SW8960329_HISTORICAL FILE_20100709

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 O 3 Z
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑X HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 � o 0-1 o
YYYYMMDD

i NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 9, 2010
Carl Baker, Deputy Public Works Officer for
Commanding Officer and US MCB Camp Lejeune
Bldg. 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 960329 Modification
Camp Lejeune Naval Hospital
High Density Commercial Wet Detention Pond and Infiltration Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete modified Stormwater Management Permit
Application for Camp Lejeune Naval Hospital on June 21, 2010 with additional information submitted on
July 7, 2010. 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 21-1.1000 and Session Law
2008-211. We are forwarding Permit No. SW8 960329 Modification dated July 9, 2010 for the
construction of the subject project.
This permit shall be effective from the date of issuance until February 20, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system for
operation and. maintenance of the stormwater management system will result in future compliance
problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of
this permit. This request must be in the form of a written petition, conforming,to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, INC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions regarding this permit, please do not hesitate to contact me or Linda
Lewis at [phone].
Sincerely,
zorgetteb.
Stormwater Supervisor
Division of Water Quality
GDS/ mjn: S:\WQS\STORMWATER\PERMIT\960329mod jul10
cc: Vincent Chirichella, PE, Clark Nexsen '
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
One
Phone: [phone] \ FAX: [phone] Customer service: 1-877-623-6748
IntemeC
NprthCarolina
wvnv.ncwaterquality.org
atura!!y
An Equal Opportunity 1 Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 960329 Mod
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
US Marine Corps Base, Camp Lejeune
Camp Lejeune Naval Hospital
Building NH 100, Hospital Blvd, Camp, Lejeune, Onslow County
FOR THE
construction, operation and maintenance of seven (7) wet detention ponds and one (1)
infiltration basin in compliance with the provisions of 15A NCAC 2H .1000 and Session Law
2008-211 (hereafter collectively referred to as the "stormwater rules') 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 February 20, 2018, 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 Sections 1.8 and 1.9 of this permit. The stormwater control has been
designed to handle the runoff from the following impervious areas: East Pond (existing)
60,039 square feet (sf); West Pond (existing) 35,902 sf; Pond -A 68,668 sf; Pond-B
183,793 sf; Pond-C 77,011 sf; Pond-D 38,410 sf; Pond-E 23,668 sf; and Infiltration
Basin-F 10,296 sf. An additional 27,450 square feet of untreated impervious area was
previously approved under the permit issued July 1996, and renewed on February 20,
2008.
3. A 50 foot wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. The wet detention ponds and infiltration basin do not require a vegetated filter strip.
5. The tract will be limited to the amount of built -upon area indicated on the application and
in Sections 1.8 and 1.9 of this permit, and per approved plans. There is no built -upon area
allocated for the future development.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 960329 Mod
6. 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.
7. The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the permitted stormwater control system within drainage areas
labeled East, West, A, B, C, D, E and F.
8. The following design criteria have been provided in the wet detention ponds and must be
maintained at design condition:
Pond
East
West
A
B
C
D
E
Existing under
1995 rule
Proposed under
2008 rule
a. Drainage area, acres
2.4
1.71
2.97
7.48
4.0
1.43
2.5
Onsite, ft2:
104,544
74,792
129,312
325,700
174,326
62,409
108,222
Offsite, ft2:
none
b. Impervious Surface:
6Q039
35,902
68,668
183,793
77,011
38,410
23,668
Onsite, ft2:
60,039
35,902
68,668
183,793
77,011
38,410
23,668
Offsite, ftz:
none
c. Pond Depth, ft:
3
3
3
4
3
3
3
d. TSS removal eff
90%
90%
90%
90%
90%
90%
90%
e. Design Storm, inches:
1
1
1.5
1.5
1.5
1.5
1.5
f Permanent Pool El.
97.2
88.8
9.5
8.5
22.5
22.5
16.5
g. Permanent Pool
Surface Area, ftZ:
7,400
6,150
8,653
23,580
16,232
5,888
3,788
h. Permitted Storage
Volume at TP; ft3
5,897
4,187
8,586
25,149
12,982
4,897
3,734
i. Storage Elevation, TP
97.9
89.35
10.4
9.5
23.2
23.2
17.25
j. Controlling Orifice
3-0.75"0
3-0.75"0
1.5"0
3"0
2"0
1.25"0
F'O
k. Pre-dev, I yr-24 hr
discharge rate, cfs:
n/a
2.59
23.98
11.18
2.35
3.99
1. Orifice Flow rate, cfs:
n/a
0.03
0.12
0.04
0.02
0.01
m. Forebay Volume, ft3
n/a
3,289
15,967
6,891
1,799
1,432
n. Maximum Fountain
Horsepower:
n/a
1/3 HP
1/8 HP
n/a
o. Receiving
Stream/River Basin
Northeast Creek / White Oak
Stream Index No.
19-16-3.5
Classification
SC;NSWJI W
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 960329 Mod
9. The following design criteria have been provided in the infiltration basin F and must be
maintained at design condition:
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
C. Design Storm:
d. Basin Depth, feet:
e. Bottom Elevation, FMSL:
f. Bottom Surface Area, ft2:
g. Bypass Weir Elevation, FMSL:
h. Permitted Storage Volume, ft3:
i. Type of Soil:
j. Expected Infiltration Rate, in/hr:
k. Seasonal High Water Table, FMSL:
I. Time to Draw Down, hours:
M. Receiving Stream/River Basin:
n. Stream Index Number:
o. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
0.7
30,279
none
10,296
10,296
none
3 inches
2
15
1746
16.35
2,798
Fine sand
2.2
13
8 hours
Northeast Creek / White Oak
19-16-3.5
"SC;NSW,HQW"
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 structures, orifice devices, flow
spreaders, infiltration media, 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.
6. If the stormwater system was used as an Erosion Control device, it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility. Infiltration BMP's that are used as Erosion Control devices shall
be inspected and cleaned out on a more frequent basis during construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 960329 Mod
7. Decorative spray fountains will be allowed in the stormwater treatment system, subject to
the following criteria:
a. The fountain must draw its water from less than 2 foot 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 is identified in this permit
Section 1.8. Ponds with less than 30,000 cubic feet of permanent pool volume
may not have a fountain.
8. 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.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded 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 development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
11. Prior to the construction of any permitted future areas shown on the approved plans, the
permittee shall submit final site layout and grading plans to the Division for approval.
12. A copy of the approved plans and specifications shall be maintained on file by the
Permittee at all times.
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.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and approval
by the Director. At least 30 days prior to change of ownership, or a name change of the
permittee or of the project, or a mailing address change, the permittee must submit a
completed and signed Name/Ownership Change Form to the Division of Water Quality,
accompanied by the supporting documentation as listed on the form. The approval of this
request will be considered on its merits and may or may not be approved.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 960329 Mod
2. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request. Neither the sale of the project nor the
conveyance of common area to a third party constitutes an approved transfer of the
stormwater permit.
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 remains in force and effect until modified, revoked, terminated or renewed.
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 permittee shall submit a permit renewal request 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 9th day of July, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
6&0 ('J� - - C
r"Coleep,;H. SullinDirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 960329 Mod
Camp Lejeune Naval Hospital
Stormwater Permit No. SW8 960329 Modification
Onslow County
Designer's Certification
Page 1 of 2
I, , 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
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 specifications:
Signature
Registration Number
Date
SEAL
Page 2 of 2
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 960329 Mod
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 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 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 and located 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.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
David Towler — Camp Lejeune
Page 8 of 8

OPERATION & MAINTENANCE OF STORMWATER
MANAGEMENT & EROSION CONTROL STRUCTURES
.Maintenance and inspection activities shall be performed as i
follows:
1. At Least Semi -Annually:
ten
a. Inspect the structure for sediment accumulation, erosion,
trash accumulation, vegetated cover, and general condition.
b. Inspection findings could result in the following actions
to be taken:
(1) Check & clear orifice of any obstructions such that
drawdown of the temporary pool occurs within 2 to 5 days for wet ponds
and within 12 to 48 hours for bioretention/infiltration basins.
(2) Remove any clogging debris from the Main Outlet Pipe.
(2) Remove trash accumulation from the Trash Rack/Pond Side
Slopes/Inlet Piping/Catch Basins/Grass Swales.
(3) Repair eroded areas immediately, which may be located along
Pond Side Slopes, Grass Swales or Vegetated Filter. Reseed as
necessary to maintain good vegetative cover. Vegetative cover will be
mowed to maintain a maximum height of 6 inches. as necessary to
maintain good vegetative cover, m - Repair eroded areas and/or remove
trash/debris
(4) .Repair undercutting, remove interior trash, replace',rip-rap
as required in Inlet Piping.
{'5) Remove accumulated sediment. The permanent pool elevation
and basin/fore-bay elevations will be identified via the bench mark
post gauge.
a) Wet Pond - Sediment shall be removed when the fore -bay
bottom elevation'is 75% of the original design depth or when the main
pond bottom elevation is 75% of the original design depth. (note post
gauge benchmark bottom elevation to determine sediment accumulation)
b) Bioretention/Infiltration Basins - Sediment/Mulch/Topsoil
shall be removed and/or replaced when infiltration/draw down rates
exceed 48 hours.
(6) While vegetation growth is encouraged along the aquatic
shelf and the forebay, it will be removed upon reaching 50% coverage of
the main basin surface.
'(7) Remove Heavy Woody Vegetation as required.
2. At Least Annually, following a Significant Runoff Producing
Rainfall Event: Inspect to ensure that drawdown of the temporary
Pool occurs within 2,to 5 days for wet onds and within 12 to 48
hours for bioretention/infiltration b s.
D pu[y, Public Works OEEicer
SW8 q6 t) 3A! /
6&-M91co�{r VA 1 AiA, �'etiKe_
r Project Loca ion

' DWQ USE ONLY
I Date Received
Fee Paid
Permit Number
LA -2 - to
txo
��
ty D 29 mole
Applicable Rules: Coastal SW —1995 oastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
2. Location of Project (street address):
Building NH100 Hospital Blvd
City:Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
4. Latitude:34° 43' 21.2" N Longitude:77° 21' 44.05" W of the main entrance to the project.
if. PERMIT INFORMATION
1. a. Specify whether project is (check one): ❑New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number SW8 960329 , its issue date (if known)2/20/08 and the status of
construction: []Not Started ❑Partially Completed* ® Completed* *provide a designer's certification
2. Specify the type of project (check one):
[—]Low Density ®High Density []Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, N/A and the previous name of the project, if different than currently
proposed, N/A
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 22.4 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Not acquired at time of permit application
JUN 2 1 2010
Form SWU-101 Version 07Jun2010 Page I of 6

III. CONTACT INFORMATION
I. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: Coin mandin2 Officer Marine Corps Base Camp Lejeune
Signing Official & Title:Carl Baker Deputy Public Works Officer
b.Contact information for person listed in item I above:
Street Address:BldQ. 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip28547
Mailing Address (if applicable):Bldg 1005 Michael Road
City:MCB Camp Leieune State:NC Zip:28547
Phone: [phone] Fax: (910 ) 451-2927
Emaibcarl.h.bakerOO usmc.nA
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:_
Phone: ( 1 Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State:
Phone: ( 1 Fax: ( 1
4. Local jurisdiction for building permits:
Point of Contact:N/A Phone #: ( 1
Form SWU-101 Version 07Jun2010 Page 2 of 7 JUN 1 S 2010
BY:_ - ---

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The existing parking lot permit (SW8 960329) BMP's will remain and will be added to by this modification
This permit modification will.provide stormwater treatment for all new BUA using five (5) wet detention
basins and one (1) infiltration basin. Stormwater will be conveyed to the various BMPs by means of grassed
swales and stormwater pipe networks.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
® Coastal SW - 1995 ® Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 23.95 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area':23.95 acres
Total project area shall be calculated to exclude the followingg the normal {7ool of im)lrounded structures, the area
behveen the bunks of streams and rivers, the area below the Nornnnl High Wafer (NHW) line or Mean High Water
(MHW) line, and coastal wetlands iaudeoard from the NHW for MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total
9. How many drainage areas does the project
(For high densihit, count 1 for each proposed engineered storuuvater
the whole properhj area)
Area) X 100 = 47.7 %
use 1 for
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Fonn SWU-101 Version 07Jun2010
n r .i✓1 V i� D
JUN 1 8 2010
Page 3 of 7
BY:

Fbr1D MOP -poND pa,ND
•Basin tnforniadon .' • ", " `' `.
braina e Area A
Drains e-Area B
' Drains e Area C:
,Drains e ,*ea.D
Receiving Stream Name
Northeast Creek
Northeast Creek
Northeast Creek
Northeast Creek
Stream Class *
SC; NSW, HQW
SC; NSW, HQW
SC; NSW, HQW
SC; NSW, HQW
Stream Index Number *
19-16-j4-.i45.
19-16-(4 3,
19-16-'(4`5)_5.
19-16-j'4�a),_3,
Total Drainage Area (so
129,312
325,700
174,326
62,409
On -site Drainage Area (so
129,312
325,700
174,326
62,409
Off -site Drainage Area (so
0
1 0
0
0
Proposed Impervious Area*' (so
68,668
183,793
77,011
38,410
Impervious Area*' total
53.1%
56.4%
44.2%
61.5%
Impervious*' Surface Area - - 's
',Drainage Area A=
Draiha e Area•B
Drains eYlrea.C;
Drains e Area,D,
On -site Buildings/Lots (so
0
58,405
15,699
On -site Streets (so
0
10,314
75,302
13,939
On -site Parking (so
61,751
79,462
1,803
On -site Sidewalks (so
6,917
35,612
1,709
6,969
Other on -site (so
0
0
0
0
Future (so
0
1 0
1 0
1 0
Off -site (so
0
0
0
0
Existing BUA*** (so
0
0
0
0
Total (so:
68,668
183,793
77,011
38,410
Stream Class and Index Number can be determined at: http:/4i2o.enr.state.nc.us/bittts/reports/reportsWB.hbnl
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
* Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Measured via
AutoCAD Civil3D software utilizing a certified Existing Conditions surevy to NC coordinate grid.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhn://h2o.enr.state.nc.us/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the
each item. All original documents MUST be signed and initialed in blue ink. Download the h
each submitted application package from hM2://h2o.enr.state.nc.us/su/bmp_forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Cove
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review
hqp://www.envhelp.org[pages/onestopexpress.html for information on the Expres
and the associated fees. Contact the appropriate regional office Express Permit Coon
additional information and to schedule the required application meeting.)
to
eWrovided for
versions for
J
_Z a
Q
JUN 1 8 2010
Form SWU-101 Version 07July2009 Page 4 of 7
By :

yt-�tTCry `► lRlo
Po�� ItJ�ll, �`N5"�G z�sr N
Basin Information
Drainage Area E
Drainage Area F
East Pond (Ex.)
West Pond (Ex.)
Receiving Stream Name
Northeast Creek
Northeast Creek
Northeast Creek
Northeast Creek
Stream Class *
SC; NSW, HQW
SC; NSW, HQW
SC; NSW, HQW
SC; NSW, HQW
Stream Index Number *
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
Total Drainage Area (sf)
108,222
30,279
104,544
74,792
On -site Drainage Area (so
108,222
30,279
104,544
74,792
Off -site Drainage Area (so
0
1 0
0
0
Proposed Impervious Area** (so
23,668
10,296
60,039
35,902
% Impervious Area** (total)
21.9%
34.0%
57.4%
48.0%
Impervious" Surface Area
Draina e Area E
Draina e Area F
East Pond (Ex.)
West Pond (Ex.)
On -site Buildings/Lots (so
15,120
3,834
0
0
On -site Streets (so
0
6,462
0
0
On -site Parking (sf)
0
0
60,039
35,902
On -site Sidewalks (sf)
8,548
0
0
0
Other on -site (sf)
0
0
0
0
Future (sf)
0
0
0
0
Off -site (so
0
1 0
10
0
Existing BUA*** (sf)
0
0
0
0
Total (so:
23,668
10,296
60,039
35,902
E'u ST T q l94 ?MM\VtD
Basin Information
Untreated Areas
Receiving Stream Name
Northeast Creek
Stream Class *
SC; NSW, FIQW
Stream Index Number *
19-16-(3.5)
Total Drainage Area (so
73,629
On -site Drainage Area (so
73,629
Off -site Drainage Area (so
0
Proposed Impervious Area** (sf)
27,450
% Impervious Area** (total)
37.3%
Im ervious" Surface Area
Drainage Area E
On -site Buildings/Lots (so
0
On -site Streets (sf)
16,263
On -site Parking (so
0
On -site Sidewalks (sf)
11,187
Other on -site (so
0
Future (so
0
Off -site (sf)
0
Existing BUA*** (sf)
0
Total (so:
27,450
ML-Q, Rec�D.
q�[,QiLO

5.. A detailed narrative (one to two pages) describing the stormwater treatment/ managementfor 'U1JC�
the project. This is required in addition to the brief summary provided in the Project —✓�
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verifij the SHIVT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A n A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC Nlk
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hqp://www.secretary.state.nc.us/Corl2orations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bmv forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changedorr deleted
without concurrence from the NC DWQ and that they will be recorded.priorao:the sale of:ahy lot.
JUN 1 S 2010
Form SWU-101 Version 07July2009 Page 5 of 7
PY:

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Vincent Chirichella, PE, LEED AP
Consulting Firm: Clark Nexsen Architects & Engineers
Mailing Address:4000 Westchase Blvd., Suite 280
Phone: (919 ) 828-1876
Email:[e-mail]
State:NC Zip:27607
Fax: (919 ) 828-1877
IX, PROPERTY OWNER AUTHORIZATION (if Contact Infonuation, item 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item la) with (print or type name of organization listed iu
Contact Information, item 1b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of . County of
do hereby certify that
personally appeared
before me this _ day of . and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
Form SWU-101 Version 071uly2009
Page 6 of 7
JUN 1 8 2010
I1.3Y:

w
X. APPLICANT'S CERTIFICATION
I, (print or hype name of person listed in Contact Inforniation, item 2) Carl Baker, PE - Depuht Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwMer rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Date: 4O " 7% U
I, A c < . zJ ' a Notary Public for the State of 1A'County of
do he eby certify that Ul--/Jyui personally appeared
before me this % day of and acowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
ALICE A BONNETTE
Notary Public
Onslow County
State of North Carolina
My Commission Expires Oct 23, 2010
SEAL
My commission expires c2�
Form SWU-101 Version 07July2009 Page 7 of 7
JUN 1 5 2010

-x Permit No.
(to be Provided byDWO)
T�O�O(
G
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Camp Leleune Naval Parking Lot Addition
Contact person
Vincent Chinchella
Phone number
919-828-1876
Date
12/14/200916:26
Drainage area number
E
II. DESIGN INFORMATION
Site Characteristics
Drainage area
108,222 ft3
Impervious area, post -development
23,668 fly
% impervious
21.87
Design rainfall depth
1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
3,340 ft3 OK
Volume provided
3,734 ff3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume
fl3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr mnoff
fill
Minimum volume required
it,
Volume provided
ft3
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr stone peak flow required?
N (Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0.47 (unitless)
Rational C, post -development
0.43 (unitless)
Rainfall intensity. 1 -yr. 24-hr storm
4.72 inlhr OK
Pre -development 1-yr, 24-hr peak Flow
3.99 ft Isec
Post -development 1-yr, 24-hr peak flow
5.87 ft3lsec
Pre/Post 1-yr, 24-hr peak flow control
1.88 ft3lsec
Elevations
Temporary pool elevation
17,25 fmsl
Permanent pool elevation
16.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
16.00 fmsl
Top of 10ff vegetated shelf elevation
17.00 fmsl
Bottom of 10ft vegetated shelf elevation
16.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
11.50 fmsl
Sediment cleanout, bottom elevation
10.50 fmsl
Sediment storage provided
1.00 It
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
JOK
Elevation of the top of the additional volume
17.3 host
Form SW401-Wet Detention Basin-Rev.8-9117109
J U N 1 8 2010
Paris I. & II. Design Summary, Page 1 of 2
BY

Permit
po be provldod by DWOI,.- (` 1
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
5,737 ft'
Area REQUIRED, permanent pool
3,788 ft2
SAIDA ratio
3.50 (unitless)
Area PROVIDED, permanent pool, A,_,,
3,941 ft`
OK
Area, bottom of 1Oft vegetated shelf, A,
2,780 ft`
Area, sediment cleanout, top elevation (bottom of pond), AW,_.a
415 ft`
Volumes
Volume, temporary pool
3,734 ft'
OK
Volume, permanent pool, Va,,,, P,
7,123 ft'
Volume, forebay (sum of forebays if more than one forebay)
1,432 ft'
Forebay % of permanent pool volume
20.1 % %
OK
SAIDA Table Data
Design TSS removal
90
Coastal SAIDA Table Used?
Y
(Y or N)
Mountain/Piedmont SAIDA Table Used?
N
(Y or N)
SAIDA ratio
3.50 limitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
(Y or N)
Volume, permanent pool, V.m_wm
7, 123 W
Area provided, permanent pool, Aim_ow
3,941 W
Average depth calculated
it
Need 3 it min.
Average depth used in SAIDA, dm., (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y
(Y or N)
Area provided, permanent pool, A.-.
3,941 ft`
Area, bottom of 1 Oft vegetated shelf, Aw, u�i
2,780 it`
Area, sediment cleanout, top elevation (bottom of pond), Ate.
415 ft'
"Depth' (distance b/w bottom of 1Oft shelf and top of sediment)
4.50 ft
Average depth calculated
3,01 It
OK
Average depth used in SAIDA, J., (Round to nearest 0.5ft)
3.0 it
OK
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice (if circular)
1.00 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (Cc)
0.60 (unitless)
Driving head (Hv)
0.24 it
Drawdown through weir?
N
(Y or N)
Weir type
(unitless)
Coefficient of discharge (C..)
limitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak Flow
3.99 ft'/sec
Post -development 1-yr, 24-hr peak flow
5.87 ft/sec;
Storage volume discharge rate (through discharge orifice or weir)
0.01 ft`/sec
Storage volume drawdown time
3.20 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of 8owpath to width ratio
3 :1
OK
Length to width ratio
2.0 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 it
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Emergency Spillway
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts L & 11. Design Summary, Page 2 of 2

t„ Permit No.
(to be provided by D WQJ
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
>1kAP 1.
Plans (1" - 50' or larger) of the entire site showing:
CT— 100
Design at ultimate build -out,
CC4_100
Off -site drainage (if applicable),
/rrr �Delineated
drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High Flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
yip jp�P1331). Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
W Maintenance access,
Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
�V155t). Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
qr+.'
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes 8 accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (08M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9117I09
ti- C
JUN 1 8 2010
By
Part III. Required Items Checklist, Page 1 of 1

MEMORY TRANSMISSION REPORT
TIME :07-12-'10 12:07
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
312
07.12 12:03
8 919198281877
9
07.12 12:05
SUCCESSFUL TX NOTICE
FAX NO.1
k .rwl
' Statn of North Ca roiinn
Dapartmuut ui Hnxiron went nod Numroi ilmnurem
Wlimlogton AaglovnlOMm
Bea+e W 6�r,nr Pardra. C'ovnrnor FAX COVER SKEET
:910-350-2018
:DENR Wilmington
Dev JM1vransw. Secretary
No. Pages (exc). covey: O
127 CwJ l Drlve NC ..05 - (910) 7.-7113 M SQusl OppasrmaJay Alfl avr.sai.ra Actbn 9mployvr

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, governor FAX COVER SKEET
Date: / — /Z — /
To: I///I CP7 /- ��1i/i:c "i //,!-
Dee Freeman, Secretary
No. Pages (excl. cover): r
From: Jo Casmer
Co: CGg�� NG�%�S�n p���7'<< �� Phone: [phone]
Fax: �l �' O Z �' %D 7 / Fax: [phone]
Re:
%;w%/- /SSde w_
a �el
6--D
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] a An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
FILE NO.
311
DATE
07.12 12:03
TO
: 8 919104512976
DOCUMENT PAGES
9
START TIME
07.12 12:03
END TIME
12:05
PAGES SENT
9
�:
STATUS
OK
***
TIME :07-12-'10 12:05
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
SUCCESSFUL TX NOTICE ***
St_ee of Nort4 Cu�oDua
Dapar[man[ of Huvtronmeo[ aad Nutu ru[ Awoufcw .
WOm[u6[ou RaQ19ea1 OTce
Ba��e/(V Bmav Pn�d n. Govut'au� FAX COVER 3l�$$T Ds� F loon. 9ac['e<ury
0
Dale: �/J / / / No. Pages (axd. cover):
yrr "�- issdcd //Qi'a� c-oy� %ice iji+ "�
127 Cud ] Unva 6itaa 1s WOmlaQ A. NC 28405 � (91 O) 79 7213 M E9val OPPo�.W Alanna[1vn ACO oa E,1,

Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
Date:
Fax:
Re:
Dee Freeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
/7�5-'� ? /7VI'—'
d cue i;
ter. 4L ,
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] 9 An Equal Opportunity Affirmative Action Employer

Naugle, Mary 2
From: Jason T. Rupert [e-mail]]
Sent: Tuesday, July 06, 2010 3:17 PM
To: Naugle, Mary
Subject: RE: QUESTIONS about application... RE: Camp Lejeune Hospital Addition and Renovation -
state stormwater
Attachments: Application-Add.lnfo.docx
Mary Jean,
No problem. Keep sending me emails if you have any more questions.
There are a total of six (6) new bmps, five (5) wet detention basins, and one (1) infiltration basin. There
are two existing ponds on the East Pond & West Pond, making a total of eight (8) bmps for the permit.
The updated application information for section IV (10) is attached to the email.
Thanks.
Jason T. Rupert El, LEED AP
Civil Engineer Intern
9(kft
CLARK NEXSEN
Architecture & Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919.828.1876 Tel.
919.828.1877 Fax
iruoe r(Rclarknexsen.com
w .clarknexsen.com
From: Naugle, Mary [mailto:[e-mail]]
Sent: Tuesday, July 06, 2010 2:41 PM
To: Jason T. Rupert
Cc: Vincent J. Chirichella
Subject: RE: QUESTIONS about application... RE: Camp Lejeune Hospital Addition and Renovation- state stormwater
Jason;
Please help clarify these items:
1. Application, pg 3, section IV (9) Are there six (6) new bmps = 5 ponds+ 1 infil?
2. How much drainage area and bua are not treated but within the permit area? Existing amounts not treated.
Please add another column in section IV(10) of the application for the other drainage area and bua amounts.
The permit needs to report all drainage areas and bua.
I realize these are nickel and dime questions.... But it helps speed the review process if you can answer as the review
proceeds.
I appreciate your help with the questions for additional information.
Thank you!

ko ( tl�Fo
Naugle, Mary
eIET-O-D
From: Jason T. Rupert [e-mail]]
Sent: Tuesday, July 06, 2010 11:04 AM
To: Naugle, Mary
Cc: Vincent J. Chirichella
Subject: RE: QUESTION about pond E... RE: Camp Lejeune Hospital Addition and Renovation- state
stormwater
Attachments: Application-Add.lnfo.docx
Mary Jean,
The correct DA and SUA for drainage area/pond E is 108,222 and 23,668 respectively. I have attached an
updated copy of the updated application information.
Thanks
Jason T. Rupert El, LEED AP
Civil Engineer Intem
910ft
CLARK NEXSEN
Architecture & Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919.828.1876.Tel.
919.828.1877 Fax
i ruoertncla rknexsen.com
w .clarknexsen.com
From: Naugle, Mary [mailto:[e-mail]]
Sent: Tuesday, July 06, 2010 10:43 AM
To: Naugle, Mary; Vincent J. Chirichella; Jason T. Rupert
Subject: RE: QUESTION about pond E... RE: Camp Lejeune Hospital Addition and Renovation- state stormwater
Vince or Jason;
Please look at the drainage area and bua for drainage area/pond E. the application reports 66,035 and 13,813 sf for da
and bua respectively. The supplement and calcs report 108,222 and 23,668 for da and bua respectively.
Please clarify.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart [e-mail]

Architecture & Engineering
4000 Westchase Boulevard, Suite 280
Raleigh, NC 27607
P. 919.828.1876
F. 919.828.1877
www.clarknexsen.com .
transmittal
DATE:
We transmit the following:
June 16, 2010
PROJECT:
®
Drawings
Camp Lejeune Naval Hospital
❑
Change Order
Addition & Renovation
TO:
❑
Computer File(s)
ATTN. Express
Mary lean Naugle
❑
Product Literature
127 Cardinal Drive Extension
Wilmington, NC 28405
FROM:
Vincent Chirichella, PE
❑ Specifications
❑ Shop Drawings
❑ Samples
® Application, Report, Check,
Summary of Comments from
Meeting on 06/10/2010
SUBJECT:
Copies
Description
Camp Lejeune Naval Hospital
2
Plans
Parking Lot Addition-
1
Original Signed Application
stormwater Submittal
1
Sealed Stormwater Report, Calculations &
COMMISSION NUMBER:
Soils Report
3053 & 3156
1
Check in the amount of $4,000
VIA:
Mail
Remarks:
ROUTE TO:
J
I Mary Jean,
2
3
4
5
6
7
8
9
10
Please find the stormwater submittal package for the
modification of SW8960329 Camp Lejeune Naval Hospital
Parking Lot Addition. Should you have any questions or
additional comments, please contact me.
Regards,
Vincent Chirichella, PE
CC:
L
1� IV,1�
LJUN 1 8 2010
BY:(✓x 4 r ASS_
Page 1 of 1

Comments from Express Permitting Meeting on 6-10-2010
Stormwater
• Provide vegetation around pond, including species.
- Landscape plans added to plan set
• Revise swale detail to say 'sod' not seed
- Detail revised
• Revise supplements to show temporary pool elevation equal to the next available outlet
above the permanent pool elevation
- Supplements revised
• Add column in table on plans for temporary pool elevation.
- Column added
• Use temporary pool elevation on volume drawdown calculation in spreadsheet.
- Do not concur. From the 'Stormwater Submittal Requirements: Wet Detention
Pond', "The orifice is sized based on drawing down the calculated minimum volume
in 2-5 days." The calculation provided in the Stormwater Report for volume
drawdown uses the calculated minimum volume required to be drawndown in 2-5
days.
• For the driving head in the orifice equation calculation, use one-third of the distance
between the permanent pool elevation and the elevation of the next available outlet above
the permanent pool.
- Orifice calculations reviewed
• Provide Drainage Area for existing ponds on the Drainage Area Map
- Drainage Areas provided on DA MAP sheets
• Add existing ponds on application
- Existing pond information provided on Application
JUN 1 8 2010

CN Comm. No.: 305313156
Camp Lejeune, North Carolina
Camp Leieune Naiad Hospital Addition & Renovation
EROSION & SEDIMENTATION
CONTROL PLAN NARRATIVE &
CALCULATIONS
Permit Submittal
18 June 2010
Hngincer (s): Vincent Chirichella, RE-
jason Rupert, E.I.
i031441 ;• _
aun�na�� � • 17 • to
JUN 1 9 2010
BY:

NARRATIVE
Project Description
The new site will be comprised of building additions on the south and west wings
of the facility and 273 additional parking spaces distributed around the site (150
employee and 123 visitor spaces). Parking lot shall be concrete or bituminous pavement
with vehicle stall dimensions of 9 ft wide by 18 It deep and 24 It wide aisles. Handicap
parking spaces will be provided in accordance with Uniform Federal Accessibility
Standards. Two way traffic entrances will be provided for the parking lots from the
existing circulation drives. Sidewalks will be constructed of 4-inch concrete and
facilitate ADA compliant pedestrian movements to and from the facility. The greenway,
currently being constructed as part of the adjacent Wounded Warrior project, will be
realigned around the proposed parking lot as part of this project and will be designed in
accordance with current design criteria.
The renovation portion of the project will be comprised of a building addition on
the north of the facility with a service yard and service drive connecting to the existing
asphalt path. Improvements will also be made to the western portion of the Emergency
Department drive. These improvements include driveway, parking, retaining walls, and
new canopies. Mobile buildings will be placed in the southwestern portion of the site to
facilitate the phasing of departments within the Hospital.
Site Description
The project site is located within the MCB Camp Lejeune, North Carolina due
west of the main gate and north of Brewster Boulevard. The site measures approximately
100 acres and consists of existing buildings, driveways, parking lots, sidewalks,
loading/mechanical areas, and a helicopter pad. There is an existing wetland on the
western side of the site which will not be impacted by this development. The facility is
served by an existing 8-inch and 10-inch water loop around the building which is served
by a 10-inch main from Brewster Boulevard. The sanitary sewer system gravity drains
through both a 10" main from the west and an 8" main from the east flowing to an
existing pump station located north of the facility. The force main is pumped through a
10-inch force main to Brewster Boulevard. (Existing utility information was obtained
from field survey and original design drawings for the facility.)
Calculations indicate that the total post developed drainage area within the project
limits is 22.4 acres. The post developed conditions are 48% impervious.
Due to the phasing of the project, no more than 20 acres will be disturbed at a
given period of time. The remote employee parking lot in the southeast corner of the site
will be disturbed and constructed prior to any disturbance/demolition of the existing
parking lots. The remote employee lot will have a limits of disturbance of 4.12 acres. For
complete phasing details, please see sheet GC101- Site Phasing.
1. JUN � � 2010

There is approximately 10,385 linear feet of sediment fence used on this project. Double
rows of sediment fence will be used for the disturbed areas adjacent to wetlands.
Approximately 1.95 acres of the disturbed project area will be treated solely by sediment
fence. There shall be no disturbance within (5) feet of the wetlands except at the location
of an existing outlet pipe to be removed, west of the proposed building. Wetlands are
located at the existing pipe outlet and headwall. The headwall will remain in place
preventing any disturbance of the wetlands.
The remainder of the project will be treated by means of five (5) sediment basins,
and block and gravel inlet protection. Grassed swales and temporary diversion ditches
will be used to convey stormwater to the sediment basins. There will be four (4) stone
construction entrances to the site.
Adjacent Property
The surrounding area is all within MCB Camp Lejeune military base. The site is
located on Hospital Corps Blvd. To west of the site is the Wounded Warrior facilities, the
New River to the north, existing Bachelor Enlisted Quarters to the south, and
undeveloped land to the east.
Soils
See the attached geotechnical engineering report completed by ECS Carolinas,
LLP for detailed soil information.
Planned Erosion and Sediment Control Practices
Temporary Gravel Construction Control Entrance/Exit — Practice 6.06
These devices will provide easy access for vehicles to the construction site, a place
for vehicles to be cleaned of their mud and sediment before entering paved
roads/areas and will help control erosion from surface runoff. During wet weather it
may be necessary to designate an area on the entrance to wash vehicle tires. Runoff
from this device will be directed towards temporary sediment basins, sediment
fencing or temporary block & gravel inlets.
2. Temporary Sediment Basin — Practice 6.61
Temporary sediment basins will be used to control the runoff in drainage areas that
are larger than 1 acre but not exceeding 5 acres. They will be used to detain
sediment -laden runoff and trap the sediment before the runoff leaves the project site.
Also, the sediment basins along with the silt fence and diversion dikes will prevent
runoff from entering neighboring roadways.
Temporary Diversion Dike — Practice 6.20
Temporary diversion dikes will be used on the site to divert sediment -laden water to
temporary sediment traps. They may be used for drainage areas of 5 acres or less.
The velocities in the diversion dikes will be maintained at 2.5 fps or less to prevent
2

the need to line the channel. Where the velocity is greater than 2.5 fps, appropriate
channel lining has been designed and specified on the plans. Diversion dikes may be
a ridge, excavated channel, or combination of both, and be made from soil or gravel.
Gravel should be used where vehicles must cross frequently.
4. Temporary Block and Gravel Drop Inlet Protection — Practice 6.52
Temporary block and gravel drop inlet protection devices will be installed on the
property. These devices will help prevent sediment from entering storm drains before
the detention area is stabilized, while also allowing early use of the storm drain
system.
5. Land Grading — Practice 6.02
Grading will occur on this site throughout the construction period. Grading will
cause shifts in the established drainage areas, so after each period of grading, erosion
and sediment control practices will be adjusted to compensate for any changes.
6. Sediment Fence — Practice 6.62
Sediment fence (silt fence) will be used around the perimeter of the property. This
fencing will retain sediment by reducing sheet flows and promoting deposition. Also,
deposition areas should be placed at readily accessible points to encourage routine
cleaning and maintenance. Caution should be used during the design of a sediment
fence to prevent failure from undercutting, overtopping or collapsing, and to ensure
that flow bypass areas and overflow outlets are stable.
7. Permanent Seeding— Practice 6.11
All disturbed area will be soded.
8. Temporary Seeding— Practice 6.10
Temporary seeding will be used throughout the site. This practice will help control
runoff and erosion until permanent vegetation or other erosion control members can
be established. Temporary seeding also provides residue for soil protection and
seedbed preparation and helps reduce mud and dust production during construction.
Plant selection can be aided with the help of Tables 6.1 Oa-6.1 Oc. Table 6.1 Oa should
be using for seeding in late winter and early spring, 6.1 Ob for summer and 6.1 Oc for
fall. Seedbed preparation, liming and fertilizer are essential for success. Also,
mulching may be needed under harsh site conditions.

MAINTENANCE PLAN
1. Erosion and sediment control practices will be checked for stability and operation
following every runoff -producing rainfall. Any repairs will be made immediately
to maintain the design of the practices.
2. The temporary gravel construction entrances/exits may require periodic
topdressing to prevent mud or sediment from leaving the site. All objectionable
materials spilled, washed, or tracked on to public roadways will be removed.
3. Temporary sediment traps should be inspected after each period of significant
rainfall. Remove sediment and restore the trap to its original dimensions when
the sediment has accumulated to one-half the design depth of the trap. Remove
the sediment and replace the contaminated part of the gravel facing.
4. Temporary diversion dikes should be inspected once a week and after every
rainfall. Immediately remove sediment from the flow area and repair the ridge of
the diversion.
As the block and gravel drop inlets accumulate sediment after each rainfall,
occasional removal of the sediment will occur to provide adequate storage volume
for future rains.
6. The sediment fence will be repaired as necessary to provide a sturdy barrier.
Sediment will be removed from the fence periodically to reduce pressure on the
fence and to allow enough space for accumulation from future rainfalls.
7. Permanent seeding will be inspected for failure and repairs will be made within
the same planting season, if possible. Re-evaluation of planting materials,
quantities of lime and fertilizer will occur if inadequate coverage is produced.
8. Reseed and mulch areas where temporary seeding seedling emergence is poor, or
where erosion occurs, as soon as possible. Do not mow the areas where
temporary seeding is present, and protect from traffic as much as possible.
9. Inspect all straw nef blankets periodically, and after heavy rainfall to check for
erosion, dislocation or failure. Where erosion or washout occurs, repair the slope
grade, and reinstall.

E&S CALCULATIONS &
STORMWATER REPORT

DATE'
PROJECT,
PRIOEL1 NO
oECEPITGe.
25
,
>° 10
5
RIP RAP APRON DESIGN SHEET
A.1. xm0 10 So A.
pibl APrn ID. No
Is,, NL E:
0-1 Outlet Protection LOCATION
Rip Rap Zone Delineation
YONEB
1I
�ZON 5it
ZONE,
I`I
20f�i'E°
zorvE 2
I
I
�'j��
ONE 11
11
Cap I.,NA NC
Q .
0
5 10 15 20
25
Do, Depth of Flow (ft.)
Ndn: I. Vaa rcn
pU O1p 05.
T, IP,
x foi pyre eitfl, ar[A, Wn culwrL
Wwe3 NAi wibla, ute¢-Crna seclmal aru d Mbl Aow,
Number of Culverts:
Design Velocity, Vfl:
e.n nn
Ft.,0:
rewas
Pipe Diameter. Do:
xn.
Slope. seam
0013E ftA
Using NCDOT Rip Rap Apron Design:
Use:
Zone u
L,: 6 ft.
IT, 12 ft.
w: 6.0 ft.
W: 6.8It.
CLASS'B' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME=
51.E ft'
122 4 ft'
• Design Point
'Based upon L,
'Based upon 1.2
SHEET 1 OT a
DESIGN BY: JTn
CHECREO OY: VJL
MINIMUM
CLASS
LI
STONE
PCOOT RIP
OF
Coetricb,n
L,Coemdurt
THICKNESS
ZONE
RAP CLASS
STONE
ft T
IS.R
in
A
In,
x
H
LIGHT
]
6
I6
1
M.IUM
a
B
]a
POP,
J
$
x
HEAVY
5
0
N
B
x
HEAVY
3
T.
x6
JNAPP. Be
Nay
d1M1a NetivM
L I I sTb Prouc, CUi
113sgN b Pawl SW V HW
uNo
..RC RAN Ri STALL AIDE. It.

