SW8101106_HISTORICAL FILE_20101209

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 10 1 \ O
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
ZO 1 0 120 c�
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor . Director
December 9, 2010
Commanding General
c/o Carl Baker, Deputy Public Works Officer
MCB Camp Lejeune
Bldg. 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Stormwater Permit No. SW8 101106
P-714 Physical Fitness Center
Construction Contract Number N40085-09-0-5000
High Density Commercial Bio-Retention Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P-714 Physical Fitness Center on December 9, 2010. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC
2H.1000. We are forwarding Permit No. SW8 101106 dated December 9, 2010, for the
construction of the subject project.
This permit shall be effective from the date of issuance until December 9, 2020, 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, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Sincerely,
Georgette & Scott
Stormwater Supervisor
Division of Water Quality
GDS/ art: S:\WQS\STORMWATER\PERMIT\101106.dec10
cc: Crystal Hill, P.E., Hankins and Anderson
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 North Caroli na
Internet:w .ncwaterquality.org atura
An Equal Opportunity\ AKrmatwe Action Employer (/ ly
! ash/

State Stormwater Management Systems
Permit No. SW8 101106
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding General MC8 Camp Lejeune
P-714 Physical Fitness Center
Douglas Road, Onslow County
FOR THE
construction, operation and maintenance of six (6) bioretention basins in compliance
with the provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter jointly
and severally referred to as the "stormwater rules') and the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until December 9, 2020, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.5 of this permit. The stormwater controls labeled
BR-1, BR- 2, BR-3, BR-4, BR-5 and BR-6 have been designedo handle the z
runoff from 108,029 ft ; 34,412 ft ; 11,761 ft ; 2,178 ft ; 2,178 ft ; and 4,356 ft of
impervious area, respectively.
3. The tract and each drainage area will be limited to the amount of built -upon area
as indicated in Section 1.5 of this permit, and per the application documents and
the approved plans. This permit does not allow for any built -upon area within any
portion of the property, in excess of the amount requested in the application.
4. The runoff from all built -upon area within each of the permitted drainage areas of
this project must be directed into the appropriate permitted stormwater control
system.
Page 2 of 7

State Stormwater Management Systems '
Permit No. SW8 101106
5. The following design criteria have been met and provided in the six bioretention
basins and must be maintained at design condition at all times:
Units
BR-1
BR-2
BR-3
BR-4
BR-5
BR-6
a. Drainage Area
Acre
s
4.01
1.22
0.84
0.09
0.13
0.14
Onsite:
ft
174,676
53,143
36,590
3,920
5,662
6,098
Offsite:
ft
0
0
0
0
0
0
b.Total BUA
ft
108,029
34,412
11,761
2,178
2,178
4,356
Onsite
8
108,029
34,412
11,761
2,178
2,178
4,356
Offsite
ft
0
0
0
0
0
0
c—sign Storm
inche
s
1.5
1.5
1.5
1.5
1.5
1.5
d.Max. Ponded Depth
feet
12
12
12
12
12
9
e.TSS removal efficiency
%
1 85%
85%
85%
85%
85%
85%
f. SHWT
fmsl
1 12
16
17.5
15
15
15
g.Basin Dimensions
feet
148x82
135x29
157x20
28x10
28x10
30x18
h.Bottom Elevation
fmsl
16
21
21.5
19
19
19
i. Bottom Surface Area
ft
12,536
3,765
4,645
260
260
627
k.Temporary Storage
Elevation
fmsl
17
22
22.5
20
20
19.8
I. Average Surface Area
ft
13,266
4,238
5,202
376
376
740
m. Permitted Volume
ft.
13,259
4,229
5,192
370
370
552
n.Drawdown Time
hours
18
36
25
18
18
19
o. Type of cell
Grass
Trees
Grass
Grass
Grass
Grass
p.Media depth
Feet
2
3
2
2
2
2
q.Underdrainprovided?
No
No
No
No
No
No
r.Number of plants
provided
Each
n/a
248
n/a
n/a
n/a
n/a
s. Receiving Stream
Southwest Creek
t. River Basin
White Oak WOK02
u. Stream Index No.
19-17- 0.5
v. Classification
C NSW
.II. SCHEDULE OF COMPLIANCE
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.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. 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 the BMP, outlet structure, orifice device,
flow spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 101106
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 to the grades, dimensions and details 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. 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.
7. If the stormwater system BMP is used as an Erosion Control device during
construction, more frequent maintenance will be required during construction to
maintain functionality. Once the drainage area is stabilized and prior to
occupancy of the facility, the BMP must be fully restored to design condition.
8. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
9. All stormwater collection and treatment systems must be located in public rights -
of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such required rights -of -way, common areas
and easements, in accordance with the approved plans.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all'property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to construction, the permittee shall submit final site layout and grading
plans for any future development areas with BUA allocations, as designated on
the approved plans.
12. A copy of this permit, the permit application documents, the approved plans and
specifications shall be maintained on file by the Permittee for the life of the
project.
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
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 101106
that the changes have been made.
III. GENERAL CONDITIONS
1. 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.
2. 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 a 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 appropriate
documentation as listed on the form. The approval of this request will be
considered on its merits and may or may not be approved.
3. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a permit transfer request. Neither the sale of the
project in whole or in part nor the conveyance of common area to a third party
shall be considered an approved permit transfer request.
4. 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.
5. 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.
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 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. At least 180 days prior to the expiration date of this permit, the permittee shall
submit a permit renewal request to the Division of Water Quality along with the
required application feet.
Permit issued this the 9th day of December 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of'Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 101106
P-714 Physical Fitness Center
CC# N40085-09-D-5000
Stormwater Permit No. SW8 101106
Onslow County
Designer's Certification
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 Name)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 101106
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation, per the vegetation plan.
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 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 plantings, a
forebay, filter media and a vegetated filter.
15. The required system dimensions and elevations are provided per the
approved plans.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

11 Date Received I - _Fee Paid _ _ I Permit Number II
Applicable Rules: ❑ Coastal SW - i995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
9
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.):
P-714 Physical Fitness Center
2. Location of Project (street address):
City:Marine Cords Air Station New River County:Onslow Zip:28540
3. Directions to project (from nearest major intersection):
Off NC Hwy 17 enter MCAS Gale onto Douglass Road Physical Fitness Center is on left.
4. Latitude:340 4Z 56.3508" N Longitude:-770 27' 46.3788" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): NNew ❑Modification
b.if this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , 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 stomrwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
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):
❑CAMA Major
❑NPDES Industrial Stormwater
❑Sedimentation/Erosion Control• 7 ac of Disturbed Area
❑404/401 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:
NOV 232010

III. CONTACT INFORMATION
1. 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:Commanding Officer, MCAS New River
Signing Official & Title:Carl Baker, Deputy Public Works Officer
b.Contact information for person listed in item I above:
Street Address:Blde 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Mailing Address (if applicable):Bldg 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Phone: (910 ) 451-2213
Email:[e-mail]
Fax: (910 ) 451-2927
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:Same as above
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone:
Email:
State: Zip:
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 &
b.Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( )
Email:
4. Local jurisdiction for building permits:
Point of
State: Zip:
Fax: ( )
Form SWU-101 Version 07July2009 Page 2 of

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff is collecting into drainage swales and storm drainage pipes that discharge into 6
bioretention basins
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.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: 6.88 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:6.88 acres
Total project area shall be calculated to exclude the followingg the nonnal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Noruual High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward front the NHW (or 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 nmy
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 54 %
9. How many drainage areas does the project have?6 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
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.
Bashi°Information " <;z ..
Drama e Ar65,,L;
Drama' e'Aeea -i s
ED"r"aina e Aiea a
Drama" e Area=*
Receiving Stream Name
SEE ATTACH
Stream Class *
Stream Index Number
Total Drainage Area (so
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** s
% Impervious Area** total
rvious;',SurfaceA4ea,,,,„�v�Drama
r ,.
Dcam,a .. e�Aiea__,,D�aina
¢ ' �.
e A'rea_
< Diairia e'Area:�'
On -site Buildings/Lots (so
On -site Streets (so
On -site Parking (so
I RE(?Fi
On -site Sidewalks (so
I
Other on -site (so
I NUV 2 d 1Jill
Future (so
'
Off -site (so
Existing BUA*** (so
Total (so:
* Stream Class and Index Number can be determined at: http:/At2o.enrstate.ne.us/bims/reportslreportsWB.htnd
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07July2009 Page 3 of 6

StornnvvaterManagement Permit Application Form ' Section 1U
for P'714Physical Fitness Center, MCASNew River
Receiving Stream Name
Southwest Creek
Southwest Creek
Southwest Creek
Southwest Creek
Southwest Creek
Southwest Creek

'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 B UA.
11. How was the off -site impervious area listed above determined? Provide documentation.
There is no off -site impervious area
Projects in Union County: Contact DWQ Central Office staffto check ifthe project is located within a Threatened &
Endangered Species watershed that maybe 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
from http://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 ma sv htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Initials
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 Covenants
Form. (if required as per Part VIl 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, refer to
http://www.envhelp.org/pages/onestopexpress.htmI for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.) n
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for ( N
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'h
mile radius on the map. f j
7. Sealed, signed and dated calculations. t
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.
Ej�g.e. North arrow.
f. Scale. C1,
Revision number and dates. 3h. Identify all surface waters on the plans by delineating the normal pool elevation o2010impounded structures, the banks of streams and rivers, the MHW or NHW line of
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.
I. 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).
Form SWU-101 Version 07July2009 Page 4 of

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"01" 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 SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
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.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VIL 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
htto://h2o.enr.state.nc.us/su/bmp forms.htmlldeed 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 changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
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:C_yr stal Hill, PE
Consulting Firm: Hankins and Anderson
Mailing Address:4880 Sadler Road
City:Glen Allen State:VA Zip:23060
Phone: (804 ) 822-3020
Email:[e-mail]
Fax: (804 ) 217-8529
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, 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 type name of person
listed in Contact Information, item la) with (print or hjpe name of organization listed in
Contact Information, item lb) 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.
I RECEIVED
i
NOV 2 3 2010
BY:
Form SWU-101 Version 07July2009 Page 5 of

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 S tue 143-215.1 and may result in appropriate enforcement action including
the assessment of ci eennaltiI of p o $25,000 per day, pursuant to NCGS 143-215.6.
Signature: 4IAJ Dater
I, Atli W _3//A a Notary Public for the State of + - County of
01rfle.J . do hereby certify that a /� ;' personally appeared
before me this l P AIM day of l l Flo ,and ackn ledd theh due execution of the application for
a stormwater permit. Witness my hand and official seal,
LAUCE A. S:Caro
TE
NotaryOnslowtate of Noina
mmission 0.1f
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires
1, (print or type name of person listed in Contact Information, item 2) Carl Baker Deputy 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 stormwater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
a Notary Public for the State of . County of
do hereby certify that
before me this _ day of
personally appeared
. and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
ECEIVED
R
NOV 2 3 2010
B Y:

' MEMORY TRANSMISSION REPORT
TIME :12-10-'10 15:43
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
982
DATE
12.10
15:41
TO
: 8 918042178529
DOCUMENT PAGES
8
START TIME
12.10
15:41
END TIME
12.10
15:43
PAGES SENT
8
STATUS
OK
*** SUCCESSFUL TX NOTICE
State of Nortp CaroRva
Department of Hnvlrovmavt wnd Natorwl Ra�Ourcm
WifminQtoa RnQlooal Ol[kb
Be.,erly Ea�v Nrrdae, Gwervor FAX COVER SHEET Der p.erwaaw�JSecreury
Da<e; �s/Z �/O - /O // No. Pallas Caxcl. ooverj: /
To: Gam' /��/--��� sA'G /�' •/)/ � 1 Fro��i: JO Caamar
127 C.Mi Uriva Exluneioq W IlminBbn, NC ZBIOJ (9l O) 7%-T21 S e,.1—

