintenance / O s. Complex Date May-21-2012
Location Camp Lejeune, NC _ Designed W. Bone
Project No. 2861 _ Checked V. Chirichelia
Outlet ID EX-2
Pipe diameter
24
inches
Pipe slope
2.61
percent
Roughness Coef,
0.013
Full Flow Capacity
36.55
cfs
Full flow velocity
11.63
fl/sec
1
��
�
��
1�11,
����>•
�
1
-terry
MEN
C
CC�CCMCERMEMIM
�
„
Zone from graph above =
1
Is grade of apron 10% or more
Y Y/N
Zone used =
2
Outlet pipe diameter
24 in.
Outlet flowrate
36.5 cfs
Outlet velocity
11.63 ft/sec
Material =
Class B
Length =
12.0 ft.
Width at Outlet =
6.0 ft.
Width at end of Pad
19.9 ft.
Stone diameter =
8 in.
Thickness =
18 in.
Zone
Material Diameter
Thickness
Length
I
Class A 4
9
4 x D(o)
2
Class B 8
18
6 x D(o)
3
Class 1 10
25.5
8 x D(o)
4
Class 1 10
25.5
8 x D(o)
5
Class II 14
34.5
10 x D(o)
6
Class II 14
34.5
10 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Rip Rap Apron Design
5/21/2012

DESIGN OIL RIPRAP OUTLET PROTECTION WORKSHEET
Project Truck Company Maintenance / Ops. Complex Date May-21-2012
Location Camp Lejeune, NC Designed W. Bone
Project No. 2861 Checked V. Chirichella
Outlet ID
0-1
Pipe diameter
15
inches
Pipe slope
0.7
percent
Roughness Coef.
0.013
Full Flow Capacity
5.40
cfs
Full flow velocity
4.40
R/sec
ACC
��
CC�CCC�CC
1r�
v�l■■1�1�1
.■■i�l�rrrrt■ri■■il■nl
tr■■t�■■�
Zone from graph above =
1
Is grade of apron 10% or more
N YIN
Zone used =
1
Outlet pipe diameter
15 in.
Outlet flowrate
5.4 cfs
Outlet velocity
4.40 ft/sec
Material =
Class A
Length =
5.0 ft.
Width at Outlet =
3.8 ft.
Width at end of Pad
9.5 ft.
Stone diameter =
4 in.
Thickness =
9 in.
Zone
Material I
Diameter
Thickness I
Length
1
Class A
4
9
4 x D(o)
2
Class B
8
18
6 x D(o)
3
Class I
10
25.5
8 x D(o)
4
Class I
10
25.5
8 x D(o)
5
Class II
14
34.5
10 x D(o)
6
Class II
14
34.5
10 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 9.06.05 through 8.06.06 in NC Erosion Control Manual
Rip Rap Apron Design
5/21/2012