RIP RAP APRON DESIGN SHEET
PATE
"I
ton,
l0'A AM
PROJECT:
Ce PA
Leeu YIAWivo
I . No..
PROJECT NO:
]os]
FILE:
pescemnoN
0-1
Outlet Protection
LOCATION
Rip Rap Zone Delineation
25
20 ZONE
ZONE,
i 15"
oI ZON s .Design Point
> 10,
ZONE
5 1� I I zoNE
ZONED
l T
IDNE t
0 5 10 15 20 25
Do, Depth of Flow (ft.)
F.I.. I. uyA-H1F--eP,mem HC%
2.F«"nu. , w.ea.«L w+a IIw.�.lwwu. one wa R— . AHPo AAansee.
Number of Culverts:
Design Velocity. Ve:
ael n.,e
Ft., O:
]505 C,
Pipe Diameter, Di
] e
Slope, e,o,o,
Using NCDOT Rip Rap Apron Design:
Use:
Zone 2
9 ft,
18 ft.
W: 6.6 ft,
W: 10.2 ft.
CLASS RIP RAP
USE MINIMUM 18- STONE THICKNESS
TOTAL STONE VOLUME= 89.1 ft' 'Based upon LI
2150 ft' 'Based now L2
SHEET 3 OF B
DESIGN By. OR
CHECKED 6v: VJC
MINIMUM
CLASS
L,
STONE
NCDOT RIP
OF
Coefficient
L, CIHMAiENH
THICKNESS
ZONE
RAP CLASS
STONE
ft 11
IF.
FINE
3
]
H'
LIGHT
]
1]
]
NE➢IV11
8
2e
H FAW
B
se
5
3
EPW
5
10
]S
0
2
IISAW
5
10
b
2
Pen o
Lt ie,pll, uPruxl aMn
L3=leryN b P,ewnl5mui HP,
App
SPECIFICATIONS
NOMORIETHAPTIMSHALLWEIGNITIESS
THAN 15 LOS EACH
do PC THAN 5% SHALL WEIGH LESS
SAs IT 21 AT LEAST IS Lee EPCIP
T AN LOS EACH
EROSION
CONTROL STONE
�o GA`pA ON SPECIFIED

RIP RAP APRON DESIGN SHEET
BnTE
A-, 1. .To
IS /JA
SHEET x of
e
Pa0]ECT.
an, A -PA Ho.muI ADYovo
LB. Go:
pESIW eY
UP
PROhCT No',
3o5J
FILE:
CHECKED BV
WC
OESCRIPTNSI
0-1 Outlet Protaction
LOCATION. a11, NC
MIS
20
_N
15
0
j 10
5
0 -1-
0
Rip Rap Zone Delineation
5 10 15 20 25
Do, Depth of Flow (ft.)
N. pa Nelms—m, w•p ,G`.
x:Fwpp••rn.•2n.Wa.a.erL p•vM �n.nml
wu.,...:. Tc,m. x[Knm.,wptw,kl now.
Number of Culverts:
Design Velocity. V, aw En
Flow, O: IE311.
Pipe Diameter, Do: 2E fl.
Slope, ennm o.AO M1.'n
Using NCDOT Rip Rap Apron Design:
Use:
Zone x
L,: 7.5 ft.
Lx: 15 ff.
W: 6.0 ft.
w: 8.5 ft.
CLASS'B' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME;; 675 ft'
191.3 ft'
• Design Poinl
'Based upon L,
'Based up. Lx
MINIMUM
CLASS
L,
STONE
NCDOTRIP
OF
C.A iem
LICaeM1wieM
THICKNESS
ZONE
RAP CLASS
STONE
fit
ft).
�B
NE
3
LIOPT
d
E
Is
s
a
EAw
e
S
xe
HEAw
E
H w
m
x
T
o...p�He
xs
aTl.. u.Pm
�zt.�ou�m v,a:I ol.en
a•pem m p,.+„ sw Ha.
GAL. Wsl,�T
Mile
SPECIFICATIONS
�SUPLTWEIGGATUAM�Tsi EACH
NO MOTE THAH 10% SHALL Wall LESS
CLASS 2
�1-2.
60% SHALL WEIGH AT LEAST W LEE EACH
H. POPE THAN 5% SHALL WEIGH LESS
THAN SO IS$ EACH
EROSION
CONTROL STONE

RIP RAP APRON DESIGN SHEET
DATE
MY,. On.
,o'...
SHEET I OF
e
PROJECT.
WmpLEieav Hmpul A4blo1
ID. NO:
DESIGN Bv:
JTR
PROJECT NO.:
]05I
FILE'.
CHECKED BY.
Vic
DescamnoN.
0-1 Outlet Protection
tOCATION C.,y.eeIL. No
25
4•.
4
0 .=
0
Rip Rap Zone Delineation
5 10 15 20 25
Da, Depth of Flow (ft.)
z FCIPPo Al,JF1 W. cul
rt paw]Ono^^Iw,LI. oa. P-cm.. a•cwo.Llo o, wlYllww.
Number of Culverts:
Design Velocity, Vn:
act Pn
Flow, O:
111e ne
Pipe Diameter, Do:
T5 n
Slope. S,K
oa,B li
Using NCDOT Rip Rap Apron Design:
Use
zone
L,: 4.5 ft
LE: 9 ft.
W'. 6.0 ft.
IN 6.0 ft,
CLASS RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME- 40.5 ft'
81,0 ft'
• Design Poinl
'Based upon L,
'Based upon L1
MINIMUM
CLASS
L,
STONE
NCDOT RIP
OF
Coeficent
LICOealClenl
THICKNESS
201
RAPCLASS
STONE
ONINS
M1.
M1.
1
4
,1
]
B
LIGHT
]
6
16
MFDNM
4$
EAW
4
Di
5
3
HEAW
I.
5
3
HEAW
5
10
36
]
DeP nISBe
MTeS
Ll b PMtrcl CUMn
L3 GrgN b P—, scw, Htle
NAME SEE
SPEOnuneNE
1 7.1
Ss
RIP
-RAP
CLAS51
STO
JJ% 6NLLL KEIGH AT LEAST M LBS. EACH.
NO MORE THAN IM SHALL K£IGH LESS
THAN 15LBS. EACH
CLASS
1S]50
OBF $HALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE TH. 5%SHALL veBGN LESS
THAN'A L15. EACH
EROSION
CONTROL STONE
CLASS A
18'
,D% TOP 6 BOTTOM STNE5.
NO CRADATIOv mrcFlFo
CLAS5e
l5.'N
s, s-
N NAGATKK!$PECInEO

RIP RAP APRON DESIGN SHEET
DPTE: "1. A,D RED. SHEET 5 OF B
FROJECT: CemF I.—Ni.1.F Io.NO:
PROJECT NO: 3053 FILE'.
DESCRIPTION 0-1 Outlet Protection LOORLON
Now. ,. H 7N,--b, PHEW,'.%.
z. vEI Pi W •Ion IS, w. Lwwn. w—nW—I—HiS, —'o— EI Dula N-
Number of Culverts:
Design Velocity. Va :
a to nn
Flo., O:
"Ia.
Rpe Diameter. D.:
,.sn
Slope..._=
D.,De non
Using NCDOT Rip RED Apron Design:
Use: Zone
Li 45 ft,
Lz: 9 ft,
W: 6.0 ft.
W: 6 0 ft.
CLASS'B' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME= 40.5 ft'
61,0 e
'Based upon L,
'Based upon Lz
EFFIGN a'. JTR
cewxED sr. VIC

RIP RAP APRON DESIGN SHEET
DATE'.
All TRIO
Tallow
PRWECT:
—111-Oleo lM}mn
I. D.NO:
PHNIECT Nn:
305]
FTE
ocscwpnON
0-1 Outlet Protection
LOCATION.
25
20
5
Rip Rap Zone Delineation
ONE4
IS
II
II I
ZONET
l l
r
ZONEJ
L
• ZON12
DONE tl
ZONE
�
0 .
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Corp Le-m. NC
N.... o"I"i-S ea,pe-11s..
i, Foe,soch—rh.W...
ly p•w].hnmelwu,M.u,DC,M.,e[Ymel•rMo,oullelMM
Number of Culverts:
Design Velocity, Va:
a.ID Tn
Flow, O:
aa<e
Pipe Diameter, D.
i s n.
Slope, S.,--
BBBB rt'a
Using NCDOT Rip Rap Apron Oil
Use:
Zone D
L,: 4.5 ft.
L,: 9 ft.
W: 60 ft,
W: 60 ft,
CLASS RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME= 40.5 ite
81.0 ft'
• Design Point
'Based Upon Lr
'Based upon LB
SHEET o Oi D
ESSION eV: lie
CHECKED BY: VJC
MINIMUM
CLASS
Lr
STONE
NCWT RIP
OF
C,r1fidenl
Lr Cv ffkiml
THICKNESS
ZONE
RAP CLASS
STONE
it
ft
FINE
li
3
H'
]
Eal
MEDIUM
<
B
N
;
gW
a
e
N
$
1
5
in
]B
B
„sAW
W
0
Oe•nre Be
MPa rel
INTIve
R
LI ell. bICNvn
i•LenDlh b N-1 Smu Hole
SIZE
SPECIFICATIONS
(to
RIP
RAP
THAN 151.1is EACH
NO MORE uAr 5% SHALL vvSGH LESS
EROSION
CONTROL STORE
vvGAADATP)N SPECIFIED

RIP RAP APRON DESIGN
SHEET
DATE:
A, 1. Is
1. SO AM
till 7 OF
4
PROJECT
CEE Le— Pri Aeawn
I NO:
OESIGNSY,
'a
PROJECT NO:
]Ow
me.
CHECKED By:
Vic
DESCRIPTION.
0-1 Outlet Protection
LOCATION CaTELelevrcNC
25
20
m
15
O
10
5
91
Rip Rap Zone Delineation
0 5 10 15 20 25
De, Depth of Flow (ft.)
N. I. U. rcn 1. m<b PH— N u
3.1 pce Pm..,<n.M.<ulal P—mann.loN.e.
u.ept,ue u<imma,w Ol culbinw.
Number O1 Culverts:
Design Velocity, Vd: 111 Iva
Flaw, O: 1¢111.
Pipe Diameter, Do: I z5 n
Slope, S•„p,= o.S., mn.
Using NC HOT Rip Rep Apron Design:
Use:
Zone 3
LI: 3.75 ft.
Lr: 7.5 ft.
W: 6.0 ft
W: 6.0 ft.
CLASS'B' RIP RAP
USE MINIMUM 18- STONE THICKNESS
TOTAL STONE VOLUME= 338 h'
6L511'
• Design Point
'Based upon LI
'Based upon L3
MINIMUM
CLASS
L,
STONE
NCOOT RIP
OF
Coefllcienl
L, COOBICient
THICKNESS
ZONE
RAP CLASS
STONE
X.
fl.
'HE
tY
8'
LIGHT
]
6
16
1
E.D.0
a
31
EnW
4
1
x
5
W
6
3
XEAW
5
10
J9
3
Ce0 nle Be
NNe Sm
Ll M Prolecl Culren
LI Ss .J.—I Sur, NA.
NAME KEI.T 512E
SPECIRCAUENE
I OS
RIP
R P
CLASS
SAO
30% SHALL WEIGH AT LEAST 60 LBs EACH.
NONORE THAN 10%SHILL Well Lt.
THAN I5LBS. EACH
CLASS]
2s1W
60% SHALL WEIGH AT LEAST 50 LBG EACH,
NO MORE THAN 5%SHALL WEIGH LESS
AN So LOS. EACH
EROSION
CONTROL STONE
CLASS
14
D
10%'OR 6B TOM sl3Es.
ND GRPG ATIDT
N SPECIEIEO
CLASSB
1S]lq
S13'
NO GRAOATIW SPECIEIEO

RIP RAP APRON DESIGN SHEET
DATE.
A,,I IS
1o:50 M,
SHEET a HE e
PROJECT
Comm LANA. Hmo-m AsASn
ID. No.:
DESIGN er. JTH
PROJECT NO:
30W
FILE:
CHECKED BY: VJC
DESCRIPTION
0-1 Outlet Protection
LOCATION Caro L, Nc
Rip Rap Zone Delineation
25
20
15
•Design Painl
O
10
5
0 -.
0 5 10 15 20 25
Do, Depth of Flow (ft.)
i
Now. 1. U.....,npler mr QodeV,O%.
3. F. PR.111 —S. W. al. Paved 1.1ANera. uu pCrm. recleul au e, elver eve
Number of CUNeris:
Design velocity, VS : • 3 v.
Flow, O : zm A
Pipe Diameter, D.: r 11.
Slope, S„ OWa O.N
Using NCDOT Rip Rap Apron Design:
Use'. Zone 3
L,: 4.5 ft.
L3: 9 ft.
W'. 6.0 tt.
My fi.0 ft.
CLASS'B' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME= 40.5 ft' 'Based upon L,
81.0 g' 'Based upon L3
MINIMUM
CUSS
4
STONE
NCDOT RIP
OF
LoeXl<iant
LHCVaXicixn,
THICKNESS
ZONE
RAP CLASS
STONE
X.
M1.
A'
FINE
3
H'
LIWI
J
la
3
I
MEDIUM
.
a
39
HEAw
e
to
E
3
„FAV!
5
IO
J9
6
3
FAW
10
SB
3
Oeei 1.9a
M
NiM. MCOM
�zay.LmmPm,ec,CUMn
xeARu m PAwm sru, Ha.

RIP RAP APRON DESIGN SHEET
DATE.
Aplr 1,.1L
PIRGA1
snEEl 4 of
PROJECT.
Cerro Lemule Noanul MdIA1
Lo. NO:
DESIGN BY
JTR
PROJECT NO:
3053
Li
CRECMED 61:
Vic
DESO11111 N.
0-1 DIJi PIDteCllGn
LOCATION Camp Laleum, NG
Rip Rap Zone Delineation
25
20
15
.Design Paint
O
>° 10
5
0
0 5 10 15 20 25
Do, Depth of Flow (ft.)
ua.. 1. Ow nee mmk-1—.lox.
a. RA.aoe.IT, m..rm. m. ewwn n.wa on.nn.I d,uee. �,.paoe...ao,.a.,,. a o„u.I nm..
PONE
Number Of Culverts:
Design velocity, VA
Flow, O: 1II. CE
Pipe Diameter. CA: 2IT
Slope, s.,A, 000s nm
Using NCDOT flip Rap Apron Design:
Use: Zone 2
16 ft.
1 12 ft.
w: 6 0 ft.
W: 6 8 ft,
CILASS'B' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME- sd O ft' 'Based upon L,
122 4 ft' 'Based upon L2
L1 .LegN b Prolxl Culwn
L2 c.gNa n...1, srae lab

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Project Name: MCB Camp Lejeune Clinic Sediment Basin Number: A
Project Number: 3053 Basin Location: Southwest corner of site
Disturbed earth (this project) _
Undisturbed, wooded areas =
Undisturbed, grassy areas =
Other areas =
2.40: @ c= 0.60
0.00: @ c= 0.25
0.00: @ c= 0.30
0.00: @ c= 0.00
Total Drainage Area (ac) = 2.40 @ c= 0.60
Flow Length (ft)
High Point (ft)
Low Point (ft)
600 ft
18ft
8.5 ft
Calculated
Time of Concentration "Tc" (min) = 5.30 min (Kirpich Formula)
Rainfall Intensity, 2-yr Storm = 5.57 in/hr (from local i-d-f curveltable)
Rainfall Intensity, 10-yr Storm = 7.25 in/hr (from local i-d-f curve/table)
Flow "Q = CIA" (10-yr) = 10.42 cfs
Basin Volume:
Minimum Required Volume = 3600 cf/acre of disturbed area
Volume Required (cf)
= 8,626 cf
Minimum Surface Area required = 0.01.10-yr
Peak Flow (cfs)
Surface Area Required (sf)
= 4,540 sf
Shape is assumed to be trapezoidal -
excavation may be required
Depth of Basin (ft) =
2 ft (from surface - 3.5 ft maximum)
Sideslopes (11:1) =
3 A (2:1 minimum)
Bottom Width (ft) =
51 ft
Bottom Length (ft) =
175 ft (try to be 2X width)
Surface Width (ft)
= 63 ft
Surface Length (ft)
= 187 ft
Bottom Area (sf)
= 8925 sf
Surface Area (sf)
= 5636 sf 4,540 OK
Volume Provided (cf)
= 18376 cf > 8625.6 OK

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Stone Outlet:
Required Capacity = Peak Flow from a 10 yr storm event.
Required Capacity (cfs) = 10.42 cfs
Sideslopes (11:1) = 3 :1
Bottom Width (ft) = 35 ft
Depth of flow (ft) = 0.23 ft
Provided Capacity = C L HA1.5
Spillway Capacity (cfs) _
min. = 20ft
(usually less than 1 ft)
10.81 cfs OK
Sediment Trap Summary:
Bottom Width =
51 ft Approximate
Bottom Length =
175 ft
dimensions. See actual
Top Width =
63 ft
pond design for layout.
Top Length =
187 ft
Stone Outlet Width =
35 ft
Outlet Sideslopes =
3 :1
Storage Depth =
2 ft
Dam Height =
3.5 ft
Sideslopes =
3:1
Note: All Calculations are based on a 10 year return rainfall and in accordance with
the North Carolina Erosion and Sedimentation Planning and Design Manual.

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Project Name: MCB Camp Lejeune Clinic Sediment Basin Number: B
Project Number: 3053 Basin Location: Northwest corner of site
Flow:
Disturbed earth (this project) _
Undisturbed, wooded areas =
Undisturbed, grassy areas =
Other areas =
7.16: @ c= 0.60
0.00: @ c= 0.25
0.00: @ c= 0.30
0.00 @ c= 0.00
Total Drainage Area (ac) = 7.16 @ c= 0.60
Flow Length (ft)
High Point (ft)
Low Point (ft)
= 920 ft
20 ft
= 8.5 ft
- GG771
Calculated
Time of Concentration "Tc" (min) = 8.07 min (Kirpich Formula)
Rainfall Intensity, 2-yr Storm = 5.57 in/hr (from local i-d-f curve/table)
Rainfall Intensity, 10-yr Storm = 7.25 in/hr (from local i-d-f curve/table)
Flow "Q = CIA" (10-yr) = 31.15 cfs
n Volume:
Minimum Required Volume = 3600 cf/acre of disturbed area
Volume Required (cf) = 25,776 cf
Minimum Surface Area required = 0.01*10-yr Peak Flow (cfs)
Surface Area Required (sf) = 13,567 sf
Shape is assumed to be trapezoidal - excavation may be required
Depth of Basin (ft) =
2 ft
(from surface - 3.5 ft maximum)
Sideslopes (h:1) =
3 :1
(2:1 minimum)
Bottom Width (ft) =
70 ft
Bottom Length (ft) =
285 ft
(try to be 2X width)
Surface Width (ft)
=
82 ft
Surface Length (ft)
=
297 ft
Bottom Area (sf)
=
19950 sf
Surface Area (sf)
=
29451 sf 13,567 OK
Volume Provided (cf)
=
49566 cf > 25776 OK

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Required Capacity = Peak Flow from a 10 yr storm event.
Required Capacity (cfs) = 31.15 cfs
Sideslopes (h:1) = 3 :1
Bottom Width (ft) = 35 ft min. = 20ft
Depth of flow (ft) = 0.47 ft (usually less than 1 ft)
Provided Capacity = C L HA1.5
Spillway Capacity (cfs) = 31.58 cfs OK
Sediment Trap Summary:
Bottom Width =
70 ft Approximate
Bottom Length =
285 ft
dimensions. See actual
Top Width =
82 ft
pond design for layout.
Top Length =
297 ft
Stone Outlet Width =
35 ft
Outlet Sideslopes =
3 :1
Storage Depth =
2 ft
Dam Height =
3.5 ft
Sideslopes =
3:1
Note: All Calculations are based on a 10 year return rainfall and in accordance with
the North Carolina Erosion and Sedimentation Planning and Design Manual.

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Project Name: MCB Camp Lejeune Clinic Sediment Basin Number: C
Project Number: 3053 Basin Location: Southeast corner of site
" �i
Flow:
Disturbed earth (this project) _
Undisturbed, wooded areas =
Undisturbed, grassy areas =
Other areas =
3.10: @ c= 0.60
0.00: @ c= 0.25
0.00: @ c= 0.30
0.00 @ c= 0.00
Total Drainage Area (ac) = 3.10 @ c= 0.60
Flow Length (ft) = 500 ft
High Point (ft) = 27.5 ft
Low Point (ft) = 22 ft
Calculated
Time of Concentration "Tc" (min) = 5.30 min (Kirpich Formula)
Rainfall Intensity, 2-yr Storm = 5.57 in/hr (from local i-d-f curve/table)
Rainfall Intensity, 10-yr Storm = 7.25 in/hr (from local i-d-f curve/table)
Flow "Q = CIA" (10-yr) = 13.49 cfs
Basin Volume:
Minimum Required Volume = 3600 cf/acre of disturbed area
Volume Required (cf) = 11,160 cf
Minimum Surface Area required = 0.01'10-yr Peak Flow (cfs)
Surface Area Required (sf) = 5,874 sf
Shape is assumed to be trapezoidal - excavation may be required
Depth of Basin (ft) =
2 ft
(from surface - 3.5 ft maximum)
Sideslopes (h:1) =
3 :1
(2:1 minimum)
Bottom Width (ft) =
40 ft
Bottom Length (ft) =
240 ft
(try to be 2X width)
Surface Width (ft)
=
52 ft
Surface Length (ft)
=
252 ft
Bottom Area (sf)
=
9600 sf
Surface Area (sf)
=
20861 sf 5,874 OK
Volume Provided (cf)
=
32730 cf > 11160 OK

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Outlet:
Required Capacity = Peak Flow from a 10 yr storm event.
Required Capacity (cfs) = 13.49 cfs
Sideslopes (h:1) = 3 :1
Bottom Width (ft) = 25 ft min. = 20ft
Depth of flow (ft) = 0.34 ft (usually less than 1 ft)
Provided Capacity = C L HA1.5
Spillway Capacity (cfs) = 13.88 cfs OK
Sediment Trap Summary:
Bottom Width =
40 ft Approximate
Bottom Length =
240 ft
dimensions. See actual
Top Width =
52 ft
pond design for layout.
Top Length =
252 ft
Stone Outlet Width =
25 ft
Outlet Sideslopes =
3 :1
Storage Depth =
2 ft
Dam Height =
3.5 ft
Sideslopes =
3:1
Note: All Calculations are based on a 10 year return
rainfall and in accordance with
the North Carolina Erosion and Sedimentation Planning and Design Manual.

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Project Name: MCB Camp Lejeune Clinic Sediment Basin Number: D
Project Number: 3053 Basin Location: Center of site
Disturbed earth (this project) _
Undisturbed, wooded areas =
Undisturbed, grassy areas =
Other areas =
0.76 : @ c= 0.60
0.00: @ c= 0.25
0.10: @ c= 0.30
0.34: @ c= 0.95
Total Drainage Area (ac) = 1.20 @ c= 0.67
Flow Length (ft)
High Point (ft)
Low Point (ft)
300 ft
37.5 ft
= 32.5 ft
Calculated
Time of Concentration "Tc" (min) = 3.05 min (Kirpich Formula)
Rainfall Intensity, 2-yr Storm = 5.57 in/hr (from local i-d-f curve/table)
Rainfall Intensity, 10-yr Storm = 7.25 in/hr (from local i-d-f curve/table)
Flow "Q = CIA" (10-yr) = 5.87 cfs
n Volume:
Minimum Required Volume = 3600 cf/acre of disturbed area
Volume Required (cf) = 2,736 cf
Minimum Surface Area required = 0.01.10-yr Peak Flow (cfs)
Surface Area Required (sf) = 2,555 sf
Shape is assumed to be trapezoidal - excavation may be required
Depth of Basin (ft) =
2 ft
(from surface - 3.5 ft maximum)
Sideslopes (h:1) =
3 :1
(2:1 minimum)
Bottom Width (ft) =
35 ft
Bottom Length (ft) =
100 ft
(try to be 2X width)
Surface Width (ft)
=
47 ft
Surface Length (ft)
=
112 ft
Bottom Area (sf)
=
3500 sf
Surface Area (sf)
=
8320 sf 2,555 OK
Volume Provided (cf)
=
12394 cf > 2736 OK

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Stone Outlet:
Required Capacity = Peak Flow from a 10 yr storm event.
Required Capacity (cfs) = 5.87 cfs
Sideslopes (h:1) = 3 :1
Bottom Width (ft) = 50 ft
Depth of flow (ft) = 0.13 ft
Provided Capacity = C L HA1.5
Spillway Capacity (cfs) _
min. = 20ft
(usually less than 1 ft)
6.56 cfs OK
Sediment Trap Summary:
Bottom Width =
35 ft Approximate
Bottom Length =
100 ft dimensions. See actual
Top Width =
47 ft
pond design for layout.
Top Length =
112 ft
Stone Outlet Width =
50 ft
Outlet Sideslopes =
3 :1
Storage Depth =
2 ft
Dam Height =
3.5 ft
Sideslopes =
3:1
Note: All Calculations are based on a 10 year return rainfall
and in accordance with
the North Carolina Erosion and Sedimentation Planning and Design Manual.

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Project Name: MCB Camp Lejeune Clinic Sediment Basin Number: E
Project Number: 3053 Basin Location: Southeast corner of site
Flow:
Disturbed earth (this project) _
Undisturbed, wooded areas =
Undisturbed, grassy areas =
Other areas =
0.50: @ c= 0.60
0.00: @ c= 0.25
0.63: @ c= 0.30
0.00 @ c= 0.00
Total Drainage Area (ac) = 1.13 @ c= 0.43
Flow Length (ft) = 300 ft
High Point (ft) = 22 ft
Low Point (ft) = 16 ft
Calculated
Time of Concentration "Tc" (min) = 2.84 min (Kirpich Formula)
Rainfall Intensity, 2-yr Storm = 5.57 in/hr (from local i-d-f curve/table)
Rainfall Intensity, 10-yr Storm = 7.25 in/hr (from local i-d-f curve/table)
Flow "Q = CIA" (10-yr) = 3.55 cfs
Basin Volume:
Minimum Required Volume = 3600 cf/acre of disturbed area
Volume Required (co
= 1,800 cf
Minimum Surface Area required = 0.01*10-yr Peak Flow (cfs)
Surface Area Required (so
= 1,544 sf
Shape is assumed to be trapezoidal - excavation may be required
Depth of Basin (ft) =
2 ft (from surface - 3.5 ft maximum)
Sideslopes (h:1) =
3 :1 (2:1 minimum)
Bottom Width (ft) =
31 ft
Bottom Length (ft) =
85 ft (try to be 2X width)
Surface Width (ft)
= 43 ft
Surface Length (ft)
= 97 ft
Bottom Area (so
= 2635 sf
Surface Area (sf)
= 5684 sf 1,544 OK
Volume Provided (co
= 8146 cf > 1800 OK

Sediment Basin Design
North Carolina Erosion and Sedimentation Planning and Design Manual
Required Capacity = Peak Flow from a 10 yr storm event.
Required Capacity (cfs) = 3.55 cfs
Sideslopes (h:1) = 3 :1
Bottom Width (ft) = 20 ft min. = 20ft
Depth of flow (ft) = 0.16 ft (usually less than 1 ft)
Provided Capacity = C L HA1.5
Spillway Capacity (cfs) = 3.58 cfs OK
Sediment Trap Summary:
Bottom Width =
31 ft Approximate
Bottom Length =
85 ft dimensions. See actual
Top Width =
43 ft
pond design for layout.
Top Length =
97 ft
Stone Outlet Width =
20 ft
Outlet Sideslopes =
3 :1
Storage Depth =
2 ft
Dam Height =
3.5 ft
Sideslopes =
3:1
Note: All Calculations are based on a 10 year return rainfall and in accordance with
the North Carolina Erosion and Sedimentation Planning and Design Manual.

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
�\ d
m
b —}— e
Channel Location: Channel Al
Estimate 10-yr Peak Runoff:
Rational C
0.20
Intensity in/hr
7.25
Drainage Area
0.85
ac
Qio
1.23
cfs
Additional Flow
0.00
cfs
Qio Total, Qdesign
1.23
cfs
Channel Information:
Channel Bottom Width, b
0.0 fUft
Side Slo a x.1
3.0
Channel Slo e, S
0.013 ft/ft
Flow Depth, d
0.42 It
Selected Channel Lining:
Selected Channel LiningUnlined-Bare Soil
Maximum Permissible Velocity max (fps)
2.5
Permissible Shear Stress (tp) (psf
0.35
Calculations:
e
1.3
ft
Side Sloe Length, m
1.3
ft
Top Width, T
2.5
ft
Channel Area, A
0.53
sq ft
Wetted Perimeter, Pw
2.66
ft
Hydraulic Radius, Rh
0.20
ft
Mannin s "n"
0.023
Calculated Flow Rate, Q.ic
1.31
cfs
Calculated Velocity, Vcalc
2.47
fps
Calculated Shear Stress, tcaic
0.33
psf
Q calc > Q design? yes
V calc 5 V max? yes
t calc 5 t p i• yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
�\ d
m \ b
Channel Location: Channel A2
Estimate 10-vr Peak Runoff:
Rational C
0.60
Intensity in/hr
7.25
Drainage Area
0.64
ac
CIO
2.78
cfs
Additional Flow
0.00
cfs
Qio Total, Qdesien
2.78
cfs
Channel Information:
Channel Bottom Width, b
2.0 ft/ft
Side Slo a x:1
3.0
Channel Slope,S
0.027 fUft
Flow Depth, d
0.30 ft
Selected Channel Lininq:
Selected Channel Lining Fiberglass Nettin
Maximum Permissible Velocity max (fps)
4.5
Permissible Shear Stress (tp) (psf
1 0.60
Calculations:
e
0.9
ft
Side Slope Length, m
0.9
ft
Top Width, T
3.8
ft
Channel Area, A
0.87
sq ft
Wetted Perimeter, Pw
3.90
ft
Hydraulic Radius, Rh
0.22
ft
Mannin s "n"
0.028
Calculated Flow Rate, Qcaic
2.80
cfs
Calculated Velocity, Vwic
3.22
fps
Calculated Shear Stress, twit,
0.51
psf
Q eam >_ Q da:Ian? yes
V calc S V ma.? yes
t calc S t P? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
d
mb e
Channel Location: Channel A3
Estimate 10-vr Peak Runoff:
Rational C
0.60
Intensity in/hr
7.25
Drainage Area
1.25
ac
Q10
5.44
cfs
Additional Flow
0.00
cfs
Q10 Total, QdesiBn
5.44
cfs
Channel Information:
Channel Bottom Width, b
13.0 ft/tt
Side Slope x:1
3.0
Channel Slope, S
0.022 fUft
Flow Depth, d
0.38 ft
Selected Channel Lining:
Selected Channel LiningFiberglass Netting
Maximum Permissible Velocity max (fps)
4.5
Permissible Shear Stress tp (psf)
1 0.60
Calculations:
e
1.1
ft
Side Slope Length, m
1.2
ft
Top Width, T
5.3
ft
Channel Area, A
1.57
sq ft
Wetted Perimeter, P.
5.40
ft
Hydraulic Radius, Rh
0.29
ft
Mannin s "n"
0.028
Calculated Flow Rate, Q.ic
5.46
cfs
Calculated Velocity, Veaic
3.47
fps
Calculated Shear Stress, tcalc
0.52
psf
Q calc >_ Q design? yes
V calc S V max? yes
t calc 5 t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
�\ d
m�—b 1 e
Channel Location: Channel B1-1
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity in/hr
7.25
Drainage Area
3.89
ac
Qio
16.92
cfs
Additional Flow
0.00
cfs
Qio Total, Qdesign
16.92
cfs
Channel Information:
Channel Bottom Width, b
7.5 ft/ft
Side Slo a x:1
3.0
Channel Slo e, S
0.017 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Linin Fiber lass Nettin
Maximum Permissible Velocity max (f s)
4.5
Permissible Shear Stress (tp) (psf)
0.60
Calculations:
e
1.5
ft
Side Sloe Length, in
1.6
ft
Top Width, T
10.5
ft
Channel Area, A
4.50
sq ft
Wetted Perimeter, Pw
10.66
ft
Hydraulic Radius, Rh
0.42
ft
Mannin s "n"
0.028
Calculated Flow Rate, Qeaic
17.41
cfs
Calculated Velocity, Vwic
3.87
fps
Calculated Shear Stress, team
0.52
psf
Q calc >_ Q design? yes
V calc 5 V max? yes
t cam 5 t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
/ T -�
r\ d I
m r— b
Channel Location: Channel B1-2
Estimate 10-vr Peak Runoff:
Rational C
0.60
Intensity in/hr
7.25
Drainage Area
2.84
ac
Q m
12.35
cfs
Additional Flow
0.00
cfs
QioTotal, Qdesign
12.35
cfs
Channel Information:
Channel Bottom Width, b
5.5 ft/ft
Side Slope x:1
3.0
Channel Slope, S
0.017 ft/ft
Flow Depth, d
0.49 ft
Selected Channel Lininq:
Selected Channel Lining Fiberglass Nettin
Maximum Permissible Velocity max f s
4.5
Permissible Shear Stress (tp) (psf)
0.60
Calculations:
e
1.5
ft
Side Sloe Length, m
1.5
ft
Top Width, T
8.4
ft
Channel Area, A
3.42
sq ft
Wetted Perimeter, Pw
8.60
ft
Hydraulic Radius, Rh
0.40
ft
Mannin s "n"
0.028
Calculated Flow Rate, Qcalc
12.69
cfs
Calculated Velocity, Vcaic
3.72
fps
Calculated Shear Stress, tcnic
0.51
psf
Q calc > Q design? yes
V calc 5 V maa? yes
t calc 5 t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
�\ d
m
7 f- b -i- e
Channel Location: Channel B1-3
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity in/hr
7.25
Drainage Area
1.58
ac
Qio
6.87
cfs
Additional Flow
0.00
cfs
Qio Total, Qdeslgn
6.87
cfs
Channel Information:
Channel Bottom Width, b
3.0 ft/ft
Side Slope x:1)
3.0
Channel Slope, S
1 0,017 ft/ft
Flow Depth, d
1 0.47 ft
Selected Channel Lining:
Selected Channel Lining Fiberglass Nettin
Maximum Permissible Velocity max (fps)
4.5
Permissible Shear Stress (tp) (psf)
0.60
Calculations:
e
1.4
ft
Side Sloe Length, m
1.5
ft
Top Width, T
5.8
ft
Channel Area, A
2.07
sq ft
Wetted Perimeter, P.
5.97
ft
Hydraulic Radius, Rh
0.35
ft
Mannin s "n"
0.028
Calculated Flow Rate, Q.ie
7.04
cfs
Calculated Velocity, Veaic
3.40
fps
Calculated Shear Stress, tcaic
0.49
psf
Q calc Q design? yes
V calc 5 V flla.? yes
t caic 5 t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
�\ d
Channel Location: Channel B2-1
Estimate 10-vr Peak Runoff:
Rational C
0.60
Intensity in/hr)
7.25
Drainage Area
1.46
ac
Qio
6.35
cfs
Additional Flow
0.00
cfs
Qio Total, Qdesign
6.35
cfs
Channel Information:
Channel Bottom Width, b
3.0 ft/ft
Side Slope x:1
3.0
Channel Slope, S
0.0600 ft/ft
Flow Depth, d
0.37 ft
Selected Channel Lininq:
Selected Channel LiningSynthetic Mat
Maximum Permissible Velocity max (fps)
4.5
Permissible Shear Stress tp) (psf)
2.00
Calculations:
e
1.1
ft
Side Sloe Length, in
1.2
ft
Top Width, T
5.2
ft
Channel Area, A
1.52
sq ft
Wetted Perimeter, Pw
5.34
ft
Hydraulic Radius, Rh
0.28
ft
Mannin s "n"
0.036
Calculated Flow Rate, Qcaic
6.67
cfs
Calculated Velocity, Vmic
1 4.39
fps
Calculated Shear Stress, tceic
1 1.39
psf
Q cam > Q design? yes
V talc 5 V max? yes
t talc 5 It p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
d
m
Channel Location: Channel B2-2
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.25
Drainage Area
0.77
ac
010
3.35
cfs
Additional Flow
0.00
cfs
Qm Total, Qdesign
3.35
cfs
Channel Information:
Channel Bottom Width, b
3.0 ft/ft
Side Slope x:1
N.
Channel Slope, S
0.0080 ft/ft
Flow Depth, d
0.35 ft
Selected Channel Lining:
Selected Channel Linin Unlined -Bare Soil
Maximum Permissible Velocity max (fps)
2.5
Permissible Shear Stress 1p} (ps9
0.35
Calculations:
e
1.1
ft
Side Sloe Length, m
1.1
ft
Top Width, T
5.1
ft
Channel Area, A
1.42
sq ft
Wetted Perimeter, P.
5.21
It
Hydraulic Radius, Rh
0.27
ft
Mannin s "n"
0.023
Calculated Flow Rate, Q.m
3.45
cfs
Calculated Velocity, Vwic
2.43
fps
Calculated Shear Stress, team
0.17
psf
Q talc > Q design? yes
V talc S V max? yes
t talc 5 t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
d
m
7 f— b -T-- e
Channel Location: Channel B2-3
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity in/hr
7.25
Drainage Area
0.15
ac
Qio
0.65
cfs
Additional Flow
0.00
cfs
QioTotal, Qdesign
0.65
Cfs
Channel Information:
Channel Bottom Width, b
0.0 ft/ft
Side Slope x:1
3.0
Channel Slope, S
1 0.0100 ft/ft
Flow Depth, d
1 0.34 ft
Selected Channel Lining:
Selected Channel LiningUnlined-Bare Soil
Maximum Permissible Velocity max fps
2.5
Permissible Shear Stress (tp) (psq
0.35
Calculations:
e
1.0
ft
Side Slope Length, m
1.1
ft
Top Width, T
2.0
ft
Channel Area, A
0.35
sq ft
Wetted Perimeter, Pw
2.15
ft
Hydraulic Radius, Rh
0.16
ft
Mannin s "n"
0.023
Calculated Flow Rate, Qcak
0.67
cfs
Calculated Velocity, V.m
1 M
fps
Calculated Shear Stress, tcelc
0.21
psf
Q calc >_ Q design? yes
V calc 5 V maa? yes
t calc 5 t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
�\ d
m
�— b
Channel Location: ChannelCl
Estimate 10-vr Peak Runoff:
Rational C
0.30
Intensity in/hr
7.25
Drainage Area
1.51
ac
Q m
3.28
cfs
Additional Flow
0.00
cfs
Clio Total, Qdesign
3.28
cfs
Channel Information:
Channel Bottom Width, b
2.ft/ft
5.
Side Slope (x:1)
1.
Channel Slope, S
0.004 ft/ft
Flow Depth, d
0.45 ft
Selected Channel Lining:
Selected Channel LiningUnlined-Bare Soil
Maximum Permissible Velocity max (fps)
2.5
Permissible Shear Stress (lp) (psf)
0.35
Calculations:
e
1.4
ft
Side Sloe Length, m
1.4
ft
Top Width, T
5.2
ft
Channel Area, A
1.73
sq ft
Wetted Perimeter, P.
5.35
ft
Hydraulic Radius, Rh
0.32
ft
Mannin s "n"
0.023
Calculated Flow Rate, Qcaic
3.35
cfs
Calculated Velocity, V.ic
1.93
fps
Calculated Shear Stress, t.ic
0.11
psf
Q calc >_ Q design? yes
V calc 5 V mac? yes
t calc S It p7 yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
�\ m n d
Channel Location: Channel C2
Estimate 10-vr Peak Runoff:
Rational C
0.30
Intensity inlhr)
7.25
Drainage Area
1.45
ac
Qio
3.15
cfs
Additional Flow
0.00
cfs
Qio Total, Qdesign
3.15
cfs
Channel Information:
Channel Bottom Width, b
2.5 ft/ft
Side Slo a x:1
3.0
Channel Slo e, S
0.010 ft/ft
Flow Depth, d
0.38 ft
Selected Channel Lining:
Selected Channel LiningJule Nettin
Maximum Permissible Velocity max (fps)
2.5
Permissible Shear Stress (tp) (pst)
0.45
Calculations:
e
1.1
ft
Side Slope Length, m
1.2
ft
Top Width, T
4.8
ft
Channel Area, A
1.38
sq ft
Wetted Perimeter, Pw
4.90
ft
Hydraulic Radius, Rh
0.28
ft
Mannin s "n"
0.028
Calculated Flow Rate, Qcalc
3.17
cfs
Calculated Velocity, Vcalc
2.29
fps
Calculated Shear Stress, tcaic
0.24
psf
Q calc Q design? yes
V calc S V mac? yes
t calc 5 t p? yes

Arebitecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
d
b — e
Channel Location: Channel C3
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.25
Drainage Area
2.49
ac
Qio
10.83
cfs
Additional Flow
0.00
cfs
Qm Total, Qaesign
10.83
cfs
Channel Information:
Channel Bottom Width, b
2.5 ft/ft
Side Slo a x:t
3.0
Channel Slop e, S
0.010 ft/ft
Flow Depth, d
0.72 ft
Selected Channel Lining:
Selected Channel LiningJute Netting
Maximum Permissible Velocity max (fps)
4.5
Permissible Shear Stress (tp (psf)
1 0.45
Calculations:
e
2.2
ft
Side Slope Length, m
2.3
ft
Top Width, T
6.8
ft
Channel Area, A
3.36
sq ft
Wetted Perimeter, P.
7.05
ft
Hydraulic Radius, Rh
0.48
ft
Mannin s "n"
0.028
Calculated Flow Rate, Qwk
10.88
cfs
Calculated Velocity, V.I.
3.24
fps
Calculated Shear Stress, twin
0.45
psf
Q Cale Q design? yes
V talc 5 V max? yes
t Cale S t p? yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
r\ d
m
-- b I e
Channel Location: ChannelEl
Estimate 10-yr Peak Runoff:
Rational C
0.30
Intensity in/hr
7.25
Drainage Area
0.55
ac
Qio
1.20
cis
Additional Flow
0.00
cis
Qio Total, Qdeslgn
1.20
cis
Channel Information:
Channel Bottom Width, b
0.0 ft/ft
Side Soa xA
3.0
Channel Slope,S
0.0125 fUft
Flow Depth, d
0.41 R
Selected Channel Lining:
Selected Channel LiningUnlined-Bare Soil
Maximum Permissible Velocity max (fps)
2.5
Permissible Shear Stress tp) (psl)
0.35
Calculations:
e
1.2
ft
Side Sloe Length, m
1.3
ft
Top Width, T
2.5
ft
Channel Area, A
0.50
sq It
Wetted Perimeter, Pw
2.59
ft
Hydraulic Radius, Rh
0.19
ft
Mannin s "n"
0.023
Calculated Flow Rate, Qcalc
1.23
cfs
Calculated Velocity, Vcaio
1 2.43
f s
Calculated Shear Stress, twin
1 0.32
sf
Q calc Z Q design? yes
V calc S V maxi yes
It calc S t pi yes

Architecture & Engineering
Channel Design
TRAPEZOIDAL SHAPE
T
Channel Location: Channel E2
Estimate 10-yr Peak Runoff:
Rational C
0.30
Intensity (in/hr)
7.25
Drainage Area
0.33
ac
Qlo
0.72
cfs
Additional Flow
0.00
cfs
Qlo Total, Qdesign
0.72
cfs
Channel Information:
Channel Bottom Width, b
0.0 ft/ft
Side Slo a z:1
3.0
Channel Slo e, S
0.0250 ft/ft
Flow Depth, d
0.32 ft
Selected Channel Lining:
Selected Channel LiningFiberglass Nettin
Maximum Permissible Velocity max (fps)
4.5
Permissible Shear Stress (tp) (psf)
0.60
Calculations:
e
1.0
ft
Side Slope Length, m
1.0
R
Top Width, T
1.9
It
Channel Area, A
0.31
sq ft
Wetted Perimeter, Pw
2.02
ft
Hydraulic Radius, Rh
0.15
ft
Mannin s "n"
0.028
Calculated Flow Rate, Qcalc
0.74
cis
Calculated Velocity, Vcaic
2.39
fps
Calculated Shear Stress, tcaic
0.50
psf
Q calc a Q design? yes
V talc S V max? yes
t calc 5 t g? yes

Architecture & Engineering
Manning's Roughness Coefficient, n
Manning's Roughness Coefficient for Temporary Lining Materials:
Table 8.05e from Erosion and Sediment Control Planning and Design Manual
Lining Type
0-0.5 ft
0.5-2.0 ft
>2.0 ft
Woven Paper Net
0.016
0.015
0.015
Jute Net
0.028
0.022
0.019
Fiberglass Roving
0.028
0.021
0.019
Straw with Net
0.065
0.033
0.025
Curled Wood Mat
0.066
0.035
0.028
Synthetic Mat
0.036
0.025
0.021
Manning's Roughness Coefficient:
Table 8.05f from Erosion and Sediment Control Planning and Design Manual
Lining Category
Lining Type
0-0.5 ft
0.5-2.0 ft
>2.0 ft
Rigid
Concrete
0.015
0.013
0.013
Grouted Riprap
0.04
0.03
0.028
Stone Masonry
0.042
0.032
0.03
Soil Cement
0.025
0.022
0.02
Asphalt
0.018
0.016
0.016
Unlined
Bare Soil
0.023
0.02
0.02
Rock Cut
0.045
0.035
0.025
Gravel Riprap
1-inch D50
0.044
0.033
0.03
2-inch D50
0.066
0.041
0.034
Rock Riprap
6-inch D50
0.104
0.069
0.035
12-inch D50
----
1 0.078
1 0.04
TEL [phone]
FAX [phone]

Architecture & Engineering
Maximum Permissible Velocities
Maximum Permissible Velocities:
Table 8.05d from Erosion and Sediment Control Planning and Design Manual
Materials
Maximum
Permissible
Velocities (fps)
Fine Sand (noncolloidal)
2.5
Sand Loam (noncolloidal)
2.5
Silt Loam (noncolloidal)
3
Ordinary Firm Loam
3.5
Fine Gravel
5
Stiff Clay (very colloidal)
5
Graded, Loam to Cobbles (noncolloidal)
5
Graded, Silt to Cobbles (colloidal)
5.5
Alluvial Silts (noncolloidal)
3.5
Alluvial Silts (colloidal)
5
Coarse Gravel (noncolloidal)
6
Cobbles and Shingles
5.5
Maximum Permissible Velocities:
Hydrology and Urbam Water systems by Dr. Rooney Malcom
Maximum
Permissible
Materials
Velocities (fps)
Grass - Uncertain Maintenance
4
Grass - Good Cover, Proper Maintenance
5

Architecture & Engineering
Maximum Permissible Shear Stress
Permissible Shear Stresses for Riprap and Temporary Liners:
Table 8.05g from Erosion and Sediment Control Planning and Design Manual
Lining Category
Lining Type
Permissible
Unit Shear
Stress Td
(ps
Temporary
Woven Paper Net
0.15
Jute Net
0.45
Fiberglass Roving:
Single
0.60
Double
0.85
Straw with Net
1.45
Curled Wood Mat
1.55
Synthetic Mat
2.00
d50 Stone Sizes in
Gravel Riprap
1
0.33
2
0.67
Rock Riprap
6
2.00
9
3.00
12
4.00
15
5.00
18
6.00
21
7.80
24
8.00
Permissible Shear Stresses for Vegetation:
Table 2 from HEC 15: Design of Roadside Channels with Flexible Linings
Permissible
Unit Shear
Stress Td
Lining Category
Lining Type
(psf)
Vegetation
Class A
3.70
Class B
2.10
Class C
1.00
Class D
0.60
Class E
0.35
"See attached table for classifications.

Classification of Vegetal Covers:
Table 1 from HEC 15: Design of Roadside Channels with Flexible Linings
Retardance Class
Cover
Condition
A
Weeping lovegrass
Excellent stand, tall(average 30")(76cm)
Yellow bluestem
Excellent stand, tall avers a 36" 91cm
B
Kudzu
Very dense growth, uncut
Bermuda grass
Good stand, tall (avg. 12")(30cm)
Native grass mixture
Good stand, unmowed
Weeping lovegrass
Good stand, tall (avg. 24")(61cm)
Lespedeza sericea
Good stand, not woody, tall (avg. 19")(48cm)
Alfalfa
Good stand, uncut (avg. 13")(33cm)
Weeping lovegrass
Good stand, unmowed (avg. 13")(33cm)
Kudzu
Dense growth, uncut
Blue gamma
Good stand, uncut (avg. 13" 28cm
C
Crabgrass
Fair stand, uncut (10 to 48")(25 to 120cm)
Bermuda grass
Good stand, mowed (avg. 6")(15cm)
Common lespedeza
Good stand, uncut (avg. 11")(28cm)
Grass -legume mixture
Good stand, uncut (6 to 8")(15 to 20cm)
Centipede grass
Very dense cover (avg. 6")(15cm)
Kentucky bluegrass
Good stand, headed 6 to 12" 15 to 30cm
D
Bermuda grass
Good stand, cut (2.5")(6cm)
Common lespedeza
Excellent stand, uncut (avg. 4.5")(11cm)
Buffalo grass
Good stand, uncut (3 to 6")(8 to 15cm)
Grass -legume mixture
Good stand, uncut (4 to 5")(10 to 13cm)
Les edeza sericea
After cutting to 2"(5cm), Very good stand before
E
Bermuda grass
Good stand (1.5")(4cm)
Bermuda grass
Burned stubble

CNComm. No.: 305313156
Camn Leieune. North Carolina
Camp Lejeune
Addition & Renovation
STORMWATER NARRATIVE &
CALCULATIONS
Stormwater Management Permit Submittal
18 June 2010
Engineer (s): Vincent Chirichella, P.E.
Jason Rupert, E.I.
/ U31441 c
CHIR0o"
5
JUN 1 8 2010

TABLE OF CONTENTS
1.0
PROJECT NARRATIVE..................................................................................................1
1.1
GEOTECHNICAL INVESTIGATION........................................................................................
10
2.0
DESIGN APPROACH.....................................................................................................10
2.1
STORM DRAINAGE PIPING..................................................................................................
10
3.0
WATER QUALITY ANALYSIS...................................................................................11
4.0
WATER QUANTITY ANALYSIS.................................................................................11
4.1
PREDEVEI.OPNIENT CONDITIONS........................................................................................
11
4.2
POST DEVELOPMENT CONDITIONS.....................................................................................12
APPENDIX A: STORM DRAINAGE CALCULATIONS AND MAPS
APPENDIX B: GEOTECHNICAL REPORT
APPENDIX C: INFILTRATION SYSTEM INVESTIGATION
APPENDIX D: LOCATION AND VICINITY MAPS
APPENDIX E: WETLAND DETERMINATION
JUN 1 8 2010

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Nexsen
1.0 PROJECT NARRATIVE
1. General Information
A. Name of Project- Camp Lejeune Naval Hospital Addition & Renovation
B. Street Address, City, County- 100 Brewster Blvd., Camp Lejeune, Onslow
C. Acres in Tract- 81 acres
D. Acres Being Disturbed- 22.4 acres
E. Acres in Wetlands- 3.06 acres
1. Wetlands Must Be Delineated- Wetlands are delineated and the Jurisdictional
Determination OD) has been approved by the Army Corps of Engineers. See
Appendix E for JD submittal.
2. Proposed Wetland Impacts Require Permits from Corps & DWQ- There will be
no disturbance of wetlands.
F. Ownership Information From NC Secretary of State Web Site- Camp Lejeune, NC
G. Description of Development Proposal
The Camp Lejeune Naval Hospital Addition & Renovation is comprised of 6 major areas of
development. Stormwater on the site will be treated by five (5) wet detention basins and one
(1) infiltration basin. Stormwater will be conveyed to the various Best Management Practice's
(BMP's) by means of grassed swales and stormwater pipe networks.
Area 1: Clinic Addition & Parking Lot
The Clinic Addition & Parking Lot will include the addition of a 59,000 square foot
footprint, 2-story building to the western end of the existing budding, approximately 194,000
square feet of additional parking, roads and sidewalks. This area is proposed to be treated
with two (2) wet detention basins. Low impact development (LID) measures will be
implemented in parking lot islands and other locations through the use of grassed swales.

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative Clark*Ncxsen
The medians were not used as BMP's due to the elevation of the Seasonal High Water Table
(SHWT)
Area 2: Mechanical Room Addition
The Mechanical Room Addition will include the addition of 10,296 square feet of proposed
BUA (mechanical room, cooling tower yard, and driveway) at the northwest corner of the
existing west wing of the Naval Hospital. This new BUA will be treated by an infiltration
basin. Stormwater will be conveyed to the infiltration basin through a pipe network and also
a swale that directs some of the runoff to an area drain.
Area 3: New Employee Parking Lot
The New Employee Parking Lot will include the addition of 77,011 square feet of proposed
BUA consisting of sidewalk and parking. This area is proposed to be treated with one (1)
wet detention basin. The parking lot will provide an additional 150 parking spaces. LID
measures will be implemented in this area through the use of grassed swales in the parking
lot islands.
Area 4: Emergency Department
The Emergency Department will include the addition of a 16,000 square foot, 2-story
building in the approximate location of the current Emergency Department (southern part
of the existing Naval Hospital). The area also includes 22,711 square feet of existing and
proposed parking, driveway, and sidewalks. This area of development is proposed to be
treated with one (1) wet detention basin. LID measures will not be implemented in this area
due to its location within the developed area and confined space due to topography.
Area 5: Employee Entrance
The Employee Entrance will involve the re -development of the employee parking lot and
associated walkways for entering the building due to the Emergency Department addition.
The proposed development in this area will result in the reduction of existing BUA resulting
in improved stormwater quality. The details of the area can be viewed in Section 2 Part E,
`Stormwater Information; Will All Built Upon Area Be Collected' of this report.
2

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stommwater Narrative Clark*Nexsen
Area 6: Mobile Buildings
The Mobile Buildings Area will include the addition of four (7) 2,160 square foot temporary
trailers. The area also includes 8,548 square feet of walkways for access to the trailers. This
area is proposed to be treated with one (1) wet detention basin. LID measures will be
implemented in this area through the use of a grassed swale, north and west of the mobile
buildings, which will convey stormwater to the basin.
1. Previous or Existing Permits.
SW8 960329- Camp Lejeune Naval Hospital Parking Lot Addition
SW8 081115- Wounded Warrior Greenway Facilities
As part of this stormwater permit submittal, Stormwater Permit SW8 081115- Wounded
Warrior Greenway Facilities will be modified to reflect the re-routing of the greenway to
accommodate for the proposed Clinic Addition Parking Lots. All areas of the greenway that
have been removed and replace will be directed into the wet detention basins; therefore,
reducing the amount of impervious area covered by the original permit. Further, SW8
960329- Camp Lejeune Naval Hospital Parking Lot Addition, will be modified to include all
proposed development including the replaced greenway. It is important to note that the
areas including the stotmwater networks, impervious area and BMPs associated with
stormwater permit SW8 960329 will not be disturbed or modified in any way.
2. Tax parcel ID Number- N/A
H. Pre-1988 Built Upon Area -
Camp Lejeune Naval Hospital has an extensive amount of Pre-1988 built upon area (BUA).
The BUA includes sidewalks, buildings, roads and parking and is approximately 20 acres.
The current site has only two wet detention basins as BMPs that treat specific areas of the
parking lot that were added after the original development, and are permitted through DWQ
under SW8 960329- Camp Lejeune Naval Hospital Parking Lot Addition. The proposed
development has no effect on these BMPs or their drainage areas. The remaining BUA is
3

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative Clark*Nexsen
captured by means of drop inlets, curb inlets and grassed swales which _convey the
stormwater offsite. The existing stormwater pipe network is proposed to be rerouted in
certain areas to allow for the proposed development. Delineated drainage area maps are
provided within Appendix A.
L Discuss Phasing of the Project & Stormwater Facilities When Applicable.
See sheet GC101- Site Phasing for project phasing.
J. Discuss Proposed Waste Water Treatment & Water Supply
Water and Waste Water Treatment services will be extended from the existing building or
new service connecting to existing utility infrastructure onsite. Additional Fire hydrants will
be provided as necessary. Sanitary sewer for the addition will be connected to an existing 8"
sewer main on the north side of the building. The existing waterline loop will be relocated
around the new addition.
K. Identify Historic Sites & Projects Being Funded With Public Monies- N/A
L. Disclose Any/All Non-Comphance Issues with DENR Agencies -
Not all BUA will be collected and treated by a proposed BMP. These areas are
discussed in detail in Section 2 Part E.
2. Stormwater Information
A.
I. Provide River Basin- White Oak
II. Stream Classification- SC; HQW, NSW
III. Index Number- 19-16-(4.5)
B. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or Coastal Stormwater, Address Vested
Rights When Applicable; Identify Pockets of High Density.
High Density, Commercial, Coastal Stormwater.
El

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative q Clad:*Nexsen
C. Proposed Total % Impervious Surface. 48% Total Impervious
D. Number of Proposed Treatment Measures, Type(s) of Collection System
6 BMPs: Five (5) Wet Detention Basins & One (1) Infiltration Basin.
All Wet Detention Basins are designed to treat a design rainfall depth of 1.5 inches (Quality),
pre/post control of the 1-yr and 2-yr 24-hr storm peak flow (Quantity), and a design Total
Suspended Solids (TSS) removal of 90%. The pre -development and post -development
drainage area maps and storm system calculations are included in Appendix A.
Wet Detention Basin A
Wet Detention Basin A has a drainage area of 129,312 sq.ft. (2.97 acres). The drainage area
of wet detention basin A is 53.1% impervious, with a total impervious area of 68,668 sq.ft.
(1.58 acres). The BUA consists primarily of parking lot, with sidewalk and greenway also
present. Stormwater is conveyed within the parking lot using LID methods of two grassed
swale islands within the parking lot. The stormwater is picked up on the northern end of the
swales by drop inlets and conveyed to the forebay of the wet detention basin. The Wounded
Warrior Greenway Facilities are modified in the area to the southwest of the basin to
accommodate for the parking lot addition. Stormwater from the relocated Wounded Warrior
Greenway sheet flows into the wet detention basin. Areas of the Wounded Warrior
Greenway not modified by this project will remain under the existing Low Density
Stormwater permit and will not be treated with the new BMPs.
A grassed swale is proposed along the western side of the parking lot addition to capture and
divert offsite Stormwater before it enters the parking lot. The swale will convey the
stormwater to its existing outlet, 40 LF of 18" RCP passing under the greenway, located to
the northwest of the wet detention basin. We are proposing to extend the outlet pipe with
the addition of 114 LF of 18"RCP and two manholes. The additional stormwater piping and
two manholes are being proposed to allow for the stormwater to be diverted around the
proposed wet detention basin. The stormwater will exit the pipe and overland flow into the
wetlands.
The basin is drawndown through a 1.5 inch orifice in the riser in approximately 3.3 days,
outletting at a rate of 0.03 cfs (ft'/s). An emergency spillway is proposed as a drain
5

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative Clark*Nexsen
mechanism during emergency storm events. The wet detention basin provides 2.76 feet of
freeboard over the staging elevation of the 100-yr storm and has been designed per
NCDENR Requirements to have a treatment efficiency of 90% TSS Removal.
Wet Detention Basin B
Wet Detention Basin B has a drainage area of 325,700 sq.ft. (7.48 acres). The drainage area
of the basin is 56.4% impervious, with an impervious area of 183,793 sq.ft. (4.22 acres). The
BUA consists of the hospital clinic addition, sidewalk, parking lot addition, and streets. The
proposed system of pipes and inlets will collect storm water runoff from roof leader
downspouts for roof runoff, overland flow from the parking area, and some lawn areas.
A section of existing stormwater pipe, including a discharge point, will be removed to
accommodate for the proposed development to meet the requirement to treat all new
impervious area. LID measures will be implemented in parking islands, where possible,
throughout the proposed parking area in the form of grassed swales.
The basin is drawndown through a three (3) inch orifice in the riser in approxunately 2.3
days and outletting at a rate of 0.116 cfs (ft'/s). An emergency spillway is proposed as a drain
mechanism during emergency storm events. The wet detention basin provides 2.53 feet of
freeboard over the staging elevation of the 100-yr storm event and has been designed per
NCDENR Requirements to have a treatment efficiency of 90% TSS Removal.
Wet Detention Basin C
Wet Detention Basin C has a drainage area of 174,326 sq.ft. (4.00 acres). The drainage area
of the basin is 44.2% impervious, with an impervious area of 77,011 sq.ft. (1.77 acres). The
BUA consists of the new employee parking lot and sidewalk. Stormwater will overland flow
from the parking lot and sidewalks to one of two LID measures in the form of grassed
swales making up the parking lot islands. The two grassed swales will convey the stormwater
to the western end of the swales where it will enter the stormwater pipe network via drop
inlets connected to the stormwater network. The pipe network will outlet the stormwater to
the forebay of the wet detention basin.
The wet detention basin is drawndown through a two (2) inch orifice in the riser in
approximately 2.8 days, outletting at a rate of 0.041 cfs (ft'/s). An emergency spillway is
proposed as a drain mechanism during emergency storm events. The wet detention basin
10

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stonnwater Narrative Clark*Nexsen
provides 1.82 feet of freeboard over the staging elevation of the 100-yr storm event and has
been designed per NCDENR Requirements to have a treatment efficiency of 90% TSS
Removal.
Wet Detention Basin D
Wet Detention Basin D has a drainage area of 62,409 sq.ft. (1.43 acres). The drainage area of
the basin is 61.5% impervious, with an impervious area of 38,410 sq.ft. (0.88 acres). The
BUA consists of the Emergency Department addition, existing and proposed sidewalk,
driveway and parking. The proposed system of pipes and inlets will collect stormwater
runoff from roof leader downspouts for roof runoff, overland flow from the parking area,
sidewalks, driveway, and some lawn/planter areas. The stormwater will be conveyed to the
forebay of the basin located to the south of the Emergency Department.
Because of the location of the development area (surrounded entirely by existing
development and located on a hill), there will be no opportunities to incorporate LID
measures for this stormwater system.
The wet detention basin is drawndown through a 1.25 inch orifice in the riser in
approximately 2.9 days, outletting at a rate of 0.019 cfs (ft3/s). An emergency spillway is
proposed as a drain mechanism during emergency storm events. The wet detention basin
provides 1.77 feet of freeboard over the staging elevation of the 100-yr storm event and has
been designed per NCDENR Requirements to have a treatment efficiency of 90% TSS
Removal.
Wet Detention Basin E
Wet Detention Basin E has a drainage area of 108,222sq.ft. (2.48 acres). The drainage area of
the basin is 21.9% impervious, with an impervious area of 23,668 sq.ft. (0.54 acres). The
BUA consists of seven (7) mobile buildings and sidewalks. Stormwater will overland flow
from the area in a northwest direction to be diverted to the forebay of the BMP by grassed
swales.
The wet detention basin is drawndown through a one (1) inch orifice in the riser in
approximately 3.2 days, outletting at a rate of 0.012 cfs (ft3/s). An emergency spillway is
proposed as a drain mechanism during emergency storm events. The wet detention basin
provides 1.52 feet of freeboard over the staging elevation of the 100-yr storm event and has
7

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stomtwater Narrative Clark*NCxsen
been designed Per NCDL:NR Requirements to have a treaunent effieimxy of 90% TSS
1Zemoval.
Infiltration Basin F
Infiltration Basin F has a drainage area of 30 279sq.ft. (0.70 acres). The drainage area of the
basin is 34.0'V(� impcI-Vious, with an impervious area of 10,296 sq.ft. (024 acres). The BUA
consists of the new mechanical room, cooling tower yard, and access driveway. Stormwater
will be conveyed to the infiltration basin through a pipe network and also a Swale that directs
some of the runoff to an area drain.
The infiltration basin is designed to treat a design rainfall depth of 3.0 inches. A rainfall
depth of 3 inches was used to allow this sytena to be exempt from providing an off-line
bypass structure. The basin is designed to drawdown the design storm in approximately 0.14
days. An emergency spillways is proposed as a drain naechaninsm during emergency storm
events. The infiltration basin provides 1.02 feet of freeboard over the staged elevation of the
100-vr storm event and to treat 85% T'SS Removal.
E. Will All Built Upon Area Be Collected- No.
Fhe following areas will not be treated as discussed in the Stormwater Scoping Meeting on
November 24, 2009.
Area 4: Emergency Department- Cut Through and New Stairs
'I lie Emergency Department drive isle cut through into the visitor parking lot, and the new
stairway near the Emergency Department entrance down to the visitor parking lot will be
treated by existing grassed swales. The cut through and new stairs accounts for 1,813 sq.ft.
Area 5: P.mploycc Untrancc
In its existing condition, this portion of the site is approximately 63,238 sq.ft. (1.45 acres)
with 42,662 sq.ft. (0.98 acres) of BUA. The proposed development calls for 18,637 sq.ft.
(0.43 acres) of BUA to be demolished and replaced with pervious cover, resulting in a
proposed 24,025sq.ft. (055 acres) of BUA. Treatnem of stornnwater for dais area is not
possible unless utilizing a storinwater vault and pumping to a retnotc 13l113. The employee
F

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stoml\vater Narrative Clark*Ncxsen
parking lot is sloped towards the existing hospital employee entrance where the low point is
located approxnnately 30-feet from the face of the existing building. The stormwatcr is
captured by the existing stormwater pipe network and is outlettcd to existing grassed swales.
'Chc runoff from this area of the site will be treated by existing grassed sxvalcs.
The reduction in BUA for this area results in better stonnwatcr duality by providing more
area for inftltration and less pollutant runoff.
Area 6: Visitor Entrance
There are two proposed cut through areas in the median of the main entrance of the
hospital. These cut throughs allow access for incoming visitors to the proposed parking lots.
Thcse two areas account for 1,323 sq.ft. of BUA and will be treated by existing grassed
wales.
Area 7: New Employee Parking Lot Sidewalk
]'here is a proposed section of sidewalk across the street from The Ncw li.mployec Parking
Lot. This sidewalk anll allow for pedestrian access from the proposed parking lot to the
hospital. The area of sidewalk accounts for 206 sq.ft. (.01 acres) of BUA and will be treated
by existing grassed wwales.
F. Identify Whether or Not the Project Has Buffer Requiremcuts & \Mlether or Not
Development Is Proposed V"ithin A Buffer. N/A
G. Discuss Coastal Management Areas of Environmental Concern AChen Applicable.
N/A
H. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into The
Proposed BNIP. N/A
I. Discuss Whether Road Construction Across Other Property Is Necessary To Access
This Project. None Necessary. N/A
9

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stumiwater Narrative Clark*Ncxscn
J. If An On -Site Evaluation Of The Soils Has 13ecn Donc, Discuss Infiltration Rates,
Seasonal High VV"ater Table, etc., and lnclude Date Of Site Hvaluatio❑ (This Is
Required For Infiltration projects).
Two Gcotechtucal Reports have been completed for this project (Sec Appendix 13). In the
area of the Infiltration Basin, the Sl-I\V'T has been detcrnuned to be located 30 inches below
existing grade elevation with an infiltration rate of 2.2 inches per hour. An on -site meeting
with Vincent Dorsey occurred on slay 5°' at 9:30 am where the above information was
verified.
K. Is The Department of Transportation Requiring The Construction Of A Turn Lane
Or Road Widening Associated With The Project. NSA
1.1 GEOTECHNICAL INVESTIGATION
Geotechnical investigation was performed by 1---'CS Carolinas, LLP. A copy of the Gcotechnical
report is included in Appendix B.
2.0 DESIGN APPROACH
2.1 STORM DRAINAGE PIPING
Permanent storm drainage piping systems are designed for a 10-year storm event using the
Rational Nlerhod for rainfall analysis. Rainfall intensity Values were taken from the NOAA
website. Runoff coefficients are based on the folloxving values:
Description
Runoff Coefficient, C
Paved and Roof Areas
0.95
Unimproved Areas
0.35
Using Bentley StortnCAD \18i, the post -development storm water collection system was
modeled. An analysis of the hydraulic grade line for the 10-year design rainfall event found the
existing and proposed structures' rim elevations to be above the water level. See Appendix A
for detailed information of the post -developed analysis.
�n

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Nexscn
3.0 WATER QUALITY ANALYSIS
According to the NCDI NR Design Guide, the infiltration basin stornawater treatment system is
designed to remove 85 percent of the average annual post development total suspended solids
(1'SS), 30 percent of the average antral post development total nitrogen (IN), and 35 percent of
the average annual post development total phosphorus (11)), by implementing Best 'Management
Practices (IMP's).
According to the NCDHNR Design Guide, the wet detention basin stormxvater treatment
system is designed to remove 85 or 90 percent of the average annual post development total
suspended solids (1"SS), 25 percent of the average annual post development total nitrogen (1 N),
and 40 percent of the average annual post development total phosphorus (1'P), by implementing
Best '4anagenentPractices (13MP's).
4.0 WATER QUANTITY ANALYSIS
The BiMP routings were performed using the triangular hydrograph storage estimation method
in the Hydraflow Hydrographs 2009 computer program. The analysis indicates that the total site
post development condition peak runoff for the 1-year, 2-rear, 10-year, and 100-year design
storms is less than the predevclopment condition.
4.1 PREDEVELOPMENT CONDITIONS
The total development area is approximately 20 acres. There are two (2) existing wet detention
basins on site that collect areas of the existing parking lot. \\'here there is existing development,
stormwater is conveyed offsitc via stormwater pipe networks and grassed swales. The site
ultimatclp drains to the north into the New River of the \Vhite Oak River basin. 'Che table
below summarizes the predevclopment conditions peak runoff for the drainage areas.

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stonnwater Narrative Clark*Nexsen
Drainage Areas
Predevelopment Condition Peak Runoff Summary
1-year Peak
Runoff (cfs)
2-year Peak
Runoff (cfs)
10-year Peak
Runoff (cfs)
100-year Peak
Runoff (cfs)
A
2591
3.O66
4.141
5.657
B
1358
16.06
21.70
29.64
C
2.877
3.403
4597
6.279
D
2.351
2.781
3.757
5.131
E
3.992
4.723
6.379
8.713
F
1.056
1246
L666
2.250
Total Existing
Drainage Area
Runoff
26.447
31.279
42.24
57.67
4.2 POST DEVELOPMENT CONDITIONS
"file proposed post development BUA drains to one of five BMI's; five (5) wet detention basins,
one (1) infiltration basin. The majority of built upon area (BUA) is captured and treated at the 6
131\913s, except for those areas previously discussed. The method of conveyance is a piped
system that includes drop and curb inlets, as wcll as implementing LID measures in the form of
grassed swalcs. Details arc provided on the plans and storm system sizing and basin routing
calculations are provided in Appendix A. The table below summarizes the post development
conditions peak runoff after being routed to through the associated 13NIP.
12

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Nessen
Drainage Areas
Post development Condition Peak Runoff Summary
1-year Peak
Runoff (cfs)
2-year Peak
Runoff (cfs)
10-year Peak
Runoff (cfs)
100-year Peak
Runoff (cfs)
A
0.040
0.043
0.050
2.794
B
0.141
0.155
0.181
2.535
C
0.055
0.061
0.071
0.593
D
0.023
0.025
0.029
0.876
E
0.019
0.020
0.771
2.056
F
0
0
0
0
Total Existing
Drainage Area
Runoff
0278
0.304
1.102
8.854
The analysis shows a decrease in post development runoff. The table below summarizes the
total predcvelopment and post development runoff for the project.
1-year Peak
2-year Peak
10-year Peak
100-year
Runoff (cfs)
Runoff (cfs)
Runoff (cfs)
Peak Runoff
(cfs)
Total Predevelopment Runoff
26.447
31.279
42.24
57.67
Total Postdevelopment
0.278
0.304
1.102
8.854
Runoff
Net Difference in Runoff
-26.169
-30.975
-41.138
-48.816
13

1
G
=[I
�y CRNnmmm�„ .x E
11 ,�A •�� �' ° � u l
GRAPHIC SCALE

2 3 4 5
ap j I 1
� \ c
C
{ nq
\ \� a \'� �i ) S/� •- f � I _ C RNGROUP/
f TI/ ♦♦��\� a 'i\ \ /; �R' F O' �m vl.nn vlaa i4 MIE1 ItSEN.
pll�VENTRE
+ / ♦ ♦ t \�'�� / ._ ��� � n� wa.a¢ ns pf, q 91111iE®~
\\(\ \ \14,
IVII
\ w l 9p lq j(I
r . ` ♦o 0
11
GRAPHIC SCALE V v
�• 0 tll' Im' lM=�bti-��
�DA MAP
1 2 3 4"—

Precipitation Frequency Data Server
Page I of 3
POINT PRECIPITATION 1 FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 .,,
North Carolina 34.68R N 77.343 NA' 6 feet
Rom "Pie6pimtion-Fsuquency Atlas of the united States•• NOAA Arm 14, volume 2. Version 3
G.M. Dounin. Il. klan in, 6. Lin, I Paapbnk, WYcktn. and D_ Rilcy
.NOAA. National N'umhw Smdee. Sri, ur Senng. Mar, land. 2004
Ei trrcted: Thu Fier 25 2010
to
Estimates
(y\car5)
Sarin
min
min
min
60
in
121
min
iI4
_r
6hr
12
hr
2
14yp'
10
day
21
Jay
30
Aar
4S
Jay
fin31
fl:n'
�I
5.90 ]KD
3.93
2.69
1.63
L02
0.73
Q45
0.2G
0.15
0.09
0.05
0.03
OA3
OD2
0.01
Q01
0.01
6.96
E.E6
4.66
3 .2
202
I �4
0.89
11.54
U.32
0.18
0.1 I
1L06
0.04
0.03
11.02
0.02
U.01
0.11 l
0
8.05
6.44
5.44
3.86
2.48
L56
1.12
IL69
11.41
0.24
0.14
0.118
0.05
0.04
0.02
11.02
f1.02
0.01
III
9A5
7.23
G.10
4.42
2.SR
L85
1.34
0.32
0.49
0.28
F 1-61
070 97
OD6
OA4
0.03
IID2
0.02
0.02
25
10.21
8.14
6.88
5.09
3.39
2.2T
LGS
L01
0.60
0.35
0.20
0.11
0.07
0.05
OA3
U.03
0.02
0.112
511
ILIS
8.88
7.49
5.64
382
2.58
192
LIS
0.71
0.42
0.24
11.13
0.08
0.0G
fL114
I1.03
OA2
Q02
I110
12.07
9.59
B.IIN
G.19
426
2 94
2.22
1.37
0.83
0.48
fLR
0.14
0.09
0.07
0.04
11.03
0.03
0.02
21111
12.98
1029
3.66
G74
4.72
3.33
2.54
L58
0.96
0.56
0.32
0.16
0.10
0.08
0.05
0.04
0.03
OD2
SITU
14.0
11.20
9.39
7.47
E36
3.R)
3.02
1.38
LIS
0.67
0.39
0.20
0.12
0.09
UD5
0.04
0.03
0.113
111110
I$.IR
11.95
IO.UO
8.10
5.91
4.3R
3.44
2.16
133
0.77
0.44
11.22
0.13
0.111
0.116
004
1L114
U.113
- These peapBathan hequency amounted are based on a ppr¢al duratpd_cl,a ARI Is the Average Recurrence Interval.
Please refer N NOMkirGas 14 Document fa mae intorma4on. NOTE: FormaNng forces estedates new two 0 appea As zero.
* Upper bound of the 90 U confidence interval
Precipitation Intensity Estimates (in/hr)
ARI*•
(rc:vx)
5
min
10
min
IS
min
i0
min
fill
min
1211
min
i
hr
6
hr
12
hr
t4
hr
48
hr
4
dry
7
day
III
flay
211
ihi
311
day
45
d:n'
fill
d:p'
06.41
5.12
4.2G
2.92
1.82
1.1I
0.81
0.50
0�9
0.17
0.10
0.05
0.04
0.03
O.U2
0.01
0.01
Q01
�7.52
6.112
5.04
3.43
2.19
1.35
09S
0.60
0.J5
TO
0.12
0.07
0.04
OA3
0.02
0.02
0.01
0.01
8.69
6.96
5.87
4.17
2.67
L69
1.23
0.7G
0.45
0.26
0.15 1
0.08
0.U5
OII4
0.03
IIA2
OA2
002
III
9.77
7.81
6.59
4.77
3.1 I
2111
1.47
11.91
0.54
0,} I
fl.l R
0.10
O.Ofi
0.05
0.03
0.02
0.02
0.02
25
IIA2
8.77
7A2
SA9
},fi(
2.43
L80
1.12
0.67
O.J9
0.22
0.12
0.08
0.06
004
003
002
2A2
SII
12.02
9.58
R.OS
6.09
4.12
2.R0
2.10
1.30
0.79
0.46
0,26
0.14
0.09
O.U7
0.04
U.03
0.07
2A2
11111
13.03
10.36
8.72
6.68
4.60
3.19
2.41
L51
092
0.53
ILJI
0.16
O.III
O.U7
11.05
0.03
0.01
0, 22
2110
1404
ILi3
9.36
7.29
5.11
3.(,2
2.77
1.73
LO6
O.GI
11.35
O.IR
0.11
0.08
0.115
Q04
0.03
0. 33
51111
15.35
L.14
10.19
8.10
5.81
4.23
3.29
2.07
1.28
0.74
OA3
0.22
0.13
0.10
0.06
0.0T
0.04
0.03
1000
16.50
I2.99
10.37
S.SO
6A2
4.75
3.77
2.38
I AS
O.SG
0.50
0.25
0.15
0.11
U.06
QOS
0.04
0. 33
' The upper bound of the cradi ence Interval at give mnrth nce level is the value which 5%of the simulated quartile values for a given hequency are greater Nan.
"Them peapterson hequency estimates we based on a Mal Qunne wy4gpeF, ARI er the Average Recurrence Interval.
Please refer to NOAA At 14 Document flu raw information. NOTE: Formatting prevents saturated near are to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
nla**
(yarns)
s
min
m
min
Is
min
30
min
6o
min
Izo
min
i
hr
6
hr
Iz
hr
zT
hr
4R
hr
a
day
7
der
w
day
za
day
30
der
45
day
6o
Jay
05.47
437
3.64
2.50
L56
094
11.68
OAI
024
0.14
U.U8
U.OE
0.03
0.02
11.02
0.01
OAI
lLlll
06.44
5.1E
4.32
2.9R
1.87
1.14
ILRZ
0.511
0.29
0.17
11.10
0.05
0.04
0.03
0.02
11.02
0.01
0. 11
0
7.44
5 96
5.02
3.57
2.29
I A3
1.03
0.63
0.37
0.22
0.12
0.07
0.05
0.03
0.02
0.02
0.02
0.01
10
8.34
6.(,7
5.63
4.03
2b5
1.70
1.23
0.75
OAT
036
OJS
OOS
0.05
0.04
0.03
0.02
0.02
0.02
25
937
7A(
G31
4.67
3.11
2.U4
L50
0.92
0.54
0.32
0.18
O.IU
OAb
UAS
O.07
0.02
0.112
21 2
50
10.19
8.11
6.85
5.16
3.49
2.34
1.74
LOfi
0.63
0.37
0.21
0.11
0.07
0.05
0.03
QAJ
0.02
O.112
IIIO
109R
8.72
7.35
E.63
3.SR
2.65
199
1.22
0.73
0.4J
11.24
0.13
0.08
O.11b
Q04
0.03
0.02
0.02
200
11.74
9.30
7.32
6.09
T.27
2.93
2.26
1.39
O.R3
0.49
0.23
0.14
Q09
0.07
Q04
0.03
0.113
002
500
12(i6
IOAI
R.40
6.69
4.80
3.45
2.6E
1.63
099
0.58
U.33
0.17
0.11
11.08
0.0E
0.114
0.03
0. 22
1000
13.45
10.(i0
8.86
7.18
5.24
3.35
2.99
LR$
1.13
L6S
0.37
0.19
0.12
0.09
0.0E
0.04
0.03
IL113
-The lower bound of Ne confidenceinterval a 90%confidence level is the venue Mlch 5%of the madlaed quartile values fa a given trequerlcy ae less Nat.
http://dippei-.nws.noaa.gov/cgi-bin/hdse/bui Idout.perl?type=idt &units=us&series=pd&stat... 3/25/2010

Hydraflow Rainfall Report
Hydra0ow Hydrographs Extension for AutoCADOO Civil 3130 2009 by Autodesk, Inc. v6.066 Thursday, Mar 25, 2010
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
8
D
E
(NIA)
1
77.3751
12.8000
0.8932
--------
2
82.2689
12A000
0.8657
--------
3
0.0000
0.0000
0.0000
--------
5
86.1922
12.5000
0,8284
--------
10
89.3188
12A000
0,8028
--------
25
81,0229
11.2000
0,7448
--------
50
73.3488
10.1000
0.6959
-------
100
68.6623
9.2000
0.6572
--------
File name: Jacksonville. I DF
* INPUT FROM NOAA DATA
Intensity = B I (Tc + D)^E
Return
Period
* * Intensity Values (inlhr)
(Yrs)
5 min
10
15
20
25
30 1
35
40
45
50
55
60
1
5.91
4.74
3.97
3.42
3.02
2.70
2.45
2.24
2.06
1.92
1.79
1.68
2
6.94
5.58
4.68
4.05
3.58
3.21
2.91
2.67
2.47
2.30
2.15
2.02
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.05
6.54
5.54
4.82
4.28
3.86
3.52
3.24
3.00
2.80
2.63
2.48
10
9.02
7,36
6.26
5A7
4.88
4.41
4.03
3.72
3.46
3.23
3.04
2.87
25
10.18
8.33
7.12
6.25
5.59
5.08
4.66
4.32
4.03
3.78
3.57
3.38
50
11.09
9.09
7.79
6.86
6.17
5.62
5.18
4.81
4.50
4.24
4.01
3.81
100
12,01
9.85
8.46
7.48
6.74
6.16
5.69
5.31
4.98
4.70
4.45
4.24
Tc = time in minutes. Values may exceed 60.
Preci . file name: JacksonvilleNC. cp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-h6ur
3.66
4.45
0.00
0.00
6.90
0.00
0.00
11.00
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA A: WET POND A
Post Development
C
A tt'
A ac
1
Building
0.95
0.00
2
Sidewalk
0.95
6,917
0.16
3
Parkin
0,95
61,751
142
4
Street
0.95
0.00
6
Grass
0.35
60,644
1.39
7
8
Weighted C
0.67
Total Area
129,312
2.97
Im ervious Area
68.668
1.58
Percent Impervious 53.1%
DESIGN BY:
CHECKEDBY:

WET DETENTION POND
Pond A
Project Information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
Site Information
Sub Area Location:
Proposed Pond A
Drainage Area (DA) =
2.969
Acres
Impervious Area (IA) =
1.580
Acres
Percent Impervious (I) =
53.2
%
Elevations
Top of Bank Elevation =
13.00
ft
Emergency Elevation =
10.85
ft
Permanent Pool Elevation =
9.50
ft
Bottom of Pond Elevation =
5.00
It
Basin AreasfVolumes
Area of Permanent Pool =
8,653
sf
Ape,,,,_,oi (includes main pond & forebays) (Elev = 9.50 )
Area of Bottom of Shelf =
6,232
sf
Aber shen (includes main pond & forebays)
Area of Bottom of Pond =
1,644
sf
Awtt nd (excluding sediment storage & forebays)
Average Depth
Depth of Pond = 4 ft Depth (dist. btwn. bot. of shelf & btm. of pond, excludes sediment)
Average Depth = 3.00 ft
Use Average Depth of = 3.00 ft
Required Surface Area - Wetland
SA/DA = 5.6 (90% TSS Removal via Pond)
Min Req'd Surface Area = 7.242 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 (1) = 0.53 in/in
Storage Volume Required = 8,551 cf (above Permanent Pool)
Side Slopes of Pond = 3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes _ ( 8653 > 7242 ) sf

WET DETENTION POND
Pond A
Project Information
Project Name: Camp Leisure Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
1.5" Volume Elevation
Target Volume =
8,551
cu ft
Lower Elevation =
10.00
Upper Elevation =
11.00
Lower Volume =
4,808
cu ft
Upper Volume =
16.099
cu ft
Target Elevation =
10.33
Orifice Sizing - Dry Detention
Oi o.y.=
0.0495
cis
Os o.y.=
0.0198
cfs
Orifice Size =
1.50
in
O
0.030
cfs
Drawdown Time =
3.3
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
6-ft x 6-ft Riser Box
Area:
36.0
sf
Volume:
288.0
cf
Weight:
17,971
Ibs
Factor of Safety
1.10
WT Req'd of Anti -Flotation Device:
19,768
Ibs
Volume of Concrete Req'd:
131.8
cf
Volume Provided:
135.0
cf
Contour
Contour
Area
Incremental Accumulated
Volume Volume, S
Stage, Z
sq ft
cu It
cu ft
It
9.50
8,653
0
0
0.00
10.00
10,577
4,808
4.808
0.50
11.00
12.005
11,291
16,099
1.50
12.00
13,489
12.747
28,846
2.50
(Flowrate required for a 2 day drawdown)
(Flowmte required for a 5 day drawdown)
(Diameter)
(Outside Dim. = 6-ft x 6-ft, Inside Dim. = 5-ft x 5-ft)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(6-ft x 6-ft Box filled 3.75-ft deep with concrete)

Hydraflow Table of Contents Wet Pond A.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hydrograph Return Period Recap............................................................................ 1
1 -Year
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Pre Development...................................................................... 3
Hydrograph No. 2, Rational, Post Development..................................................................... 4
Hydrograph No. 4, Reservoir, Rational Routing..................................................................... 5
PondReport - Temp Pool.................................................................................................. 6
2 - Year
SummaryReport ....................................................................................................................... 7
HydrographReports................................................................................................................. 8
Hydrograph No. 1, Rational, Pre Development...................................................................... 8
Hydrograph No. 2, Rational, Post Development..................................................................... 9
Hydrograph No. 4, Reservoir, Rational Routing................................................................... 10
10 - Year
SummaryReport ..................................................................................................................... 11
HydrographReports............................................................................................................... 12
Hydrograph No. 1, Rational, Pre Development.................................................................... 12
Hydrograph No. 2, Rational, Post Development................................................................... 13
Hydrograph No. 4, Reservoir, Rational Routing................................................................... 14
100 - Year
SummaryReport ..................................................................................................................... 15
HydrographReports............................................................................................................... 16
Hydrograph No. 1, Rational, Pre Development.................................................................... 16
Hydrograph No. 2, Rational, Post Development................................................................... 17
Hydrograph No. 4, Reservoir, Rational Routing................................................................... 18

Hydrograph Return Period ReJc�
ydra w Hydrographs Extension for AutoCAD® Civil 3Dm 2009 by Autotlesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
------
2,591
3,066
-------
-------
4.141
-------
-------
5,657
Pre Development
2
Rational
------
9.815
11.54
-------
-------
15.19
-------
-------
20.30
Post Development
4
Reservoir
2
0.040
0.043
-------
-------
0.050
-------
-------
2,794
Rational Routing
Proj. file: Wet Pond A.gpvv
Tuesday, Jun 15, 2010

2
Hydrograph Summary Re portydraflow Hydrographs Extension for AutoCAD®Civil 3D82009 by Autodesk, Inc. v6.066
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
2.591
1
20
3,110
------
------
------
Pre Development
2
Rational
9.815
1
9
5,300
------
------
------
Post Development
4
Reservoir
0.040
1
18
4,397
2
10.04
5,276
Rational Routing
Wet Pond A.gpw
Return Period: 1 Year
Tuesday, Jun 15, 2010

a
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 3.290 ac
Intensity
= 3.424 in/hr
OF Curve
= Jacksonville. OF
Composite (Area/C) = [(3.170 x 0.20) + (0,120 x 0.95)] / 3,290
Q (Cfs)
3.00
2.00
1.00
Pre Development
Hyd. No. 1 -- 1 Year
Tuesday, Jun 15, 2010
Peak discharge
= 2.591 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 3,110 cuft
Runoff coeff.
= 0.23'
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
0.00 V I I I I I I I I I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
— Hyd No. 1
Q (Cfs)
3.00
1.00
0.00
1
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil Me 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 9.815 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 5,300 cuft
Drainage area
= 2.970 ac
Runoff coeff.
= 0.67'
Intensity
= 4.932 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.580 x 0.95) + (1.390 x 0.35)] / 2.970
Q (Cfs)
10.00
M
. M
4.00
2.00
0.00 V '
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 1 Year
0.1 0.1
Q (Cfs)
10.00
NMI
4.00
2.00
0.00
0.2 0.2 0.2 0.3 0.3
Time (hrs)

1
Hydrograph
Report
5
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.040 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.30 hrs
Time interval
= 1 min
Hyd. volume
= 4,397 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 10.04 fit
Reservoir name
= Temp Pool
Max. Storage
= 5,276 cuft
Storage Indication method used
Q (cfs)
10.00
WO
4.00
2.00
0.00
0 5
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 1 Year
10 15 1 20
Hyd No. 2
25 30 35 40 45
® Total storage used = 5,276 cuff
Q (cfs)
10.00
"fit,
. 11
4.00
2.00
-L 0.00
50
Time (hrs)

Pond Report s
Hydraflow Hydrographs Extension for Autoi Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Pond No. 1 - Temp Pool
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 9.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (soft)
Inch. Storage (cult)
Total storage (cult)
0.00
9.50
8,653
0
0
0.50
10.00
10,577
4,799
4,799
0.85
10.35
11,070
3,788
8,586
1.50
11.00
12,005
7,497
16,083
2.50
12.00
13,489
12,739
28,822
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in) = 18.00
1.50 10.00
Inactive
Crest Len (ft)
= 25.00
35.00
Inactive
Inactive
Span (in) = 18.00
1.50 60.00
0.00
Crest El. (ft)
= 11.50
10.85
0.00
0.00
No. Barrels = 1
1 3
0
Weir Call
= 3.33
3.33
3.33
3.33
Invert El. (ft) = 9.50
9,50 10.35
0.00
Weir Type
= Riser
Rec(
Rect
---
Length (ft) = 50.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope I%) = 0.50
0.00 0.00
n/a
N-Value = .013
.013 .013
1
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes Yes
No
TIN Elev. (ft)
= 0.00
Note: culveNOrrice outil are analyzed under inlet (ic) and outlet(m) control. Weir risers decked for orifice conditions
fc) and submergence (a).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A
Clv B Clv C
Pri Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00 0 9.50
0.00
0.00 0.00
--- 0.00
0.00
---
---
--- ---
0.000
0.50 4,799 10.00
0.04 is
0.04 is 0.00
--- 0.00
0.00
---
---
--- ---
0.03E
0.85 8,586 10.35
0.05 is
0.05 is 0.00
--- 0.00
0.00
---
---
--- ---
0,051
1.50 16,083 11.00
4.63 oc
0.01 is 4.60 is
--- 0.00
6.77
---
---
--- ---
11.3E
2.50 28,822 12.00
10.21 oc
0.00 is 4.29 is
--- 5.88 s
143.73
---
---
--- ---
153.91

7
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Aulodesk, Inc. v6.066
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
3.066
1
20
3,679
------
------
------
Pre Development
2
Rational
11.54
1
9
6,234
------
------
------
Post Development
4
Reservoir
0.043
1
18
5,056
2
10.12
6,207
Rational Routing
Wet Pond A.gpw
Return Period: 2 Year
Tuesday, Jun 15, 2010

Hydrograph Report
HydraOow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 3.290 ac
Intensity
= 4.052 in/hr
OF Curve
= Jacksonville. IDF
Composite (Area/C) = [(3.170 x 0.20) + (0.120 x 0.95)] / 3.290
Q (Cfs)
4.00
3.00
2.00
1.00
Pre Development
Hyd. No. 1 -- 2 Year
Tuesday, Jun 15, 2010
Peak discharge
= 3.066 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 3,679 cuft
Runoff coeff.
= 0.23'
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
0.00 V 1 1 I 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (cfs)
4.00
3.00
2.00
1.00
IL 0.00
1
Time (hrs)

Hydrograph Report
0
Hydraflow Hydrographs Extension for AutoCADS Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 11.54 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 6,234 cuft
Drainage area
= 2.970 ac
Runoff coeff.
= 0.67"
Intensity
= 5.802 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
' Composite (Area/C) = [(1.580 x 0.95) + (1.390 x 0.35)] / 2.970
0 (cfs)
12.00
10.00
M
. M
4.00
P.)tiI11l
0.00 " ' '
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 2 Year
0.1 0.1
0 (cfs)
12.00
10.00
"Bill
4.00
2.00
� 0.00
0.2 0.2 0.2 0.3 0.3
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.043 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.30 hrs
Time interval
= 1 min
Hyd. volume
= 5,056 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 10.12 ft
Reservoir name
= Temp Pool
Max. Storage
= 6,207 cuft
Storage Indication method used
Q (cfs)
12.00
IDIOM
M
:IGO
• m
M
0.00
0 5
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 2 Year
10 15 20
Hyd No. 2
25 30 35 40 45
®1® Total storage used = 6,207 cult
Q (cfs
12.00
10.00
. e]
4.00
2.00
1 0.00
50
Time (hrsl

11
Hydrograph Summary Re porttiydraflow, Hydrographs Extension for AuloCAD®Civil 3D02009 by Autodesk, Inc. v6.066
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
4.141
1
20
4,970
------
------
------
Pre Development
2
Rational
15.19
1
9
8,205
------
------
------
Post Development
4
Reservoir
0.050
1
18
6,258
2
10.30
8,173
Rational Routing
Wet Pond A.gpw
Return Period: 10 Year
Tuesday, Jun 15, 2010

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 3.290 ac
Intensity
= 5.473 in/hr
IDF Curve
= Jacksonville.IDF
Composite (Area/C) = [(3.170 x 0.20) + (0.120 x 0.95)] / 3.290
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
Pre Development
Hyd. No. 1 -- 10 Year
Tuesday, Jun 15, 2010
Peak discharge
= 4.141 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 4,970 cult
Runoff coeff.
= 0.23*
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
000 V 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (cfs)
5.00
[KrI1"
3.00
1.00
0.00
1
Time (hrs)

13
Hydrograph
Report
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 15.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 8,205 cuft
Drainage area
= 2.970 ac
Runoff coeff.
= 0.67*
Intensity
= 7.636 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.580 x 0.95) + (1.390 x 0.35)] / 2.970
Q (Cfs)
18.00
15.00
12.00
• M
OM
3.00
0.00 1
0.0 0.0 0.1 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 10 Year
0.1
Q (Cfs)
18.00
MR91161
12.00
M011
I I I I V 0.00
0.2 0.2 0.2 0.3 0.3
Time (hrs)

14
Hydrograph
Report
Hydra low Hydrographs Extension
for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.050 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.30 hrs
Time interval
= 1 min
Hyd. volume
= 6,258 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 10.30 ft
Reservoir name
= Temp Pool
Max. Storage
= 8,173 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
W tt
i ��
4311I11
0.00
0 5
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 10 Year
10 15 20
Hyd No. 2
25 30 35 40 45
I® Total storage used = 8,173 cuft
Q (cf:
18.00
15.00
12.00
3.00
1 0.00
50
Time (hrs)

15
Hydrograph Summary Re po gydrailow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
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
5.657
1
20
6,788
------
------
------
Pre Development
2
Rational
20.30
1
9
10,960
------
- ---
------
Post Development
4
Reservoir
2.794
1
17
8,880
2
10.49
10,349
Rational Routing
Wet Pond A.gpw
Return Period: 100 Year
Tuesday, Jun 15, 2010

Hydrograph Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 3.290 ac
Intensity
= 7.476 in/hr
OF Curve
= Jacksonville. IDF
Composite (Area/C) = [(3.170 x 0.20) . (0.120 x 0.95)] / 3.290
Q (Cfs)
6.00
61DIII
3.00
2.00
1.00
Pre Development
Hyd. No. 1 -- 100 Year
Tuesday, Jun 15, 2010
Peak discharge
= 5.657 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 6,788 cuft
Runoff coeff.
= 0.23'
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
Q (Cfs)
6.00
5.00
NWili]
3.00
2.00
1.00
0.00 w i -- x 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Hyd No. 1 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 20.30 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 10,960 cuft
Drainage area
= 2.970 ac
Runoff coeff.
= 0.67"
Intensity
= 10.199 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = I(1.580 x 0.95) + (1.390 x 0.35)] / 2.970
Q (cfs)
21.00
i6xfl01
15.00
12.00
9.00
M- 1114
3.00
000
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 100 Year
Q (cfs)
21.00
11RAIII]
15.00
12.00
9.00
6.00
3.00
0.00
0.1 0.1 •0.2 0.2 0.2 0.3 0.3
Time (hrs)

Hydrograph Report
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 2.794 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.28 hrs
Time interval
= 1 min
Hyd. volume
= 8,880 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 10.49 ft
Reservoir name
= Temp Pool
Max. Storage
= 10,349 cuft
Storage Indication method used.
Q (cfs)
21.00
11:116I07
15.00
12.00
• M
. M
3.00
0.00 'yam
0 4 8
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 100 Year
Q (cfs)
21.00
18.00
15.00
111111ifflIl1
W]Kl1
3.00
0.00
12 16 20 24 28 32 36 40
— Hyd No. 2 ® Total storage used = 10,349 CA Time (hrs)

PROJECT'.
PROJECT NO.'.
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA B: WET POND B
Post Development
C
Aft°
A ac
1
Building
0.95
58,405
1,34
2
Sidewalk
0,95
35,612
0.82
3
Parking
0,95
79,462
1.82
4
Street
0.95
10,314
0.24
6
Grass
0.35
65,361
1.50
7
Woods
0.20
76,546
1.76
8
Weighted C
0.65
Total Area
325,700
7.48
Impervious Area
183,793
4.22
Percent Impervious 56.4%
DESIGN BY:
CHECKED BY:

Project Information
WET DETENTION POND
Pond B
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
Site Information
Sub Area Location:
Proposed
Pond B
Drainage Area (DA) =
7.48
Acres
Impervious Area (IA) =
4.220
Acres
Percent Impervious (1) =
56.4
e/
Elevations
Top of Bank Elevation =
12.00
It
Emergency Elevation =
10.00
ft
Permanent Pool Elevation =
8.50
it
Bottom of Pond Elevation =
4.00
ft
Bottom of Sediment Elevation =
3.00
ft
Basin Areas[Volumes
Area of Permanent Pool = 23,580 sf
Area of Bottom of Shelf = 20,115 sf
Area of Bottom of Pond = 7,853 sf
Average Depth
Depth of Pond = 5 It
Average Depth = 3.94 It
Use Average Depth of = 3.50 it
(includes main pond & forebays) (Elev = 8.50 )
A ens men (includes main pond & forebays)
A enl_,na (excluding sediment storage & forebays)
Depth (dist. btwn. bot. of shelf & btm. of pond, excludes sediment)
Required Surface Area - Wetland
SA/DA = 6 (90% TSS Removal via Pond)
Min Req'd Surface Area = 19,550 '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) = 0.56 infn
Storage Volume Required = 22,717 cf (above Permanent Pool)
Side Slopes of Pond = 3 : 1
Is Permenanl Pool Surface Area Sufficient (yes/no)? Yes ( 23580 > 19550 ) sf

WET DETENTION POND
Pond B
Project Information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
1.5' Volume Elevation
Target Volume =
22,717 cu it
Lower Elevation =
9.00
Upper Elevation =
10.00
Lower Volume =
12,696 cu it
Upper Volume =
41,022 cu it
Target Elevation =
9.35
Contour Incremental Accumulated
Contour Area Volume Volume, S Stage, Z
sq it cu It cu fl it
8.50 23,580 0 0 0.00
9.00 27.202 12,696 12.696 0.50
10.00 29,451 28,327 41,022 1.50
11.00 31.756 30.604 71.626 2.50
12.00 34.118 32,937 104,563 3.50
Orifice Sizing - Dry Detention
%a...=
0.1315
cfs
(Flowrate required for a 2 day drawdown)
Cs m,.=
0.0526
cfs
(Flowrate required for a 5 day drawdown)
Orifice Size =
3.00
in
(Diameter)
O o,m.=
0.116
cfs
Drawdown Time =
2.3
days
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
Anti -Flotation Device
6-ft x 6-ft Riser Box
Area:
36.0
sf
Volume:
288.0
cf
Weight:
17,971
Ibs
Factor of Safety
1.10
WT Req'd of Anti -Flotation Device:
19,768
Ibs
Volume of Concrete Req'd:
131.8
cf
(Outside Dim. = 6-ft x 6-ft, Inside Dim. = 5-ft x 5-ft)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 153.0 cf (6-ft x 6-ft Box filled 4.25-ft deep with concrete)

Hydraflow Table of Contents Wet Pond B.gpw
Hydraflow Hydrographs Extension for AutoCAD© Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hydrograph Return Period Recap............................................................................ 1
1 -Year
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Pre Development...................................................................... 3
Hydrograph No. 2, Rational, Post Development..................................................................... 4
Hydrograph No. 4, Reservoir, Rational Post to Pond............................................................. 5
PondReport - Temp Pool.................................................................................................. 6
2 - Year
SummaryReport ....................................................................................................................... 7
HydrographReports................................................................................................................. 8
Hydrograph No. 1, Rational, Pre Development...................................................................... 8
Hydrograph No. 2, Rational, Post Development..................................................................... 9
Hydrograph No. 4, Reservoir, Rational Post to Pond.......................................................:... 10
10 -Year
SummaryReport ..................................................................................................................... 11
HydrographReports............................................................................................................... 12
Hydrograph No. 1, Rational, Pre Development.................................................................... 12
Hydrograph No. 2, Rational, Post Development................................................................... 13
Hydrograph No. 4, Reservoir, Rational Post to Pond........................................................... 14
100 - Year
SummaryReport ..................................................................................................................... 15
HydrographReports............................................................................................................... 16
Hydrograph No. 1, Rational, Pre Development.................................................................... 16
Hydrograph No. 2, Rational, Post Development................................................................... 17
Hydrograph No. 4, Reservoir, Rational Post to Pond........................................................... 18

L J
Hydrograph Return Period Re, ##
ytlra w Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
------
13.58
16.06
-------
-------
21.70
-------
-------
29.64
Pre Development
2
Rational
--- --
23.98
28.21
-------
-------
37.12
-------
-------
49.59
Post Development
4
Reservoir
2
0.141
0.155
-------
-------
0.181
-------
-------
2.535
Rational Post to Pond
Proj. file: Wet Pond B.gpw
Tuesday, Jun 15, 2010

Hydrograph Summary Re po }lydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Aulodesk, Inc. v6.066
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
13.58
1
20
16,291
------
------
------
Pre Development
2
Rational
23.98
1
9
12,950
------
------
------
Post Development
4
Reservoir
0.141
1
18
10,873
2
9.01
12,871
Rational Post to Pond
Wet Pond B.gpw
Return Period: 1 Year
Tuesday, Jun 15, 2010

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 13.58 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 16,291 cult
Drainage area
= 7.480 ac
Runoff coeff.
= 0.53*
Intensity
= 3.424 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(5.280 x 0.35) . (2.200 x 0.95)] / 7,480
Q (Cfs)
14.00
12.00
10.00
M
.M
4.00
wo
Pre Development
Hyd. No. 1 -- 1 Year
Q (Cfs)
14.00
12.00
10.00
M
. 11
4.00
2.00
0.00 V 1 1 1 1 I I I I I I I I I I I I I 1
0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Hyd No. 1 Time (hrs)

4
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D8 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 23.98 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 12,950 cuft
Drainage area
= 7.480 ac
Runoff coeff.
= 0.65`
Intensity
= 4.932 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(4.220 x 0.95) . (1.500 x 0.35) + (1.760 x 0.20)] 17.480
Q (Cfs)
24.00
f 101i11
12.00
I
m
Post Development
Hyd. No. 2 -- 1 Year
Q (Cfs)
24.00
20.00
16.00
12.00
11511111
0.00 1, 1 1 1 1 1 1 1 1 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
Time (hrs)
— Hyd No. 2

Hydrograph Report
5
Hydranow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post to Pond
Hydrograph type =
Reservoir
Peak discharge
= 0.141 cfs
Storm frequency =
1 yrs
Time to peak
= 0.30 hrs
Time interval =
1 min
Hyd. volume
= 10,873 cuft
Inflow hyd. No. =
2 - Post Development
Max. Elevation
= 9.01 ft
Reservoir name =
Temp Pool
Max. Storage
= 12,871 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
f6t;11P1
12.00
M
4.00
0.00 e
0 5
Hyd No. 4
Rational Post to Pond
Hyd. No. 4 -- 1 Year
10 15 20
Hyd No. 2
25 30 35 40 45
® Total storage used = 12,871 cuft
Q (cfF
24.00
20.0.0
12.00
4.00
-L 0.00
50
Time (hrs,

Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DE) 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Pond No. 1 - Temp Pool
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 8.50 It
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Ines. Storage (cuft)
Total storage (cult)
0.00
8.50
23,580
0
0
0.50
9.00
27,202
12,683
12,683
0.95
9.45
28,207
12,465
25,149
1.50
10.00
29,451
15,853
41,002
2.50
11.00
31,756
30,593
71,595
3.50
12.00
34,118
32,927
104,522
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
3.00 10.00
Inactive
Crest Len (ft)
= 25.00
35.00
Inactive
Inactive
Span (in)
= 24.00
3.00 60.00
0.00
Crest El. (ft)
= 11.00
10.00
0.00
0.00
No. Barrels
= 1
1 3
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 8.50
8.50 9.45
0.00
Weir Type
= Riser
Rect
---
---
Length (ft)
= 50.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.00 0.00
n/a
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 Yes
No
TW Elev. (ft)
= 0.00
Note: CulverUOrifce outflows are analyzed under inlet (ic) and outlet (m) control. Weir risers checked
for orifice conditions (ic) and submergence (a).
Stage / Storage 1 Discharge Table
Stage
Storage Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
It
cuft ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 8.50
0.00
0.00
0.00
--- 0.00
0.00
---
---
--- ---
0,000
0.50
12,683 9.00
0.15 is
0.14 is
0,00
--- 0.00
0.00
---
---
--- ---
0.140
0.95
25,149 9.45
0.22 is
0.21 is
0.00
--- 0.00
0.00
---
---
--- ---
0.207
1.50
41,002 10.00
7.11 oc
0.04 is
7.06 is
--- 0.00
0.00
---
---
--- ---
7.103
2.50
71,595 11.00
14.43 oc
0.06 is
14.36 is
--- 0.00
116.55
---
---
--- ---
130.96
3.50
104,522 12.00
22.86 oc
0.02 is
6.11 is
--- 16.69
s 329.65
---
---
--- ---
352.48

Hydrograph Summary Re poqydraflow Hydrographs Extension for AutoCADS Civil 3D®2009 by Autodesk, Inc. v6.066
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
16.06
1
20
19,275
------
------
------
Pre Development
2
Rational
28.21
1
9
15,232
------
------
-----
Post Development
4
Reservoir
0.155
1
18
12,918
2
9.09
15,143
Rational Post to Pond
Wet Pond B.gpw
Return Period: 2 Year
Tuesday, Jun 15, 2010

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 7.480 ac
Intensity
= 4.052 in/hr
IDF Curve
= Jacksonville. IDF
Composite (Area/C) _ [(5.280 x 0.35) + (2.200 x 0.95)] / 7.480
Q (Cfs)
18.00
15.00
12.00
9.00
wo
1911111➢
Pre Development
Hyd. No. 1 -- 2 Year
Tuesday, Jun 15, 2010
Peak discharge
= 16.06 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 19,275 cuft
Runoff coeff.
= 0.53*
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
Q (cfs)
18.00
15.00
12.00
3.00
0.00 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Time (hrs)
Hyd No. 1

Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 28.21 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 15,232 cuft
Drainage area
= 7.480 ac
Runoff coeff.
= 0.65"
Intensity
= 5.802 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(4.220 x 0.95) + (1.500 x 0.35) + (1.760 x 0.20)] / 7.480
Q (Cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Post Development
Hyd. No. 2 -- 2 Year
Q (Cfs)
30.00
25.00
20.00
f[1I1I11
5.00
0.00 I I I I I I- 0.00 f
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
— Hyd No. 2 Time (hrs)

10
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post to Pond
Hydrograph type =
Reservoir
Peak discharge
= 0.155 cfs
Storm frequency =
2 yrs
Time to peak
= 0.30 hrs
Time interval =
1 min
Hyd. volume
= 12,918 cuft
Inflow hyd. No. =
2 - Post Development
Max. Elevation
= 9.09 ft
Reservoir name =
Temp Pool
Max. Storage
= 15,143 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 �®
0 5
Hyd No. 4
Rational Post to Pond
Hyd. No. 4 -- 2 Year
10 15 20
Hyd No. 2
25 30 35 40 45
® Total storage used = 15,143 cult
Q (cfs)
30.00
25.00
20.00
15.00
5.00
1 0.00
50
Time (hrs)

11
Hydrograph Summary Report
ydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
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
21.70
1
20
26,037
------
------
------
Pre Development
2
Rational
37.12
1
9
20,047
------
------
------
Post Development
4
Reservoir
0.181
1
18
17,150
2
9.26
19,939
Rational Post to Pond
Wet Pond B.gpw
Return Period: 10 Year
Tuesday, Jun 15, 2010

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 21.70 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 26,037 cuft
Drainage area
= 7.480 ac
Runoff coeff.
= 0.53"
Intensity
= 5.473 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(5.280 x 0.35) + (2200 x 0.95)] / 7.480
Q (cfs)
24.00
20.00
11IiKiZ1l
12.00
: 11
Milli
Pre Development
Hyd. No. 1 -- 10 Year
Q (Cfs)
24.00
20.00
101<1Zr1
12.00
4.00
0.00 V 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I fit- 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Hyd No. 1 Time (hrs)

13
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 37.12 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 20,047 cuft
Drainage area
= 7.480 ac
Runoff coeff.
= 0.65'
Intensity
= 7.636 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = j(4.220 x 0.95) + (1.500 x 0.35) + (1.760 x 0.20)] / 7.480
Q (Cfs)
40.00
`zlxln
liIx111ll
0.00 If
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 10 Year
0.1 0.1
Q (Cfs)
40.00
991011101
20.00
10.00
N 0.00
0.2 0.2 0.2 0.3 0.3
Time (hrs)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3M 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post to Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.181 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.30 hrs
Time interval
= 1 min
Hyd. volume
= 17,150 cuft
Inflow hyd. No.
= 2 - Post Development
Max. Elevation
= 9.26 ft
Reservoir name
= Temp Pool
Max. Storage
= 19,939 cult
Storage Indication method used
Q (cfs)
40.00
30.00
20.00
tttxoiill
0.00
0 5
Hyd No. 4
Rational Post to Pond
Hyd. No. 4 -- 10 Year
10 15 20
Hyd No. 2
25 30 35 40 45
I� Total storage used = 19,939 cult
Q (cfs)
40.00
30.00
20.00
10.00
L 0.00
50
Time (hrs)

15
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2009 by Autodesk, Inc. v6.066
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
29.64
1
20
35,563
------
------
------
Pre Development
2
Rational
49.59
1
9
26,778
------
------
------
Post Development
4
Reservoir
2.535
1
18
23,444
2
9.48
26,182
Rational Post to Pond
Wet Pond B.gpw
Return Period: 100 Year
Tuesday, Jun 15, 2010

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk. Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 29.64 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 35,563 cuft
Drainage area
= 7.480 ac
Runoff coeff.
= 0.53"
Intensity
= 7.476 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. I D F
Asc/Rec limb fact
= 1/1
Composite (Area/C) = 1(5.280 x 0.35) + (2.200 x 0.95)1 / T480
Q (cfs)
30.00
25.00
20.00
15.00
rtexeitil
5.00
Pre Development
Hyd. No. 1 -- 100 Year
Q (Cfs)
30.00
25.00
20.00
15.00
`11111a1
5.00
0.00 v 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Hyd No. 1 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AuloCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 49.59 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 26,778 cuft
Drainage area
= 7.480 ac
Runoff coeff.
= 0.65'
Intensity
= 10.199 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(4.220 x 0.95) + (1.500 x 0.35) + (1.760 x 0.20)] / 7,480
Q (cfs)
50.00
40.00
30.00
millitl
10.00
Post Development
Hyd. No. 2 -- 100 Year
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00 " 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
Hyd No. 2 Time (hrs)

Hydrograph Report 18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post to Pond
Hydrograph type =
Reservoir
Peak discharge
= 2.535 cfs
Storm frequency =
100 yrs
Time to peak
= 0.30 hrs
Time interval =
1 min
Hyd. volume
= 23,444 cuft
Inflow hyd. No. =
2 - Post Development
Max. Elevation
= 9.48 ft
Reservoir name =
Temp Pool
Max. Storage
= 26,182 cuft
Storage Indication method used
Q (Cfs)
50.00
40.00
30.00
20.00
01111"
Rational Post to Pond
Hyd. No. 4 -- 100 Year
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
— Hyd No. 4 —Hyd No. 2 ®Total storage used = 26,182 cult

PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA C: POND
Post Development
C
A jft2
A ac
1
Building
0.95
0.00
2
Sidewalk
0,95
1,709
0.04
3
Parking
0,95
0.00
4
Street
0.95
75,302
1,73
6
Grass
0.35
63,338
1.45
7
Woods
0.20
33,977
0.78
8
Weighted C
0,59
Total Area
174,326
4.00
Impervious Area
1 77,011
1 77
Percent Impervious 44.2%
DESIGN BY:
CHECKED BY:

Project Information
WET DETENTION POND
Pond C
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
Site Information
Sub Area Location:
Proposed Pond C
Drainage Area (DA) =
4.003
Acres
Impervious Area (IA) =
1.770
Acres
Percent Impervious (1) =
44.2
%
Elevations
Top of Bank Elevation =
25.00
ft
Emergency Elevation =
24.00
ft
Permanent Pool Elevation =
22.50
ft
Bottom of Pond Elevation =
18.00
It
Bottom of Sediment Elevation =
17.00
ft
Basin AreasNolumes
Area of Permanent Pool =
16,232
sf Ap rm (includes main pond & forebays) (Elev = 22.50 )
Area of Bottom of Shelf =
12,853
sf Awt sn�n (includes main pond & forebays)
Area of Bottom of Pond =
3,498
sf A�p� a (excluding sediment storage & forebays)
Average Depth
Depth of Pond =
4
ft Depth (dist. btwn. bot. of shelf & bur. of pond, excludes sediment)
Average Depth =
3.00
ft
Use Average Depth of =
3.00
ft
Required Surface Area - Wetland
SA/DA =
7
(90%TSS Removal via Pond)
Min Req'd Surface Area =
12,206
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 (1) = 0.45 in/in ,
Storage Volume Required =
9,764
cf (above Permanent Pool)
Side Slopes of Pond =
3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes ( 16232 > 12206) sf

WET DETENTION POND
Pond C
Project Information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
1.5" Volume Elevation
Target Volume = 9,764 cu ft
Lower Elevation = 23.00
Upper Elevation = 24.00
Lower Volume = 9,000 cu ft
Upper Volume = 29,868 cu It
Target Elevation = 23.04
Orifice Sizing - Dry Detention
Oz D.,=
0.0565
cfs
OS D.r.-
0.0226
cfs
Orifice Size =
2.00
in
O omm.=
0.041
cfs
Drawdown Time =
2.8
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
6-ft x 6-111 Riser Box
Area:
36.0
sf
Volume:
252.0
of
Weight:
15,725
Ibs
Factor of Safety
1.10
WT Req'd of Anti -Flotation Device:
17,297
Ibs
Volume of Concrete Req'd:
115.3
cf
Volume Provided:
135.0
cf
Contour Incremental Accumulated
Contour Area Volume Volume, S Stage, Z
sq ft cu it cu It ft
22.50 16,232 0 0 0.00
23.00 19,769 9,000 9,000 0.50
24.00 21,967 20,868 29,868 1.50
25.00 24,221 23,094 52,962 2.50
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
(Outside Dim. = 6-ft x 6-ft, Inside Dim. = 5-ft x 5-ft)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(6-ft x 6-ft Box filled 3.75-ft deep with concrete)

Hydraflow Table of Contents
Wet Pond C.gpw
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hydrograph Return Period Recap............................................................................ 1
1 - Year
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Pre Development...................................................................... 3
Hydrograph No. 2, Rational, Post Development..................................................................... 4
Hydrograph No. 4, Reservoir, Rational Routing..................................................................... 5
PondReport - Temp Pool.................................................................................................. 6
2 - Year
SummaryReport ....................................................................................................................... 7
HydrographReports................................................................................................................. 8
Hydrograph No. 1, Rational, Pre Development...................................................................... 8
Hydrograph No. 2, Rational, Post Development..................................................................... 9
Hydrograph No. 4, Reservoir, Rational Routing................................................................... 10
10 -Year
SummaryReport ..................................................................................................................... 11
HydrographReports............................................................................................................... 12
Hydrograph No. 1, Rational, Pre Development.................................................................... 12
Hydrograph No. 2, Rational, Post Development................................................................... 13
Hydrograph No. 4, Reservoir, Rational Routing................................................................... 14
M111 M.
SummaryReport ..................................................................................................................... 15
HydrographReports............................................................................................................... 16
Hydrograph No. 1, Rational, Pre Development.................................................................... 16
Hydrograph No. 2, Rational, Post Development................................................................... 17
Hydrograph No. 4, Reservoir, Rational Routing................................................................... 18

Hydrograph Return Period Re,ga
ydra w Hydrographs Extension for AutoCAD®Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
------
2.877
3.403
-------
-------
4.597
-------
-------
6,279
Pre Development
2
Rational
------
11.18
13.16
-------
-------
17.37
-------
-------
23.24
Post Development
4
Reservoir
2
0.055
0.061
-------
-------
0.071
-------
-------
0.580
Rational Routing
Proj. file: Wet Pond C.gpw
Tuesday, Jun 15, 2010

2
Hydrograph Summary Repogydraflow Hydrographs Extension for AuloCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
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
2.877
1
20
3,452
------
------
------
Pre Development
2
Rational
11.18
1
10
6,710
------
------
------
Post Development
4
Reservoir
0.055
1
20
5,296
2
22.87
6,676
Rational Routing
Wet Pond C.gpw
Return Period: 1 Year
Tuesday, Jun 15, 2010

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 4.000 ac
Intensity
= 3.424 in/hr
OF Curve
= Jacksonville. OF
Composite (Area/C) = [(0.030 x 0.95) + (3.190 x 0.20) . (0.780 x 0.20)] / 4.000
Q (cfs)
3.00
1.00
Pre Development
Hyd. No. 1 -- 1 Year
Tuesday, Jun 15, 2010
Peak discharge
= 2.877 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 3,452 cult
Runoff coeff.
= 0.21`
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
0.00 V I I I I I I I I I I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (cfs)
3.00
2.00
1.00
0.00
1
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 11.18 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.17 hrs
Time interval
= 1 min
Hyd. volume
= 6,710 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.59'
Intensity
= 4.739 in/hr
Tc by User
= 10.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
' Composite (Area/C) = [(1.770 x 0.95) + (1.450 x 0.35) + (0.780 x 0.20)] / 4.000
Q (Cfs)
12.00
10.00
W111l
Gt[1Zrl
4.00
2.00
0.00 " I
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 1 Year
0.1 0.1
Q (cfs)
12.00
10.00
M
4.00
2.00
I I I I I N 0.00
0.2 0.2 0.2 0.3 0.3 0.3
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MD® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.055 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 5,296 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 22.87 ft
Reservoir name
= Temp Pool
Max. Storage
= 6,676 cuft
Storage Indication method used
Q (Cfs)
12.00
10.00
: M
W
4.00
f044Nl
0.00 _V ------- ml-
0 5
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 1 Year
10 15 20
Hyd No. 2
25 30 35 40 45
I® Total storage used = 6,676 cult
Q (cfs)
12.00
10.00
4.00
f041rIr1
1 0.00
50
Time (hrs)

Pond Report s
Hydraflow Hydrographs Extension for AUtcl Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Pond No. 1 - Temp Pool
Pond Data
Contours - User -defined contour areas. Conic method
used for volume
calculation. Begining Elevation = 22.50 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 22.50
16,232
0
0
0.50 23.00
19,769
8,985
8,985
0.70 23.20
20,204
3,997
12,982
1.50 24.00
21,967
16,862
29,843
2.50 25.00
24,221
23,083
52,926
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 18.00
2.00
10.00
0.00
Crest Len (ft)
= 25.00 25.00
0.00
0.00
Span (in) = 18.00
2.00
60.00
0.00
Crest EI. (ft)
= 24.75 24.00
0.00
0.00
No. Barrels = 1
1
3
0
Weir CoeH.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 22.50
22.50
23.20
0.00
Weir Type
= Riser Rect
---
---
Length (ft) = 33.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope I%) = 0.50
0.00
0.00
n/a
N-Value = .W3
.013
.013
n/a
Orifice Coeff. = 0.60
0,60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes
Yes
No
TW Elev. (tt)
= 0.00
Note. Culvert/Odf ce outnoas are analyzed under inlet (ic) and outlet (ac) control. Weir risers checked for wince conditions tic) and submergence (s).
Stage /
Storage / Discharge
Table
Stage
Storage
Elevation
Chi
CIvB
CIvC
PrfRsr WrA
WrB WrC
WrD Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
22.50
0.00
0.00
0.00
--- 0.00
0.00 ---
--- --- --- 0.000
0.50
8,985
23.00
0.07 is
0.07 is
0.00
--- 0.00
0.00 ---
--- --- ---. 0.066
0.70
12,982
23.20
0.08 is
0.08 is
0,00
--- 0.00
0.00 ---
--- --- --- 0,080
1.50
29,843
24.00
4.00 oc
0.01 is
3.96 is
--- 0.00
0.00 ---
--- --- --- 3.966
2.50
52,926
25.00
10.51 oc
0.01 is
6.67 is
--- 3.80 s
83.25 ---
--- --- --- 93.73

7
Hydrograph Summary Re poqydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. v6.066
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
3.403
1
20
4,084
------
------
------
Pre Development
2
Rational
13.16
1
10
7,897
------
------
------
Post Development
4
Reservoir
0.061
1
20
6,247
2
22.94
7,858
Rational Routing
Wet Pond C.gpw
Return Period: 2 Year
Tuesday, Jun 15, 2010

H
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 3.403 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 4,084 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.21*
Intensity
= 4.052 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.030 x 0.95) + (3.190 x 0.20) + (0.780 x 0.20)] / 4.000
Q (Cfs)
4.00
3.00
2.00
Pre Development
Hyd. No. 1 -- 2 Year
0.00 V I 1 I II I I I I I I II I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (Cfs)
4.00
3.00
2.00
1.00
r 0.00
1
Time (hrs)

s•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3Dm 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 13.16 cfs
Storm frequency
= 2 yrs
Time to peak
= 0..17 hrs
Time interval
= 1 min
Hyd. volume
= 7,897 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.59"
Intensity
= 5.577 in/hr
Tc by User
= 10.00 min
OF Curve
= Jacksonville. I DF
Asc/Rec limb fact
= 1/1
` Composite (Area/C) = [(1.770 x 0.95) + It.450 x 0.35) + (0.780 x 0.20)1 / 4.000
Q (Cfs)
14.00
12.00
1111I1I1I
F'ul 1M
AM
4.00
r wa
Post Development
Hyd. No. 2 -- 2 Year
Q (Cfs)
14.00
12.00
10.00
F111IN
4.00
2.00
0.00 W I I I I I I I I 10.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3
Hyd No. 2 Time (hrs)