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:
To:
Co:
Fax:
Re:
/Z -/D /o
9"
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] o An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
1.
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
TIME :12-10-'10 15:46
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
983
12.10 15:42
8 919104512927
8
12.10 15:43
12.10 15:46
8
OK
*** SUCCESSFUL TX NOTICE
6tAfe Of North Carot[m
Departm.nt of EnHronmeot .nd Nalu rat Rwou rcw
wumtpaeoa [:.atone otttae _
BawrQ• S Psm.a. Governor - FAX COVER 6IiE£T ors F an/. )9wc rot. ry
ar):
Co: / /�J��%l® ��9EddE /%f�� Phone-(9t01996A336
t27 Cardhul Ulw Eirlm�rla4 Witmi��tto��. NC 2Aq OS � (9t0) >9G-'11 t1 � M HquW Oppo�tunlry AK m�M lve Aain. 6mOloyn�

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET
Date: /%i-1D — /D
To:
Co:
Fax:
Dee Freeman, Secretary
No. Pages (excl. cover):_
From: Jo Casmer
Phone: [phone]
Fax: [phone]
Re: / �i7 > �i�si SAG i ASS ��ii� -7-,/ef
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] o An Equal Opportunity Affirmative Action Employer

Hankins and Anderson
Consulting Engineers
Project: P-714 Physical Fitness Center, MICAS New River
Project No.: 5675.05
Date: December B, 2010
The following calculations are attached:
• Bioretention Calculations
• Bioretention Basin Surface Area & Volumes
cc:
2445 rruxtun Road, Bldg 27, Suite 205
San Diego, California 92106
619.489.9090
619,758.0879 fax
Calculations
RECEIVED
DEC 0 9 2010
/
P$(1J # U%%���
V i'a P_Vv12i ('
CN CApn
<%
y
SEAL
036487 =
.NGI NCG
FRr D' <
4880 Sadler Road, Suite 300
Glen Allen, Virginia 23060
804.285.4171
804.217.8520 Fax
5711 Cleveland Street, Suite 200
Virginia Beath, Virginia 23462
757.213.6040
757.499.0599 Fax
www.haengineers.com
Revised 9/3M9

SIORETEAITION CALCULATIONS
Runoff Volume Calculations
Formulas: Rv=0.05+ 0.9 x la (Simple Method, Schueler, 1987)
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)), unitless
la = Impervious fraction (impervious portion of drainage area (ac)/ drainage area (ac)), unitless
V = 3630 " Rd x Rv . A (Simple Method, Schueler, 1987)
V = Volume of runoff that must be controlled for the design storm (fe)
Rd = Design storm rainfall depth (in) (1.5" for P-1311 Camp Lejeune )
A = Watershed area (acre)
SA = V / Ponding Depth
SA = Surface Area (ft)
V = Volume of runoff that must be controlled for the design storm (ft)
Fondling Depth = 12" for Basins 1, 2, 4 & 5, 9" for Basin 3 & 6
SA provid =Average surface area for bioretention cell - See "Bioretention Basin Surface
Area & Volume" spreadsheet
D=Dvolor Dbs/I '
D = Drawing time (hours)
I = Infiltration Rate for planting media (obtained for geotechnical report)
D vol = Drawdown time for ponded volume (inches) = 12" for Basins 1-5 and 9" for Basin 6
D bs = Drawdown time for 24" below surface
Runoff Discharge Calculations
Formulas:
Q= C x I x A (Rational Method)
Q= Design Discharge (cfs)
C = Composite runoff coefficient
I = Rainfall intensity (in/hr)
A = Watershed area (acre)
C pre grass/wood= 0.20
C pre impervious = 0.95
C post grass = 0.30
C post impervious = 0.95
BIO-
RETENTION
q
IMP.
FRAC-
TION
VOL
NEEDED
VOL
PROVIDED
OUTFALLSTR
OUTFALL
STR 4 or
LENGTH
OUTFALL
ELEV
C
I1year
Qcfs
1 year
1
DA, ac
4.01
IMP -pre, ac
0.00
0.000
Tc=25m
0.20
3.08
2.47
IMP -post, ac
2.48
0.618
Tc=13m
0.701
4.21
11.85
Rv pre
0.050
Rv post
0.607
V1.5, cu.f.
13245
13245
13259
Grate Inlet
2
17
D vol IV), hr
6
D vol (24"), hr
12
SA req, sf
13245
SA provid, sf
13266
2
DA, ac
1.22
IMP -pre, ac
0.00
0.000
Tc=20m
0.20
3.73
0.91
IMP -post, ac
0.79
0.648
Tc=Sm
0.72
5.86
5.15
Rv post
0.050
Rv post
0.633
V1.5, cu.f.
4204
4204
4229
Grate Inlet
3
22
D vol (9"), hr
12
D vol (24"), hr
24
SA required
4204
SA provided
4238
3
DA, ac
0.84
IMP -pre, ac
0.00
0.000
Tc=12m
0.20
4.21
0.71
IMP -post, ac
0.27
0.321
Tc=5m
0.51
5.86
2.51
Rv pre
0.050
Rv post
0.339
V1.5, cu.f.
1552
1552
5192
Grate Inlet
4
22.5
D vol (1'), hr
8
D vol (24"), hr
17
SA required
2069
SA provided
5202
4
IDA, ac
0.09
IMP -pre, ac
0.004
0.047
Tc=8m
0.24
5.15
0.11

�®������m����
��
� � •
���0������
�®������m����
0������������

P-714 Physical Fitness Center
MCAS New River, North Carolina
Bioretention Basin Surface Areas &
Volumes
Countour
Surface
Incremental
Cumulative
Elevation
Area
Volume
Volume
(so
(cf)
(co
Basin 1
16.0
12536
0
0
17.0
13995
13259
13259
18.0
16841
15396
28655
Average Surface Area
13266
Basin 2
21.0
3765
0
0
22.0
4711
4229
4229
22.5
4400
2277
6506
Average Surface Area
4238
Basin
21.5
4645
0
0
22.50
5759
5192
5192
23.0
10200
3937
9129
Average Surface Area
5202
Basin 4
19.0
260
0
0
20.0
492
370
370
21.0
780
630
1000
Average Surface Area
376
Basin
19.0
260
0
0
20.0
492
370
370
21.0
780
630
1000
Average Surface Area
376
Basin 6
19.0
627
0
0
19.8
852
552
552
20.0
931
223
775
Average Surface Area
740
Hankins and Anderson, Inc. Page 1

Lewis,Linda
From: Lewis, Linda
Sent: Wednesday, December 08, 2010 4:23 PM
To: 'Crystal Hill'
Subject: Physical Fitness Center SW8 101106
Crystal
I apologize for not being able to review sooner. I'm involved in a court case that is taking too much of my time
and lately, it seems that nobody can make a decision without my input.
I'm amending each supplement form as follows. Where the supplement asks for the "Surface area of the top of
the bioretention cell", you currently have the average surface area listed there. I am replacing this number with
the actual area at the storage (temporary) pool elevation. Please let me know that you are OK with this
change.
Also, the revised calculations you submitted have not been signed and sealed. Please email me signed and
sealed revised calculations. I'm working on the draft permit in anticipation of getting these items soon.
Thanks,
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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.

Hankins and Anderson
Consulting Engineers
Company:
NCDENR
Wilmington Office
Attn:
Janet Russell/Linda Lewis
Project:
P-714 Physical Fitness Center
MCAS New River
Project No.:.H&A
5675.05
Date:
11, 30-10
fX (-esS
Transmittal
We are Sending You:
x Attached
Under Sep. Cover
x.Drawings
Specifications
Vellum
Mylar
Diskette
Submittal
Other
Requested Additional Info.
Description No. Copies Action Code
Revised Drawing T-1 2 I'
Updated :'Bioretention Calculations" 1, l''
NEW "Bioretention Basin Surface Area & Volumes" 1 I:
Remarks: This is per the email request sent 11-30-10. The
"Bioretention Calculations", was updated to reflect the correct
surface area provided (the average surface area).
Action Codes: A For Your Information D No Exceptions Taken G Not Acceptable
B For Your Action E Exceptions as Noted H Refer to Remarks Below
C As Requested . F Revise and Resubmit I For Submittal
CC: file,
By:Crystal Hill, PE
48805adler Road P IL C C4 Y d :7 1"0��
Glen Allen, Virginia 23060 Q E U 0. 1 2010
_
[phone] —--^
(804) 2178520 Fax BY.{+f-�55 .
w .haengineers.corn -

Hankins and Anderson
Consulting Engineers
Transmittal
Company:
NCDENR .
We are Sending You:
Wilmington Office
Attn:
Janet Russell
x Attached Under Sep. Cover
Project:
P-714 Physical Fitness Center
x Drawings Specifications
MCAS New River
Project No.:
H&A 5675.05
Vellum Mylar
Date:
11-29-10
Diskette Submittal
Other
Description
No. Copies Action Code
Revised Drawing
CD-104
2 1
Action Codes: A For Your Information D No Exceptions Taken G Not Acceptable
B For Your Action E Exceptions as Noted H Refer to Remarks Below
C As Requested F Revise and Resubmit I For Submittal
Remarks: Follow up to the email sent 11/22/10.
CC: file,
4880 Sadler Road
Glen Allen, Virginia 23060
[phone]
[phone] Fax
w .haengineers.com
� T' �
NOV 8 0 2010
BY:
By:
Hill. PE

Lewis,Linda
From:
Lewis,Linda
Sent:
Monday, November 29, 2010 4:48 PM
To:
'Crystal Hill'
Cc:
Janet Russell
Subject:
RE: P-714 Physical Fitness Center, MCAS New River - Express Review Additional Information
SW8 101106
Crystal:
I went through the calculations and plans today in more detail and have a few questions:
1. The calculations report the "surface area provided" as the average surface area of the bioretention cell.
The top area and elevation are reported on the supplement, but in order to calculate the actual provided
storage volume, one must know the bottom surface area to calculate the "average' surface area. It
would be most helpful to have a HydroCAD volume calculation sheet that included the top and bottom
surface areas as well as incremental and accumulated volume calculations.
2. Please add the nearest intersection of 2 major roads and the receiving stream location and name to the
vicinity map and submit 2 copies of the cover sheet T1. Please note that a major road is any 1, 2 or 3
digit NC, US or interstate highway. The 4-digit NCSR numbers are not major roads.
Please provide the requested information by Monday, December 6, 2010.
Thanks,
Linda
Please note my new emai I address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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: Crystal Hill [mailto:[e-mail]]
Sent: Wednesday, November 24, 2010 11:09 AM
To: Lewis,Linda
Subject: RE: P-714 Physical Fitness Center, MCAS New River - Express Review Additional Information
Linda,
Attached is the updated bioretention basin 2 planting calculations
I will resend full size set of CD-104 that have been revised since what was submitted Thursday.
With the landscape plans, the planting layout and quantities for bioretention basin 2 have not chances from what was
submitted Thursday. Are you looking for us to add the planting calculation on the landscape plan sheet and reseed that?
Thanks,
Crystal Hill, PE
Sr. Civil Engineer

H&A Architects & Engineers I ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Lewis,Linda [mailto:[e-mail]]
Sent: Monday, November 22, 2010 5:35 PM
To: Crystal Hill
Subject: FW: P-714 Physical Fitness Center, MCAS New River - Express Review Additional Information
Also, I will need for you to submit 2 sets of the revised landscape plan for Basin #2 with the new plant numbers
shown. I don't have the ability here to print a pdf file to anything larger than 8.5x11.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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: Lewis,Linda
Sent: Monday, November 22, 2010 5:32 PM
To: 'Crystal Hill'
Cc: Russell, Janet; Towler CIV David W
Subject: RE: P-714 Physical Fitness Center, MCAS New River - Express Review Additional Information
Crystal:
In looking at the planting calculations, it appears that you may have used an incorrect acreage to determine the
minimum number of plants required in Bioretention Basin #2.
The standard is 400 stems per acre of bioretention area. This is not very clear in the BMP Manual and I will
make a recommendation to our staff in the Central office to make this clear.
It appears that you have used the amount of impervious area, 0.79 acres, that drains to this cell to make the
calculation. You can significantly reduce the number of required plantings by using the bioretention area of
4,229 sf instead of 0.79 acres.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215

E-mc4l correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Crystal Hill [mailto:[e-mail]]
Sent: Monday, November 22, 2010 1:32 PM
To: Lewis,Linda
Cc: Russell, Janet; Towler CIV David W
Subject: P-714 Physical Fitness Center, MCAS New River - Express Review Additional Information
Linda,
Per our meeting Thursday for the Express Review submittal of P-714 Physical Fitness Center, attached you will find the
following information:
Bioretention Basin 2 Planting Calculations
Updated Supplement Bioretention Basin 2 (added the number of plant species)
Updated CD-104 (added notes in upper left corner of sheet stating impervious area to be demolished is 34,724
square feet and site drains to storm inlets in roadway, no onsite stormwater management or best management
practices)
Please let me know if you have any further questions or need any additional information.
Thanks,
Crystal Hill, PE
Sr. Civil Engineer
H&A Architects & Engineers I Applied Intelligence
4880 Sadler Road, Suite 300, Glen Allen, Virginia 23060
d: [phone] p: [phone] f: [phone]
ha-inc.com
San Diego I Richmond I Virginia Beach
2009 & 2010 ZweigWhite Best Multidiscipline A/E Services Firm to Work For
2010 Engineering News -Record Top 200 International Design Firm

Hankins and Anderson T T^
Consulting EnginegREGE `/ 11J
NOV 23 2010
DW@
Boa #
Company:
NCDENR
Wilmington Office
Attn:
Janet Russell
Project:
P-714 Physical Fitness Center
MCAS New River
Project No.:
H&A 5675.05
Date:
1 1-17-10
Transmittal
We are Sending You:
X Attached
Under Sep. Cover
X Prints
Specifications
Vellum
Mylar
Diskette
Submittal
X Other
Submittal Requirements
Description No. Copies Action Code
Application Fee of $4,455 ($4,000 for Stormwater Management, 1 1
$455 for Erosion and Sediment Control)
Stormwater Management Permit Application Form 1 1
USGS Quad Map 1 1
Geotechnical Report (by GER dated October 19, 2010) 1 1
Calculations 1 1
Bioretention Supplements (6 total) 1 I
Bioretention O&M (6 total) 1 1
Plans — Drawings T-1, C-001, C-002, C-101, C-102, C-301, 2 1
C-302, C403, C-501-C-503, C-507-C-509, C-606, C-607, C-701,
C-702, L-102, L-108
Action Codes: A For Your Information D No Exceptions Taken G Not Acceptable
B For Your Action E Exceptions as Noted H Refer to Remarks Below
C As Requested F Revise and Resubmit I For Submittal
Remarks:
cc:
By: Crystal Hill, PE
4880 Sadler Road
Glen Allen, Virginia 23060
[phone]
[phone] Fax
w .haengineers.com

ZI
Hankins and Anderson
Consulting Engineers
Calculations— NCDENR 1" Submission
Project: P-714 Physical Fitness Center, MCAS New River
Project No.: 5675.05
Date: November 17, 2010
The following calculations are attached:
• Stormwater Management Narrative
• Bioretention Calculations
• Velocity Calculations
• Temporary Diversions
• Outlet Protection
cc: file,
2445 Truxtun Road, Bldg 27, Suite 205
San Diego, California 92106
619.488.9090
610.758.0879 Fax
5`5„11CA „ •Q
<01315AV..jOr'�i:'
M,RT p, CAN
71a,r,tt515.
4880 Sadler Road, Suite 300
Glen Allen, Virginia 23060
804.285A171
004.217.8520 Fax
5712 Cleveland Street, Suite 200
Virginia Beach, Virginia 23462
757.213.6040
757.499.0599 Fax
www.haengineers.com
Revised 9/3"9

r
STORMWATER MANAGEMENT NARRATIVE

Stormwater Management Narrative
for
P- 714 Physical Fitness Center
MCAS (Marine Corps Air Stations New River
The P-714 site is located at the northern quadrant of Douglass Road and the unnamed road serving
BEQ Building AS4212 at MCAS New River. Site development includes construction of a physical fitness
center, outdoor volleyball court and outdoor warrior pit with associated parking, drive isles, sidewalks,
landscaping, utilities, erosion control, grading, stormwater management and best management
practices. This project includes offsite utility extensions for sanitary sewer and natural gas along with
the demolition of the off -site existing physical fitness.center. These items are included in the erosion
and sediment control plans, but not applicable for the stormwater management plans.
Wetlands are located in the project site under the entrance bridge in the site permit area. Other
wetland areas are located adjacent to the site along the eastern side. No impacts to the wetlands are
proposed with this project.
The site is currently heavy wooded and the high point is in the middle of the site and drains to the
south to existing drainage channels and existing culverts under Douglass Road. From the existing
culverts under Douglass Road, the site drains to an unnamed tributary to Southwest Creek, Index No.
19-17-(0.5), classified as C (aquatic life, secondary recreation) and NSW nutrient sensitive waters), then
New River and into the Atlantic Ocean. Approximately 2.5 mile downstream of the site, Southwest
Creek, index 19-17-(6.5) has the addition classification of HQW (high quality waters) added to it. This
project is not within 1 mile of a HQW (high quality waters) or % mile of SA (market shell fishing, salt
water) waters.
The site permit area is 6.88 acre. Of the 6.88 acres, all 6.88 acres will be disturbed. The pre
developed impervious area is area is 0.01 acres (0.12% of site) and post developed impervious
.area is 3.74 acres (54% of site). The stormwater design is for the 2008 Coastal Rule, Section
2.(b)(3)b. Other Coastal. Development - High Density option. To meet this requirement, this site
has 6 bioretention basins that store, control and treat the stormwater runoff from the first 1.5
inches of runoff of all the developed area. The post developed 1 year discharge rate does not
exceed the pre developed 1 year discharge rate out of any of the bioretention basins. In addition,
this site hasheen designed to meet LEED SS Credits 6.1 and 6.2 for stormwater quality and
quantity. There is no offsite runoff draining into the BMPs. The site does not have any existing
buffer requirements, and since there is no surface water within 350+ feet of the site, no buffers are
required. The closest proposed improvement to wetlands, excluding grading, is 20 feet.
The project is in.Onslow County and is a CAMA (Coastal Area Management Act) county. Per
correspondence with with Steven Rynas with NCDENR Division of Coastal Management and a
CMAM permit is not required.
A geotechnical report was prepared for this project, "Report of Geotechnical Exploration P714
Physical Fitness Center Marine Corps Air Station New River, North Carolina", dated June 3, 2009,
prepared by GER. A supplemental report, "Report of Additional Soil Borings", dated October 19,
2010 and prepared by GER has infiltration rates and seasonal high water determinations. The

bioretention basin are designed to maintain the T of separation from the bottom of basin and the
seasonal high water table.
Each of the 6 bioretention basins has been analyzed to insure sure the post developed 1 year
discharge rate does not exceed the pre developed discharge rate. Each bioretention basin was
modeled in HydroCAD using the SCS TR-20 method.

Latitude and Longitude of a Point
Page I of 1
IsiTouchMacom
weM �N M.
Home > Latitude and Longitude of a Point
Maps I Country - State I Places I Google Earth I Cities I Earthquakes I I Am Here I Lat - Long
To find the latitude and longitude of a point Click on the map, . -Dreg the marker, or enter the...
Address: 1123 Street City Slate/Country '
Map Center. Get Address - Land Plat Sae Sneet_yigw G _ oogl@Ear�h�-Ar a-P—hotograP.hs
Try out the 000gleE th P_l 94n. Google Earth gives you a 3D look of the area around the center of the map,
which is usually your last dick point, and indudes latitude, longitude and elevation information.
Latitude and Longitude of a Point
0 TouchMap.com 2007-2010