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCADS Civil 3DS 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.061 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 6,247 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 22.94 ft
Reservoir name
= Temp Pool
Max. Storage
= 7,858 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
[tixlItil
M
6.00
4.00
Rational Routing
Hyd. No. 4 -- 2 Year
Q (cfs
14.00
12.00
luoltill>
8.00
6.00
4.00
Wallill
0.00 ' I I I' ' ' 1 0.00
0 5 - 10 15 20 25 30 35 40 45 50
Time (hrs)
— Hyd No. 4 —Hyd No. 2 ®Total storage used = 7,858 tuft

11
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Aulodesk, Inc. v6.066
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
4.597
1
20
5,517
---...
------
------
Pre Development
2
Rational
17.37
1
10
10,423
------
.......
------
Post Development
4
Reservoir
0.071
1
20
8,127
2
23.07
10,375
Rational Routing
Wet Pond C.gpw
Return Period: 10 Year
Tuesday, Jun 15, 2010

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 4.597 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 5,517 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.21'
Intensity
= 5.473 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = ((0.030 x 0.95) + (3.190 x 0.20) + (0.780 x 0.20)1 / 4.000
Q (Cfs)
5.00
1191111
3.00
W0111
1.00
Pre Development
Hyd. No. 1 -- 10 Year
0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (cfs)
5.00
4.00
99116I11
2.00
1.00
0.00
1
Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)CN 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 17.37 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.17 hrs
Time interval
= 1 min
Hyd. volume
= 10,423 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.59'
Intensity
= 7.361 in/hr
Tc by User
= 10.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.770 x 0.95) + (1.450 x 0.35) + (0.780 x 0.20)] / 4.000
Q (Cfs)
18.00
15.00
[FAIIII7
• 11
. ��
3.00
0.00 r
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 10 Year
0.1 0.1 0.2 0.2
Q (Cfs)
18.00
15.00
12.00
we
. 11
3.00
J v 0.00
0.2 0.3 0.3 0.3
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.071 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 8,127 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 23.07 ft
Reservoir name
= Temp Pool
Max. Storage
= 10,375 cuft
Storage Indication method used.
Q (cfs)
18.00
l M11111I
12.00
• m
AM
k1[417
0.00
0 5
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 10 Year
10 15 20
Hyd No. 2
25 30 35 40 45
® Total storage used = 10,375 cult
Q (Cfs
18.00
15.00
12.00
E'11011"
Mire,
1 0.00
50
Time (hrs)

15
Hydrograph Summary Repogydraflow Hydrographs Extension for AutoCAD©Civil 3D©2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(fit)
Total
strge used
(cuft)
Hydrograph
description
1
Rational
6.279
1
20
7,535
------
------
------
Pre Development
2
Rational
23.24
1
10
13,944
------
------
------
Post Development
4
Reservoir
0.580
1
20
10,540
2
23.23
13,818
Rational Routing
Wet Pond C.gpw
Return Period: 100 Year
Tuesday, Jun 15, 2010

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 6.279 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 7,535 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.21'
Intensity
= 7.476 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.030 x 0,95) + (3.190 x 0.20) + (0.780 x 0.20)] / 4.000
Q (CIS)
7.00
. M
.M
4.00
M
r M
1.00
Pre Development
Hyd. No. 1 -- 100 Year
Q (Cfs)
7.00
. O:
5.00
4.00
3.00
2.00
1.00
0.00 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '40.00
.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 .1 1
Hyd No. 1 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)(D 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 23.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.17 hrs
Time interval
= 1 min
Hyd. volume
= 13,944 cuft
Drainage area
= 4.000 ac
Runoff coeff.
= 0.59"
Intensity
= 9.847 in/hr
Tc by User
= 10.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.770 x 0.95) + (1.450 x 0.35) + (0.780 x 0.20)] 14.000
Q (Cfs)
24.00
20.00
16.00
12.00
MO
[KiA]
0.00 1'
0.0 0.0 0.1
Hyd No. 2
Post Development
Hyd. No. 2 -- 100 Year
0.1 0.1 0.2 0.2 0.2
Q (Cfs)
24.00
20.00
f ORI
12.00
4.00
' ' " 0.00
0.3 0.3 0.3
Time (hrs)

W
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.580 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 10,540 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 23.23 ft
Reservoir name
= Temp Pool
Max. Storage
= 13,818 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
W41411
4.00
0.00 -
0 5
Hyd No. 4
Rational Routing
Hyd. No. 4 -- 100 Year
10 15 20
Hyd No. 2
25 30 35 40 45
M= Total storage used = 13,818 cuft
Q (cfs'
24.00
1K1X11i,
16.00
12.00
4.00
1 0.00
50
Time (hrs,

PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA D: POND D
Post Development
C
Aft°)
A ac
1
Building
0.95
15,699
0,36
2
Sidewalk
095
6.969
0,16
3
Parking
0,95
1,803
0.04
4
Street
0.95
13,939
0.32
6
Grass
0.35
23,999
0.55
7
8
Weighted C
0.72
Total Area
62,409
1.43
Im ervious Area
38,410
0,88
Pe rcenl lm ervious 61.5%
DESIGN BV: JTR
CHECKED BY: VJC

WET DETENTION POND
Pond D
Project Information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
Site Information
Sub Area Location:
Proposed Pond D
Drainage Area (DA) =
1.43
Acres
Impervious Area (IA) =
0.880
Acres
Percent Impervious (I) =
61.5
p/
Elevations
Top of Bank Elevation =
25.00
ft
Emergency Elevation =
23.70
ft
Permanent Pool Elevation =
22.50
ft
Bottom of Pond Elevation =
17.50
ft
Bottom of Sediment Elevation =
16.50
It
Basin Areas[Volumes
Area of Permanent Pool =
5,888
sf A permy l (includes main pond & forebays) (Elev = 22.50 )
Area of Bottom of Shelf =
4,349
sf App, ,,e,l (includes main pond & forebays)
Area of Bottom of Pond =
612
sf A 11nn (excluding sediment storage & forebays)'
Average Depth
'
Depth of Pond =
4.5
ft Depth (dist. btwn. btm. of shelf & btm. of pond, excludes sediment)
Average Depth =
3.00
it
Use Average Depth of =
3.00
ft
Required Surface Area - Wetland
SA/DA =
8.1
(90% TSS Removal via Pond)
Min Req d Surface Area =
5,046
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) = 0.60 inln
Storage Volume Required =
4,702
cf (above Permanent Pool)
Side Slopes of Pond =
3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 5888 > 5046) sf

WET DETENTION POND
Pond D
Project Information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project M 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
1.5' Volume Elevation
-
Target Volume =
4.702 cu It
Lower Elevation =
23.00
Upper Elevation =
24.00
Lower Volume =
3.368 cu It
Upper Volume =
11,500 cu ft
Target Elevation =
23.16
Orifice Sizing - Dry Detention
Op D.y.=
0.0272
cfs
0zD,,=
0.0109
cfs
Orifice Size =
1.25
in
0"".=
0.019
cfs
Drawdown Time =
2.9
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
6-ft x 6-ft Riser Box
Area:
36.0
sf
Volume:
270.0
cf
Weight:
16,848
Ibs
Factor of Safety
1.10
WT Req'd of Anti -Flotation Device:
18.533
Ibs
Volume of Concrete Req'd:
123.6
cf
Volume Provided:
153.0
cf
Contour
Contour
Area
Incremental Accumulated
Volume Volume, S
Stage, Z
sq It
cu ff
cu It
It
22.50
5.888
0
0
0.00
23.00
7,585
3,368
3,368
0.50
24.00
8,679
8,132
11,500
1.50
25.00
9,829
9,254
20,754
2.50
(Flowmte required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
(Outside Dim. = 6-it x 6-ft, Inside Dim. = 5-fl x 5-ft)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(6-ft x 6-ft Box filled 4.25-ft deep with concrete)

Hydraflow Table of Contents
Wet Pond D.gpw
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hydrograph Return Period Recap............................................................................ 1
1 -Year
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Rational Pre.............................................................................. 3
Hydrograph No. 2, Rational, Rational Post............................................................................. 4
Hydrograph No. 4, Reservoir, Ration Post Routed................................................................. 5
PondReport - Temp Pool.................................................................................................. 6
2 - Year
SummaryReport ....................................................................................................................... 7
HydrographReports................................................................................................................. 8
Hydrograph No. 1, Rational, Rational Pre.............................................................................. 8
Hydrograph No. 2, Rational, Rational Post............................................................................. 9
Hydrograph No. 4, Reservoir, Ration Post Routed............................................................... 10
10 - Year
SummaryReport ..................................................................................................................... 11
HydrographReports............................................................................................................... 12
Hydrograph No. 1, Rational, Rational Pre............................................................................ 12
Hydrograph No. 2, Rational, Rational Post........................................................................... 13
Hydrograph No. 4, Reservoir, Ration Post Routed............................................................... 14
100 - Year
SummaryReport ..................................................................................................................... 15
HydrographReports............................................................................................................... 16
Hydrograph No. 1, Rational, Rational Pre............................................................................ 16
Hydrograph No. 2, Rational, Rational Post........................................................................... 17
Hydrograph No. 4, Reservoir, Ration Post Routed............................................................... 18

Hydrograph Return Period ReF,
ytlra w Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
------
2.351
2.781
-------
-------
3,757
-------
-------
5.131
Rational Pre
2
Rational
------
5.296
6,226
-------
-------
8.170
-------
-------
10.90
Rational Post
4
Reservoir
2
0.023
0.025
-------
-------
0.029
-------
-------
0,404
Ration Post Routed
Proj. file: Wet Pond D.gpw
Tuesday, Jun 15, 2010

2
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. v6.066
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
surge used
(cuft)
Hydrograph
description
1
Rational
2.351
1
20
2.821
------
------
------
Rational Pre
2
Rational
5.296
1
8
2,542
------
--....
------
Rational Post
4
Reservoir
0.023
1
16
2,192
2
22.88
2,530
Ration Post Routed
Wet Pond D.gpw
Return Period: 1 Year
Tuesday, Jun 15, 2010

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D8 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Peak discharge
= 2.351 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 2,821 cult
Drainage area
= 1.430 ac
Runoff coeff.
= 0.48'
Intensity
= 3.424 in/hr
Tc by User
= 20.00 min
IDF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) _ [(1.110 x 0.35) + (0.320 x 0.95)] 11.430
0 (Cfs)
3.00
2.00
1.00
Rational Pre
Hyd. No. 1 -- 1 Year
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
0 (Cfs)
3.00
2.00
1.00
0.00
1
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 5.296 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 2,542 cuft
Drainage area
= 1.430 ac
Runoff coeff.
= 0.72*
Intensity
= 5.144 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
' Composite (Area/C) = ((0.880 x 0.95) + (0.550 x 0.35)1 / 1.430
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
�aiI�l
0.00 " 1 1
0.0 0.0 0.1
Hyd No. 2
Rational Post
Hyd. No. 2 -- 1 Year
0.1 0.1
Q (Cfs)
6.00
5.00
MR1111
3.00
2.00
1.00
0.00
0.2 0.2 0.2 0.3
Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Ration Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 0.023 cfs
Storm frequency =
1 yrs
Time to peak
= 0.27 hrs
Time interval =
1 min
Hyd. volume
= 2,192 cuft
Inflow hyd. No. =
2 -Rational Post
Max. Elevation
= 22.88 ft
Reservoir name =
Temp Pool
Max. Storage
= 2,530 cuft
Storage Indication method used.
Q (cfs)
6.00
5.00
C9iI1I
3.00
2.00
ROOM
0.00 "
0 5
Hyd No. 4
Ration Post Routed
Hyd. No. 4 -- 1 Year
Q (Cff
6.00
5.00
3.00
1.00
0.00
10 15 20 25 30 35 40 45 50
Hyd No. 2 ® Total storage used = 2,530 Cult Time (hrs)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Pond No. 1 - Temp Pool
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 22.50 It
Stage I Storage Table
Stage (ft)
Elevation (ft)
0.00
22.50
0.50
23.00
0.70
23.20
1.50
24.00
2.50
25.00
Contour area (sqft)
5,888
7,585
7,799
8,679
9,829
Incr. Storage (cult)
0
3,359
1,538
6,587
9,247
Total storage (cuft)
0
3,359
4,897
11,485
20,732
Tuesday, Jun 15, 2010
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
1.25
10.00
0.00
Crest Len (ft)
= 25.00
30.00
0.00
0.00
Span (in)
= 18.00
1.25
60.00
0.00
Crest El. (ft)
= 24.75
23.70
0.00
0.00
No. Barrels
= 1
1
3
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 22.50
22.50
23.20
0.00
Weir Type
= Riser
Rect
---
---
Length (ft)
= 25.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope I%)
= 0.50
0.00
0.00
nla
N-Value
= .013
.013
.013
nla
Orifice Coeft.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage
= nla
Yes
Yes
No
TW Elev. (ft)
= 0.00
Note'. CulveNOrlfiee ourldea are analyzes under Inlet (ic) and outlet fici control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage I
Storage I Discharge
Table
Stage
Storage
Elevation
CIvA
CIvB
CIvC
PrfRsr WrA
WrB WrC
WrD Exfil User Tota
ft
tuft
If
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0,00
0
22.50
0.00
0.00
0.00
--- 0.00
0.00 ---
--- --- --- 0.00(
0.50
3,359
23.00
0.03 is
0.03 is
0.00
--- 0.00
0.00 ---
--- --- --- 0.021
0.70
4,897
23.20
0.04 is
0.03 is
0.00
--- 0.00
0.00 ---
--- --- --- 0,03:
1.50
11,485
24.00
3.60 oc
0.00 is
3.56 is
--- 0.00
16.42 ---
--- --- --- 19.9E
2.50
20,732
25.00
10.70 oc
0.00 is
6.81 is
--- 3.85 s
148.07 ---
--- --- --- 158.7z

L>
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(R)
Total
strge used
(cuft)
Hydrograph
description
1
Rational
2.781
1
20
3,337
------
------
------
Rational Pre
2
Rational
6.226
1
8
2,989
------
------
------
Rational Post
4
Reservoir
0,025
1
16
2,565
2
22.94
2,975
Ration Post Routed
Wet Pond D.gpw
Return Period: 2 Year
Tuesday, Jun 15, 2010

0
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 1.430 ac
Intensity
= 4.052 in/hr
OF Curve
= Jacksonville. OF
Composite (Area/C) = [(1.110 x 0.35) + (0.320 x 0.95)] / 1.430
Q (Cfs)
3.00
elm
1.00
Rational Pre
Hyd. No. 1 -- 2 Year
Tuesday, Jun 15, 2010
Peak discharge
= 2.781 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 3,337 cuft
Runoff coeff.
= 0.48"
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
0.00 VI I I II I I I I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Hyd No. 1
Q (cfs)
3.00
2.00
1.00
0.00
1
Time (hrs)

I
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 6.226 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 2,989 cuft
Drainage area
= 1.430 ac
Runoff coeff.
= 0.72`
Intensity
= 6.047 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.880 x 0.95) + (0.550 x 0.35)] / 1.430
Q (Cfs)
7.00
6.00
5.00
4.00
KI61I611
Will]I
194I411
0.00 V '
0.0 0.0
Hyd No. 2
Rational Post
Hyd. No. 2 -- 2 Year
0.1 0.1 0.1 0.2 0.2 0.2
Q (Cfs)
7.00
!r D1111
4.00
3.00
2.00
1.00
Y 0.00
0.3
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Ration Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 0.025 cfs
Storm frequency =
2 yrs
Time to peak
= 0.27 hrs
Time interval =
1 min
Hyd. volume
= 2,565 cuft
Inflow hyd. No. =
2 -Rational Post
Max. Elevation
= 22.94 ft
Reservoir name =
Temp Pool
Max. Storage
= 2,975 cuft
Storage Indication method used.
Q (cfs)
7.00
6.00
5.00
4.00
01110
2.00
1.00
000
Ration Post Routed
Hyd. No. 4 -- 2 Year
0 5 10 15 20 25 30 35 40 45 50 V Vy
Time (hrs)
— Hyd No. 4 —Hyd No. 2 ®Total storage used = 2,975 cuff

11
Hydrograph Summary Repogydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Aulodesk, Inc. v6.066
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
3.757
1
20
4,508
------
------
------
Rational Pre
2
Rational
8.170
1
8
3,921
------
------
------
Rational Post
4
Reservoir
0.029
1
16
3,277
2
23.07
3,905
Ration Post Routed
Wet Pond D.gpw
Return Period: 10 Year
Tuesday, Jun 15, 2010

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 1.430 ac
Intensity
= 5.473 in/hr
OF Curve
= Jacksonville. IDF
Composite (Area/C) = [(1.110 x 0.35) + (0.320 x 0.95)) / 1.430
Q (Cfs)
4.00
3.00
2.00
1.00
Rational Pre
Hyd. No. 1 -- 10 Year
Tuesday, Jun 15, 2010
Peak discharge
= 3.757 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 4,508 cuft
Runoff coeff.
= 0.48"
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
0.00 V 1 1 1 1 1 1 1 I 1 I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (cfs)
4.00
3.00
2.00
"III]
0.00
1
Time (hrs)

13
Hydrograph
Report
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 8.170 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 3,921 cuft
Drainage area
= 1.430 ac
Runoff coeff.
= 0.72`
Intensity
= 7.935 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. IDF
Aso/Rec limb fact
= 1/1
Composite (Area/C) = [(0.880 x 0.95) + (0.550 x 0.35)] / 1.430
Q (Cfs)
10.00
M
4.00
PAdH
0.00
0.0 0.0
Hyd No. 2
Rational Post
Hyd. No. 2 -- 10 Year
0.1 0.1 0.1 0.2 0.2 0.2
Q Ids)
10.00
1111:111I01,
[:loIt
4.00
I M1111
-X- 0.00
0.3
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Ration Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 0.029 cfs
Storm frequency =
10 yrs
Time to peak
= 0.27 hrs
Time interval =
1 min
Hyd. volume
= 3,277 cuft
Inflow hyd. No. =
2 - Rational Post
Max. Elevation
= 23.07 ft
Reservoir name =
Temp Pool
Max. Storage
= 3,905 cult
Storage Indication method used
Q (cfs)
10.00
�f
. M
M
2.00
0.00
0 5
Hyd No. 4
Ration Post Routed
Hyd. No. 4 -- 10 Year
10 15 20
Hyd No. 2
25 30 35 40 45
[® Total storage used = 3,905 cuft
Q (cfs)
10.00
M
. e]
4.00
WAGO]
1 0.00
50
Time (hrs)

15
Hydrograph Summary Re poqydraflow Hydrographs Extension for AutoCAD®Civil 3139)2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(h)
Total
strge used
(cuft)
Hydrograph
description
1
Rational
5.131
1
20
6,157
------
------
------
Rational Pre
2
Rational
10.90
1
8
5,231
------
------
------
Rational Post
4
Reservoir
0.404
1
16
4,193
2
23.22
5,173
Ration Post Routed
Wet Pond D.gpw
Return Period: 100 Year
Tuesday, Jun 15, 2010

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31AD 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Peak discharge
= 5.131 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 6,157 cuft
Drainage area
= 1.430 ac
Runoff coeff.
= 0.48*
Intensity
= 7.476 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.110 x 0.35) + (0.320 x 0.95)] 11.430
0 (Cfs)
6.00
5.00
3.00
2.00
1.00
Rational Pre
Hyd. No. 1 -- 100 Year
0 (Cfs)
6.00
5.00
4.00
3.00
1PA11111
1.00
0.00
V 1 1 1 1 1 1 1 1 I I I I 1 I I I I I I `� 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
— Hyd No. 1 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MO 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 10.90 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 5,231 cuft
Drainage area
= 1.430 ac
Runoff coeff.
= 0.72*
Intensity
= 10.585 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.880 x 0.95) + (0.550 x 0.35)] / 1.430
Q (Cfs)
12.00
10.00
:M
.M
4.00
PArAI
0.00 1 '
0.0 0.0 0.1
Hyd No. 2
Rational Post
Hyd. No. 2 -- 100 Year
Q (Cfs)
12.00
i
10.00
MOM
2.00
I I I 1 1 V 0.00
0.1 0.1 0.2 0.2 0.2 0.3
Time (hrs)

W1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Ration Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 0.404 cfs
Storm frequency =
100 yrs
Time to peak
= 0.27 hrs
Time interval =
1 min
Hyd. volume
= 4,193 cuft
Inflow hyd. No. =
2 -Rational Post
Max. Elevation
= 23.22 ft
Reservoir name =
Temp Pool
Max. Storage
= 5,173 cuft
Storage Indication method used
Q (cfs)
12.00
10.00
M
14110
4.00
2.00
0.00 "
0 5
Hyd No. 4
Ration Post Routed
Hyd. No. 4 -- 100 Year
10 15 20
Hyd No. 2
25 30 35 40 45
® Total storage used = 5,173 cuft
Q (cfs)
12.00
10.00
E$
. &
4.00
2.00
1 0.00
50
Time (hrs)

PROJECT:
PROJECT NO.:
DESCRIPTION'.
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA E: POND E
Post Development
C
Aft°
A ac
1
Building
0.95
15,120
0,35
2
Sidewalk
0.95
8,548
0.20
3
Parkin
0.95
0.00
4
Street
0.95
0.00
6
Grass
0,35
84,554
1.94
7
8
Weighted C
0A8
Total Area
108,222
1 2,48
Impervious Area
23.6681
0.54
Percent Impervious 21.9
DESIGN BY:
CHECKED BY:

WET DETENTION POND
Pond E
Project Information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
Site Information
Sub Area Location:
Proposed Pond E
Drainage Area (DA) =
2.48
Acres
Impervious Area (IA) =
0.540
Acres
Percent Impervious (1) =
21.8
%
Elevations
Top of Bank Elevation =
19.00
ft
Emergency Elevation =
17.75
ft
Permanent Pool Elevation =
16.50
ft
Bottom of Pond Elevation =
11.50
ft
Bottom of Sediment Elevation =
10.50
ft
Basin Areas[Volumes
Area of Permanent Pool = 3,941 sf
Area of Bottom of Shelf = 2,780 sf
Area of Bottom of Pond = 415 sf
Average Depth
Depth of Pond = 4.5 ft
Average Depth = 3.01 ft
Use Average Depth of = 3.00 It
A Perm Pre, (includes main pond & forebays) (Elev = 16.50 )
A mi .heir (includes main pond & forebays)
Awl Well (excluding sediment storage & forebays)
Depth (dist. btwn. btm. of shelf & btm. of pond, excludes sediment)
Required Surface Area - Wetland
SA/DA = 3.5 (90% TSS Removal via Pond)
Min Req'd Surface Area = 3,781 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 (1) = 0.25 infn
Storage Volume Required = 3,321 cf (above Permanent Pool)
Side Slopes of Pond = 3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 3941 > 3781 ) sf

v
WET DETENTION POND
Pond E
Project information
Project Name: Camp Lejeune Hospital Addition and Renovation
Project #: 3053 and 3156
Designed by: JTR Date: 6/15/2010
Checked by: Date:
1.5" Volume Elevation
Target Volume =
3,321 cu It
Lower Elevation =
17.00
Upper Elevation =
18.00
Lower Volume =
2,300 cu It
Upper Volume =
7,991 cu It
Target Elevation =
17.18
Orifice Sizing - Dry Detention
Oz Dar,=
0.0192
cfs
Os o,r,=
0.0077
cis
Orifice Size =
1.00
in
O o,,_
0.012
cfs
Drawdown Time =
3.2
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
6-ft x 6-ft Riser Box
Area:
36.0
sf
Volume:
270.0
cf
Weight:
16,848
Ibs
Factor of Safely
1.10
Wi Req'd of Anti -Flotation Device:
18.533
Ibs
Volume of Concrete Req'd:
123.6
of
Volume Provided:
153.0
cf
Contour
Contour
Area
Incremental Accumulated
Volume Volume, S
Sta e, Z
sq It
cu ft
cu It
it
16.50
3,940
0
0
0.00
17.00
5,258
2.300
2,300
0.50
18.00
6,124
5,691
7,991
1.50
19.00
7,046
6,585
14,576
2.50
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
(Outside Dim. = 6-ft x 6-fl, Inside Dim. = 5-ft x 5-ft)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(6-ft x 6-ft Box filled 3.5-ft deep with concrete)

Hydraflow Table of Contents Wet Pond E.gpw
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hydrograph Return Period Recap............................................................................ 1
1 -Year
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Rational Pre.............................................................................. 3
Hydrograph No. 2, Rational, Rational Post............................................................................. 4
Hydrograph No. 4, Reservoir, Rational Post Routed.............................................................. 5
PondReport - Temp Pool.................................................................................................. 6
2 - Year
SummaryReport ....................................................................................................................... 7
HydrographReports................................................................................................................. 8
Hydrograph No. 1, Rational, Rational Pre.............................................................................. 8
Hydrograph No. 2, Rational, Rational Post............................................................................. 9
Hydrograph No. 4, Reservoir, Rational Post Routed............................................................ 10
10 - Year
SummaryReport ..................................................................................................................... 11
HydrographReports............................................................................................................... 12
Hydrograph No. 1, Rational, Rational Pre............................................................................ 12
Hydrograph No. 2, Rational, Rational Post........................................................................... 13
Hydrograph No. 4, Reservoir, Rational Post Routed............................................................ 14
100 - Year
SummaryReport ..................................................................................................................... 15
HydrographReports............................................................................................................... 16
Hydrograph No. 1, Rational, Rational Pre............................................................................ 16
Hydrograph No. 2, Rational, Rational Post........................................................................... 17
Hydrograph No. 4, Reservoir, Rational Post Routed............................................................ 18

Hydrograph Return Period Regg
ytlra w Hydrographs Extension for AutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
------
3.992
4.723
-------
-------
6.379
-------
-------
8.713
Rational Pre
2
Rational
------
5.872
6.906
-------
-------
9.089
-------
-------
12.14
Rational Post
4
Reservoir
2
0.020
0.169
-------
-------
1.450
-------
-------
2.234
Rational Post Routed
Proj. file: Wet Pond E.gpw
Tuesday, Jun 15, 2010

Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD® Civil 30®2009 by Autodesk, Inc. v6.066
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
1992
1
20
4,790
------
------
------
Rational Pre
2
Rational
5.872
1
9
3,171
------
------
------
Rational Post
4
Reservoir
0.020
1
18
2,488
2
17.14
3,158
Rational Post Routed
Wet Pond E.gpw
Return Period: 1 Year
Tuesday, Jun 15, 2010

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 2.480 ac
Intensity
= 3.424 in/hr
OF Curve
= Jacksonville. IDF
Composite (Area/C) = [(1.990 x 0.35) + (0.490 x 0.95)] / 2.460
0 (Cfs)
4.00
3.00
2.00
1.00
Rational Pre
Hyd. No. 1 -- 1 Year
Tuesday, Jun 15, 2010
Peak discharge
= 3.992 cfs
Time to peak
= 0.33 hrs
Hyd. volume
= 4,790 cuft
Runoff coeff.
= 0.47`
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
0.00 = 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
0 (cfs)
4.00
9414I11
2.00
1.00
IL 0.00
1
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 5.872 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 3,171 cuft
Drainage area
= 2.480 ac
Runoff coeff.
= 0.48"
Intensity
= 4.932 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) _ [(0.540 x 0.95) + (1.940 x 0.35)] / 2.480
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Rational Post
Hyd. No. 2 -- 1 Year
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 r ' ' ' ' " 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
Hyd No. 2 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.020 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.30 hrs
Time interval
= 1 min
Hyd. volume
= 2,488 cuft
Inflow hyd. No.
= 2 - Rational Post
Max. Elevation
= 17.14 ft
Reservoir name
= Temp Pool
Max. Storage
= 3,158 cuft
Storage Indication method used.
Q (cfs)
6.00
4.00
tcx1I1111
2.00
`fffil t
0.00�
0 5
Hyd No. 4
Rational Post Routed
Hyd. No. 4 -- 1 Year
10 15 20
Hyd No. 2
25 30 35 40 45
Imm Total storage used = 3,158 cuft
Q (cfs)
6.00
16114111
4.00
11111cx11Ic
2.00
"111C
1 0.00
50
Time (hrs)

Pond Report 6
Hydraflow Hydrographs Extension for Al Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jun 15, 2010
Pond No. 1 - Temp Pool
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 16.50 ft
Stage I Storage Table
Stage (ft)
0.00
0,50
0.75
1.50
2.50
Elevation (ft)
W50
17.00
17.25
18.00
19.00
Contour area (sqft)
3,941
5,447
5,737
6,620
8,428
Incr. Storage (cuft)
0
2,337
1,398
4,629
7,505
Total storage (cult)
0
2,337
3,734
8,364
15,869
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.00
6.00
0.00
Crest Len (ft)
= 25.00
20.00
0.00
0.00
Span (in)
= 15.00
1.00
60.00
0.00
Crest EI. (ft)
= 18.50
17.75
0.00
0.00
No. Barrels
= 1
1
3
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 16.50
16.50
17.25
0.00
Weir Type
= Riser
Rect
---
---
Length (ft)
= 25.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope I%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000
(by Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Note: CulkeNOtlfice outflows are analyzed under inlet (ic) and outlet (oc) control. weir risers checked for orifice conditions (ic) and submergence (e).
Stage /
Storage I Discharge
Table
Stage
Storage
Elevation
CIvA
CIvB
CIvC
PrfRsr WrA
WrB
Wl Wl Exffl
User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs cfs cfs
cfs cfs
0.00
0
16.50
0.00
0.00
0.00
--- 0.00
0.00
--- ---
--- 0.000
0.50
2,337
17.00
0.02 is
0.02 is
0.00
--- 0.00
0.00
--- --- ---
--- 0.017
0.75
3.734
17.25
0.02 is
0.02 is
0.00
--- 0.00
0.00
--- --- ---
--- 0.022
1.50
8,364
18.00
4.11 oc
0.00 is
4.10 is
--- 0.00
8.33
--- --- ---
--- 12.43
2.50
15,869
19.00
8.00 oc
0.00 is
2.39 is
--- 5.56 s
93.08
--- --- ---
--- 101.03

Hydrograph Summary Repogydraflow Hydrographs Extension for AutoCAD® Civil 3Dm 2009 by Autodesk, Inc. v6.066
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
(curt)
Hydrograph
description
1
Rational
4.723
1
20
5,667
------
------
------
Rational Pre
2
Rational
6.906
1
9
3,729
------
------
------
Rational Post
4
Reservoir
0.169
1
18
2,854
2
17.23
3,698
Rational Post Routed
Wet Pond E.gpw
Return Period: 2 Year
Tuesday, Jun 15, 2010

H
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Peak discharge
= 4.723 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 5,667 cuft
Drainage area
= 2.480 ac
Runoff coeff.
= 0.47'
Intensity
= 4.052 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = ](1.990 x 0.35) + (0.490 x 0.95)] 12.480
Q (cfs)
5.00
Mid
M
go
Wid
Rational Pre
Hyd. No. 1 -- 2 Year
0.00 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 1
Q (cfs)
5.00
4.00
99114F.
2.00
1.00
x 0.00
1
Time (hrs)

M
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 6.906 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 3,729 cult
Drainage area
= 2.480 ac
Runoff coeff.
= 0.48"
Intensity
= 5.802 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = f(0.540 x 0.95) + (1.940 x 0.35)] / 2.480
Q (Cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
000
0.0 0.0 0.1
Hyd No. 2
Rational Post
Hyd. No. 2 -- 2 Year
Q (cfs)
7.00
6.00
5.00
4.00
Milli
2.00
1.00
0.00
0.1 0.1 0.2 0.2 0.2 0.3 0.3
Time (hrs)

10
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 0.169 cfs
Storm frequency =
2 yrs
Time to peak
= 0.30 hrs
Time interval =
1 min
Hyd. volume
= 2,854 cuft
Inflow hyd. No. =
2 - Rational Post
Max. Elevation
= 17.23 ft
Reservoir name =
Temp Pool
Max. Storage
= 3,698 cuft
Storage Indication method used.
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
000
Rational Post Routed
Hyd. No. 4 -- 2 Year
0 5 10 15 20 25 30 35 40 45 50 V V
Hyd No. 4 — Hyd No. 2 ® Total storage used = 3,698 cuft Time (hrs)

11
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD®Civil 3DO2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
description
1
Rational
6.379
1
20
7,655
------
------
------
Rational Pre
2
Rational
9,089
1
9
4,908
------
------
------
Rational Post
4
Reservoir
1,450
1
17
4,015
2
17.37
4,554
Rational Post Routed
Wet Pond E.gpw
Return Period: 10 Year
Tuesday, Jun 15, 2010

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6,066 Tuesday, Jun 15, 2010
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Peak discharge
= 6.379 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 7,655 cuft
Drainage area
= 2.480 ac
Runoff coeff.
= 0.47'
Intensity
= 5.473 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.990 x 0.35) + (0.490 x 0.95)] / 2.480
Q (Cfs)
7.00
. 11
• 11
U1I11
9111111
P01111
1.00
Rational Pre
Hyd. No. 1 -- 10 Year
Q (cfs)
7.00
[Lt $H
5.00
4.00
3.00
2.00
fK1I11
0.00 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V. 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Hyd No. 1 Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 9.089 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 4,908 cuft
Drainage area
= 2.480 ac
Runoff coeff.
= 0.48`
Intensity
= 7.636 in/hr
Tc by User
= 9.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.540 x 0,95) + (1.940 x 0.35)) / 2,480
Q (Cfs)
10.00
: M
. M
4.00
2.00
0.00 Y
0.0 0.0
Hyd No. 2
Rational Post
Hyd. No. 2 -- 10 Year
0.1 0.1 0.1 0.2 0.2 0.2 0.3
Q (cfs)
10.00
4.00
2.00
Y 0.00
0.3
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 1.450 cfs
Storm frequency =
10 yrs
Time to peak
= 0.28 hrs
Time interval =
1 min
Hyd. volume
= 4,015 cuft
Inflow hyd. No. =
2 - Rational Post
Max. Elevation
= 17.37 ft
Reservoir name =
Temp Pool
Max. Storage
= 4,554 cuft
Storage Indication method used.
Q (cfs)
10.00
[xiI7
. M
4.00
2.00
0.00
0 3
Hyd No. 4
Rational Post Routed
Hyd. No. 4 -- 10 Year
6 9 12 15 18 21 24 27 30
— Hyd No. 2 ® Total storage used = 4,554 cuft
Q (cfs)
10.00
4.00
2.00
-a- 0.00
33
Time (hrs)

15
Hydrograph Summary Re po Flydraflow Hydrographs Extension for AutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
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
(tuft)
Hydrograph
description
1
Rational
8.713
1
20
10,456
------
------
------
Rational Pre
2
Rational
12.14
1
9
6,556
------
------
------
Rational Post
4
Reservoir
2.234
1
16
5,657
2
17.56
5,713
Rational Post Routed
Wet Pond E.gpw
Return Period: 100 Year
Tuesday, Jun 15, 2010

Hydrograph Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 1
Rational Pre
Hydrograph type
= Rational
Peak discharge
= 8.713 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 10,456 cuft
Drainage area
= 2.480 ac
Runoff coeff.
= 0.47'
Intensity
= 7.476 in/hr
Tc by User
= 20.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.990 x 0.35) + (0.490 x 0.95)1 12.480
Q (Cfs)
10.00
: M
. MI
4.00
2.00
Rational Pre
Hyd. No. 1 -- 100 Year
Q (cfs)
10.00
[:1111111
4.00
2.00
0.00 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1
Hyd No. 1 Time (hrs)

17
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D9 2009 by Autodesk, Inc. v6.066
Tuesday. Jun 15, 2010
Hyd. No. 2
Rational Post
Hydrograph type
= Rational
Peak discharge
= 12.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 6,556 cuft
Drainage area
= 2.480 ac
Runoff coeff.
= 0.48'
Intensity
= 10.199 in/hr
Tc by User
= 9.00 min
IDF Curve
= Jacksonville. OF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = i(0.540 x 0.95) + (1,940 x 0.35)] / 2.480
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
milli
Rational Post
Hyd. No. 2 -- 100 Year
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
CtoN]
fwili]
0.00 1 1 1 1 1 1 1 1 11V 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
Hyd No. 2 Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jun 15, 2010
Hyd. No. 4
Rational Post Routed
Hydrograph type =
Reservoir
Peak discharge
= 2.234 cfs
Storm frequency =
100 yrs
Time to peak
= 0.27 hrs
Time interval =
1 min
Hyd. volume
= 5,657 cuft
Inflow hyd. No. =
2 - Rational Post
Max. Elevation
= 17.56 ft
Reservoir name =
Temp Pool
Max. Storage
= 5,713 cuft
Storage Indication method used.
Q (cfs
14.00
12.00
10.00
M9
M
4.00
2.00
Rational Post Routed
Hyd. No. 4 -- 100 Year
�4 ---
Q (cfs)
14.00
12.00
fI1IQ8]
M
M
4.00
2.00
0.00 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Time (hrs)
— Hyd No. 4 —Hyd No. 2 ®Total storage used = 5,713 tuft

PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
DESIGN BY:
CHECKED BY:
DRAINAGE AREA 1: Infiltration Basin
Post Development
C
Aft'
A ac
1
Building
0,95
3.834
0.09
2
Sidewalk
0.95
0.00
3
Parkin
0.95
000
4
Street
0.95
6,462
0.15
6
Grass
0.35
19,983
0.46
7
8
Weighted C
0.55
Total Area
30,279
0.70
Impervious Area
10,296
024
Percentlm ervious 34.0%
Volume Runoff to be Controlled From 3.0" Storm (Exempt from OH -Line Bypass)
Rv=0.05-0.009(I)
(Simple Method, Scheuler)
1= 34.0 Percent Impervious
Rv= 0.36 Runoff Coefficient
V=P'Rv'Ad
P= 3,00 in
Design Rainfall (OfOine Bypass Waived)
V= 0.062 ac-ft
Volume To Be Treated
V= 2,695 its
Volume To Be Treated
A= 1 746 it,
Area of Treatment Device
D= 1 3" it
Pool Depth
V= 2,798 it
Volume of Treatment
13,00 it
Seasonal High Water Table Elevation
15,00 It
Bottom of Treatment Device
16,35 ft
Water Suface Elevation
Drawdown Calculation
V= 2.798 its
Volume To Be Drawn Down
A= 1,746 11'
Area of Treatment Device
k= 22 in/hr
Drawdown Through Orifice
1= 7 ms
Drawdown Time
t= 0.31 days

Hydraflow Table of Contents Infiltration Basin F.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, May 14, 2010
Hydrograph Return Period Recap............................................................................ 1
1 -Year
SummaryReport ....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Rational, Pre Development...................................................................... 3
Hydrograph No. 2, Rational, Post Development..................................................................... 4
Hydrograph No. 4, Reservoir, Post to Infiltration................................................................... 5
Pond Report - Infiltration Basin F....................................................................................... 6
2 - Year
SummaryReport ....................................................................................................................... 7
HydrographReports................................................................................................................. 8
Hydrograph No. 1, Rational, Pre Development...................................................................... 8
Hydrograph No. 2, Rational, Post Development..................................................................... 9
Hydrograph No. 4, Reservoir, Post to Infiltration................................................................. 10
10 - Year
SummaryReport..................................................................................................................... 11
HydrographReports............................................................................................................... 12
Hydrograph No. 1, Rational, Pre Development.................................................................... 12
Hydrograph No. 2, Rational, Post Development................................................................... 13
Hydrograph No. 4, Reservoir, Post to Infiltration................................................................. 14
100 - Year
SummaryReport ..................................................................................................................... 15
HydrographReports............................................................................................................... 16
Hydrograph No. 1, Rational, Pre Development.................................................................... 16
Hydrograph No. 2, Rational, Post Development................................................................... 17
Hydrograph No. 4, Reservoir, Post to Infiltration................................................................. 18

Hydrograph Return Period Recg�
ydra w Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
i
Rational
------
1.056
1.246
-------
-------
1.666
-------
-------
2.250
Pre Development
2
Rational
------
1.980
2.328
-------
-------
3.055
-------
-------
4.075
Post Development
4
Reservoir
2
0.000
0.000
-------
-------
0.000
-------
-------
0.000
Post to Infiltration
Proj. file: Infiltration Basin F.gpw
Friday, May 14, 2010

Hydrograph Summary Re poqydrafiow Hydrographs Extension for AutoCAD® Civil 3Dm 2009 by Autodesk, Inc. v6.066
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
1.056
1
15
950
------
------
------
Pre Development
2
Rational
1,980
1
8
951
------
------
------
Post Development
4
Reservoir
0,000
1
17
0
2
15.47
925
Post to Infiltration
Infiltration Basin F.gpw
Return Period: 1 Year
Friday, May 14, 2010

Hydrograph Report
Hydra9ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, May 14, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 1.056 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.25 hrs
Time interval
= 1 min
Hyd. volume
= 950 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.38`
Intensity
= 3.970 in/hr
Tc by User
= 15.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
' Composite (Area/C) = [(0.040 x 0.95) . (0.660 x 0.35)] / 0.700
Q (Cfs)
2.00
1.00
0.00 ' '
0.0 0.0 0.1
— Hyd No. 1
0.1 0.1
Pre Development
Hyd. No. 1 -- 1 Year
Q (Cfs)
2.00
1.00
I I I I I I I I I 1 V 0.00
0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5
Time (hrs)