Precipitation Frequency Data Server
Pagel of 4
POINT PRECIPITATION '`�
TFREQUENCY ESTIMATES {
FROM NOAA ATLAS 14 `-1700
North Carolina 34.72 N 77.46 W 52 feet
Germ Rrecipitadon-Frequency Aaas of the United Stales' NOAA Alias 14. Volume 2, Version 3
G.M. Bounin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Rilcy
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Eatnaed: Fri Sep 242010
(gq0 a c2 tlirflil5Se 5onal' " - R 1'at tiNn(q ., (31 , d to . Ma s Uoes j Returnsto.Stataj6�`
Precipitation Frequency Estimates (inches)
ARI«
ears
(r )��
5
min
10
min
I.5
min
30
min
�
60
min
I20 3 hr
min �
6 hr
-
12 hr
H�H
24 hr
48 hr
4 da
E�
7 da
10.
as
20
as
30
see
45.
see.
60
0.49
0.78
3.12
3 56:
4.15
4.64
5.40
0.97
1.34
1.67
2.02 2.18
2.65
y
G.07
y
8.12
y
9.98
y
12.49
day
I5.10
0.57
0.92
1.16
1.60
2.00
2.45 2.64
3.21
3:78.
4:33.
5.02
5.61
6.50
727
9.67
11.85
14.78
17.81
O
0.67
1.07
1.35
1.92
2.46
3.08 3.33
4.06
4.81 IF
6.44
7.12
8.18
9.01
1 1.77
14.25
17.59
20.93
]0
0.75
I.20
1.51
2.19
2.85
3.65 3.98
4.86
5.78
6.70
7.67
8.39
9.57
10.46
I3.50
16.17
19.90
23.44
25
0.84
1.34
1.71
2.52
3.36
4.42 4.88
5.97
7.17
8.34
9.53
10.26
11.58
12.54
15.9G
18.84
23.11
26.83
SO
0.92
1.47
1.86
2.80
3.79
5.09 5.69.
6.98
8.43,
9.78
11.17
11.86
13.26
14.28
17.98
20.97
25.69
29.48
100
200
1.00
L07
1.17
L58
1.70
1.84
2.00
2.14
2.32
3.06
3.33
3. 00
4.22
4.68
5.30
5.80 6.56
6.58 7.51
7.67 8.92
8.07
9.29
11.08
9.81
11.36
13.67
I L39
13.20
15.95
12.99
15.04
18.16
13.61
15.52
18.49
15.09
17.05
19.92121.02
16.14
18.14
20.1 1
22.36
25.54
23.16
25.41
28.51
28.36
31.12
34.93
32.16
34.86
38.48
®
1000
1.25
1.97
2.47
4.00
5.84
8.64 10.18
12.69
15.78
18.35
20.86
2I.05
22.31
23.40
28.12
30.94
37.95
41.26 11
These precipbafbn lmquotcy estlmates are based on a Wal tluraton series AM 1101 Average Newnenbs Interval.
Please refer In NOAA Atlas 14 Docume I for more Moreton. NOTE: f-otmaarg bores asUmates near zem to appear as zem
*
Upper
bound
of
the 90%
confidence
interval
Ff---j9flF
5
min
]0
min
IS
min
30
min
Precipitation
60
min
120
min
3
hr
Frequency
6
hr
12
hr
Estimates
24
hr
48
hr
(inches)
4
day
7
day
10
day
20
day
30
45
60
0.53
0.85
1.06
1.45
1.81
2.21
2.39
2.93
3.48
3.93
4.58
5.09
5.89
6.61
8.76
day
10.70
day
13.40
day
16.09
.00
1.25
1.73
2.17.
2.67
2.90
3.55
4.21
4:78
5.54
6.16
7.81
7.10
8.92
7.92
9.81
10.44
12.70
12.71
15.27
I5.8G
18.88
18.98
22.31
0.72
1.15
1.46
2.08
2.66
3.35
3.65
4.48
5.36
6.17
7.1 I
10
0 811
1.29
1.64
2.37
3.09
3.97
4.36
5.36
6.44:
7.37
8.46
9.20
10.43
11.37
14.55
17.32
21.35
24.95
25 -
0.91
1.45
1.84
2.73
3.63
4.81
5.33
6.58
7.96.-
K6j
10.51
11.23
12.60
13.63
17.20
20.19
24.82
28.57
®
0.99
1.58
2.01
3.02
4.09
5.54
6.2 1..
7.68
934
10.74
12.31
12.99
14.46
15.54
19.39
22.49
27.61
31.42
100
1.08
1.71
2.16
3.31
4.56
6.31.
7.16
8.87.
10.85
12.52
14.34
14.94
16.48
17.59
21.75
24.89
30.54
34.34
F 200
1:16
1.84
2. 22
3.61
5.07
7.15
8.20
10.20
12.56
14.52
I6.66
17.09
18.67
19.84
24.26
27.40
33.59
37.34
FTWI1.27
2.Otr
2.52
4.01
5.76
8.36.
9.75
12.18
15.13
17.63
20.23
20.48
21.97
23.14
27.89
30.91
3Z88
41.45
1000
1.36
2.14
2.69
4.35
6.36
9.44
11.16
13.99
17.48
20.38
23.40
23.50
24.76
25.93
30.89
33.70
41.38
44.67
' The upper
bound of
the confidence
interval
a190%confdence
level
is the value
which
5%d th
slmuMxl
nuantiw vanwc
v
^ These pedpitalionfrepuency estmates are based on a WON dumbon sobs ARl Is ftA -__.____.__�.__,.._...„,,.,,,�, W„a.,,.0 ,•„.
Average Recurrence Interval,
Please refer to NOAA Atlas 14 Document for more inkrcm NnTF
* Lower bound of the 90% confidence interval
Preci itation Frequency Estimates (inches)
ARI«« 5 10 15 30 60 120 3. 6 12 24 48 4 7 10 20 30 45 60
(years) roia min min mio .mio min hr hr hr hr hr day day day day day day day
1�0.45 0.72 0.90 1.24 1.54 1.86 2.00 2.42 2.83 3.27 3.79 4.26 4.97 5.61 7.56 9.34 11.71 14.22
22 0.53 0.85 1.07 P8 1.85 2.25 2.43 2.93 3.42 3.97 4.58 5.14 5.99 6.71 9.01 11.10 13.85 16.78
50.61 0.98 1.25 1.77 2.27 2.83 3.05. 3.70` 4.34 5.12 5.86 6.51 7.51 8.30 10.94 I3.33 I6.47 19.70
10 0.69 1.10 1.39 2.02 2.63 3.34 3.63 4.41 5.20 6.10 6.95 7.65 8.76 9.60 I2.S i 15.10 18.59 22.OI
25 0.77 1.23 1.56 2.31 3.08 4.03 4.43 5.39 6.40] 253 8.57 9.29 ]0.54 11.45 14.71 17.51 .49E2 5.I0

Precipitation Frequency Data Server
Page 1 of 2
POINT PRECIPITATION'`
FREQUENCY ESTIMATES I
FROM NOAA ATLAS 14
North Carolina 34.72 N 77.46 W 52 feel
from'Predpitatim-Frequency Atlas ofthe United Sores' NOAA Atlas 14. Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yeku. and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Sae 24 2010
ii_Con)<idenoe;Wmits ,_
Se��on�1 Rhl 1i3t11�;"�
GI _„Gate •Map's'
Docs
r--<-Retii-rnf "f
Precipitation Intensity Estimates (in/hr)
(Y RI*)
ears
2�
0
10
25
5011.04
100
200
®
S mm
5 66.
6.90
7.99
8.98
10.13..
11.95
12185
14.00
15.00
10
min
4 (a8
5.52
6:40
7.18
8.07'
8.80.
9.50
10.19
11.07
11.81
15
min
3.90
4.63
5.40
6.05
6:82
7.42
8:00
8.57
9.29
9.88
30
min
2 67
3.20
3:83:
4.38,
5.05:.
5.59-
6:I3':
6.67
7.39
8.00 `
60
120
min
3 hr
6 hr
12
hr
24
hr
48
hr
4
day
7
day
10
day
20
day
30
day
45
day
60
dam
0.73
0.88
1.1 l
1.33
1.63
1t89
2.18
2.50
2.97
3.39
_min.
1:67 .
40,
2:46.
2185
3.36:
3.79
422'
4.68
5.30
5.84
t.01
1.22
1.54
1.82
2.21
2:90
3 29
3.84
4.32
0.44
0.54
0.68
0.81
1.00
1.17
1.35
1.55
1:85
2.12
0.26
0.31
0.40
0.48
0.59,
0.70
QSI
0.94
1.13
1.31
0.15
0.18
0.23
0.28
0.35
0.41
0.47
0.55
0.66
0.76
0.09
0.10
0.13
0.16
0.20
0.23
0.27
0.31
0.38
0.43
0.05
0.06
0.07
0.09
0.11
0.12
0.14
0.16
0.19
0.22
0.03
0.04
0.05
0.03
0.03
0.04
0.02
0.02
10.02
0.01
0.02
0.02
0.01
0.01
0.02
O.EI
0.01
0.01
0.06
0.07
0.08
0.09
0.10
0.12
0.13
0.04
0.03
0.02
0.02
0,02
0.05
0.06
0.07
[0-.0-3-1
0.04
0.04
0.03
0.03
0.03
0.02
0.02
0.03
0.02
0.02
0.02
0,08
0.09
0.10
0.05
0.05
0.06
0.04
0.04
0.04
0.03
0.03
0.04
0.02
0.03
0.03
I000.
c r=wam besee on a paninoumm-mm ARI is Ore Average ReWnenee Interval.
please refer to NQAA Atlas 14 ROWInot for more information. NOTE: FwmalGng lorrec estimates near zem to aarear as zem.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
real
ARI•*
(years)
FI
F2
5
min
6.36
7.49
]0
min
5.08
5.99
IS
miB
4.24
5.02
30
min
2.90
3.47
60
min
1.81
2.17
120
min
1.10
1.34
3
hr
0.80
0.97
6
hr
0.49
0.59
0.75
0.90
1.10
L28
1.48
12
hr
0.29
0.35
0.44
0.53
0.66
0.77
0.90
24
hr
0.16
0.20
0.26IM
0.31
0.38
0.45
0.52
0.61
0.73
0.85
quanNe
48
hr
0.10
0.12.
0.18
0.22
0.26
0.30
E.35
0.42
0.49
values
4
day
0.05
0.06
6.68
7
day
10
day
20
day
30
day
45
day
60
day
0.04
0.04
0.05
0.03
0.02
0.01
0.01
0.01
0.03
0.04
0.02
0.03
0.02
0.02
0,01
0.02
0. 11
0.02
5�
10
25
8.65
9.71
10.94
11.94
12.92
6.92
7.76
8.72
9,5E
10.27
5.84
6.55
7.37
8.02
8.65
4,15
4.74
5.46
6.04
6.63
2.66
3.09
3.63
4.69
4.56
1.68
I'.99
2.40
2,77
3.16
1.22
1.45
1.78
2.07
2.38
0.10
0.12
0.14
0.16
0.18
0. 11
0.24
for a given
0.06
0.08
0.09
0.10
0.11
0.13
0.15
frequen
0.05
0.06
0.03
0.04
0.02
0.03
0.02
0.02
0.02
0.02
®
100
0.06
0--
0.08
E.10
0.11
am
0.04
0.05
0.05
0.06
0.03
0.03
0.04
0.04
0.03
0.03
0.03
0.04
0.02
0.02'
0.03
0.03
200
FiWI15.I9
1000
*The upper
13.921F,1.03
16.32
bound of the
12.02
12.85
confidence
9.28
10.08
10.76
interval
7.22
8.02
8.7I
at 90%confnence
5.07
5.76
6.36
3.57
4,18
4.72
level Is the
2.73
3.25
3.72
value ahkh
1.70
2,03
2.34
5%of
1.04
1.26
I.45
the simulated
0.06
0.05
0.04
0.03
fir
en.
"These precidUtion freghenq• estimates are based on a tmUal duratlon series, ARI Is the Average Reartence Interval. <Y 9
please refer to NOAA Atlas 14 Document for more Information. NOTE: Formation orevmus extmau s., rom *%.-- --
Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5
(years) min
10
min
15 30
min min
60
min
120 3
min hr
6 12 24 48
hr hr hr hr
4
dey
7 10
dey day
20 30
day
45 60
5.42
4.33
3.61 2.47
1.54
0.93 0.67
0.40 0.23 0.14 0.08
0.04
0.03 0.02
day
0.02 0.01
day day
0.01 0.01
F-2--16.38 1
5.11
4.28 2.96
1.85
1,13 0.81
0.49 0.28 0:17 0.10
0.05
0.04 ]K.gj
0.02 0.02
0.01 0.01
7.37
5.90
4.98 3.54
2.27
1.41 1.02
0.62 0.36 0.21 0.12
0.07
0-74 0.03
0.02 0.02
0.02 0.01
10 8.27
6.61
5.57 4.04
2.63
1.67 1.21
0.74 0.43 0.25 0.14
0.08
0.05 0.04
0.03 0.02
0.02 0.02
25 9.28
7.39
6.24 4.62
3.08
2.61 1.48
0.90 0.53 0.31 0.18
0.10
0.06 0.05
0. 33 0.02
0.02 0.02

BIORETENTION CALCULATIONS
Runoff Volume Calculations
Formulas: Rv = 0.05 . 0.9 x la (Simple Method, Schueler, 1987)
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)), unitless
la = Impervious fraction (impervious portion of drainage area (ac)/ drainage area (ac)), unitless
V = 3630' Rd x Rv . A (Simple Method, Schueler, 1987)
V = Volume of runoff that must be controlled for the design storm (fta)
Rd = Design storm rainfall depth (in) (1.5" for P-1311 Camp Lejeune )
A= Watershed area (acre)
Runoff Discharge Calculations
Formulas:
SA = V/ Ponding Depth
Q= C x I x A (Rational Method)
SA = Surface Area (ft')
Q= Design Discharge (cfs)
V = Volume of runoff that must be controlled for the design storm (ft)
C = Composite runoff coefficient
Ponding Depth =12" for Basins 1, 2, 4 & 5, 9" for Basin 3 & 6
1 = Rainfall intensity (in/hr)
SA provid = Average surface area for bioretention cell
A = Watershed area (acre)
C pre grass/wood= 0.20
D = Dvol or Dbs / I
C pre impervious = 0.95
D = Drawing time (hours)
C post grass = 0.30
1 = Infiltration Rate for planting media (obtained for geotechnical report)
C post impervious = 0.95
D vol = Drawdown time for ponded volume (inches) = 12" for Basins 1-5 and 9" for Basin 6
D bs = Drawdown time for 24" below surface
BIO-
ET,ENTIO
1
DA, ac
V�LkDl
i11
SIQN
OC
,
>TR# or
OUAC
ELE
C"'
1 ear
IMP -pre, ac
W6,60
0.000
Tr25mV,',
0.20
3i08
2.47
IMP -post, ac
2'48
0.618
T[=13m
0.70
'4iii
11.85
Rv pre
0.050
Rv post
0.607
V1.5, cu.f.
132451
13245
13254
Grate Inlet
i�'"Y,., N" 2r
F 17
D vol (1'), hr
6
D vol (24"), hr
12
SA req, sf
13245
SA provid, sf
M13259,
, :2 ,
DA, ac
`ri�22
IMP -pre, ac
99,60
0.000
Tc 20m}.
0.20
)) 3l79
0.91
IMP -post, ac
047§
0.648
jfcS'm%
0.72
W,5Ig6j
5.15
Rv post
0.050
Rv post
0.633
V1.5, cu.f.
4204
4204
422
Gr-a[ jnlet ,�
3, +„
22 .3 r
D vol (9"), hr
12
D vol (24"), hr
24
SA required
4204
SA provided
,422§
'S ' ,;
DA, ac
0`
IMP -pre, ac
wt 0:00
0.000
7c 12m4's
0.20
9. EAVH
0.71
IMP -post, ac
Ea"'O,f2�
0.321
is =5m
0.51
p5i86
2.51
Rv pre
0.050
Rv post
0.339
V1.5, cu.f.
1552
1552
` 5192
Grat�e.inle2-, ")
=' g :-
22`5.,'
D vol (1'), hr
8
D vol (24"), hr
17
SA required
2069
SA provided
519�

'VW4M
DA, ac
,i0.69
IMP -pre, ac0.004
0.047
Tt8m'"i„
024
,,-=515
0.11
IMP -post, ac
005
0.556
7o-59;^K
0.662i;v5i86
0.35
Rv pre
0.092
Rv post
0.550
V7.5, cu.f.
270
270
-,",r370
Spillway:;+
10;.
_ 20
D vol (1'), hr
6
D vol (24"), hr
12
SA required
270
SA provided
370
DA, ac
063
IMP -pre, ac
�4064
0.032
Tr8m `
0.22
j,,`XPSi
0.15
IMP -post, ac
Wli.d5
0.385
7c=5m -`%
0.55'
3i&6
0.42
Rv pre
0.079
Rv post
0.396
V1.5, cu.f.
2801
280
'370
Spillwaµ;+10;"�""204$
D vol (V), hr
6
D vol (24"), hr
12
SA required
280
SA provided
370
DA, ac
IMP -pre, ac
a'6A04
0.030
T6g8'mW-
0.2 21
0.16
IMP -post, ac
i0Y10
0.714
Tc=Sm a
0.76
t,,5:86
0.63
Rv pre
0.077
Rv post
0.693
V1.5, cu.f.
5281
528
W,ZJ552
SpillwayWW
104"MI
MOSS
D vol (1'), hr
6
D vol (24"), hr
13
SA required
704
SA providedj40
TOTAL
6.30
20078
23972
0

Pre -Developed Bio #1
Subca Reach Ankyam, s
Drain4e Area Bio #1
Bio #1
Drainage Diagram for Bioretention Basin 1
Prepared by Hankins and Anderson, Inc., Printed 11/17/2010
HydroCAD®9.10 s/n 06496 02010 HydroCAD Software Solutions LLC

Bioretention Basin 1 Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 2
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Developed Bio #1 Runoff Area=4.010 ac 0.00% Impervious Runoff Depth>0.47"
Tc=25.0 min CN=58 Runoff=1.17 cfs 0.157 of
Subcatchment 2S: Drainage Area Bio #1 Runoff Area=4.010 ac 61.85% Impervious Runoff Depth>1.98"
Tc=13.0 min CN=84 Runoff=10.94 cfs 0.662 of
Pond 1P: Bio #1 Peak Elev=17.31' Storage=17,968 cf Inflow=10.94 cfs 0.662 of
Outflow=0.67 cfs 0.273 of

Bioretention Basin 1
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCA1
Type/1 24-hr 1-YEAR Rainfall=3.56"
Printed 11/17/2010
Summary for Subcatchment 1S: Pre -Developed Bio #1
Runoff = 1.17 cfs @ 12.26 hrs, Volume= 0.157 af, Depth> 0.47"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
4.010 58 Woods/grass comb., Good, HSG B
4.010 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
25.0 Direct Entry,
® RunoH
13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Bioretention Basin 1
ad by Hankins and Anderson, Inc.
kDO 9.10 s/n 06496 © 2010 HydroCAC
Type ll 24-hr 1-YEAR Rainfall=3.56"
Summary for Subcatchment 2S: Drainage Area Bio #1
Runoff = 10.94 cfs @ 12.05 hrs, Volume= 0.662 af, Depth> 1.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
Printed 11/17/2010
1.530
61 >75% Grass cover, Good, HSG B
2.480
98 Paved parking HSG B
4.010
84 Weighted Average
1.530
38.15% Pervious Area
2.480
61.85% Impervious Area
Tc Length Slope
Description
13.0 Direct Entry,
Subcatchment 2S: Drainage Area Bio #1
12
10
-- --- - -• - -- ...
8
___.__--- __'___
8-
7-
6
0
5
_-
i
Time (hours)
20 21 22 23
0 Runott

Bioretention Basin 1
Type I/ 24-hr 1-YEAR Rainfall=3.56"
red by Hankins and Anderson, Inc. Printed 11/17/2010
.AD® 9.10 s/n 06496 02010 HvdroCAD Software Solutions LLC Pane r,
Summary for Pond 1 P: Bio #1
Inflow Area = 4.010 ac, 61.85% Impervious, Inflow Depth > 1.98" for 1-YEAR event
Inflow = 10.94 cfs @ 12.05 hrs, Volume= 0.662 of
Outflow = 0.67 cfs @ 13.31 hrs, Volume= 0.273 af, Atten= 94%, Lag= 75.7 min
Primary = 0.67 cfs @ 13.31 hrs, Volume= 0.273 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 17.31' @ 13.31 hrs Surf.Area= 0 sf Storage= 17,968 cf
Plug -Flow detention time= 301.6 min calculated for 0.273 of (41 % of inflow)
Center -of -Mass det. time= 181.9 min ( 1,008.2 - 826.3 )
Volume Invert Avail.Storage Storage Description
#1 16.00, 28,655 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic -feet) (cubic -feet)
16.00 0 0
17.00 13,259 13,259
18.00 15,396 28,655
Device Routing Invert Outlet Devices
#1 Primary 10.56' 24.0" Round Culvert
L= 90.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 10.56' / 8.72' S= 0.0204 ? Cc= 0.900 n= 0.013
#2 Device 1 17.25' 30.0" x 30.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 17.50' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#4 Primary 17.00' 6.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.67 cfs @ 13.31 hrs HW=17.31' (Free Discharge)
Culvert (Passes 0.43 cfs of 42.46 cfs potential flow)
2=Orifice/Grate (Weir Controls 0.43 cfs @ 0.77 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
-Orifice/Grate (Orifice Controls 0.24 cfs @ 1.88 fps)

Bioretention Basin 1 Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 6
Pond 1P: Bio #1
Hydrograph
12
.:. _... .'.. ....0
11
-,-----------------.-_
9.
8.
a7
- -
......, __.., .. _.
c
LL
4.-._-,___�_..
3
.. .. ..
.. .. ., .. -... .....__
2
---
_.._..-...-.�I ...
11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Pre -Developed Bio #
Bio #2
Subca't Re eh AWSW 0
Area Bio #2

Bioretention Basin 2 Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11117/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 2
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Developed Bio #2 Runoff Area=1.220 ac 0.00% Impervious Runoff Depth>0.47"
Tc=20.0 min CN=58 Runoff=0.41 cfs 0.048 of
Subcatchment 2S: Drainage Area Bio #2 Runoff Area=1.220 ac 64.75% Impervious Runoff Depth>2.07"
Tc=5.0 min CN=85 Runoff=4.49 cfs 0.210 of
Pond 1 P: Bio #2 Peak Elev=22.27' Storage=5,446 cf Inflow=4.49 cfs 0.210 of
Outflow=0.27 cfs 0.100 of

Bioretention Basin 2
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCA(
Type 11 24-hr 1-YEAR Rainfall=3.56"
LLC
Summary for Subcatchment 1S: Pre -Developed Bio #2
Runoff = 0.41 cfs @ 12.18 hrs, Volume= 0.048 af, Depth> 0.47"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
1.220 58 Woods/grass comb. Good HSG B
1.220 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
20.0 Direct Entry,
Subcatchment 1S: Pre -Developed Bio #2
Hydrograph
10 11 12 13 14 15 W 17 18 19
Time (hours)
Printed 11/17/2010
O RunoH

Bioretention Basin 2 Type 11 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11117/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Drainage Area Bio #2
Runoff = 4.49 cfs @ 11.96 hrs, Volume= 0.210 af, Depth> 2.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Descriotion
0.430
61 >75% Grass cover, Good, HSG B
0.790
98 Paved parking, HSG B
1.220
85 Weighted Average
0.430
35.25% Pervious Area
0.790
64.75% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment 2S: Drainage Area Bio #2
Hydrograph
---._. - —---'--- -----
5 ..-_
4.49 d
- -
Type 11 24 hr 1-YEAR
4-
Rainfall=3.56"
Runoff Area=1.220 ac
-- -- Runoff VolUnie=0:210-af-
3
Runoff Depth>2.07"
LL - Tc=5.0 min-
2
CN=85
1
11 12 13 14 15 16 17 18 19 29 21 22 23
Time (hours)
O RunoH

Bioretention Basin 2
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCA[
Type/1 24-hr 1-YEAR Rainfall=3.56"
Summary for Pond 1 P: Bio #2
Printed 11/17/2010
Inflow Area = 1.220 ac, 64.75% Impervious, Inflow Depth > 2.07" for 1-YEAR event
Inflow = 4.49 cfs @ 11.96 hrs, Volume= 0.210 of
Outflow = 0.27 cfs @ 12.82 hrs, Volume= 0.100 af, Atten= 94%, Lag= 51.6 min
Primary = 0.27 cfs @ 12.82 hrs, Volume= 0.100 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 22.27' @ 12.82 hrs Surf.Area= 0 sf Storage= 5,446 cf
Plug -Flow detention time= 284.5 min calculated for 0.100 of (47% of inflow)
Center -of -Mass det. time= 168.5 min ( 985.3 - 816.9)
Volume Invert
Avail.Storage Storage Description
#1 21.00'
6,506 cf Custom Stage Data Listed below
Elevation Inc.Store
Cum.Store
(feet) (cubic -feet)
(cubic -feet)
21.00
0
0
22.00
4,229
4,229
22.50
2,277
6,506
Device Routing
Invert
Outlet Devices
#1 Primary
13.40'
21.0" Round Culvert
L= 109.6' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 13.40' / 10.66' S= 0.0250 'f Cc= 0.900
n= 0.013
#2 Device 1
22.25'
30.0" x 30.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Primary
22.00'
6.0" Vert.. Orifice/G rate C= 0.600
Primary OutFlow, Max=0.26 cfs @ 12.82 hrs HW=22.27' (Free Discharge)
1=Culvert (Passes 0.07 cfs of 36.01 cfs potential flow)
t2=0rifice/Grate (Weir Controls 0.07 cfs @ 0.43 fps)
3=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.76 fps)