Hydrograph
Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 1.980 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 951 cult
Drainage area
= 0.700 ac
Runoff coeff.
= 0.55
Intensity
= 5.144 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
2.00
1.00
Post Development
Hyd. No. 2 -- 1 Year
0.0 0.1 0.1 0.1 0.2 0.2 0.2
— Hyd No. 2
Q (cfs)
2.00
1.00
' 0.00
0.3
Time (hrs)

Hydrograph
Report
5
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 4
Post to Infiltration
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.28 hrs
Time interval
= 1 min
Hyd. volume
= 0 cult
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 15.47 ft
Reservoir name
= Infiltration Basin F
Max. Storage
= 925 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
2.00
1.00
0.00
0.0 2.0
— Hyd No. 4
Post to Infiltration
Hyd. No. 4 -- 1 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 2 ® Total storage used = 925 cult
0 (cfs)
2.00
1.00
—J_ 0.00
18.0
Time (hrs)

Pond Report
i
Hydraflow Hydrographs Extension for AutoCADS Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, May 14, 2010
Pond No. 1 - Infiltration Basin F
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 15.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 15.00 1,746 0 0
1.00 16.00 2,233 1,984 1,984
1.35 16.35 2,417 813 2,798
2.00 17.00 2,777 1,687 4,484
Culvert I Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0,00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope 1%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 16.50
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Rect
---
---
---
Multi-Stage
= No
No
No
No
Exfil.(inlhr) = 2.200 (by Contour)
TW Elev. (ft) = 0.00
Note: Culven/Onfice outflows are analped under Inlet (ic) and outlet (m) contra. Weir risers checked for orifice conditions (i6) and submergence (a).
Stage I Discharge
Elev (ft)
17.00
16.80
16.60
16.40
16.20
16.00
15.80
15.60
15.40
15.20
1500
0.00 Z00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
- Total O Discharge (cfs)

Hydrograph Summary Report
ydraFlow Hydrographs Extension for AutoCAD®Civil 3D® 2009 by Autodesk, Inc. v6.066
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
1.246
1
15
1.121
------
------
------
Pre Development
2
Rational
2.328
1
8
1,118
------
------
------
Post Development
4
Reservoir
0.000
1
13
0
2
15.55
1,087
Post to Infiltration
Infiltration Basin F.gpw
Return Period: 2 Year
Friday, May 14, 2010

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3Dm 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 1.246 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.25 hrs
Time interval
= 1 min
Hyd. volume
= 1,121 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.38'
Intensity
= 4.684 in/hr
Tc by User
= 15.00 min
OF Curve
= Jacksonville.IDF
Asc/Rec limb fact
= 1/1
' Composite (Area/C) = [(0.040 x 0.95) + (0.660 x 0.35))10.700
0 (Cfs)
2.00
WIT111
Pre Development
Hyd. No. 1 -- 2 Year
0 (Cfs)
2.00
0.00 10, 1 1 1 1 1 1 1 1 1 1 1 1 1 1y 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5
Time (hrs)
— Hyd No. 1

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 2.328 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 1,118 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.55
Intensity
= 6.047 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
0 (Cfs)
3.00
2.00
1.00
Post Development
Hyd. No. 2 -- 2 Year
0.0 0.1 0.1 0.1 0.2 0.2 0.2
— Hyd No. 2
0 Ids)
3.00
walIr,
SKIllllI
Y 0.00
0.3
Time (hrs)

Hydrograph
Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 4
Post to Infiltration
Hydrograph type
= Reservoir
Peak discharge
= 0,000 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.22 hrs
Time interval
= 1 min
Hyd. volume
= 0 cult
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 15.55 ft
Reservoir name
= Infiltration Basin F
Max. Storage
= 1,087 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
3.00
2.00
1.00
0.00T-
0.0 2.0
— Hyd No. 4
Post to Infiltration
Hyd. No. 4 -- 2 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 2 [® Total storage used = 1,087 cult
Q (cfs)
3.00
2.00
IwoIf,
-- 0.00
18.0
Time (hrs)

11
Hydrograph Summary Re pogydraflow Hydrographs Extension for AutoCAD®Civil 3DO2009 by Aulodesk, Inc. v6.066
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
1.666
1
15
1,499
------
------
------
Pre Development
2
Rational
3.055
1
8
1,466
------
------
------
Post Development
4
Reservoir
0.000
1
36
0
2
15.72
1,427
Post to Infiltration
Infiltration Basin F.gpw
Return Period: 10 Year
Friday, May 14, 2010

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD© Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 1.666 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.25 hrs
Time interval
= 1 min
Hyd. volume
= 1,499 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.38'
Intensity
= 6.261 in/hr
Tc by User
= 15.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.040 x 0.95) - (0.660 x 0.35)] / 0.700
Q (Cfs)
2.00
1.00
Pre Development
Hyd. No. 1 -- 10 Year
Q (cfs)
2.00
1.00
0.00 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5
Time (hrs)
— Hyd No. 1

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.700 ac
Intensity
= 7.935 in/hr
IDF Curve
= Jacksonville. IDF
Q (cfs)
4.00
3.00
2.00
[Kill]
Post Development
Hyd. No. 2 -- 10 Year
Friday, May 14, 2010
Peak discharge
= 3.055 cfs
Time to peak
= 0.13 hrs
Hyd. volume
= 1,466 cuft
Runoff coeff.
= 0.55
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
0.0 011 0.1 0.1 0.2 02 0.2
— Hyd No. 2
Q (cfs)
4.00
3.00
2.00
SKIM]
Y 0.00
0.3
Time (hrs)

Hydrograph
Report
14
Hydrafiow Hydrographs Extension for AutoCADO Civil 313® 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 4
Post to Infiltration
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.60 hrs
Time interval
= 1 min
Hyd. volume
= 0 CA
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 15.72 ft
Reservoir name
= Infiltration Basin F
Max. Storage
= 1,427 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
4.00
3.00
1
1.00
0.00
0.0 2.0
— Hyd No. 4
Post to Infiltration
Hyd. No. 4 -- 10 Year
4.0 6.0 8.0
— Hyd No. 2
10.0 12.0 14.0 16.0 18.0
® Total storage used = 1,427 cult
Q (cfs)
4.00
3.00
2.00
1.00
—1 0.00
20.0
Time (hrs)

15
Hydrograph Summary Repo qydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc. v6.066
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
2.250
1
15
2,025
------
------
------
Pre Development
2
Rational
4.075
1
8
1,956
------
------
------
Post Development
4
Reservoir
0.000
1
20
0
2
15.96
1,903
Post to Infiltration
Infiltration Basin F.gpw
Return Period: 100 Year
Friday, May 14, 2010

W.
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31D® 2009 by Autodesk, Inc. v6.066 Friday, May 14, 2010
Hyd. No. 1
Pre Development
Hydrograph type
= Rational
Peak discharge
= 2.250 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.25 hrs
Time interval
= 1 min
Hyd. volume
= 2,025 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.38"
Intensity
= 8.458 in/hr
Tc by User
= 15.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = f(0.040 x 0.95) + (0.660 x 0.35)] / 0.700
Q (cfs)
3.00
0ilil
1.00
0.00 V
0.0 0.0 0.1 0.1
— Hyd No. 1
0.1
Pre Development
Hyd. No. 1 -- 100 Year
Q (cfs)
3.00
2.00
1.00
I 1 I I I I I 1 11i V 0.00
0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5
Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 2
Post Development
Hydrograph type
= Rational
Peak discharge
= 4.075 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 1,956 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.55
Intensity
= 10.585 in/hr
Tc by User
= 8.00 min
OF Curve
= Jacksonville. IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
5.00
4.00
[c1KO
2.00
0.00
0.0 0.0
— Hyd No. 2
Post Development
Hyd. No. 2 -- 100 Year
0.1 0.1 0.1 0.2 0.2 0.2
Q (cfs)
5.00
4.00
11111:11011
2.00
IWiff
� 0.00
0.3
Time (hrs)

fd]
Hydrograph Report
Hydranow Hydrographs Extension for AutoCAD® Civil 31)(D 2009 by Autodesk, Inc. v6.066
Friday, May 14, 2010
Hyd. No. 4
Post to Infiltration
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.33 hrs
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 15.96 ft
Reservoir name
= Infiltration Basin F
Max. Storage
= 1,903 cuft
Storage Indication method used. Exflltration extracted from Outflow.
Q (Cfs)
5.00
4.00
3.00
milli
1.00
0.0 2.0 4.0
— Hyd No. 4
a
Post to Infiltration
Hyd. No. 4 -- 100 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' 0.00
6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 2 I® Total storage used = 1,903 tuft

PROJECT:
PROJECT NO.:
DESCRIPTION:
111MI[ INW.1441
UNTREATED DRAINAGE AREA: PRE DEVELOPMENT
Pre Development
C
A (ft')
A (ac
1
Building
0.95
0.00
2
Sidewalk
0.95
13,964
0.32
3
Parking
0.95
28.698
0.66
4
Street
0.95
-
0.00
6
Grass
0.35
20,576
0.47
7
8
Wei hted C
0.75
Total Area
63,238
1.45
Impervious Area
42,662
6.98
Percent Impervious 67.5 %
UNTREATED DRAINAGE AREA: POST DEVELOPMENT
Post Development
C
A (ft')
A ac
1
Building
0.95
0.00
2
Sidewalk
0.95
23,396
0.54
3
Parking
0.95
1,417
0.03
4
Street
0.95
-
0.00
6
Grass
0.35
38,425
0.88
7
8
Weighted C
0.59
Total Area
63,238
1.45
Impervious Area
24,813
1 0.57
Percent Impervious 39.2%
IF 1 OF 4
DESIGN BY: JTR
CHECKED BY VJC

0
LLP
CAROLINAS
ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities August 4, 2009
Ms. Tracy Bond, AIA
Smith Group/Clark Nexsen
Joint Venture
1850 K Street NW, Suite 250
Washington, DC 20006
Reference: Report of Infiltration Evaluation
Naval Hospital Renovation
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
Dear Ms. Bond:
ECS Carolinas, LLP (ECS) recently conducted an Infiltration evaluation for the
proposed stormwater best management practice (BMP) areas at the Naval Hospital
Renovation on Camp Lejeune, Onslow County, North Carolina. This letter, with
attachments, is the report of our evaluations.
Field Testing
On July 29 through 31, 2009, ECS conducted an exploration of the subsurface soil and
groundwater conditions at eleven requested locations shown on the attached Test
Location Plan (Figure, 1). The test areas were located in the field utilizing GPS
equipment and a test location plan provided by Clark Nexsen. The purpose of this
exploration was to obtain subsurface information of the in -place soils for the proposed
stonnwater BMP areas. ECS explored the subsurface soil conditions by advancing
one hand auger boring into the existing ground surface at the requested boring
locations. ECS visually classified the subsurface soils and obtained representative
samples of each soil type encountered. ECS also recorded the seasonal high water
table (SHWT) observed at the time of each hand auger boring. The attached Infiltration
Evaluation Form provides a summary of the subsurface conditions encountered at the
hand auger boring location.
The SHWT was estimated at the boring locations below the existing grade elevation. A
summary of the findings are as follows:
-Location
SHWT
1
Winches
2
28 Inches
3
36 inches
4
24 Inches
5
18 inches
6
32 inches
7
24 Inches
8
24 Inches
9
48 inches
10
55 Inches
11
36 Inches
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T. 910-686-9114 • F: 910-686-9666 www.ecs[imited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mld•Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

Report of Infiltration Evaluation
Naval Hospital Renovation
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.149978
August 4, 2009
ECS has conducted eleven infiltration tests utili2ing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
If the SHWT is less than three feet, the tests are conducted at ten inches below the
surface elevation.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
1
Tan fine SAND w/silt
12 inches
1.4
2
Gray fine SAND w/silt
10 inches
1.2
3
Gray fine SAND fill
12 inches
4.0
4
Grey/tan fine SAND w/silt
10 inches
2.2
5
Gray/tan silty SAND
10 inches
0.40
6
Gray fine silty SAND
10 inches
1 0.76
7
Gray fine SAND
10 inches
3.7
8
Tan fine SAND
10 inches
4.4
9
Gray/tan fine SAND w/day lens
fill
24 inches
1.1
10
Tan fine SAND
31 inches
10.9
11
Gray sindly SILT fill
12 inches
0.09
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our field activities.
ECS appreciates the opportunity to provide our services
have any questions concerning this report or this project,
9114.
Respectfully,
ECS CAROLLINAS, LLP
K. Brooks Wall
Project Manager
to you on this project. If you
please contact us at (910) 686-
Attachments: Figure 1 - Test Location Plan, Infiltration tvaluatlon
CC: Mr. Steve Thomas, P.E.-Clark Nexsen
g-"'
l
air, P. G.
geologist

Naval Hospital Renovations
Camp Lejeune, Onslow Co., NC
ECS Project No. 22-14997B
August 3, 2009
KBW
10
TEST LOCATIONS
L,L R
11
Figure 1- Test Location Plan
Provided by: Clark Nexsen

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune,.Onslow County, North Carolina
ECS Project No. 22.14997B
Location Depth
1 0-16"
16"-36"
August 4, 2009
Soil Description
Gray/tan fine SAND w/silt
Tan/brown sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 1.4 inches per hour
Test was conducted at 12 inches below existing grade elevation
Location Depth
2 0-24"
24"-50"
Soil Description
Gray fine SAND w/silt
Tan fine SAND w/silt
Seasonal High Water Table was estimated to be at 28 inches below the
existing grade elevation.
Infiltration Rate: 1.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth
3 0-36"
36"-30"
Soil Description
Grey fine SAND (fill)
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 4.0 inches per hour
Test was conducted at 12 inches below existing grade elevation

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997E
August 4, 2009
Location Depth Soil Description
4 0-18" Gray/tan fine SAND w/silt
18"-50" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
5 0-18" Gray/tan silty SAND
18"-30" Gray/orange sandy CLAY w/silt
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation. ,
Infiltration Rate: 0.40 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
6 0-18" Gray fine silty SAND (fill)
18"-28" Orangish/yellow clayey SAND (fill)
28"-60" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 32 inches below the
existing grade elevation.
Infiltration Rate: 0.76 inches per hour
Test was conducted at 10 inches below existing grade elevation

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997E
August 4, 2009
Location Depth Soil Description
7 0-14" Gray fine SAND
14"-24" Tan fine SAND w/silt
24"-36" Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 3.7 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth
8 0-12"
12"-24"
24"-36"
Soil Description
Tan fine SAND
Gray/tan fine silty SAND
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 4.4 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
9 0-24" Gray/tan fine SAND w/clay lens (fill)
24"-48" Tan fine SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 24 inches below existing grade elevation

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.149976
Location Depth
10 0-6"
6"-40"
40"-60"
August 4, 2009
Soil Description
Gray silty SAND
Tan fine SAND
Orange clayey SAND
Seasonal High Water Table was estimated to be at 55 inches below the
existing grade elevation.
Infiltration Rate: 10.9 inches per hour
Test was conducted at 31 inches below existing grade elevation
Location Depth Soil Description
11 0-24" Gray sandy SILT (fill)
24"-40" Gray fine SAND w/clay lens (fill)
40"-60" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 0.09 inches per hour
Test was conducted at 12 inches below existing grade elevation

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
April 20, 2010
Ms. Tracy Bond
SmithGroup
1850 K Street NW
Washington, DC 20006
Reference: Report of Additional Infiltration Testing
Naval Hospital Addition
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15760
Dear Ms. Bond:
ECS Carolinas, LLP (ECS) recently conducted additional infiltration testing for the
proposed stormwater best management practice (BMP) areas at the Naval Hospital
Addition site on Camp Lejeune, Onslow County, North Carolina. This letter, with
attachments, is the report of our testing.
Field Testing
On April 15, 2010, ECS conducted an exploration of the subsurface soil and
groundwater conditions at three requested locations shown on the attached Test
Location Plan (Figure 1). The test areas were located with GPS equipment. The
purpose of this exploration was to obtain subsurface information of the in -place soils for
the proposed stormwater BMP areas. ECS explored the subsurface soil and
groundwater conditions by advancing one hand auger boring into the existing ground
surface at the requested boring locations. ECS visually classified the subsurface soils
and obtained representative samples of each soil type encountered. ECS also
recorded the groundwater level and the seasonal high water table (SHWT) observed at
the time of the hand auger borings. The attached Infiltration Testing Form provides a
summary of the subsurface conditions encountered at the hand auger boring locations.
The groundwater level and the SHWT were estimated at the boring locations below the
existing grade elevation. A summary of the findings are as follows:
-.- °Location*
a er. 'evels , .�• .:° ,
: '.' .. . � ' HWT:
B-12
Winches
30 Inches
B-13
701nches
241nches
B-14
30 Inches
14 Inches
ECS has conducted three infiltration tests utilizing a compact constant head
penneameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
If the SHWT is less than three feet, the tests are conducted at ten inches below the
surface elevation.
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T 910-686-9114 • F: 910-686-9666 • www.ecslimited.com
ECS Carolinas, LLP • ECS Flodda, LLC • ECS Illinois, LLC • ECS Mid -Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

Report of Additional Infiltration Testing
Naval Hospital Addition
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15760
April 209, 2010
Field Test Results
Below is a summary of the infiltration test results:
Location
"Description
Depth
Inches/
hour
B-12
Tan fine SAND w silt
10 inches
2.2
B-13
Tan/orange CLAY w/sand
10 inches
0.06
B-14
Gray silty SAND
10 inches
0.75
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you
have any questions concerning this report or this project, please contact us at (910) 686-
9114.
Respectfully,
ECS CAROLINAS, LLP
K Brooks Wail
Project Manager
Attachments: Figure 1 - Test Location Plan
Infiltration Testing Form
� OJ-----
Kris J. Stamm
Principal
2

1 2 d
4 5
-- B-14: --.,
B-12
C
Alf
t5 /
,�Id"��I
n�' '`��'l�'/R/ '.f'�—�,'i'y
✓ "fir mw
_�
\ it r.,'� ••'
! fi
� Sri
mi va
B-131--
�!
'2
3 4-
® APPROXIMATE TEST LOCATIONS
Naval Hospital Addition
Figure 1-Test Location Plan
0
Camp Lejeune, Onslow Co., NC
ECS Protect No. 22-15760
�-====
(� d��
Provided by: SmithGroup
April 15, 2010
CA%ROLIMAS
KBW

Infiltration Testing Form
Naval Hospital Addition Site
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15760
April 19, 2010
Location Depth
B-12 0-6"
6"-30"
30"-80"
Soil Description
Gray silty SAND
Tan fine SAND
Brown sandy CLAY
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 80 inches below the existing grade
elevation.
Location Depth Soil Description
B-13 0-6" Gray silty SAND
6"-24" Tan/orange CLAY w/ sand
24"-70" Gray/orange/red CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.06 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 70 inches below the existing grade
elevation.
Location Depth Soil Description
B-14 0-12" Gray silty SAND
12"-36" Tan fine SAND w/ silt
Seasonal High Water Table was estimated to be at 14 inches below the
existing grade elevation.
Infiltration Rate: 0.75 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit dateltime: y.,Oo Ary S/S/0
Project Name: Camp Leieune Naval Hospital Addition & Renovation
County: Onslow
Street Address: 100 Brewster Blvd
Camp Lejeune, NC 28547-0100
Directions from the nearest intersection of two major roads: From Camp Leieune
main gate, turn right onto Brewster Blvd., right on Hospital Corps Blvd Continue
on Hospital Corps Blvd. until you reach parking lot on the left The location of the
Infiltration Basin is located behind the existing hospital
>1 acre being disturbed? ®YES ❑NO CAMA Major required? EIYES ®NO
Consultant Name: Jason T. Rupert, E.I.
Phone: [phone]
Consultant Firm Name: Clark Nexsen Architecture & Engineering
Bore Number
B-12
2
3
4
5
6
7
a Existing Ground Elevation
15.5
b Proposed Bottom Elevation
15.0
c Difference a minus b
0.5
d Add 2 ft_(Min. Bore Depth)
2.5
e Hardpan Depth?
i
Approx. Elev. Of SHWT
13.0
Max. lowest bottom elev.
15.0
h Infiltration Rate OK? *
i Confirmation of SHWT *
D
State Soil Scientist Use ONLY
Comments
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of

Web Soil Survey
Page 2 of 2
that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, e/O, or C/D), the first letter Is for drained areas and
the second is for undalned areas. Only the soils that in their natural condition are In group 0 are
Method: Dominant Condition
Percent Cutoff: None Specified
FOIA I AccesSil illty Statement I Privacy Policy I Non -Discrimination Statement I Information Quality I USA.gov I white Mouse
http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx 6/1 1 /2009

LETTER OF TRANSMITTAL
%111
STEWART TO
FROM
Brad Shaver
Jim Phillips
USACE CE-SAW-RG-L
Landscape Architect
69 Darlington Avenue
[phone]
Wilmington, NC 28403
DATE SENT VIA
10.02.09 UPS Ground
PROJECT NUMBER PROJECT NAME
G9005 Camp LeJeune Hospital Expansion
COPIES DATE DESCRIPTION
1 10.02.09 JD Application
For approval
❑
For review & comment
Returned for corrections
For your use
Approved as submitted
Returned after review
As requested
Approved as noted
Ej
Resubmit copies for approval
COMMENTS
Brad,
Please see the attached documentation of the site for the wetlands onsite. I have
not been through the updated process, so let me know if there is any information
lacking and feel free to contact me as needed.
Thank you,
Jim
SIGNED
Jim Phillips, RLA
COPIED TO
file
ENGINEERING. INNOVATION. SOLUTIONS.'^ 421 FAYETTEVILLE STREET RALEIGH, NC T 919.3B0.8750
SUITE 400 27601 F 919,380.8752

ATTACHMENT
PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL
DETERMINATION (JD):
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Jim Phillips, Stewart Engineering for US Military Hospital Expansion, Camp
LeJeune. Jacksonville. NC
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
(USE THE ATTACHED TABLE TO DOCUMENT MULTIPLE WATERBODIES
AT DIFFERENT SITES)
State:NC County/parish/borough: Onslow City: Jacksonville
Center coordinates of site (lat/long in degree decimal format):
Lat. 34°43'23.43" N, Long. 77°21' 41.74" W
Universal Transverse Mercator:
Name of nearest waterbody: Northeast Creek
HUC 03030001 03-05-02
Identify (estimate) amount of waters in the review area:
Non -wetland waters: linear feet: width (ft) and/or acres
Cowardin Class:
Stream Flow:
Wetlands: 3.02 acres.
Cowardin Class: Palustrine
Name of any water bodies on the site that have been identified as Section 10
waters:
Tidal:
Non -Tidal:
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT
APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): 10.01.09

1. The Corps of Engineers believes that there may be jurisdictional waters of the
United States on the subject site, and the permit applicant or other affected party
who requested this preliminary JD is hereby advised of his or her option to
request and obtain an approved jurisdictional determination (JD) for that site.
Nevertheless, the permit applicant or other person who requested this
preliminary JD has declined to exercise the option to obtain an approved JD in
this instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or
a Nationwide General Permit (NWP) or other general permit verification requiring
"pre -construction notification" (PCN), or requests verification for a non -reporting
NWP or other general permit, and the permit applicant has not requested an
approved JD for the activity, the permit applicant is hereby made aware of the
following: (1) the permit applicant has elected to seek a permit authorization
based on a preliminary JD, which does not make an official determination of
jurisdictional waters; (2) that the applicant has the option to request an approved
JD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an approved JD could possibly result in less
compensatory mitigation being required or different special conditions; (3) that
the applicant has the right to request an individual permit rather than accepting
the terms and conditions of the NWP or other general permit authorization; (4)
that the applicant can accept a permit authorization and thereby agree to comply
with all the terms and conditions of that permit, including whatever mitigation
requirements the Corps has determined to be necessary; (5) that undertaking
any activity in reliance upon the subject permit authorization without requesting
an approved JD constitutes the applicant's acceptance of the use of the
preliminary JD, but that either form of JD will be processed as soon as is
practicable; (6) accepting a permit authorization (e.g., signing a proffered
individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a preliminary JD constitutes agreement that all
wetlands and other water bodies on the site affected in any way by that activity
are jurisdictional waters of the United States, and precludes any challenge to
such jurisdiction in any administrative or judicial compliance or enforcement
action, or in any administrative appeal or in any Federal court; and (7) whether
the applicant elects to use either an approved JD or a preliminary JD, that JD
will be processed as soon as is practicable. Further, an approved JD, a proffered
individual permit (and all terms and conditions contained therein), or individual
permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331,
and that in any administrative appeal, jurisdictional issues can be raised (see 33
C.F.R. 331.5(a)(2)). If, during that administrative appeal, it becomes necessary
to make an official determination whether CWA jurisdiction exists over a site, or
to provide an official delineation of jurisdictional waters on the site, the Corps will
provide an approved JD to accomplish that result, as soon as is practicable.
This preliminary JD finds that there "may be" waters of the United States on the
subject project site, and identifies all aquatic features on the site that could be
affected by the proposed activity, based on the following information:
2

SUPPORTING DATA. Data reviewed for preliminary JD (check all that apply
- checked items should be included in case file and, where checked and
requested, appropriately reference sources below):
® Maps, plans, plots or plat submitted by or on behalf of the
applicant/consultant:
® Data sheets prepared/submitted by or on behalf of the
applicant/consultant.
❑ Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report.
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
® USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name:Jacksonville,
1:24,0000.
® USDA Natural Resources Conservation Service Soil Survey. Citation:
www.websoilsurvey.nrcs.usda.gov
❑ National wetlands inventory map(s). Cite name:
® State/Local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100-year Floodplain Elevation is: (National Geodectic Vertical Datum
of 1929)
® Photographs: ® Aerial (Name & Date):
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):
later jurisdictional determinations.
Signature and date of
Regulatory Project Manager
(REQUIRED)
10.02.09
Signature and date of
person requesting preliminary JD
(REQUIRED, unless obtaining
the signature is impracticable)

CALI
:F-
VICINITY MAP
GENERAL NOTES
ACT mnu
o.n. n x.w m. °' °16 zoorl w anrc..
,. \\' ' O ` Fe = aavuc sear wuuurs m AA, wo �wt.
.. CX
�.. l �1 4�1. I-
-AL
_ �l e.
5� A.
/ �O _ nia.wou onno raa.m v awv uwv
VV•
1
b'
� 11 1
i iUf
NAVAL HOSPITAL CAMP LE]EUNE '� ! cwtvxlC sC. a
��....,.00, x� ®TE♦W-ART
A. V—I _ �` /
�o—�. _ 1

Naugle, Mary
From: Naugle, Mary
Sent: Friday, June 11, 2010 10:02 AM
To: 'Vincent J. Chirichella'
Cc: Hall, Rhonda
Subject: RE: Camp Lejeune Hospital
Vince;
Thank you so much for the reminder. Things are busy these days.
SOD
Provide the same sod note for stormwater that you do for SEC / LQ for the most part. I will let Rhonda address and she
is out today. You can give stormwater the same plan. Specific Stormwater vegetation is taken from the BMP in CH 6, 9,
10, 14, 16,,etc... depending on where the vegetation is used [pond, vegetated strip, infil. basin, swale, etc...].
Vegetation
Provide wet pond plan details to include on the vegetation plan:
Specify The grass type for the slope above the permanent pool.
A minimum of 3 species of wetlands plants is listed in the vegetation plan for the shelf. There is a list of suitable plants
in table 9-1 of bmp CH 9. Please not that the "shallow water" plants are more suited for the part of the shelf that is
under the permanent pool and that the "shallow land" plants are more suited for use on the part of the shelf above the
permanent pool.
Demonstrate that the minimum number of plants has been calculated and is specified on the vegetation plan. The
minimum is 50 plants for every 200 square feet of shelf area. Provide the shelf area in calcs or plans.
Please let me know if you need more information.
Please verify with Rhonda [910-796-7312] and Janet when you plan to submit - they will communicate with me.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar .naugleOncdenrgov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Vincent J. Chirichella[mailto:[e-mail]]
Sent: Friday, June 11, 2010 7:51 AM
To: Naugle, Mary
Cc: Jason T. Rupert
Subject: Camp Lejaune Hospital
Mary Jean,

I was sending a reminder for you to send the vegetation note discussed in the meeting yesterday.
Would you also be able to point me in the direction where I could find the sodding detail discussed?
Thanks.
Vincent J. Chirichella PE, LEEDAP
Senior Civil Engineer
CLARK NEXSEN
Architecture & Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919.828.1876 Tel.
919.828.1877 Fax
vchi richellaRcla rknexseo.com
www.clarknexsen.com
CONFIDE. NTIAIJTY NOTE : This e mail and any files transmitted with it contain primleged and confident, aI intormation and are intended solely for the use of the
individual or entity to which they are addressed If you are not the intended mcipient or the person responsible for delivering the a mail to the intended roupient,
you are hereby notified that any dissemination or copying of this e maii or any of its attachnienls is strictly prohibited. If you have received this e mail in error,
Please nnnradialely notify the sending individual or entity by e-mod and permanently delete the original a mail and attachments from your computer system
q

wit // __ For DEf7RUse 0NLY�
` to O 3 Z9 Reviewer: t_
North Carolina Department of Environment and — ) o -�,o-s
e Natural Resources s broc
NCDENR Request for Express Permit Review me
NCDENR Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(a)ncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791.4203; daviddee(a)ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.oroilan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(ci ncmail.net
• Wilmington Region -Janet Russell 910.350-2004orianet.russeO-ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: NAVAL HOSPITAL PARKING ADDITION County: ONSLOW
Applicant: CARL BAKER, PE. DIRECTOR -DESIGN BRANCH Company: U.S. GOVERNMENT
Address: 1005 MICHEAL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-2521
Phone: [phone], Fax:[phone], Email: [e-mail]
Physical Location:100 BREWSTER BLVD, CAMP LEJEUNE, NC 28547-0100
Project Drains into NEW RIVER waters — Water classification SC: HQW.NSW (for classification see-htti):/lh2o.enr.state.nc.us/bims/reports/rei)ortsWB.htm1)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N• or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: VINCENT CHIRICHELIA, PE Company: CLARK NEXSEN
Address: 4000 WEST CHASE BLVD, SUITE 200. City: RALEIGH, State: NC Zip: 27607-6864 iZ CF'3VV
Phone: [phone]. Fax:[phone]. Email: [e-mail] MAY 'L 8 2010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: _ BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 5 # Treatment Systems ® High Density -Infiltration 1 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8960329 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
Quality ® Erosion and Sedimentation. Control Plan with 23 acres to be disturbed.(CK # (for DENR use))
THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting reouest)
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Properly ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
For DENR use only*****###i##******##ii4###4#iii###444it####Miiiii##iiiik##i
Fee Split for multiple permits: (Check# 1 Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
I Stream Deter—
$
NCDENR EXPRESS March 2009

ivtq p ' F-
� NF tL
f�
c_e,
.�92AML&
��- t

CN Comm. No.: 305313156
North Carolina
Camp Lejeune Naval Hospital Addition & Renovation
STORMWATER NARRATIVE &
CALCULATIONS
Stormwater Management Permit Submittal
17 May 2010
ICET'V]ET�
MAY 2 8 2010
BY:
Engineer (s): Vincent Chirichella, P.E.
Jason Rupert, E.I.

TABLE OF CONTENTS
1.0 PROJECT NARRATIVE..................................................................................................I
1.1 GEOTECHNICAI. INVES'rIGATION........................................................................................ 11
2.0 DESIGN APPROACH.....................................................................................................11
2.1 S'rORbl DRAINAGE PIPING.................................................................................................. 11
3.0 WATER QUALITY ANALYSIS...................................................................................11
4.0 WATER QUANTITY ANALYSIS.................................................................................12
4.1 PREDEVI'iLOP,NIEN'I'CONDITIONS........................................................................................ 12
4.2 POST DEVELOPMENT CONDITIONS..................................................................................... 13
APPENDIX A: STORM DRAINAGE CALCULATIONS AND MAPS
APPENDIX B: GEOTECHNICAL REPORT
APPENDIX C: INFILTRATION SYSTEM INVESTIGATION
APPENDIX D: LOCATION AND VICINITY MAPS
APPENDIX E: WETLAND DETERMINATION
MAY262010

l
Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Sionnwater Narrative Clark*Nexsen
1.0 PROJECT NARRATIVE
1. General Information
A. Name of Project- Camp Lejeune Naval Hospital Addition & Renovation
B. Street Address, City, County- 100 Brewster Blvd., Camp Lejeune, Onslow
C. Acres in Tract- 81 acres
D. Acres Being Disturbed- 23 acres
E. Acres in Wetlands- 3.0E acres
1. Wetlands Must Be Delineated- Wetlands are delineated and the jurisdictional
Determination OD) has been approved by the Army Corps of Engineers. See
Appendix F. for JD submittal.
2. Proposed Wetland Impacts Require Permits from Corps & DWQ- There will be
no disturbance of wetlands.
F. Ownership Information from NC Secretary of State Web Site- Camp Lejeune, NC
G. Description of Development Proposal
The Camp Lejeune Naval Hospital Addition & Renovation is comprised of 6 major areas of
development. Stormwater on the site will be treated by five (5) wet detention basins and one
(1) infiltration basin. Stormwater will be conveyed to the various Best Management Practice's
(BMP's) by means of grassed swales and stormwater pipe networks.
Area 1: Clinic Addition & Parking Lot
The Clinic Addition & Parking Lot will include the addition of a 59,000 square foot .
footprint, 2-story budding to the western end of the existing btrilding, approximately 194,000
square feet of additional parking, roads and sidewalks. This area is proposed to be treated
with two (2) wet detention basins. Low impact development (LID) measures will be
implemented in parking lot islands and other locations through the use of grassed s_ wales.
MAY 2 6 2010

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Ncxsen
The medians were not used as BMP's due to the elevation of the Seasonal High Water Table
(SHWT).
Area 2: Mechanical Room Addition
The Mechanical Room Addition will include the addition of 10,296 square feet of proposed
BUA (mechanical room, cooling tower yard, and driveway) at the northwest corner of the
existing west wing of the Naval Hospital. This new BUA will be treated by an infiltration
basin. Stormwater will be conveyed to the infiltration basin through a pipe network and also
a Swale that directs some of the runoff to an area drain.
Area 3: New Etnployec Parking Lot
The New Employee Parking Lot will include the addition of 77,011 square feet of proposed
13UA consisting of sidewalk and parking. This area is proposed to be treated with one (1)
wet detention basin. The parking lot will provide an additional 150 parking spaces. LID
measures will be implemented in this area through the use of grassed swales in the parking
lot islands.
Area 4: Emergency Department
The Emergency Department will include the addition of a 16,000 square foot, 2-story
building in the approximate location of the current Emergency Department (southern part
of the existing Naval Hospital). The area also includes 22,711 square feet of existing and
proposed parking, driveway, and sidewalks. This area of development is proposed to be
treated with one (1) wet detention basin. LID measures will not be implemented in this area
due to its location within the developed area and confined space clue to topography.
Area 5: Employee Entrance
The Employee Entrance will involve the re -development of the employee parking lot and
associated walkways for entering the building due to the Emergency Department addition.
The proposed development in this area will result in the reduction of existing 13UA resulting
in improved Stormwater quality. The details of the area can be viewed in Section 2 Part E,
`Stormwater Information; Will All Built Upon Area Be Collected' of this report.
2

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Nexsen
Area 6: Mobile Buildings
The Mobile Buildings Area will include the addition of four (7) 2,160 square foot temporary
trailers. The area also includes 8,548 square feet of walkways for access to the trailers. This
area is proposed to be treated with one (1) wet detention basin. LID measures will be
implemented in this area through the use of a grassed swale, north and west of the mobile
buildings, which will convey stortmvatcr to the basin.
1. Previous or f.xisting Permits.
SW8 960329- Camp Lejamc Naval Hospital Parking Lot Addition
SW8 081115- Wounded Warrior Greenway Facilities
As part of this stormwater permit submittal, Stormwater Permit SW8 081115- Wounded
Warrior Greenway Facilities will be modified to reflect the rc-routing of the greenway to
accommodate for the proposed Clinic Addition Parking Lots. All areas of the greenway that
have been removed and replace will be directed into the wet detention basins; therefore,
reducing the amount of impervious area covered by the original permit. Further, SW8
960329- Camp Lejcune Naval Hospital Parking Lot Addition, will be modified to include all
proposed development including the replaced greenway. It is important to note that the
areas including the stormwater networks, impervious area and BMPs associated with
stormwater permit SW8 960329 will not be disturbed or modified in any way.
2. Tax parcel 1D Number- N/A
H. Pre-1988 Built Upon Area -
Camp Lejeune Naval Hospital has an extensive amount of Pre-1988 built upon area (BUA).
The BUA includes sidewalks, buildings, roads and parking and is approximately 20 acres.
The current site has only two wet detention basins as BMPs that treat specific areas of the
parking lot that were added after the original development, and are permitted through DWQ
under SW8 960329- Camp Lejcune Naval Hospital Parking Lot Addition. The proposed
development has no effect on these BMPs or their drainage areas. The remaining BUA is
3

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative Clark*Nexsen
captured by means of drop inlets, curb itilets and grassed swales which convey the
stormwater offsjte. The existing stormwater pipe network is proposed to be rerouted in
certain areas to allow for the proposed development. Delineated drainage area maps are
provided within Appendix A.
I. Discuss Phasing of the Project & Stormwater Facilities When Applicable.
N/A
J. Discuss Proposed Waste Water Treatment & Water Supply
Water and Waste Water Treatment services will be extended from the existing building or
new service connecting to existing utility infrastructure onsite. Additional lire hydrants will
be provided as necessary. Sanitary sewer for the addition will be connected to an existing 8"
sewer main on the north side of the building. The existing waterhnc loop will be relocated
around the new addition.
K. Identify Historic Sites & Projects Being Funded With Public Monies- N/A
L. Disclose Any/All Non -Compliance Issues with DENlt Agencies -
Not all BUA will be collected and treated by a proposed BMP. These areas are
discussed in detail in Section 2 Part E.
2. Stormwater Informatron
A.
L Provide River Basin- White Oak
IL Stream Classification- SC; HQW, NSW
111. Index Number- 19-16-(4.5)
B. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or Coastal Stormwater, Address Vested
Rights When Applicable; Identify Pockets of High Density.
High Density, Commercial, Coastal Stormwater.
4

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative Clark*Nexscn
C. Proposed Total % Impervious Surface. 43% Total Impervious
D. Number of Proposed Treatment Measures, `I'ype(s) of Collection System
6 BMPs: Five (5) Wet Detention Basins & One (1) Infiltration Basin.
All Wet Detention Basins are designed to treat a design rainfall depth of 1.5 inches (Quahty),
pre/post control of the 1-yr and 2-yr 24-hr storm peak flow (Quantity), and a design Total
Suspended Solids (CSS) removal of 90%. The pre -development and post -development
drainage area maps and storm system calculations are included in Appendix A.
Wet Detention Basin A
Wet Detention Basin A has a drainage area of 129,312 sq.ft. (2.97 acres). The drainage area
of wet detention basin A is 53.1% impervious, with a total impervious area of 68,668 sq.ft.
(1.58 acres). The BUA consists primarily of parking lot, with sidewalk and greenway also
present. Stormwater is conveyed within the parking lot using LID methods of two grassed
Swale islands within the parking lot. The stormwater is picked up on the northern end of the
swales by drop inlets and conveyed to the forebay of the wet detention basin. The Wounded
Warrior Greenway Facilities are modified in the area to the southwest of the basin to
accommodate for the parking lot addition. Stormwater from the relocated Wounded Warrior
Grcenway sheet flows into the wet detention basin. Areas of the Wounded Warrior
Greenway not modified by this project will remain ,under the existing Low Density
Stormwater permit and will not be treated with the new BMPs.
A grassed swale is proposed along the western side of the parking lot addition to capture and
divert offsite stormwater before it enters the parking lot. The swale will convey the
stormwater to its existing outlet, 40 LF of 18" RCP passing under the greenway, located to
the northwest of the wet detention basin. We are proposing to extend the outlet pipe with
the addition of 114 LF of 18"RCP and two manholes. The additional stormwater piping and
two manholes are being proposed to allow for the stormwater to be diverted around the
proposed wet detention basin. The stormwater will exit the pipe and overland flow into the
wetlands.
The basin is drawndown through a 1.5 inch orifice in the riser in approximately 3.3 days,
outletting at a rate of 0.03 cfs (ft'/s). An emergency spillway is proposed as a drain
5