Bioretention Basin 2 Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 6
Pond 1P: Bio#2
Hydrograph
5-
4-
3
WI
0
LL
2
1
_Storage=5446 cf
i I
i I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)
® Infl—
Primary

Pre -Developed Bio #3
Bio #3
Area Bio #3

Bioretention Basin 3 Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 2
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Developed Bio #3 Runoff Area=0.840 ac 0.00% Impervious Runoff Depth>0.47"
Tc=12.0 min CN=58 Runoff=0.40 cfs 0.033 of
Subcatchment 2S: Drainage Area Bio #3 Runoff Area=0.840 ac 32.14% Impervious Runoff Depth>1.22"
Tc=5.0 min CN=73 Runoff=1.83 cfs 0.085 of
Pond 1P: Bio #3 Peak Elev=22.22' Storage=3,714 cf Inflow=1.83 cfs 0.085 of
Outflow=0.00 cfs 0.000 of

Bioretention Basin 3 Type 11 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre -Developed Bio #3
Runoff = 0.40 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 0.47"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type It 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.840 58 Woods/grass comb. Good HSG B
0.840 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
12.0
a 0.
u
0.
0
0.1
Direct Entry,
Subcatchment 1S: Pre -Developed Bio #3
Hydrograph
Type II 24 hr 1 YEAR:
14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Bioretention Basin 3
Prepared by Hankins and Anderson, Inc.
HydroCAD® 9.10 s/n 06496 © 2010 HydroCAC
Type/1 24-hr 1-YEAR Rainfall=3.56"
Printed 11/17/2010
Summary for Subcatchment 2S: Drainage Area Bio #3
Runoff = 1.83 cfs @ 11.96 hrs, Volume= 0.085 af, Depth> 1.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.570
61 >75% Grass cover, Good, HSG B
0.270
98 Paved parking, HSG B
0.840
73 Weighted Average
0.570
67.86% Pervious Area
0.270
32.14% Impervious Area
Tc Length Slope
5.0
Description
Direct Entry,
Subcatchment 2S: Drainage Area Bio #3
Hydrograph
0 RunoH
.2
Typ6 II 24-hr 1-YEAR
Rainfall=3.56"
'Runoff Area=0.840 ac
Runoff Volume=0.085 of
Runoff -Depth>1.22"-
Tc=5.0 min
CN=73
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
Tlme (hours)

Bioretention Basin 3
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCA[
Type 1124-hr 1-YEAR Rainfall=3.56"
LLC
Summary for Pond 1 P: Bio #3
Printed 11/17/2010
Inflow Area = 0.840 ac, 32.14% Impervious, Inflow Depth > 1.22" for 1-YEAR event
Inflow = 1.83 cfs @ 11.96 hrs, Volume= 0.085 of
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 22.22' @ 24.00 hrs Surf.Area= 0 sf Storage= 3,714 cf
Plug -Flow detention time= (not calculated: initial storage excedes outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 21.50' 8,324 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic -feet) (cubic -feet)
21.50 0 0
22.50 5,192 5,192
23.00 3,132 8,324
Device Routing Invert Outlet Devices
#1 Primary 22.50' 30.0" W x 30.0" H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=21.50' (Free Discharge)
t1=0rifice/Grate ( Controls 0.00 cfs)

Bioretention Basin 3
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCAr
Type 1124-hr 1-YEAR Rainfall=3.56"
Printed 11/17/2010
Pond 1P: Bic, #3
Hydrograph
2 - ,1.&1 ea � I
'Inflow Area=0.840 ac
I
Peak Elev-22.22'
Storage=3714 cf
I
6 7 8 9 10 11 12 13 14 15 16 17 18 19
Time (hours)
S Inflow
Primary

Pre -Developed Bio #4
TO
Subcat MAIM
Drain4e Area Bio #4

Bioretention Basin 4 Type // 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 2
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Developed Bio #4 Runoff Area=0.090 ac 0.00% Impervious Runoff Depth>0.48"
Tc=8.0 min CN=58 Runoff=0.05 cfs 0.004 of
Subcatchment 2S: Drainage Area Bio #4 Runoff Area=0.090 ac 55.56% Impervious Runoff Depth>1.83"
Tc=5.0 min CN=82 Runoff=0.30 cfs 0.014 of
Pond 1 P: Bio #4 Peak Elev=20.00' Storage=373 cf Inflow=0.30 cfs 0.014 of
Outflow=0.02 cfs 0.005 of

Bioretention Basin 4
Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: Pre -Developed Bio #4
Runoff = 0.05 cfs @ 12.02 hrs, Volume= 0.004 af, Depth> 0.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.090 58 Woods/grass comb., Good, HSG B
0.090 100.00% Pervious Area
Tc Length
Capacity Description
8.0 Direct Entry,
Subcatchment 1S: Pre -Developed Bio #4
Hydrograph
0.055 0 RunoH
o.os Type 11 24=hr 1-YEAR
o.aas -Rainfall=3.56"
0.04 Runoff Area=0:090 ac
0.os5 Runoff Volume=0:004-af
000 Runoff: Depth>0.48"
3 I I I I I
LL 0.025TC=8:0 min
ooz CN=58
0.015 - ..
0.01 : ..-. ... ..
0.005
14 15 16 17 16 19
Time (hours)

Bioretention Basin 4
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 ©2010 HvdroCA[
Type/1 24-hr 1-YEAR Rainfall=3.56"
Summary for Subcatchment 2S: Drainage Area Bio #4
Runoff = 0.30 cfs @ 11.96 hrs, Volume= 0.014 af, Depth> 1.83"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
Printed 11/17/2010
0.040
61 >75% Grass cover, Good, HSG B
0.050
98 Paved parking, HSG B
0.090
82 Weighted Average
0.040
44.44% Pervious Area
0.050
55.56% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment 2S: Drainage Area Bio #4
Hydrograph
0 RunoR
9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hours)

Bioretention Basin 4
Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 @ 2010 HvdroCAD Software Solutions LLC Page 5
Summary for Pond 1P: Bio #4
Inflow Area = 0.090 ac, 55.56% Impervious, Inflow Depth > 1.83" for 1-YEAR event
Inflow = 0.30 cfs @ 11.96 hrs, Volume= 0.014 of
Outflow = 0.02 cfs @ 12.97 hrs, Volume= 0.005 af, Atten= 94%, Lag= 60.8 min
Primary = 0.02 cfs @ 12.97 hrs, Volume= 0.005 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 20.00' @ 12.97 hrs Surf.Area= 0 sf Storage= 373 cf
Plug -Flow detention time= 309.0 min calculated for 0.005 of (38% of inflow)
Center -of -Mass det. time= 185.3 min ( 1.011.8 - 826.5 )
Volume Invert Avail.Storage Storage Description
#1 19.00, 1,000 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic -feet) (cubic -feet)
19.00 0 0
20.00 370 370
21.00 630 1,000
Device Routing Invert Outlet Devices
#1 Primary 20.00' 10.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.01 cfs @ 12.97 hrs HW=20.00' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.17 fps)

Bioretention Basin 4
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCA[
Pond 1 P: Bio #4
Hydrograph
Type/1 24-hr 1-YEAR Rainfall=3.56"
9 10 11 12 13 14 15 16 17 16 19 20 21
Time (hours)
Printed 11/17/2010
G Inflow
0 Primary

Pre -Developed Bio #5
Bio #5
Subcat Reach on' Ink"
Drain4e Area Bio #5

Bioretention Basin 5 Type // 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 2
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Developed Bio #5 Runoff Area=0.130 ac 0.00% Impervious Runoff Depth>0.48"
Tc=8.0 min CN=58 Runoff=0.07 cfs 0.005 of
Subcatchment 2S: Drainage Area Bio #5 Runoff Area=0.130 ac 38.46% Impervious Runoff Depth>1.34"
Tc=5.0 min CN=75 Runoff=0.31 cfs 0.015 of
Pond 1P: Bio #5 Peak Elev=20.01' Storage=373 cf Inflow=0.31 cfs 0.015 of
Outflow=0.02 cfs 0.006 of

Bioretention Basin 5
Hankins and Anderson, Inc.
10 s/n 06496 © 2010 HydroCA[
Type 1124-hr 1-YEAR Rainfall=3.56"
Summary for Subcatchment 1 S: Pre -Developed Bio #5
Runoff = 0.07 cfs @ 12.02 hrs, Volume= 0.005 af, Depth> 0.48"
Runoff by,SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.130 58 Woods/grass comb., Good, HSG B
0.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
_min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
0.06
0.055
0 05
0.045
004
c
a 0.035
...
0.03
0.025
0.02
0.015
0.01
a o0s
14 15 16 17 18 19
Time (hours)
Printed 11/17/2010

Bioretention Basin 5
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCAt
Type 11 24-hr 1-YEAR Rainfall=3.56"
LLC
Summary for Subcatchment 2S: Drainage Area Bio #5
Runoff = 0.31 cfs @ 11.96 hrs, Volume= 0.015 af, Depth> 1.34"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
Printed 11/17/2010
0.080
61 >75% Grass cover, Good, HSG B
0.050
98 Paved parking, HSG B
0.130
75 Weighted Average
0.080
61.54% Pervious Area
0.050
38.46% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment 2S: Drainage Area Bio #5
Hydrograph
© Runo%
14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Bioretention Basin 5
red by Hankins and Anderson, Inc.
.ADO 9.10 s/n 06496 © 2010 Hydro( Ar
Type 1124-hr 1-YEAR Rainfall=3.56"
Printed 11/17/2010
Summary for Pond 1P: Bio #5
Inflow Area = 0.130 ac, 38.46% Impervious, Inflow Depth > 1.34" for 1-YEAR event
Inflow = 0.31 cfs @ 11.96 hrs, Volume= 0.015 of
Outflow = 0.02 cfs @ 13.16 hrs, Volume= 0.006 af, Atten= 95%, Lag= 71.8 min
Primary = 0.02 cfs @ 13.16 hrs, Volume= 0.006 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 20.01' @ 13.16 hrs Surf.Area= 0 sf Storage= 373 cf
Plug -Flow detention time= 312.1 min calculated for 0.006 of (41% of inflow)
Center -of -Mass det. time= 178.3 min ( 1,025.9 - 847.6)
Volume Invert Avail.Storage Storage Description
#1 19.00, 1,000 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic -feet) (cubic -feet)
19.00 0 0
20.00 370 370
21.00 630 1,000
Device Routing Invert Outlet Devices
#1 Primary 20.00' 10.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.01 cfs @ 13.16 hrs HW=20.01' (Free Discharge)
t1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.17 fps)

Bioretention Basin 5
Prepared by Hankins and Anderson, Inc.
Pond 1 P: Bio #5
Type // 24-hr 1-YEAR Rainfall=3.56"
Printed 11/17/2010
O Inflow
Primary
11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hours)

Pre -Developed Bio #6 Drain a Area Bio #6
sty
Bio #6
Silbca4 LeCtt OD NoNo-, Drainage Diagram for Bioretention Basin 6
Prepared by Hankins and Anderson, Inc., Printed 11/17/2010
F
. HydroCAD®9.10 s/n 06496 0 2010 HydroCAD Software Solutions LLC

Bioretention Basin 6 Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HVdroCAD Software Solutions LLC Page 2
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Developed Bio #6 Runoff Area=0.140 ac 2.86% Impervious Runoff Depth>0.51"
Tc=8.0 min CN=59 Runoff=0.09 cfs 0.006 of
Subcatchment 2S: Drainage Area Bio #6 Runoff Area=0.140 ac 71.43% Impervious Runoff Depth>2.23"
Tc=5.0 min CN=87 Runoff=0.55 cfs 0.026 of
Pond 1 P: Bio #6 Peak Elev=20.02' Storage=775 cf Inflow=0.55 cfs 0.026 of
Outflow=0.05 cfs 0.008 of

Bioretention Basin 6
Type l/ 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre -Developed Bio #6
Runoff = 0.09 cfs @ 12.02 hrs, Volume= 0.006 af, Depth> 0.51"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Descriotion
0.136 58 Woods/grass comb., Good, HSG B
0.004 98 Paved roads w/curbs & sewers, HSG B
0.140 59 Weighted Average
0.136 97.14% Pervious Area
0.004 2.86% Impervious Area
Tc Length Slope Velocity Capacity Description
M4
Direct Entry,
Subcatchment 1S: Pre -Developed Bio #6
Hydrograph
:
0.1
0.095 _ 0 W C l _ ..
0.09 ..._�-..._ ... _.....� ....Type II 24-hr-1-YEAR-.
0.065 _ .
0.06 - _ _;_._-.- :... ,==Rainfall=3.56"--
0.075 - :_ -- - '---'Runoff-Area=0:1-40 ac-
0.07
60fi5 ;Runoff Vo1ume=0:006 of -
0.06 __..'. _ ... .... _.. ..
�o.oss ;___ _ r __ Runoff Depth>0.51'--'-
0.05 - --- --- - _... _' .---
�0.045 Tc=8_:0 min..
0.04
0.035
0.03
0.02
0.015
0.01
14 15 16 17 16 19 20
Time (hours)
0 RurroH

Bioretention Basin 6
Type // 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Drainage Area Bio #6
Runoff = 0.55 cfs @ 11.95 hrs, Volume= 0.026 af, Depth> 2.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.040
61 >75% Grass cover, Good, HSG B
0.100
98 Paved parking HSG B
0.140
87 Weighted Average
0.040
28.57% Pervious Area
0.100
71.43% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0
0.
Direct Entry,
Subcatchment 2S: Drainage Area Bio #6
Hydrograph
RunoR
Type II 24 hr , YEAR_
11 12 13 14 15 16 17 16 19 20 21 22
Time (hours)

Bioretention Basin 6
Prepared by Hankins and Anderson, Inc.
HvdroCAD® 9.10 s/n 06496 © 2010 HvdroCA[
Type/1 24-hr 1-YEAR Rainfall=3.56"
LLC
Summary for Pond 1P: Bio #6
Printed 11/17/2010
Inflow Area = 0.140 ac, 71.43% Impervious, Inflow Depth > 2.23" for 1-YEAR event
Inflow = 0.55 cfs @ 11.95 hrs, Volume= 0.026 of
Outflow = 0.05 cfs @ 13.15 hrs, Volume= 0.008 af, Atten= 91%, Lag= 71.7 min
Primary = 0.05 cfs @ 13.15 hrs, Volume= 0.008 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 20.02' @ 13.15 hrs Surf.Area= 0 sf Storage= 775 cf
Plug -Flow detention time= 343.0 min calculated for 0.008 of (32% of inflow)
Center -of -Mass det. time= 217.0 min ( 1,026.9 - 809.9 )
Volume Invert Avail.Storage Storage Description
#1 19.00, 775 cf Custom Stage Data Listed below
Elevation Inc.Store Cum.Store
(feet) (cubic -feet) (cubic -feet)
19.00 0 0
19.75 552 552
20.00 223 775
Device Routing Invert Outlet Devices
#1 Primary 20.00' 10.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow, Max=0.05 cfs @ 13.15 hrs HW=20.02' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.30 fps)

Bioretention Basin 6 Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Hankins and Anderson, Inc. Printed 11/17/2010
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 6
6
Pond 1P: Bio#6
13 14 15 16 V 18 19 20 21 22 23 24
Time (hours)

Bioretention Basin 1 Swale
Channel Flow Calculations
Flow Characteristics
Q 6.19 cfs
s 0.01 ft/ft
n 0.03
Channel Dimensions
Base Width 0 ft
Left Side Slope 3 : 1
Right Side Slope 3 : 1
Channel Calculated Results
Flow Area
2.27 ft'
Wetted Perimeter
5.50 ft
Flow Depth
0.87 ft
Velocity
2.75 fps
8:11 PM 11/17/2010
Hankins and AndersonplNear Rip Rap Channel- Velocity Calculations.xlsm Page 1 of 1

Basin 1 Outlet 7
Channel Flow Calculations
Flow Characteristics
Q
10.72 cfs
s
0.0142 ft/ft
n
0.05
Channel Dimensions
Base Width
9.25 ft
Left Side Slope
3 : 1
Right Side Slope
3 : 1
Channel Calculated Results
Flow Area
5.38 ft2
Wetted Perimeter
12.41 It
Flow Depth
0.50 ft
Velocity
2.03 fps
Invert Out of Pipe =
16
Elevation at end of Rip -Rap=
16
From Table on C-607
Width or Rip Rap =
9.25
Lengh of Rip Rap=
8
10 year Q =
10.72
**Rip -Rap flat so used slope of pipe 7-8
8:07 PM 1111712010
Hankins and Andersorlplq'ear Rip Rap Channel - Velocity Calculations.xlsm Page 1 of 1

Basin 2 Outlet 5
Channel Flow Calculations
Flow Characteristics
Q 3.78 cfs
s 0.003 ft/ft**
n 0.05
Channel Dimensions
Base Width 17 ft
Left Side Slope 3 : 1
Right Side Slope 3 : 1
Channel Calculated Results
Flow Area
5.56 ft'
Wetted Perimeter
18.96 ft
Flow Depth
0.31 ft
Velocity
0.72 fps
Invert Out of Pipe =
Elevation at end of Rip -Rap=
From Table on C-611
Width or Rip Rap =
Lengh of Rip Rap=
10 year Q =
**Rip -Rap flat so used slope of pipe 5-6
21
21
17
15
3.78
8:08 PM 11/17/2010
Hankins and Andersogplifear Rip Rap Channel - Velocity Calculations.xlsm
Page 1 of 1

Bioretention Basin 3 Swale
Channel Flow Calculations
Flow Characteristics
Q 3.12 cfs
s 0.0115 ft/ft
n 0.03
Channel Dimensions
Base Width 0 ft
Left Side Slope 3 : 1
Right Side Slope 3 : 1
Channel Calculated Results
Flow Area
1.31 ftz
Wetted Perimeter
4.17 ft
Flow Depth
0.66 ft
Velocity
2.45 fps
8:13 PM 11/17/2010
Hankins and AndersorIPINear Rip Rap Channel - Velocity Calculations.xlsm Page 1 of 1

Rational Method Calculator
Trap #1
Calculate Area•C
Area 1.68 acres
C 0.02
Area•C 0.03
is Calculation
Calculate t,
toverland 25.00 min
tchannel
0.00
min
tP;ce
.0.00
min
tc
25.00
min
Values
2 Year
3.52
in/hr
5 Year
######
in/hr
10 Year
4.56
in/hr
25 Year
5.67
in/hr
50 Year
6.85
in/hr
100 Year
8.22
in/hr
Flow Rate
Q2
0.12
cfs
Qs
######
cfs
Q1e
0.15
cfs
Q25
0.19
cfs
Qso
0.23
cfs
Q100
0.28
cfs
Area•C Known
0.00
Calculate Weighted C
A C Description
acres
Hankins and Anderson, Inc. 6:23 PM 11/1712010 Page 1 of 1

Temporary Diversion Trap 1
Channel Flow Calculations
Flow Characteristics
Q 0.15 cfs
s 0.045 ft/ft
n 0.02
Channel Dimensions
Base Width 0 ft
Left Side Slope 2 : 1
Right Side Slope 2 : 1
Channel Calculated Results
Flow Area
0.06 ftZ
Wetted Perimeter
0.76 ft
Flow Depth
0.17 ft
Velocity
2.83 fps
"Will call to be lined with
erosion control blanket
6:24 PM 11/1712010
Hankins and Anderson, Inc. Channel Calculations Traps.xlsx Page 1 of 1

Rational Method Calculator
Trap #2
Calculate Area•C Area•C Known
Area 0.25 acres 0.00
C 0.02
Area`C 0.01
h Calculation
Calculate tc tc Known
toverland 10.00 min 0.00 min
tchannel 0.00 min
tP;pe 0.00 min
tc 10.00 min
I Values
2 Year
5.05
in/hr
5 Year
######
in/hr
10 Year
6.30
in/hr
25 Year
7.69
in/hr
50 Year
9.25
in/hr
100 Year
10.64
in/hr
Flow Rate
QZ
0.03
cfs
Q5
######
cfs
Qre
0.03
cfs
Q25
0.04
cfs
Q50
0.05
cfs
Qrm
0.05
cfs
Calculate Weighted C
A C Description
acres
Total Area 0.00
Weighted C 0.00
Hankins and Anderson, Inc. 6:24 PM 11/17/2010 Page 1 of 1

Temporary Diversionl Trap 2
Channel Flow Calculations
Flow Characteristics
Q 0.03 cfs
s 0.027 ft/ft
n 0.02
Channel Dimensions
Base Width 0 ft
Left Side Slope 2 : 1
Right Side Slope 2 : 1
Channel Calculated Results
Flow Area
0.02 ftz
Wetted Perimeter
0.45 ft
Flow Depth
0.10 ft
Velocity
1.54 fps
6:24 PM 11/17/2010
Hankins and Anderson, Inc. Channel Calculations Traps.xlsx Page 1 of 1

"A - IS'
Appendices
3 0
Outlet N = Do + La
pipe
diameter (Lb) 1
La —y
11water < 0.51)o
tOn
o� pp 60 f
i �
I. 1i
®Nil �ii��"��IIIIYIIIII®�IIiI
r , r rt rr rr
3
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw <0.5 diamoter).
Si-ruc�u�.1
W- 17'
I�312/93 8.06.3

Appendices
3Dn -- IT
,V cu so too zoo so0 t000
Discharge (ft3/sec)
Curves may not be extrapolated.
F-
Aso:O.SI
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition ffw c 0.5 di
ameten).
C'�rc 5
W - 6'1� r
8.06.3
d5o = 0.5
cl mwi -- 0.15

30
Outlet M n Do ♦ La
pipe
diameter (Lb)
La —M
i Hater < 0. 5Do
l\ al10)
ok pP 60
ell �
11-D7
Appendices
0
10, Ills
lom'momgmiNII ei1NIIIII®���INI
r r n rt rr tr rrr
Curves may not be extrapolated.
IFigure 8.06e Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw <0.6 diameter).
�fYVC.'iJK
4�� = 10.E 2 cES
W- i3.as
�G - a' 8.06.3
su' 0.5
r