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Nexscn
mechanism during emergency storm events. The wet detention basin provides 2.76 feet of
freeboard over the staging elevation of the 100-yr storm and has been designed per
NCDI3NR Requirements to have a treatment efficiency of 90% TSS Removal.
Wet Detention Basin B
Wet Detention Basin B has a drainage area of 325,700 sq.ft. (7.48 acres). The drainage area
of the basin is 56.4% impervious, with an impervious area of 183,793 sq.ft. (4.22 acres). The
BUA consists of the hospital clinic addition, sidewalk, parking lot addition, and streets. The
proposed system of pipes and inlets will collect storm water runoff from roof leader
downspouts for roof runoff, overland flow from the parking area, and some lawn areas.
A section of existing stormwater pipe, including a discharge point, will be removed to
accommodate for the proposed development to meet the requirement to treat all new
impervious area. LID measures will be implemented in parking islands, where possible,
throughout the proposed parking area in the form of grassed swales.
The basin is drawndown through a three (3) inch orifice in the riser in approximately 2.3
days and outletting at a rate of 0.116 cfs (fees). An emergency spillway is proposed as a drain
mechanism during emergency storm events. The wet detention basin provides 2.53 feet of
freeboard over the staging elevation of the 100-yr storm event and has been designed per
NCDENR Requirements to have a treatment efficiency of 90% TSS Removal.
Wet Detention Basin C
Wet Detention Basin C has a drainage area of 174,326 sq.ft. (4.00 acres). The drainage area
of the basin is 44.2% impervious, with an impervious area of 77,011 sq.ft. (1.77 acres). The
BUA consists of the new employee parking lot and sidewalk. Stormwater will overland flow
from the parking lot and sidewalks to one of two LID measures in the form of grassed
swales making up the parking lot islands. The two grassed swales will convey the stormwater
to the western end of the swales where it will enter the stormwater pipe network via drop
inlets connected to the stormwater network. The pipe network will outlet the stormwater to
the forebay of the wet detention basin.
The wet detention basin is drawndown through a two (2) inch orifice in the riser in
approximately 2.8 days, outletting at a rate of 0.041 cfs (fO/s). An emergency spillway is
proposed as a drain mechanism during emergency storm events. The wet detention basin
6

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Slormwater Narrative Clark*Nexsen
provides 1.82 feet of freeboard over the staging elevation of the 100-yr storm event and has
been designed per NCDENR Requirements to have a treatment efficiency of 90% TSS
Removal.
Wet Detention Basin D
Wet Detention Basin D has a drainage area of 62,409 sq.ft. (1.43 acres). The drainage area of
the basin is 61.5% impervious, with an impervious area of 38,410 sq.ft. (0.88 acres). The
BUA consists of the Emergency Department addition, existing and proposed sidewalk,
driveway and parking. The proposed system of pipes and inlets will collect stormwater
runoff from roof leader downspouts for roof runoff, overland flow from the parking area,
sidewalks, driveway, and some lawn/planter areas. The stormwater will be conveyed to the
forebay of the basin located to the south of the Emergency Departient.
Because of the location of the development area (surrounded entirely by existing
development and located on a hill), there will be no opportunities to incorporate LID
measures for this stormwater system.
The wet detention basin is drawndown through a 1.25 inch orifice in the riser in
approximately 2.9 days, outletting at a rate of 0.019 cfs (fees). An emergency spillway is
proposed as a drain mechanism during emergency storm events. The wet detention basin
provides 1.77 feet of freeboard over the staging elevation of the 100-yr storm event and has
been designed per NCDGNR Requirements to have a treatment efficiency of 90% TSS
Removal.
Wet Detention Basin E
Wet Detention Basin E, has a drainage area of 108,222sq.ft. (2.48 acres). The drainage area of
the basin is 21.9% impervious, with an impervious area of 23,668 sq.ft. (0.54 acres). The
BUA consists of seven (7) mobile buildings and sidewalks. Stormwater will overland flow
from the area in a northwest direction to be diverted to the forebay of the BMP by grassed
swalcs.
The wet detention basin is drawndown through a one (1) inch orifice in the riser in
approximately 3.2 days, outletting at a rate of 0.012 cfs (fP/s). An emergency spillway is
proposed as a drain mechanism during emergency storm events. The wet detention basin
provides 1.52 feet of freeboard over the staging elevation of the 100-yr storm event and has
7

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Storinwaler Narrative Clark*Nexsen
been designed per NCDENR Requirements to have a treatment efficiency of 90% TSS
Removal.
Infiltration Basin F
Infiltration Basin F has a drainage area of 30,279sq.ft. (0.70 acres). The drainage area of the
basin is 34.0% impervious, with an impervious area of 10,296 sq.ft. (0.24 acres). The BUA
consists of the new mechanical room, cooling tower yard, and access driveway. Stormwater
will be conveyed to the infiltration basin through a pipe network and also a swale that directs
some of the runoff to an area drain.
The infiltration basin is designed to treat a design rainfall depth of 3.0 inches. A rainfall
depth of 3 inches was used to allow this sytem to be exempt from providing an off-line
bypass structure. The basin is designed to drawdown the design storm in approximately 0.14
days. An emergency spillways is proposed as a drain mechaninsm during emergency storm
events. The infiltration basin provides 1.02 feet of freeboard over the staged elevation of the
100-yr storm event and to treat 85% TSS Removal.
E. Will All Built Upon Area Be Collected- No.
The following areas will not be treated as discussed in the Stormwater Scoping Meeting on
November 24, 2009.
Area 4: Emergency Department- Cut Through and New Stairs
The Emergency Department drive isle cut through into the visitor parking lot, and the new
stairway near the Emergency Department entrance down to the visitor parking lot will be
treated by existing grassed swales. The cut through and new stairs accounts for 1,813 sq.ft.
Area 5: Employee Entrance
In its existing condition, this portion of the site is approximately 63,238 sq.ft. (1.45 acres)
with 42,662 sq.ft. (0.98 acres) of BUA. The proposed development calls for 18,637 sq.ft.
(0.43 acres) of BUA to be demolished and replaced with pervious cover, resulting in a
proposed 24,025sq.ft. (0.55 acres) of BUA. Treatment of stormwater for this area is not
possible unless utilizing a stormwater vault and pumping to a remote BMP. The employee
E

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwalcr Narrative Clark*Nexsen
parking lot is sloped towards the existing hospital employee entrance where the low point is
located approximately 30-feet from the face of the existing building. The stormwater is
captured by the existing stormwater pipe network and is outletted to existing grassed swales.
The runoff from this area of the site will be treated by existing grassed swales.
The reduction in BUA for this area results in better stormwater quality by providing more
area for infiltration and less pollutant runoff.
Area 6: Visitor Entrance
There are two proposed cut through areas in the median of the main entrance of the
hospital. These cut throughs allow access for incoming visitors to the proposed parking lots.
These two areas account for 1,323 sq.ft. of BUA and will be treated by existing grassed
swales.
Area 7: New Employee Parking Lot Sidewalk
There is a proposed section of sidewalk across the street from the New Employee Parking
Lot. This sidewalk will allow for pedestrian access from the proposed parking lot to the
hospital. The area of sidewalk accounts for 206 sq.ft. (.01 acres) of 13UA and will be treated
by existing grassed swales.
F. Identify Whether or Not the Project Has Buffer Requirements & Whether or Not
Development Is Proposed Within A Buffer. N/A
G. Discuss Coastal Management rheas of Environmental Concern When Applicable.
N/A
H. Disclose Whether or Not Off -Site Runoff Is Conring Onto The Site or Into The
Proposed BMP. N/A
I. Discuss Whether Road Construction Across Other Property Is Necessary To Access
This Project. None Necessary. N/A
9

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwater Narrative Clark*Nexsen
J. If An On -Site ) 'valuation Of'The Soils Has Been Done, Discuss Infiltration Rates,
Seasonal High Water 'fable, etc., and Include Date Of Site 13valuatio❑ ('this Is
Required For Infiltration Projects).
Two Geotechnical Reports have been completed for this project (See Appendix B). In the
area of the Infiltration Basin, the SHWT has been determined to be located 30 inches below
existing grade elevation with an infiltration rate of 2.2 inches per hour. An on -site meeting
with Vincent Lewis occurred on May 5'h at 9:30 un where the above information was
verified.
K. Is The Department of'rratisportation Requirhig The Construction Of A 'Turn Lane
Or Road Widening Associated With The Project. N/A
1.1 GEOTECHNICAL INVESTIGATION
Geotechnical investigation was performed by 13CS Carolinas, LLP. A copy of the Geotechnical
report is included in Appendix B.
2.0 DESIGN APPROACH
2.1 STORM DRAINAGE PIPING
Permanent storm drainage piping systems are 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
Pavcd and Roof Areas
0.95
Unimproved Areas
0.35
Using Bentley StormCAD V8i, the post -development storm water collection system was
modeled. An analysis of the hydraulic grade line for the 1O-year design rainfall event found the
existing and proposed structures' rim elevations to be above the water level. See Appendix A
for detailed information of the post -developed analysis.
10

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3053/3156
Stormwatcr Narrative Clark*Nexsen
3.0 WATER QUALITY ANALYSIS
According to the NCDENR Design Guide, the infiltration basin stormwater treatment system is
designed to remove 85 percent of the average annual post development total suspended solids
(TSS), 30 percent of the average annual post development total nitrogen (f N), and 35 percent of
the average annual post development total phosphorus (IT), by implementing Best Management
Practices (BMP's).
According to the NCDENR Design Guide, the wet detention basin stormwater treatment
system is designed to remove 85 or 90 percent of the average annual post development total
suspended solids (rSS), 25 percent of the average annual post development total nitrogen (TN),
and 40 percent of the average annual post development total phosphorus (0), by implementing
Best Management Practices (BNIP's).
4.0 WATER QUANTITY ANALYSIS
The BNIP routings were performed using the triangular hydrograph storage estimation method
in the Hydraflow Hydrographs 2009 computer program. The analysis indicates that the total site
post development condition peak runoff for the 1-year, 2-year, 10-year, and 100-year design
storms is less than the predevelopment condition.
4.1 PREDEVELOPMENT CONDITIONS
The total development area is approximately 23 acres. There arc two (2) existing wet detention
basins on site that collect areas of the existing parking lot. Where there is existing development,
stormwater is conveyed offsite via stormwater pipe networks and grassed swales. The site
ultimately drains to the north into the New River of the White Oak River basin. The table
below summarizes the predevelopment conditions peak runoff for the drainage areas.

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 3063/3156 '
Slormwatcr Narrative Clark*Ncxscn
Drainage Areas
Predevelopment Condition Peak Runoff Summary
1-year Peak
Runoff (cfs)
2-year Peak
Runoff (cfs)
10-year Peak
Runoff (cfs)
100-year Peak
Runoff (cfs)
A
2.591
3.066
4.141
5.657
B
13.58
16.06
21.70
29.64
C
2.877
3.403
4.597
6.279
D
2.351
2.781
3.757
5.131
E
3.992
4.723
6.379
8.713
F
1.056
1.246
1.666
2.250
Total Existing
Drainage Area
Runoff
26.447
31.279
42.24
57.67
4.2 POST DEVELOPMENT CONDITIONS
The proposed post development BUA drains to one of five I3MPs; five (5) wet detention basins,
one (1) infiltration basin. The majority of built upon area (BUA) is captured and treated at the 6
BMPs, except for those areas previously discussed. The method of conveyance is a piped
system that includes chop and curb inlets, as well as implementing LID measures in the form of
grassed swales. Details are provided on the plans and storm system sizing and basin routing
calculations are provided in Appendix A. The table below summarizes the post development
conditions peak runoff after being routed to through the associated 13MP.
12

Camp Lejeune Naval Hospital Addition & Renovation CN Comm. No. 305313156
Stormwater Narrative Clark*Nexsen
Drainage Areas
Post development Condition Peak Runoff Summary
1-year Peak
Runoff (cfs)
2-year Peak
Runoff (cfs)
10-year Peak
Runoff (cfs)
100-year Peak
Runoff (cfs)
A
0.040
0.043
0.050
2.794
B
0.141
0.155
0.181
2.535
C
0.055
0.061
0.071
0.593
D
0.023
0.025
0.029
0.876
E
0.019
0.020
0.771
2.056
F
0
0
0
0
Total Existing
Drainage Area
Runoff
0.278
0.304
1.102
8.854
The analysis shows a decrease in post development runoff. The table below summarizes the
total predevelopment and post development runoff for the project.
1-year Peak
2-year Peak
10-year Peak
100-year
Peak Runoff
Runoff (cfs)
Runoff (cfs)
Runoff (cfs)
(cfs)
Total Predevelopment Runoff
26.447
31.279
42.24
57.67
Total Postdevelopment
0.278
0.304
1.102
8.854
Runoff
Net Difference in Runoff
-26.169
-30.975
-41.138
-48.816
13

DIVISION OF WATER QUALITY S TiS��Pt
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are �re`(((han 7 areas to be tested,
attach a second sheet. / IT
State Soil Scientist Confirmation Visit date/time: u/ /!J Qv
Project Name: Camp Leleune Naval Hospital Addition & Renovation��y�y2gmO9
County: Onslow
Street Address: 100 Brewster Blvd
Camp Lejeune, NC 28547-0100
Directions from the nearest intersection of two major roads: From Camp Leleune
main pate, turn right onto Brewster Blvd., right on Hospital Corps Blvd. Continue
on Hospital Corps Blvd. until you reach parking lot on the left. The location of the
Infiltration Basin is located behind the existing hospital.
>1 acre being disturbed? ®YES []NO CAMA Major required? []YES ®NO
Consultant Name: Jason T. Rupert, E.I. —
Phone: [phone]
Consultant Firm Name: Clark Nexsen Architecture & Engineering
Bore Number
B-12
2
3
4
5
6
7
a ExistingGround Elevation
15.5
b Proposed Bottom Elevation
15.0
c Difference a minus b
0.5
d Add 2 ft. Min. Bore Depth)
2.5
e Hardpan Depth?
f Approx. Elev. Of SHWT
13.0
Max. lowest bottom elev.
15.0
h Infiltration Rate OK? *
i Confirmation of SHWT
*State Soil Scientist Use ONLY
Comments S,r 1 fu) 4,,c b - 3y Syli,p
3fl - 3{
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located vithin the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
April 20, 2010
Ms. Tracy Bond
SmithGroup
1850 K Street NW
Washington, DC 20006
Reference: Report of Additional Infiltration Testing
Naval Hospital Addition
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15760
Dear Ms. Bond:
ECS Carolinas, LLP (ECS) recently conducted additional infiltration testing for the
proposed stormwater best management practice (BMP) areas at the Naval Hospital
Addition site on Camp Lejeune, Onslow County, North Carolina. This letter, with
attachments, is the report of our testing.
Field Testing
On April 15, 2010, ECS conducted an exploration of the subsurface soil and
groundwater conditions at three requested locations shown on the attached Test
Location Plan (Figure 1). The test areas were located with GPS equipment. The
purpose of this exploration was to obtain subsurface information of the in -place soils for
the proposed stormwater BMP areas. ECS explored the subsurface soil and
groundwater conditions by advancing one hand auger boring into the existing ground
surface at the requested boring locations. ECS visually classified the subsurface soils
and obtained representative samples of each soil type encountered. ECS also
recorded the groundwater level and the seasonal high water table (SHWT) observed at
the time of the hand auger borings. The attached Infiltration Testing Form provides a
summary of the subsurface conditions encountered at the hand auger boring locations.
The groundwater level and the SHWT were estimated at the boring locations below the
existing grade elevation. A summary of the findings are as follows:
Location
Water Level_
SHWT
B-12
80 inches
30 inches
B-13
70 inches
24 inches
B-14
30 inches
14 inches
ECS has conducted three infiltration tests utilizing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
If the SHWT is less than three feet, the tests are conducted at ten inches below the
surface elevation.
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-686-9114 F: 910-686-9666 • www.eGSlimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mld-Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

Report of Additional Infiltration Testing
Naval Hospital Addition
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15760 ,
April 209, 2010
Field Test Results
Below is a summary of the infiltration test results:
Location
"Description
Depth
Inches/
hour
B-12
Tan fine SAND w silt
10 inches
2.2
B-13
Tan/orange CLAY w/sand
10 inches
0,06
B-14
Gray silty SAND
10 inches
0.75
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you
have any questions concerning this report or this project, please contact us at (910) 686-
9114.
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Figure 1 - Test Location Plan
Infiltration Testing Form
Kris . S� r'
Principal

2 d 4
_-- B-14..
r� I B-12
.. I u Ti— r �f 5 O.i
MIX
N, flo.
9�1
00�
l
� 1 r
71
n .1 I r (•,'
m
n'°MM¢
i �a C
Cmm�..: nomul
CA
M M
YY
B 13
iro
APPROXIMATE TEST LOCATIONS
Naval Hospital Addition
Imo -
Figure 1—Test Location Plan
Camp Lejeune, Onslow Co., NC
„..1 ,
ECS Project No. 22-15760
r Provided by: SmithGroup
d�p
April 15, 2010
0
KBW
Cld ROLIf�31'GAS

Infiltration Testing Form
Naval Hospital Addition Site
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15760
April 19, 2010
Location Depth Soil Description
B-12 0-6" Gray silty SAND
6"-30" Tan fine SAND
30"-80" Brown sandy CLAY
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 80 inches below the existing grade
elevation.
Location Depth Soil Description
B-13 0-6" Gray silty SAND
6"-24" Tan/orange CLAY w/ sand
24"-70" Gray/orange/red CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.06 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 70 inches below the existing grade
elevation.
Location Depth Soil Description
B-14 0-12" Gray silty SAND
12"-36" Tan fine SAND w/ silt
Seasonal High Water Table was estimated to be at 14 inches below the
existing grade elevation.
Infiltration Rate: 0.75 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.

I L
Y*
- \, xi' d� it � 1 \� - �� " ' -•
3I
w
F--

Site Location Map
0 340 680 1,360 2,040 2,720
Feet

Moo coFor DENR Use ONLY QQ
Re sewer. T BJ. �1�W
©, North Carolina Department of Environment and
Natural Resources e �` .j—�i T
NCDENR Request for Express Permit Review Time 10 e%
Confirm: V
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan fi file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(a)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leeld,ncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.arogan(o0cmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(a2ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(7g
ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
SW
SW
SW
SW
SW
4 k10-1�ft �-
Project Name: NAVAL HOSPITAL PARKING ADDITION County: ONSLOW
Applicant: CARL BAKER, PE, DIRECTOR -DESIGN BRANCH Company: U.S. GOVERNMENT
Address: 1005 MICHEAL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-2521
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:100 BREWSTER BLVD. CAMP LEJEUNE. NC 28547-0100
Project Drains into NEW RIVER waters - Water classification SC HOW NSW (for classification see-htto://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within''/2 mile and draining,to,cla $-SA wa e� or within 1 mile
and draining to class HOW waters? Y = N, V V,
Engineer/Consultant: VINCENT CHIRICHELLA, PE Company: CLARK NEXSEN FFR 5 2010
Address: 4000 WEST CHASE BLVD, SUITE 200. City: RALEIGH, State: NC Zip: 27607-6864
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY �Y
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ InlermittentlPerennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 5 # Treatment Systems ® High Density -Infiltration 1 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands # Treatment Systems
❑ High Density -Other _ # Treatment Systems /® MOD:® Major El Minor ❑ Plan Revision—[] Redev. Exclusion SW 8960329 (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality
® Erosion and Sedimentation Control Plan with 21 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooino and express meetina request
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ® Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
+++++++++++++++++++******++++++******++*+++**++++***+++*FOr DENR use Only*+****++*+++******+*************+***************************
Fees lit for multiplepermits: Check# Total Fee Amount$
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mal; [I Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
Los
$
Stream Deter—
$
NCDENR EXPRESS March 2009

�r
! " MUZI
3�� -N L L p ECS CAROLINAS, LLP "Setting the Standard for Service:'
=e Geotechnical • Construction Materials • Environmental • Facilities August 4, 2009
Ms. Tracy Bond, AIA
Smith Group/Clark Nexsen
Joint Venture
1850 K Street NW, Suite 250
Washington, DC 20006
Reference: Report of Infiltration Evaluation
Naval Hospital Renovation
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997E
Dear Ms. Bond:
ECS Carolinas, LLP (ECS) recently conducted an infiltration evaluation for the
proposed stormwater best management practice (BMP) areas at the Naval Hospital
Renovation on Camp Lejeune, Onslow County, North Carolina. This letter, with
attachments, Is the report of our evaluations.
Field Testing
On July 29 through 31, 2009, ECS conducted an exploration of the subsurface soil and
groundwater conditions at eleven requested locations shown on the attached Test
Location Plan (Figure 1). The test areas were located in the field utilizing GPS
equipment and a test location plan provided by Clark Nexsen. The purpose of this
exploration was to obtain subsurface information of the in -place soils for the proposed
stormwater BMP areas. ECS explored the subsurface soil conditions by advancing
one hand auger boring into the existing ground surface at the requested boring
locations. ECS visually classified the subsurface soils and obtained representative
samples of each soil type encountered. ECS also recorded the seasonal high water
table (SHWT) observed at the time of each hand auger boring. The attached Infiltration
Evaluation Form provides a summary of the subsurface conditions encountered at the
hand auger boring location.
The SHWT was estimated at the boring locations below the existing grade elevation. A
summary of the findings are as follows:
Location
SHWT
1
Winches
2
.28 inches
3
Winches
4
24 inches
5
18 inches
6
32 inches
7
24 inches
8
24 inches
9
48 inches
10
55 inches
11
36 inches
7FE8
F'xvEv
2 A 2010
�---__
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T 910-686-9114 • F: 910-686-9666 www.erslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid -Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

TABLE OF CONTENTS
INTRODUCTION..........................................................................................
4
DENR Compliance Assistance Activities
........................................................L.'
6
DENR Environmental Stewardship Initiative
................................................:....
10
2008 PROGRAM AT-A-G LANCE DATAAND ENFORCEMTTRENDS
14
AirQuality
...............................................................................................
15
Coastal Mana ementI
.................................................................................
16
Environmental alth = Food, DairyLodging and stitutional Sanitation
..................
17
Environmental He Ith — Mammogra hy
I ...........................................................
18
Environmental Hea h — On -Site Wa er Protec ' n
................................................
19
Environmental Healt — Public Wat4r Suppl
................................................
20
Environmental Health Radioactiv Materals
.........................................
21
Environmental Health — kellfish S nita on .........................................................
22
Environmental Health - Ta ing
......................................................................
23
Environmental Health —X-Ra
.....................................................................
24
ForestResources
......................................................................................
25
LandReso
.................................................................
26
Land Resources — Erosion an S di entation Control
.......................................
27
Land Resources - Mining
.... ......... ......... ......... .........................
28
MarineFisheries
........................................................................................
29
Waste Management — azardou Waste
......................................................
30
Waste Management Solid Wasle I
.................................................................
31
Waste Managem t — UST Prog am
.................................................................
32
Water Quality Aquifer Protectio
.......................................
33
Water Quali - NPDES
................................................................................
34
Water Quality — Pretreatment, Er iergency Response and Collection Systems
..........1.
35
Water Quality — Stormwater/Non oint Source
...................................................
36
APPENDICES.....................................................................................................
37
A
2008 Program Compliance and Enforcement Data
............................................
38
B
DENR Enforcement Primer..............................................................................
81
C
Program Descriptions
..............................................................................
85
DCompliance
Contacts
...........................................................................
90
E
Principles of Enforcement
.........................................................................
92
F
Process Flowcharts
................. ............................................ I ..... ... .....
94
DENR YEAR 2008 COMPLIANCE ACTIVITY REPORT
page - 3 -

Report of Infiltration Evaluation
Naval Hospital Renovation
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
August 4, 2009
ECS has conducted eleven infiltration tests utilizing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
If the SHWT is less than three feet, the tests are conducted at ten inches below the
surface elevation.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
1
Tan fine SAND w/silt '
12 inches
1.4
2
Gray fine SAND w/silt
10 inches
1.2
3
Gray fine SAND fill
12 inches
4.0
4
Grey/tan fine SAND w/silt
10 inches
2.2
5
Gray/tan silty SAND
10 inches
0.40
6
Gray fine silty SAND
10 inches
0.76
7
Gray fine SAND
10 inches
3.7
8
Tan fine SAND
10 inches
4.4
9
Gray/tan fine SAND w/clay lens
fill
24 inches
1.1
10
Tan fine SAND -
31 inches
10.9
11
Gray sandy SILT fill
12 inches
0.09
ld�°Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our field activities.
ECS appreciates the opportunity to provide our services
have any questions concerning this report or this project,
9114.
Respectfully,
ECS CAROLINAS, LLP
le�4A ---
K. Brooks Wall
Project Manager
to you on this project. If you
please contact us at (910) 686-
Attachments: Figure 1 - Test Location Plan, Infiltration Evaluation
CC: Mr. Steve Thomas, P.E.-Clark Nexsen
e9'
Lair, P. G.
I Geologist

North Carolina Department
(Environment and Natural lao ounces
[En aronmen$al �e ulatory
Co gi90ance �c$av'y in
Cale dar Year 2008
Contributor: Jill Pafford, Sec/Aiiry's Office
Program Advisors:
Roy Brownl ,Coastal anagement
Jackie Gle , Environme I Health - Food, Lodging and Institutional Sanitation
Ted Lyon, nvironmenlal H Ith — On -Bile Water Protection
Tony Gall gher, Environment Health — Public Water Supply
Bennifer ate, Environmental H Ith —Radiation Protection
Patti Fo er, Environmental Healt Shellfish Sanitation
Gail BI dsoe, Forest Resources
Melt viIs, Land Resources
Rex anier, Marine Fisheries
Leb etl Kady, Waste Management—Haza ous Waste
D ald Herndon, Waste Management —Sol Waste
J n Manthey, Waste Management—Undergr and Storage Tanks
d Hartlee, Water Quality — Aquifer Protection
aryl Merritt, Water Quality — Collection Systems
Tom Belnick, Water Quality— NPDES
Shelton Sullivan, Water Quality — Stonnwater
Julie Woosley, Pollution Prevention and Environmental Assistance
Amanda Foster, Attorney General's Office
DENR YEAR 2008 COMPLIANCE ACTIVITY REPORT
page - 2 -

e;.
Naval Hospital Renovations
Camp Lejeune, Onslow Co., NC
ECS Project No. 22-149S
August 3, 2009
KBW
10
TEST LOCATIONS
11
FED 2 4 2010
Figure 1- Test Location Plan
Provided by: Clark Nexsen

January2010 January2010 February S M T W T F S S M T W T F S
1 2 1 2 3 4 5 6
3 4 5 6 7 8 9 7 8 9 10 11 12 13
10 11 12 13 14 IS 16 14 15 16 1] 18 19 20
-'- 1] 18 19 20 21 22 23 21 22 23 24 25 26 27
24 25 26 22 28 29 30 28
31
Sunday
Monday,
Tuesday
Wednesday
Thursday
Friday
Saturday
Dec 27
28 - -
29
30
31
Jan 1, 10
2
N
HOLIDAY
N
W
3
4
5
6
7
8
9
8:30am Record Time/
rn
m
c
m
10
11
12
13
14
15
16
8:30am Record Time/
ti
0
ti
-
c
m
17
18
19
20
21
22
23
8:30am Record Time/
N
f`
ti
C
N
24
25
26
27
28
29
30
8:30am Record Time/
0
P
N
C
N
Lewis,Linda 2 11/23/2009 3:06 PM

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.1499713
August 4, 2009
Location Depth
1 0-16"
16"-36"
Soil Description
Gray/tan fine SAND w/silt
Tan/brown sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 1.4 inches per hour
Test was conducted at 12 inches below existing grade elevation
Location Depth
2 0-24"
24"-50"
Soil Description
Gray fine SAND w/silt
Tan fine SAND w/silt
Seasonal High Water Table was estimated to be at 28 inches below the
existing grade elevation.
Infiltration Rate: 1.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
3 0-36" Grey fine SAND (fill)
36"-30" Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 4.0 inches per hour
Test was conducted at 12 inches below existing grade elevation
Fi E T!L
FEB 2 4 2010
BY:

January 2010 January 2010 February W 2010
5 M T W T F S S M T T F S
1 2 1 2 3 4 5 6
3 4 5 6 7 8 9 7 8 9 10 11 12 13
10 11 12 13 14 15 16 14 15 16 17 18 19 20
17 18 19 20 21 22 23 21 22 23 24 25 26 27
24 25 26 27 28 29 30 28
31
Sunday.
Monday
Tuesday
Wednesday
Thursday
Friday
Saturday
Dec 27
28
29
30
31
Jan 1, 30
2
N
R
f`
N
V
N
3
4
5
6
7
8
9
m
ry,
c
m
10
11
12
13
14
15
16
o
ti
'
c
17
18
19
20
21
22
23
N
n
ri
C
N
24
25
26
27
28
29
30
m
v
N
C
N
Baker, Chris 2
11/23/2009 3:07 PM

to
Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997E
August 4, 2009
Location Depth
4 0-18"
18"-50"
Soil Description
Gray/tan fine SAND w/silt
Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
5 0-18" Gray/tan silty SAND
18"-30" Gray/orange sandy CLAY w/silt
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Infiltration Rate: 0.40 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
6 0-18" Gray fine silty SAND (fill)
18"-28" Orangish/yellow clayey SAND (fill)
28"-60" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 32 inches below the
existing grade elevation.
Infiltration Rate: 0.76 inches per hour
Test was conducted at 10 inches below existing grade elevation

edythe. mckinnev(a)ncden r.gov
E-mail correspondence to and from thi dress may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
August 4, 2009
Location Depth
7 0-14"
14"-24"
24"-36"
Soil Description
Gray fine SAND
Tan fine SAND w/silt
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 3.7 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth
8 0-12"
12"-24"
24"-36"
Soil Description
Tan fine SAND
Gray/tan fine silty SAND
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 4.4 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
9 0-24" Gray/tan fine SAND w/clay lens (fill)
24"-48" Tan fine SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 24 inches below existing grade elevation

910 796-7421
NOTE: change in email address:
Email correspondence to and from this address y be subject to the North Carolina
Public Records Law and may be disclose third parties.

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
August 4, 2009
Location Depth
10 0-6"
6"-40"
40"-60"
Soil Description
Gray silty SAND
Tan fine SAND
Orange clayey SAND
Seasonal High Water Table was estimated to be at 55 inches below the
existing grade elevation.
Infiltration Rate: 10.9 inches per hour
Test was conducted at 31 inches below existing grade elevation
Location Depth Soil Description
11 0-24" Gray sandy SILT (fill)
24"-40" Gray fine SAND w/clay lens (fill)
40"-60" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 0.09 inches per hour
Test was conducted at 12 inches below existing grade elevation

Project: P031 MPMG & ETC - (ETC Portion)�January 2010
EWWETLAND MAP
Page 3 of 3

.6
ON
P.
WA
1
1
1
1
1
1
1 SHEET CI101 CI °
O
O
O
-SEE PROJECT P7331-RENO`
MRI PDOIPON FOR WORN IN
1,
� I
j 21
.. ' I I �SET C1104II-
SH — 1103 ._.A - 1�
\ ly'
r
(� SHE
..�LnE
I
I 1�
�s:" l 1 �� �� � 0 1
1 l�
1 1 1
f.
1
1£i1 1
O1
0
1
1
1
1
1
1
1
1
J

v
_ Site Location Map
. I
r- I VUI o[ r- 1001 E) nU,FJILQI AUUILIUII/I UIIUV21LIUH
Legend
Ojurisdictional —wetland —area I\1
c• �
m
780
° °U
°°° o
° °
°
0 340 680 1,360 2,040 2,720
Feet
III

Russell, Janet
From:
Jason T. Rupert [e-mail]]
Sent:
Wednesday, February 24, 2010 10:41 AM
To:
Russell, Janet
Cc:
Vincent J. Chirichella; Towler CIV David W
Subject:
Camp Lejeune Hospital Scoping Meeting #2 Request
Attachments:
Vicinity Map.pdf; Geotech Infiltration Report.pdf; Site Plan.pdf; 091223 NCDENR Stream
Classification.pdf; 100224 Camp Lejeune Clinic - Express Request - Stormwater Permit
Submittal.doc
Hi Janet,
Vincent Chirichella and I would like to request our second Scoping meeting for the Camp Lejeune Hospital
Addition and Renovation. Per our first scoping meeting, we think it would be beneficial for Joanne
Steenhuis to join Mary Jean, Rhonda, and you at the our next meeting if possible. We would like to
propose meeting on March 9-111h.
David, could you please confirm which day works best for you.
Thanks,
Jason T. Rupert El, LEED AP
Civil E.I.
CLARK NEXSEN
Architecture 6 Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919.828.1876 Tel.
919.828.1877 Fax
imoe rtAclarknexsen.com
vrv+w.cla rknexsen.com
FES 2 4 2010
CONFIDENTIALITY NOTE. This e-mail arid any files transmitted with it contain privileged and confidential information and are intended solely fm the use of the
individual or entity to which they are addressed If you arc not the intended recipient or the person responsible for delivering the e-mail to the intended recipient,
you are hereby notified that any dissemination or copying of this a -mail or any of Its attachments is strictly prohibited If you have received this a mail in error.
please immediately notify the sending individual or entity by e-mail and permanently delete the original o mail and attachments from your computer system.

Agency
Activity
Number of Activities in
2008
Land ReMan
Erosion
Sedimentrol
Sedimentation and Erosion Control Plan Design Workshops
4
Desi n Worksho Partici ants
480
Local Government Inspector Workshop
1
Local Program Workshop Participants
100
Land Resources/
Mining
Technical Assistance by Telephone
1,215
Meetings with Applicants and Consultants
118
Onsite Meetin s with Operator/Applicant/Consultants/
348
tribution of Surface Mining Manual
22
Acc s to Mining Program Web Site
460
Marine Fisheries
Fish inroclamation Distribution
Ongoing
Waste Management/
Hazardous Waste
Com lia a Assistance Workshops
21
Regulated tities Attending Worksho s
478
Compliance A !stance Visits
91
Technical Assist ce Calls
1,540
DWM Web Site Hit
202,489
Technical Assistance letters
18
Waste Management/
Solid Waste
Compliance Assistance orksho s
27
Regulated Entities Attendin W rksho s
897
Compliance Assistance Visit`s
585
Compliance Assistance Calls \
45,240
Web Site Hits \
100,970
Technical Assistance Letters \
620
Local Government An ual Reports \
657
Waste Managment/ UST
Com liance Assistatrice Workshops \
5
Regulated Entities'Attending Workshops \
50
Compliance As stance Visits \
11
Compliance sistance Calls \
12,480
Water Quality/Aq Prot
Compliance^ssistance Workshops \
14
Com lian a Assistance Visits \
73
Water Quality/NPDES
Complia6ce Assistance Visits \
11
Tech al Assistance Visits \
55
Water Quality/PERCS
Ce ied Collection S stem O erator Trainin \
3 workshops
H A and PAR Training \
4-6 workshops
e ional Emergency Response Training \
7 regions
Water Quality/
Stormwater/Non-Paint
Discharge
Local Delegated Erosion Control Program Workshop \
115 attendees
E&SC Planning & Design Workshop \
500 attendees
Surface Water Identification & Training Certification Course \
4 wrksh s 90 attendees
NC Assoc of Elec Coops Annual En ineers/O s Conference
150 attendees
North Carolina Society of Surveyors Institute
\ 15 attendees
SW BMP Training - Local Governments
4 wrksh s 140 attendees
State Stormwater Consistency Meetings
7 nit s —15 per meeting)
Timber Products Permit Workshops for NC Forestry Association
\ 2 workshops
Technical Assistance / Compliance Visits
\ 3 visits
DPPEA
Technical Assistance Calls
659
Technical Assistance Visits
134
Training Sessions
\ 166
Web Site Visits
3,S19,g71
Web Site Hits
13,3 4,921
Number of Regulated Entities Enrolled in the Environmental
Stewardship Initiative
115
DENR YEAR 2008 COMPLIANCE ACTIVITY REPORT page - 7 -

Architecture & Engineering
4000 Westchase Boulevard, Suite 280
Raleigh, NC 27607
P. 919.828.1876
F. 919.828.1877
www.clarknexsen.com
meeting minutes
DATE:
SEE LAST PAGE OF DOCUMENT FOR ATTENDEES LIST
November 24, 2009
Opened meeting by giving an overview of the existing conditions,
adjacent project (Wounded Warrior Greenway), and current
PROJECT:
Camp Lejeune Hospital Addition
proposed design.
and Renovation
PURPOSE OF MEETING:
General Discussion for Stormwater.
stormwater scoping Prior to
- Delineate existing stormwater network and provide drainage
Subnittal
map to show that proposed design does not affect existing
PREPARED BY:
stormwater netW R-qvG!
]anon Rupert, El
- No more than ZIfs can be discharged from a single point into
Vincent Chirichella, PE
existing wetlands. Ensure no channelizing of outflow.
COMMISSION NUMBER:
Recommend using rip rap, level spreader, vegetated filter
3053 / 3156
strip or wide trapezoidal ditch.
ROUTE TO:
- For wet ponds or constructed wetlands, if designing
treatment to meet 90%TSS, vegetated filter strip is not
required.
- Stormwater treatment requirements are: ga*'-d4l
o Quantity: Pre vs Post for 1-yr 24-hr storm.
o Quality: Treat 1 1/2-inch using Simple Method.
- Permanent pool discussion:
o When placing a pond in a sloped area, use the
Seasonal High Water Elevation on the lower
elevation of the hill to set the permanent pool
elevation. Ensure the permanent pool elevation
is higher than the existing wetland elevation.
- Required to combine two previous permits with proposed
work into one new High Density 2010 permit.
m o SW8 960329-Camp Lejeune Naval Hospital Parking
Lot Addition
• Provide East and West ponds as first two
yQ �Q7 columns of permit application
K?�� o SW8 081115-Wounded Warrior Greenway Facilities
- Provide two (2) borings per BMP showing seasonal high water
elevation.
- Watch laydown areas to ensure they are treated for
stormwater and erosion control.
- Due to the complexity of this permit, provide a very detailed
narrative describing all areas and treatment measures. An
additional scoping meeting was suggested prior to final
submittal meeting.
FILE:
Page 1 of 4

Architecture c`a Engineering
meeting minutes
General Discussion for Erosion Control:
- Provide velocity calculations for diversion ditches. Suggests sodding high
velocity areas and large slopes.
- Provide description of inspection/maintenance measures.
- Provide a very detailed construction sequence.
- Include a construction setback from existing wetlands. Discussed providing
a 10-ft setback.
- Discussed showing double row of silt fence along existing wetlands with
rock outlets at low areas.
- Email Rhonda Hall prior to submitting to remind her of presence at scoping
meeting.
Below is a description of each area discussed.
Area 1: Clinic Addition
Described proposed layout and the relation to the existing stormwater
.system and existing wetlands. One of the existing storm system discharge
points drains to a finger of existing wetlands. This project will remove all
discharge from this discharge point due to the requirement to treat all new
impervious and necessary location for a BMP. Ms. Naugle indicated her
desire to fill this finger of existing wetlands due to the lack of stormwater
discharging in this area (removing the stormwater discharge may cause the
wetlands to dry up). Mr. Chirichella explained the direction given to the
project team to NOT disturb any existing wetlands. Ms. Naugle indicated
she will discuss this further with Joanne Steenhuis, a 401 Specialist, and
further discussion between NCDENR, NAVFAC, and Clark Nexsen may be
required.
This area of parking and building is proposed to be treated with two (2) wet
ponds only. LID measures will be implemented where possible through the
use of grassed swales. Stormwater quality will be improving in this area due
to the amount of impervious surface being treated through BMP's.
Area 2: Mechanical Room Addition
This area of proposed service area and building is proposed to be treated
only with an infiltration basin. LID measures will be implemented where
possible through the use of grassed swales.
Area 3: New Employee Parking Lot
- This area of new parking is proposed to have treatment only with a wet
pond. LID measures will be implemented where possible through the use of
grassed swales.
Area 4: Emergency Department Cut Through and New Sidewalk
These areas are proposed to have treatment through existing grassed
(}Qkgt swales only.
c� Page 2 of 4

Architecture & Engiiaeering
meeting minutes
Area 5: Emergency Department
- This area of new walks, drive and building are proposed to be treated with
only a wet pond.
Area 6: Employee Entrance
- This area of walks and drives are proposed to NOT provide additional
stormwater treatment and flow through the existing storm system. "
Treatment of stormwater for this area is not possible unless utilizing a
stormwater vault and pumping to a remote BMP. The employee parking lot
is sloped towards the existing hospital building employee entrance where
the low point is located approximately 30-feet from the face of the existing
building.
Stormwater quality will improve in this area due to a reduction in
impervious surface. f2 a.o vt akADL.p,
File location:
H:\JOBS\3053 - Hospital Clinic Addition at Camp Lejeune\4 Correspondence\CN Internal\091125 NCDENR
stormwater Meeting Minutes.doc
Page 3 of 4

Architecture & Engineering
meeting minutes
Attendees:
Name jorgan
ization
Telephone Number
Email Address
Vincent Chirichella, PE
Clark Nexsen
919-828-1876
vchirichella(@clarknexsen.com
Jason Rupert, EI
Clark Nexsen
919-828-1876
"ru ert clarknexsen.com
Mary Jean Naugle
NCDENR
910-796-7303
[e-mail]
Rhonda Hall
INCDENR
910-796-7335
Rhonda. Hall@ ncmail. net
Cameron Weaver
INCDENR
910-796-7427
cannergin.weaverft ncmail. net
David Towler, EI
Camp leieune-Public Works Div.
910-451-3238
davi .tow r usmc.mil
Page 4 of 4

Naugle, Mary
From: Naugle, Mary
Sent: Wednesday, December 02, 2009 11:50 AM
To: 'Vincent J. Chirichella'
Subject: state stormwater ponds and wetlands
Vincent.
Please note the design conditions of the state stormwater BMP. It is on the web at address below.
Section 10. 15 BMP shall not be located to produce adverse impacts on water levels in adjacent wetlands
Section 10. 19 The permanent pool elevation shall be within 6 inches (plus or minus) of the SHWT
elevation.
Page 10 -9 DWQ requires a soils report that includes a determination of the SHWT elevation for all
wet pond designs. The permanent pool elevation shall meet the following requirements:
1. The PPE must be no more than six inches above or below the SHWT.
2. If the design proposed does not meet the requirement of item 1 above, then the
following must be provided:
a. A calculation -based hydrogeological analysis of the proposed wet pond
and surrounding subsurface conditions must demonstrate it will not
adversely affect wetlands, surface waters, and buffers.
b. The analysis must demonstrate that the permanent pool will....
http://h2o.enr.state.nc.us/su/documents/Ch10-WetPonds16June2009.pdf.
I told Joanne to expect your call when the layout is further defined.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardi7al Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
marynaugle@ncdenr9ov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
DC
00 l I l5 — cmc
` )

Naugle, Mary
From: Naugle, Mary
Sent: Wednesday, December 02, 2009 11:36 AM
To: Naugle, Mary; 'Vincent J. Chirichella'; 'Rhonda. Hall@ncmail. net',
'[e-mail]'; '[e-mail]'
Cc: 'Jason T. Rupert'; Steenhuis, Joanne
Subject: RE: Camp Lejeune Hospital Addition and Renovation Project Scoping - MJN Meeting Reply
amendment 2
Vincent;
In response to your phone call regarding this project:
1. You clarified there will be no disturbance to wetlands. The plan that I received on 11/24/09 has been revised to
show no wetlands disturbance.
2. You will discuss the location of the pond and its impact to the adjacent finger wetlands with Joanne as layout is
finalized. (910-796-7306]
5. You indicated that you are relocating part of the greenway in Permit no. sw8 081115.
a. It would be best to remove that portion from the SW8 081115 by a minor modification to the permit. Add the
relocated part of the greenway to your project area since it is treated in the proposed bmp.
b. Please include this hospital expansion on the existing permit SW8 960329 as a major modification. We
understand that there will be 3 different sets of stormwater rules for this permit, but rescinding the 1996 permit
and opening a new 2010 permit does not eliminate this need. [pre-'88, 1995 rules, 2008 rules]. Delineate the
east project limits for SW8 081115 Mod on the plans for SW8 960329 Modification.
7, 8, & 9: if you cannot route small areas of walkways to the bmp, you will demonstrate why.
Your memo: The discharge to wetlands must be < 2 feet per second [velocity— not volume].
Thank you for calling to clarify the information.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 284O5
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, December 02, 2009 10:50 AM
To: Naugle, Mary; 'Vincent]. Chirichella'; 'Rhonda. Hall@ncmail. net'; '[e-mail]';
'david.towler@usmc. mi I'
Cc: 'Jason T. Rupert'; Steenhuis, Joanne
Subject: RE: Camp Lejeune Hospital Addition and Renovation Project Scoping - M]N Meeting Reply amendment

Naugle, Mary
From: Naugle, Mary
Sent: Wednesday, December 02, 2009 10:43 AM.
To: 'Vincent J. Chirichella'; [e-mail]; [e-mail];
[e-mail]
Cc: Jason T. Rupert; Steenhuis, Joanne
Subject: RE: Camp Lejeune Hospital Addition and Renovation Project Scoping Meeting
Vincent;
The following is recommended:
1. Obtain USACE 404 and DWQ 401 approval for any impacts to wetlands. I spoke with Joanne [401] and she
spoke with Brad [404] and wetlands disturbance or impacts should be avoided for stormwater purposes.
Consider starting the pond outside the wetlands and running it further north. Even if you do not disturb the
wetlands, get concurrence for 404 and 401 regarding impacts to the wetlands as a result of new adjacent pond —
i.e. no recharge of the finger wetlands on the north east side of parking area, and provide a copy of the memo
with submittal of stormwater application. 15A NCAC 026.0231.
2. Obtain concurrence from 404 and 401 for the wetlands under the proposed west parking of this project. These
wetlands were not delineated on the plans for permit no. SW8 081115.
3. Clarify the amount of wetlands on the existing and proposed plans for stormwater. Submit the approval from
the USACE and DWQ 401 group of any impacts. The narrative submitted with the express request for
stormwater meeting, listed 3 acres in wetlands on item 1.(e), yet you mentioned in the meeting that there were
no impacts.
4. Route all new bua to treatment. Further review of the walkway by existing pond and road crossing by proposed
pond indicates the runoff may be able to be routed to the ponds. If there are small areas of walkways that
cannot be collected, then demonstrate why it cannot be treated on the plans with narrative the finished
elevations and contours, along with bua totals.
5. Permit No. SW8 081115 will be maintained as Low Density for the existing greenway with no revisions. Please
include this hospital expansion on the existing permit SW8 960329 as a major modification. If the runoff from
the greenway is routed to the pond for the hospital expansion, then delineate the drainage area on the plans for
the hospital expansion and delineate the bua and drainage area amounts on the bua tables in the application
and calcs as "off -site drainage from SW8081115". We understand that there will be 3 different sets of
stormwater rules for this permit, but rescinding the 1996 permit and opening a new 2010 permit does not
eliminate this. [pre-'88, 1995 rules, 2008 rules]. Delineate the project limits for SW8 081115 on the plans for
SW8 960329 Modification.
6. Clearly delineate all drainage areas and bua on the common plan. Identify the pre '88 bua, differently from the
1996 permitted parking and treatment, different from the proposed with this modification.
7. Re: area 4 — emergency dept cut through new sidewalk. Label on the plans and demonstrate why runoff cannot
be treated in bmp. It appears this could be routed to the 1996 pond.
8. Re: area 6 - employee entrance, see item 7. Provide totals of bua in this area for pre and post and details
on the plans to demonstrate the proposed bua is less than existing and the stormwater controls will improve
with redevelopment by providing diffuse flow to vegetated areas with no site discharge.
9. Driveway into the existing area - Ditto 7 or treat in the proposed middle pond.
Please let me know if you need more information.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality

Naugle, Mary
From: Vincent J. Chirichella [[e-mail]
Sent: Wednesday, November 25, 2009 3:27 PM
To: Naugle, Mary; [e-mail]; [e-mail];
[e-mail]
Cc: Jason T. Rupert
Subject: Camp Lejeune Hospital Addition and Renovation Project Scoping Meeting
Attachments: 091125 NCDENR Stormwater Meeting Minutes.pdf
Attached are the meeting minutes from yesterday's Scoping meeting for the Camp Lejeune Hospital
Addition and Renovation Project. Please review and notify me if there are any discrepancies prior to next
Wednesday December 2, 2009. Thank you.
Vincent J. Chirichella PE, LEEDAP
Senior Civil Engineer
CLARK NEXSEN
Architecture & Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919.828.1876 Tel.
919.828.1877 Fax
vchi richella(cDclarknexse n. corn
www.clarknexsen.com
CtrN.'1Df : rP.f.t I I NO fL hw o irail and any files transrMt. it %rith it writ In priv}Ierled aad c+rrfidential intonnabon and ant mtendcd solely Ica If w use of thi,
individual or eulny to wh,ch shay are addmssod If you are nol the intendrxl mciPIcnf or 11m psrson responsible for dtlrv. r.nq rht a mad to Gir :t.fer,dr-d rxal c ..
,oa fic hr. rev; IOVIE I III ,fly drs,emmahos or LIP ymg of 6rs e mad or any of Is ira M.cnts I Cnetiy proh,loleJ If you !,IV_ we rty,d this c in. If in err
mrred.!e y noldy the sa,din9 individual or ennty bye n.vl and Itormanently delete Iho ongnial 0-re all nno ottarhmonts frnm your computer system

Russell, Janet
From: Jason T. Rupert [e-mail]
Sent: Wednesday, November 11, 2009 4:52 PM
To: Russell, Janet
Subject: RE: Hospital Clinic Addition Camp Lejeune
Janet,
Sorry to write you again. But we have had another change in schedule. We will not be able to meet on
Monday, November 16. We are still available on Tuesday, November 17 and November 23-25, all at 10 AM
if you prefer. Once again, I am sorry. I promise not to change the dates again!
Thanks,
Jason T. Rupert El, LEED AP
Civil El
CLARK NEXSEN
Architecture & Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919.828.1876 Tel.
919.828.1877 Fax
i ru oertrdclarknexsen.com
www.clarknexsen.com
.l I pan, l is Ir 'e llpn 1. -nd t mvlrgh tl ,itutI, nimr....to Pr .d dPa „0" pr •�'
.. :t rl t 1.1 i:.t, el. t .. 0, ',_. . v:o, �, 'c' .-I'd
o..12 .0n,Cwhit l:na It
ua. utly dt:i' ,. rra'. auJ._d., .... .. .
From: Jason T. Rupert
Sent: Tuesday, November 10, 2009 2:40 PM
To: 'Russell, Janet'
Cc: Towler CIV David W; Vincent J. Chirichella
Subject: RE: Hospital Clinic Addition Camp Lejeune
Janet,
Unfortunately, an issue came up this morning that will not allow us to meet on Wednesday, November 18.
Would it be possible to reschedule? From previous emails, the only dates that we would be able to meet
next week would be Monday, November 16 or Tuesday, November 17. The following week, we could meet
Monday thru Wednesday. We are able to meet in the morning for any of those dates at 10:00 AM. I
apologize for the inconvenience.
Regards,
Jason T. Rupert El, LEED AP
Civil El
CLARK NEXSEN
Architecture & Engineering
4000 Westchase Boulevard Suite 280
Raleigh, NC 27607
919,828.1876 Tel.
919.828.1877 Fax

iruoertAclarknexsen.com
w .clarknexsenxom
r70141- IDLNTIAI I i Y Nr) I c I Ih; l� nisi( and any N'L- fir . tutted v di it contain pn oged and ron[ denh iI inform 6lon and ale Intended solely to, he Lmr of t;:e
.,divldual or entity to call ch th, ; i ^ ,Aho.•,od If you an, not thn v-eoded recipient or On person w,,ponsiblo for delrveriny the e-mail to the .ntendi-d toopienl
you are hereby notified teal an; di..,cuunst-on ui r:opyr iy nl this , riain, any of its Gd acnme:nl, 5 +L:;Ly profobdrd d you havP received Ifs :n urro,.
p:oase Immedmtely notdy th- .,ndrq irdividial or onbfy by e rnail red oenuanently doacu the onginal n daft and attachn'rnts ham your cn nprter sys^um
From: Russell, Janet[mailto:[e-mail]]
Sent: Tuesday, November 10, 2009 10:47 AM
To: Jason T. Rupert
Cc: Towler CIV David W; Vincent J. Chirichella
Subject: Hospital Clinic Addition Camp Lejeune
Gentlemen:
The Express Stormwater & Erosion Control Scope Meeting has been scheduled with Mary Jean Naugle and Rhonda
Hall on Wednesday, November 18 at 10:00 AM here in the Wilmington Regional Office.
Please review the attachment, "Stormwater @ Camp Lejeune'. Also, please review the checklist for a complete
application on the stormwater bmp website prior to the meeting.
Please respond to this email to confirm and reserve the scope meeting date / time.
Thanks,
Janet
Janet M. Russell
Express Coordinator
910 796-7421
NOTE: change in email address: [e-mail]
Email correspondence to and from this address may be subject to the North Carolina
Public Records Law and may be disclosed to third parties.

�(po32R or 0 kk'!>'
For DENRSco�0 �
Use LY
•
pp
Reviewer: �� i..�"'
North Carolina Department of Environment and
submit, 1 t — °24
Natural Resources
10: !!!�'
NCDENR Request for Express Permit Review
Time
Confirm: I l_ 12-_0 9
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review.
FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (POF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
1—1 or tg
Enter Related SW
Permits of request
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson()
ancmail.net
• Fayetteville or Raleigh Region -David Lee 919.791.4103; david.lee(rDncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lvn.hardison(ancmail.net
Sw
SW
` -Q L
�
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(ii ncmail.net
SW
NOTE: Project application received after 12 noon will be stamped in the following work day.
Sw
10 iz:
Project Name: CAMP LEJEUNE HOSPITAL CLINIC ADDITION County: ONSLOW nn
Applicant: CARL BAKER, PE. DIRECTOR -DESIGN BRANCH Company: U.S. GOVERNMENT -�-� og ^ r >� 1 �,� rn, C f'"r3Id• `�
Address: 1005 MICHEAL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-2521
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:100 BREWSTER BLVD. CAMP LEJEUNE, NC 28547-0100
Project Drains into NEW RIVER waters —Water classification SC: HQWASW (for classification see-http://h2o.enr.state.nc.ustbims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: VINCENT CHIRICHELLA. PE Company: CLARK NEXSEN
Address: 4000 WEST CHASE BLVD, SUITE 200. City: RALEIGH, Stale: NC Zip: 27607-6864 R
E C E I V EPhone: 919-828-1876, Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY NOV 0 9 2009
® Scoping Meeting ONLY ® DWO, ❑ DCM, ® DLR. ❑ OTHER:
DWQ
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERM47TING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear it or _acres)
❑ Riparian Buffer Authorization El Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & St Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Sio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopina and express meeting reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ® Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
xxxxxxx++s++ssx+ssss+xxax++Casa+xa+ax++xxaa+++++aa++i+a+EOf DENR use Oulyssaaxaaxa+aax+♦sasaaaaaaa++a+aaaaaai++++++++++++++++++++++xx
Fee Split for multiple permits:(Check# 1 Total Fee Amount
SUBMITTAL DATES
I Fee
SUBMITTAL DATES
Fee
LAMA
$
Variance ([IMaj; [I Min)
$
SW (❑ HD, ElLD, [I Gen)
$
401:
I
$
LQS
I
I $
Stream Deter,_
$
<�!b?I cd tv P_CW111Jf',r- of . II- I1-0�
NCDENR EXPRESS March 2009

Stormwater
1. General Information
a. Name of Project- Camp Lejeune Hospital Clinic Addition
b. Street Address, City, County- 100 Brewster Blvd., Camp Lejeune, Onslow
c. Acres in Tract- 81 acres
d. Acres Being Disturbed- 27 acres
e. Acres in Wetlands- 3.06 acres
1. Wetlands Must Be Delineated- Wetlands are delineated
2. Proposed Wetland Impacts Require Permits From Corps & DWQ-
N/A
f. Ownership Information From NC Secretary of State Web Site- Camp
Lejeune, NC
g. Description of Development Proposal
The Camp Lejeune Hospital Clinic Addition will include an addition
of 59,000 square foot to the western end of the existing building,
314,000 square feet of additional parking, roads and sidewalks.
Stromwater on the site will be treated by two (2) wet detention basins,
two (2) constructed wetlands, and one (1) infiltration basin.
Stormwater will be conveyed to the various bmps by means of 9rlssed
swales and stormwater pipe networks
1. Previous or Existing Permits.
SW8 960329- Camp Lejeune Naval Hospital Parking Lot Addition
SW8 081115- Wounded Warrior Greenway Facilities
2. Tax parcel ID Number- N/A
h. Pre-1988 Built Upon Area- The site has approx. 20 acres of pre-1988
BUA.
Discuss Phasing of the Project & Stormwater Facilities When Applicable.
N/A
Discuss Proposed Waste Water Treatment & Water Supply- Water and
Waste Water Treatment service will be extended from the existing
building to the building addition. Additional Fire hydrants will be
provided as necessary. Sanitary sewer for the addition will be connected to
an existing 8" sewer main on the north side of the building. The water line
will be looped around the addition tying into an existing waterline.

Site Location Map
0 340 680 1,360 2,040 2,720
Feet

� � �'�\i
t � ��l �"
n ♦ 1\ ��
,�.
u 4�� �
A �� .. � �, � � � Ili � � oii� � ��
f'�. � - �
.. � � I �I 0�..
� � y� ,pry - .. -�
\ S. �," ���. � AI� � � �l �e��� ''ter
I � u�u„ ��
� � �'q:
II' r
/� :�
�$Q}�W('' :.,
s(ll "� �lY. 1y. 1 I �
�"'�
w
�.
�T4
� ♦ �4 ��
_ :'�-�
_— k d _:n.. �f � I � - �
__ ! l -
S h�iY e-�:t��' � � s'I /��
_�,��,:
.. @�� � r
--
��'V
� 'I.
a
i

k. Identify Historic Sites & Projects Being Funded With Public Monies- N/A
I. Disclose Any/All Non -Compliance Issues with DEN Agencies- N/A
2. Stormwater Information
a.
I. Provide River Basin- White Oak
II. Stream Classification- SC; HQW, NSW
III. Index Number- 19-16-(4.5)
b. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or Coastal Stormwater,
Address Vested Rights When Applicable; Identify Pockets of High
Density.
High Density, Commercial, Coastal Stormwater.
c. Proposed Total % Impervious Surface. 65% Total Impervious
d. Number of Proposed Treatment Measures, Type(s) of Collection System
5 BMPs: Two (2) Wet Detention Basins, Two (2) Constructed Wetlands,
One (1) Infiltration Basin.
e. Will All Built Upon Area Be Collected- No. A portion of the site that has
existing BUA will be demolished and replaced with a less amount of
proposed BUA.
f. Identify Whether or Not the Project Has Buffer Requirements & Whether C
or Not Development Is Proposed Within A Buffer. N/A 5o I Ceetiw f e4
g. Discuss Coastal Management Areas of Environmental Concern When
Applicable. N/A
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP. N/A
i. Discuss Whether Road Construction Across Other Property Is Necessary
To Access This Project. None Necessary. N/A
j. If An On -Site Evaluation Of The Soils Has Been Done, Discuss
Infiltration Rates, Seasonal High Water Table, etc., and Include Date Of
Site Evaluation (This Is Required For Infiltration Projects). See attached
Geotechnical Report. \ • r F. kA-T K lk-�o r to „S; C\
k. Is The Department of Transportation Requiring The Construction Of A
Turn Lane Or Road Widening Associated With'fhe Pr-'o.ect. NME I V E D
1 ° NOV 0 9 2009
DWO
PROJ #

azUgygyryxqx"w -
I,":
-oncr OA
Mew n1 poi -
en a

�vr':�-s-^ernrm—lTM
1CAit®LIP9A�
ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental * Facilities August 4, 2009
Ms. Tracy Bond, AIA
Smith Group/Clark Nexsen
Joint Venture
1850 K Street NW, Suite 250
Washington, DC 20006
Reference: Report of Infiltration Evaluation
Naval Hospital Renovation
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
Dear Ms. Bond:
ECS Carolinas, LLP (ECS) recently conducted an infiltration evaluation for the
proposed stormwater best management practice (BMP) areas at the Naval Hospital
Renovation on Camp Lejeune, Onslow, County, North Carolina. This letter, with
attachments, is the report of our evaluations.
Field Testing
On July 29 through 31, 2009, ECS conducted an exploration of the subsurface soil and
groundwater conditions at eleven requested locations shown on the attached Test
Location Plan (Figure 1). The test areas were located in the field utilizing GPS
equipment and a test location plan provided by Clark Nexsen. The purpose of this
exploration was to obtain subsurface information of the in -place soils for the proposed
stormwater BMP areas. ECS explored the subsurface soil conditions by advancing
one hand auger boring into the existing ground surface at the requested boring
locations. ECS visually classified the subsurface soils and obtained representative
samples of each soil type encountered. ECS also recorded the seasonal high water
table (SHWT) observed at the time of each hand auger boring. The attached Infiltration
Evaluation Form provides a summary of the subsurface conditions encountered at the
hand auger boring location.
The SHWT was estimated at the boring locations below the existing grade elevation. A
summary of the findings are as follows:
Location
SHVVT
1
36 inches
2
28 inches
3
Winches
4
24 inches
5
18 inches
6
32 inches
7
24 inches
8
24 inches
9
48 inches
10
55 inches
11
Winches
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • 1 910-686-9114 • F: 910-686-9666 www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid -Atlantic, LLC - ECS Southeast, LLC ' ECS Texas, LLP

Report of Infiltration Evaluation
Naval Hospital Renovation
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.149978
August 4, 2009
ECS has conducted eleven infiltration tests utilizing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
If the SHWT is less than three feet, the tests are conducted at ten inches below the
surface elevation.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
1
Tan fine SAND w/silt
12 inches
1.4
2
Gray fine SAND w/silt
10 inches
1.2
3
Gray fine SAND fill
12 inches
4.0
4
Grey/tan fine SAND w/silt
10 inches
2.2
5
Gray/tan silty SAND
10 inches
0.40
6
Gray fine silty SAND
10 inches
0.76
7
Gray fine SAND
10 inches
3.7
8
Tan fine SAND
10 inches
4.4
9
Gray/tan fine SAND w/clay lens
fill
24 inches
1.1
10
Tan fine SAND
31 inches
10.9
11
Gray sandy SILT fill
12 inches
0.09
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you
have any questions concerning this report or this project, please contact us at (910) 686-
9114.
Respectfully,
ECS CAROLINAS, LLP /
K. Brooks Wall
Project Manager
Attachments: Figure 1 -Test Location Plan, Infiltration Evaluation
CC: Mr. Steve Thomas, P.E.-Clark Nexsen
-air, P. G.
Geologist

10
0 TEST LOCATIONS
Naval Hospital Renovations
Camp Lejeune, Onslow Co., NC
ECS Project No. 22-14997B
August 3, 2009
KBW
11
a
Figure 1— Test Location Plan
Provided by: Clark Nexsen
C AMOLAMlAS

A
Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune,.Onslow County, North Carolina
ECS Project No. 22.14997B
August 4, 2009
Location Depth
1 0-16"
16"-36"
Soil Description
Gray/tan fine SAND w/silt
Tan/brown sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 1.4 inches per hour
Test was conducted at 12 inches below existing grade elevation
Location Depth
2 0-24"
24"-50"
Soil Description
Gray fine SAND w/silt
Tan fine SAND w/silt
Seasonal High Water Table was estimated to be at 28 inches below the
existing grade elevation.
Infiltration Rate: 1.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth
3 0-36"
36"-30"
Soil Description
Grey fine SAND (fill)
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 4.0 inches per hour
Test was conducted at 12 inches below existing grade elevation

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
August 4, 2009
Location Depth
4 0-18"
18"-50"
Soil Description
Gray/tan fine SAND w/silt
Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
5 0-18" Gray/tan silty SAND
18"-30" Gray/orange sandy CLAY w/silt
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Infiltration Rate: 0.40 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
6 0-18" Gray fine silty SAND (fill)
18"-28" Orangish/yellow clayey SAND (fill)
28"-60" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 32 inches below the
existing grade elevation.
Infiltration Rate: 0.76 inches per hour
Test was conducted at 10 inches below existing grade elevation

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997B
August 4, 2009
Location Depth
7 0-14"
14"-24"
24"-36"
Soil Description
Gray fine SAND
Tan fine SAND w/silt
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 3.7 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth
8 0-12"
12"-24"
24"-36"
Soil Description
Tan fine SAND
Gray/tan fine silty SAND .
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 4.4 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
9 0-24" Gray/tan fine SAND w/clay lens (fill)
24"-48" Tan fine SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 24 inches below existing grade elevation

Infiltration Evaluation
Naval Hospital Renovations
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.14997E
August 4, 2009
Location Depth
10 0-6"
6"-40"
40"-60"
Soil Description
Gray silty SAND
Tan fine SAND
Orange clayey SAND
Seasonal High Water Table was estimated to be at 55 inches below the
existing grade elevation.
Infiltration Rate: 10.9 inches per hour
Test was conducted at 31 inches below existing grade elevation
Location Depth Soil Description
11 0-24" Gray sandy SILT (fill)
24"-40" Gray fine SAND w/clay lens (fill)
40"-60" Tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 0.09 inches per hour
Test was conducted at 12 inches below existing grade elevation

♦• UNR mATP9
♦ UNITLO mATn GNP LLIEUNL WAONANOLL
Mrt�4N.YN.�M1O. W I
O[PAmYLNT M T121N1[PION bm Pamuno] /�.t
1 OLOINMJL sums wn:o
1S l j I
t
`•� ACLAONLjti .; �. :' 1. ham♦ >r t J( `.
I
7
� •I� I� I v.fit f -/ / � � �` � I 1,� yn-• �.-: :
1 1iy✓ A _/ , fn I� f I o
r f..
AiTA RY N 1pN
_ I
V ✓a / J
Y'll.l'CY• _b__ —.. b 1 "Y ... �. .- � tl • rr.�1�'i• Irtt•.lO
J N�„.MNYf On11GM. Mm _ YYL W® e•w
y/ YIBIYC. 19n1YA iI Ibw�' WYWL 4..n
11lmi.n~�WiYV IW WIbII wl�iJbN� "'�`l iw� ' , r•'M`,b, YWIit M��Y_.._
RN�•I�IYI6brw.ti lW )bFY
wMb.. OMMeYn OF41 �1P4bILL.
"e�m" wry... �e•...+ 'sE"CttIL'C's'• -- ..,. �.�.•.. .�.:. '--•-�'a• ubv urnacnc

Site Location Map
P-1 857 & P-1 857B Hospital Addition/Renovation
Legend
Ojurisdictional —wetland —area
10
NHfUSAi
BASKETRrHII30 CO 41
N, M17
14
X
is
BAS COU
L COURT
631L
50DO
600V -) I 1/0
sm
5A
C;7 Z 9 0 r--835-1
0 340 680 1,360 2,040 2,720
Feet
PI,

Web Soil Survey
Pagel of 2
Contact lls ouwmne05onn nalo
A•<' 1,—r Soil eurveYs SOI1 S.—,"o...
GlOuelY PreRrnn[[,s lnnoul Nr.p
A A
Area of Drtared (AO31
Soil Mao Soil Data Cacho,.,
Slmdro Cart fFhwl
View Soil Information By
III Dean" rdow iel m i
to a
Class
soli
View Options
Map r
Table r
Desa ipbon of r
Rating
Rating Options r
.r. 11,
IV
M
if r
e may'
Tables — Hydrologic Soil Group — Summary By Map Unit
Summary by Map Unit — Onalow County, North Carolina
r Detailed Description
Map unit symbol Map unit name Rating
Ivancad Options ©
we
Boymeade not Sand, 0 to 6 A
Aggregation DCIHnwe CaMiBm
percent slopes
Method
"a
Baymeade-Urban land A
Component
Mopes m 0 to 6 pelnt
stapes
percent Cutoff
MSC
Marvin loamy not no, 6 a
Tla-brak Rule p lower
to 15 percent slopes
f Higher
MI
Muckalee barn D
View Deweiytla Vlw Rmft
Touts for Ara of Samoan
Name
O
Acres In ADZ Pereant of Act
22.6 224%
42.1 46.9%
25 A 15.3%
5.4 5.4%
100.5 100.0%
uacnpuon — nyoromglc eon croup
Hydrologic soil groups am based on estimates of runoff potential. Soils are assigned to one of four groups
scoarding to the rate of water Infiltraton when the soils are not protected by vegetation, are thoroughly
Wet, and receive precipitation from long-0uration storms.
The ails in the United States are assigned to four groups (A, B, C, and O) and three duel classes (A/D,
B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high o filhation rate (taw runoff potential) when thoroughly wet. These consist
mainly of deep, well drained to excessNely drained ands or gravelly sands. These soils have a high rate
of wMM transmission.
Group B. Soils having a moderate Infiltration rate when thoroughly we. These consist chiefly of
moderately deep or deep, moderately well drained or well canned soils that have moderately Me texture
to moderatehr cozrue texture. Thew soils have a moderate ate of water transmission.
Group C, Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of wits having a
layer that impedes the downward movement of water or soils of modaratelly one texture or fine texture.
These .if, have a slow rate of "star transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These
Consist chiefly of clays that have a high shrink -swell potential, its that have a high water bible, soils
http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx 6/11/2009

Aerial Image
,
u
4
r'
,

r'---- ( `; 11 �i--^.� ` /`♦ --� � I , ,J , � p l
till
Nl
N IN
IN
,III I
�, I`_ , \ �- ,� / / /��� __ , , ♦ � I I ,
111 ` I � ;..' \_; I ;;;.. I r ;_:;;, ;u;= -,--� �` I I • (r/;; -%'rl
it
``
t�` % " //� ��/ / f `____� `_'8_- •___lam I 1
1001
,
Legend t`ti ,`
Project Boundary ; ��` N `
I i 101,
- — WETLAND LINE \ ��a ter I_':;I
CAMP LEJEUNE HOSPITAL
WETLAND DELINEATION
JACKSONVILLE, NC

CAMP LEJEUNE HOSPITAL 0 100200 400 600 800 —
WETLAND DELINEATION Feet
JACKSONVILLE, NC I INCH = 400 FEET

CAMP LEJEUNE HOSPITAL 0 100200 400 600 800 —
WETLAND DELINEATION Feet
JACKSONVILLE, NC I INCH = 400 FEET

Streams and Water Bodies
I
R

"'f' f •..'J A C K S O L
� 4 Troai
ti
'o
d /
�.,froltT'aB���
f
tit
1
4 �V.
i l r
� r
_ 4
9
NX
j��•ti. ,,I. � JyF
III
1.17
CAMP LEJEUNE HOSPITAL -
WETLAND DELINEATION
JACKSONVILLE, NC

NOTES �
i _.
SEE PROJECT P1331 RENOVATAND
MRI ADDITION FOR WORK IN T'IS AREA0.
...r
cuNlc ADDITION
6-
I //PROPOSED a\
II 1—ATER —WETLAND
I � WETLAND �
/ 4
ij
1 / lli i
^J
\ m �
IJ
0
1 O
.1
.1
_j
uTo �9W_rn /
n
I 7TFITf�TIT��T � �
I
NOT FOR
CONSTPUC^ON-
SU BM IT 1 ,4'_ .
TvO:_
[ a c
SMITHGROUP /
.., CLARK•NEXSEN,
AJOINUENTURE
a. wva�am�r
SN 1 aF P
PARKING INFORMATION NssF:N
/ EMPLOYEE
/ EXISTING 616 CAR
I( 12 MOTORCYCLE
ADDITIONAL 150 CAR.
TOTAL 767 CAR
12 MOTORCYCLE ,r 10 os/snos
VISITOR_vI�T"—
EXISTING 476 CAR og'�
I� ADDITIONAL 139 CAR mwa«
- TOTAL 615 CAR
E
z o=
uLLI
Z
a w
o 0 Z w
z 00
^ J ~
-
z aQ l� N ° w
w
C iJ 2Q
wU w�
LL w Q
�Q dZ F
GRAPHIC SCALE s Z
ns Eo
v-1857952
N<0095-09-C-3212
C 1100

MATCHLINE SHEET 2
------------------- ----- -- — - - — - - — - - — - - —
/ �6
� >4 1 Ct �
/ WETLANDS AREA 1 7
125,422 SO FT i 0 C2
2.879 ACRES C3
WETLANDS '� .e
UPLANDS
•/^0 '� \9
� 0 WETLANDS CONTINUE
PAST THE LIMITS OF l23 --A�
,yq� THIS PROJECT �. C4A WF7 ` �WF10
j16 WF8 GO
/ 2 Al\G
A Al u t
`43 __A,- L42 �b A2 � � (p
A7 A6 yT
��qs �. �q7 A !A, A3 Cl4 \ WF2 Y/ WF9
A9.
Aa \Y/
Cl 3 y �S
A4
A
UPLANDS
LEGEND
SURVEY CONTROL POINT
WETLAND FLAG
WETLAND LINE
(� JURISDICTIONAL STREAM
PROJECT LIMITS
GRAPHIC SCALE
60 0 30 so 120
( IN FEET )
I inch = 60 ft.
BEGINNING OF CSd'
JURISDICTIONAL C6 $
STREAM
C 77 Ue
\, CA G
Ct�p C9 !�
C11
�w
a C10
L32
D2 D1
�E2
� A
va .
El lW4
E7�CAR
E5 E3 . 2�O�ESS joy �y .
WETLANDS AREA 2 SEAL y:
2,205 SO FT :a L-4163 r:
0.051 ACRE
�sFA.9',ip.st{
L50
E5 E4 3 `19 �)O
N
a
Z Q LU z
O Z tL
Q �'
z
7 = J Z
o -j0.
z > <
Q
g z0
w
w
Project No. G9005
d� owe
opvaYaL
MQa=ea
�a�sFE-
o$Xox�9
�9w
-Mlfi

WETLAND FLAG TABLE '
FLAG
NORTHING
EASTING
Al
358027.1291
2492306.3506
A2
358023.1362
2492265.8300
A3
358000.0215
2492245.7883
A4
357952.7019
2492235.3536
A5
358007.1970
2492200.0532
A6
358011.2792
2492167.5887
A7
358000.7096
2492122.1294
A8
357976.0485
2492085.0731
A9
357989.3256
2492053.5493
B3
358154.9967
2492463.8523
B4
358157.5465
2492477.2591
B5
358166.7816
2492486.4376
86
358207.8627
2492508.7772
B8
358193.4949
2492550.0099
89
358204.8549
2492553.7259
B10
358230.1428
2492514.2200
B11
358264.9437
2492475.5654
B12
358340.2844
2492494.7346
B13
358373.6734
2492515.0633
814
358404.8376
2492526.5951
B15
358455.9853
2492497.2178
B16
358496.0310
2492454.9652
B17
358525.9828
2492466.8596
B18
358565.2539
2492489.5228
B19
358611.9286
2492497.6616
Cl
358136.9250
2492441.1652
C2
358113.1491
2492362.3677
C3
358094.0936
2492352.2786
C4
358056.1979
2492344.4262
C5
357934.5654
2492435.0444
C6
357931.9859
2492437.1194
C7
357911.0343
2492462.3933
C8
357891.13461
2492485.5743
C9
357859.0190
2492499.9679
C10
357839.8325
2492511.3224
C71
357859.1709
2492439.6931
C12
357861.9521
2492439.5671
C13
357965.8423
2492340.2154
C14
358001.3898
2492326.2448
Dl
357807.0271
2492480.1786
D2
357806.4947
2492460.5302
WF2
357981.6531
2492386.7661
WF7
358061.4434
2492385.0633
WF8
358034.9809
2492414.8786
WF9
357998.3930
2492452.1861
WF10
358051.3535
2492408.6623
E1
357755.3418
2492497.1049
E2
357782.0121
2492532.7387
E3
357727.6874
2492504.6593
E4
357664.5548
2492512.1905
E5
357662.1131
2492492.8131
E6
357731.5619
2492491.4599
E7
357750.20741
2492465.0493
GENERAL NOTES
1. THIS SURVEY MAP IS INTENDED TO REPRESENT THE WETLANDS ON A
PORTION OF THE NAVAL HOSPITAL AT CAMP LEJEUNE PROPERTY, AND
IS NOT A BOUNDARY SURVEY.
2. WETLANDS SHOWN BASED ON DELINEATION BY STEWART ENGINEERING,
INC. DATAED FEBRUARY 1, 2010.
3. HORIZONTAL DATUM IS NAD 83-2007.
BASED ON GPS METHODS USING REAL-TIME KINEMATIC SOLUTIONS FOR
THE NORTH CAROLINA GEODETIC SURVEY CONTROL POINTS SHOWN
HEREON.
COMBINED SCALE FACTOR IS 0.99991656
4. THIS DRAWING DOES NOT CONFORM TO N.C. GS47-30 AND THEREFORE
IS NOT FOR RECORDATION.
ARp
20 .LESS /O. ~y
O .
:Q SEAL 7.
a L-,411663�r
10
NAVAL HOSPITAL SHOWN FOR
INFORMATIONAL PURPOSES ONLY
OVERALL VIEW
1" = 500,
CERTIFICATION
THIS CERTIFIES THAT THIS COPY OF THIS PLAT ACCURATELY
DEPICTS THE BOUNDARY OF THE JURISDICTION OF SECTION 404
OF THE CLEAN WATER ACT WITHIN THE DESIGNATED INSET
AREA, AS DETERMINED BY THE UNDERSIGNED ON THIS DATE.
OTHER AREAS OF JURISDICTION MAY BE PRESENT ON THE SITE
BUT HAVE NOT BEEN DELINEATED. UNLESS THERE IS CHANGE
p
..
z
o
o
�
>
g
0
o
o
z
IN THE LAW OR OUR PUBLISHED REGULATIONS, THIS
'7
`°
DETERMINATION OF SECTION 404 JURISDICTION MAY BE RELIED
CD
UPON FOR A PERIOD NOT TO EXCEED FIVE YEARS FROM THIS
DATE. THIS DETERMINATION WAS MADE UTILIZING THE 1987
0
m
CORPS OF ENGINEERS WETLAND DELINEATION MANUAL.
m
o
d
REGULATORY OFFICIAL
a
<n
o`
cLi
TITLE
DATE
USACE ACTION ID .c
n
z
Q W
U
°
~ z
L
SURVEYOR'S CERTIFICATION
�
o_ �
LL
I, JOSEPH N. GRADY, JR., CERTIFY THAT THIS MAP WAS
K
0 LU
DRAWN UNDER MY SUPERVISION FROM AN ACTUAL SURVEY
o
d
O
MADE UNDER MY SUPERVISION; THAT THIS MAP WAS NOT
p
Q g
Y
PREPARED IN ACCORDANCE WITH'.°G. S. 47-30 AS AMENDED.
z
> Q
U
WITNESS MY ORIGINAL SIGNATURE; LICENSE NUMBER, AND
g.
Z U
SEAL THIS IeDAY OF MARCH, AID., 2010.
W
LINE TABLE
LINE
LENGTH
BEARING
LINE- LENGTH BEARING
Ll
47.38'
S09'53'29"W
L27
32.83'
S50'20'31"E
L2
45.34'
S29'59'21"W
L28-3
30.55'
S49'21'20'E
L3
32.23'
S21'39'32"W
L29
35.19'
S24'08'28"E
L4
58.21'
S46'32'10"E
L30 .;
22.29'
S30'37'01"E
L5
58.98'
S29'52'17"E
L31 .
45.23'
S43'30'42'W
L6
33.23'
S20'18'22"W
L32'i
19.66,
S88'26'53"W
L7
39.09'
S31'20'06"W
L33 :
56.65'
N21'34'56"W
L8
77.74'
S74'16'30"W
L34:..
2.78'
N0235'38"W
L9
52.01'
S48'00'11"E
L35 : -
143.75'
N43'43'15'W
L10
46.91'
S57'22'35"E
L36
38.19'
N21'27'19"W
Lll
11.95'
S18'O6'49"W
L37
32.53'
N37'42'03"W
L12
43.66'
N70'47'19"W
L38
40.72'
S84'22'20"W
L13
46.76'
S28'32'13'W
L39 =
30.59'
S40'55'37"W
L14
13.02'
S44'49'26"W
L40
38.75'
S15'37'16"W
L15
13.65'
S79'13'54'W
L41.
56.80'
N38'25'37"W
L16
29.01'
S51'27'38'W
L42
32.72'
N82'49'59"W
L17
82.31'
S73*12'35'W
L43
46.67'
S76'54'39"W
L18
21.56'
S27'53'58"W
L44
44.51'
S56'21'22'W
L19
70.75'
S52'50'13"E
L45
34.21'
N67'09'37"W
L20
68.55'
S39'24'50"E
L46 -
54.39'
S18'07'S9"E
L21
52.25'
N45'33'2B'W
L47
44.51'
N53'11'13"E
L22
39.87'
N48'24'34"W
L48 .'
61.15'
S27'20'01"W
L23
40.97'
S82'38'41"W
L49 ".
63.58'
SO6'48'10"E
L24
85.73'
S29'35'44"E
L50
19.53'
S82'49'05"W
L25
67.44'
S45'42'55'E
L51 -
69.46'
N01'06'59"W
L26
3.3V
S38'48'44'E
L52 ..
32.33'
N54'46'42"W
L53
32.46'
N80'54'00"E
ProlecL No. G9005
Ev,o _g
EP w,..
Bw oY 3
o
d �o�YEaw
Eo " obo

S10'04'00'E
5724.71' GRID
5725.19' GROUND
SEAL 7%
�ayy.
N. GRP
r 617
/ UPLANDS
/ B16
- - �/ 0.3
0 15
6�
n
WETLANDS /
B14
/ WETLANDS AREA 1 B13
125,422 SO FT ^
2.879 ACRES v.
�IB 12
ro
WETLANDS CONTINUE ; UPLANDS
i
LEGEND
SURVEY CONTROL POINT
WETLAND FLAG
WETLAND LINE
q JURISDICTIONAL STREAM
PROJECT LIMITS
PAST THE LIMITS OF
THIS PROJECT
/ B10
GRAPHIC SCALE
Yo 60 0 90 60 120
JURISDICTIONAL STREAM 86 �I? E39
�� BB
/ " ( IN FEET )
L15� B5
1 ------- ----- B3 84
--------------1 inch =-0 IL ------
MATCHLINE SHEET 3
a
Z 4 W U
Z Z
°-° a w
Q U)
Z O_ w >
w J O
zZ i < U
Q
g Z U
L
w
3
Project No. G9005
o��
r i z
�oNm^Y%n
LLv_a^!K
�Iaoa��
Ea9-�-F
a w d o Y a 3
ug3 Hi
v�� p
�-` 'o
gggox-,e
sa�YExs
�zd AE
u E3u'