La =8,
30
Outlet M = Do ' La
pipe
diameter (Do)
l,a —,t BO -
Jill
i lNater < 0. 50o,�.!
to�l�al�l�l. 7
ok PP 60I I
e�g�r lul,
.Iq
Appendices
a
3
z
HIM®N p m �d�:11���l��dIl�II!I��II
ANIonion®W�®,MONNIMMEMINERNII� r' "o-11.
t 20 50 100 200 500 1000
Discharge
Curves may not be extrapolated.
Figure B.DBa Design of outlet protection protection from a round pipe flowing full. minimum tailwater condition (T. <0.5 diameter).
QIJ_ nZI
a--81
8.06.3
I 'so = 0•S
d male = 5 �'

Tuesday, October 19, 2010
HBA-H&A Joint Venture
c/o HBA Architecture & Interior Design, Inc.
One Columbus Center, Suite 1000
Virginia Beach, Virginia 23462
Attention: Richard S. Corner, AIA
Subject: Report of Additional Soil Borings
P-714 Physical Fitness Center
Marine Corps Air Station, New River, North Carolina
A/E Contract No. N40085-09-D-5000
HBA-H&A IV Project No. 08048.5f
GER Project No. 110-5142
GeoEnvironmental Resources, Inc. is pleased to provide this report of additional soil borings for the
above referenced project. These additional soil borings were performed for the current stormwater
management plan and in connection with the upcoming stormwater permit application for the project.
On October 13, 2010 we performed nine (9) additional soil borings (designated as BIO-1 through BIO-9)
in the proposed bioretention basin locations to supplement the existing test boring data collected in May
2009. The soil borings were field located using a handheld GPS receiver. The approximate boring
locations are shown on the attached sketch and attached tabulation of horizontal position.
The soil borings were performed via hand augering to depths ranging from 5 to 8 feet below the current
ground surface. Soils encountered in the borings were visually classified in general accordance with ASTM
D 2488 by a geotechnical engineer. Boring elevations were estimated from the ground contours shown
on the site plans. The results of the soil borings are shown on the attached hand auger boring records.
The estimated seasonal high water table (SHWT) is shown on the boring records. The estimated SHWT
elevation shown on the records corresponds to the water levels encountered when these borings were
made. This assessment is based on the site receiving between 15 and 20 inches of rain over the 30-day
period immediately prior to testing. This is nearly 3 times the amount of rain which is historically normal
for this locality at this time of year and more than 2 times the amount of rain received during the 30-day
period prior to conducting the initial site soil borings in May 2009.
During the October 13, 2010 site visit we noticed evidence of standing water in pockets around the
proposed building area as a result of the prior heavy rains. Because of the standing water, perched water
was encountered in four of the additional soil borings (BIO-1, 2, 3 and 4) which were generally located
closest to the proposed building area.
Field permeability tests were conducted at each of the additional soil boring locations to measure soil
infiltration rates in -situ near the requested elevations. The results of the additional infiltration tests are
attached. It should be noted that most of the tests were conducted at or very close to the encountered
groundwater table elevations as a result of the preceding heavy rains and thus may be conservative
estimates of infiltration rates.
SOUTh ERN PROIESSIONAI CENTER 1 271 2 SOUTh ERN BoEIEVARd, SUITE 101 VIRGINIA BEACh, VIRGINIA 23452
TEI. [phone] FAX [phone] WWW.gERONliNE.COM

P-714 Physical Fitness Center, MCAS New River, NC 110-5142
The NCDENR Wilmington Office soil scientist will likely need to verify the estimated SHWT and soil
permeability conditions at some or all of the bioretention basin locations. To assist in that process, we
have also included the NCDENR soils investigation request form for the project. We would be pleased to
meet the soil scientist at the site if necessary.
Please contact us should you have any questions or need any additional information on the project.
Sincerely,
GeoEnvironmental Resources, Inc.
Charles F. P. Crawley, III, P.E.
Assistant Vice President
Attachments
GER

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. LewisCaa ncdenr.gov. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time:
Project Name: P-714 Physical Fitness Center County: Onslow
Street Address: Douglass Road, MCAS New River (undeveloped property)
Directions from the nearest intersection of two major roads: From the Main Gate
pass office, turn right on Robert L Wilson Blvd, then go left on Douglass Rd for
approx. 1/2 mile. Site is on your left next to the drainage canal and BEQ building.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? ❑YES ®NO
Consultant Name: Charles Crawley Phone:[phone]
Consultant Firm Name: GeoEnvironmental Resources (GER)
Bore Number
1
2
3
4
5
7i
qy611
8,
a Existing Ground Elevation
16
21
22
22.5
23
i,23�5
.2$1x5v
'19
4 �i`9 ;'
b Proposed Bottom Elevation
12
17
17
17
16
c Difference a minus b
4
4
5
5.5
7
7`5
5 51`t
`:;'i 2; _
�,` 24'
d Add 2 ft. Min. Bore Depth)
6
6
7
7.5
9
9i5&��
715,
ru 4
4 bg
e Hardpan Depth?
-,
_Ek
t.,
tt,.rin.;r
f Approx. Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK?
i Confirmation of SHWT
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
'State Soil Scientist Use ONLY
Comments Consultant can be present and can assist in locating the above areas and in
making hand auger borings as necessary.
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 breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

Additional Soil Boring Locations
P-714 Physical Fitness Center
MCAS New River, NC
Approximate Horizontal Positions (NAD83)
Number Latitude (N) Longitude (W) Northing (ft) Easting (ft)
BIO-1
34.71679
-77.46524
355426
2461185
BIO-2
34.71688
-77.46476
355459
2461329
BIO-3
34.71724
-77.46435
355593
2461449
BIO-4
34.71755
-77.46421
355706
2461489
BIO-5
34.71674
-77.46444
355411
2461424
BIO-6
34.71677
-77.46402
355425
2461550
BIO-7
34.71709
-77.46359
355541
2461679
BIO-8
34.71631
-77.46494
355253
2461275
BIO-9
34.71618
-77.46471
355207
2461346

TEST BORING RECORDS
The enclosed test boring records represent our interpretation of the subsurface conditions
encountered at the specific boring locations at the time explorations were made based on visual
examination of the field samples obtained and selected laboratory classification testing if
performed. The lines designating the interface between various strata on the boring records
represent the approximate interface location. In addition, the transition between strata may be
more gradual than indicated. Water levels shown represent the conditions only at the time of
the field exploration. It is possible that soil and groundwater conditions between the individual
boring locations will be different from those indicated. Boring surface and strata elevations, if
shown, shall be considered approximate and are referenced to project datum shown on the
plans or described in the geotechnical report unless noted otherwise.
GER

BORING LOG LEGEND
Split Spoon Sample (ASTM D 1586)
Undisturbed Sample (ASTM D 1587)
Rock Coring (ASTM D 2113)
Roller Cone Advanced
Seepage into Borehole
KEY TO DRILLING SYMBOLS
SZ
Water Table at Time of Drilling
H.S.A.
Hollow Stem Auger Drilling
1
Water Table after 24 hrs.
M.R.
Mud Rotary Wash Drilling
Boring Cave In
PP
Pocket Penetrometer (tsf)
Loss of Drilling Fluid
REC
Core Recovery (% )
Auger Refusal
RQD
Rock Quality Designator I%)
Cl
Roller Cone Refusal
SCR
Solid Core Recovery (%)
Approximate Strata Change Depth
Different Soil Types
Approximate Strata Change Depth
Similar Soil Types
CORRELATION OF RELATIVE DENSITY AND CONSISTENCY
WITH STANDARD
PENETRATION TEST RESISTANCE (ASTM D 1586)'
SPT RESISTANCE (N) IN BLOWS PER FOOT
SPT
RELATIVE DENSITY[ SPT CONSISTENCY(
N
SAND & GRAVEL N SILT & CLAY
0-4
Very Loose 0-2 Very Soft
5-10
Loose 3-4 Soft
11 - 30
Firm 5-8 Firm
31 - 50
Dense 9 - 15 Stiff
51 +
Very Dense 16 - 30 Very Stiff
31 - 50 Hard
51 + Very Hard
ROCK QUALITY'
FRACTURES, JOINT SPACING AND BEDDING
DIAGNOSTIC
ROCK PARAMETER
ROD (%)
DESCRIPTION
FIELD/LAB RATIO
SPACING
JOINTS
BEDDING
0 - 25
Very Poor
0.15
Less than 2'
Very Close
Very Thin
25 - 50
Poor
0.20
2" to 1'
Close
Thin
50 - 75
Fair
0.25
V to 3'
Moderately Close
Medium
75 - 90
Good
0.30 to 0.70
T to 10'
Wide
Thick
90 - 100
Excellent
0.70 to 1.00
More than 10'
Very Wide
Very Thick
HARDNESS
Very_Hard - Breaking specimens requires several hard hammer blows
Hard - Hard hammer blow required to detach specimens
Moderately Hard - Light hammer blow required to detach specimens
Medium - May be scratched 1/16" deep by a knife or nail, breaks Into several
pieces by light hammer blow
Soft - Can be gouged readily by knife or nail, comers and edges broken by
finger pressure
Very o - May be carved with a knife and readily broken by finger pressure
WEATHERING
Fresh - Fresh rock, bright crystals, no staining
li W - Minimum staining and discoloration, open joints contain Gay
Moderate - Significant portions of rock shows staining and discoloration, strong
rock fragments
Severe - All rock shows staining, rock fabric evident but reduced strength
Very Severe - All rock shows staining, rock mass effectively reduced to soil
with strong rock fragments remaining
Complete - Rock reduced to soil with rock fabric not discernable
gResistance of a standard 2-inch O.D., 1.375-inch I. D. split spoon sampler driven by a 140 pound hammer free -falling 30 inches.
taller Terzaghi and Peck, 1968
GER

SOIL CLASSIFICATION CHART (ASTM D 2487)
SYMBOLS
TYPICAL
MAJOR DIVISIONS
GRAPH
LETTER
DESCRIPTIONS
" 7 775 0
CLEAN
°
O O o
GW
WELL -GRADED GRAVELS.
GRAVEL - SAND MIXTURES.
GRAVEL
GRAVELS
0000000
LITTLE OR NO FINES
AND
GRAVELLY
(LITTLE OR NO
FINES)
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
SOILS
LITTLE OR
o°
NO FINES
MORE THAN 50%
o u
COARSE
OF COARSE
GRAVELS
O
D
GM
SILTY GRAVELS, GRAVEL -
GRAINED
FRACTION
WITH FINES
°O
SAND - SILT MIXTURES
SOILS
RETAINED ON
NO. 4 SIEVE
°
(APPRECIABLE
oO �O.
GC
CLA
YEY AYEY GRAVELS, GRAVEL -
AMOUNT OF FINES)
D
SAND - CLAY MIXTURES
SW
WELL -GRADED SANDS,
CLEAN SANDS
GRAVELLY SANDS, LITTLE OR
SAND
NO FINES
MORE THAN 50 %
MATERIAL
AND
(LITTLE OR NO
IS
ISLARGER
SANDY
FINES)
SP
POORLY -GRADED SANDS,
THAN N 200
SOILS
GRAVELLY SAND, LITTLE OR
NO FINES
SIEVE SIZE
Z
MORE THAN 50%
SANDS WITH
SM
SILTY SANDS, SAND - SILT
OF COARSE
FINES
MIXTURES
FRACTION
PASSING ON
(APPRECIABLE
NO. 4 SIEVE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS, CLAYEY SILTS,
ML
SILT -VERY FINE SAND MIXTURES,
ROCKFLOUR
LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
LIQUID LIMIT
CL
MEDIUM PLASTICITY,
FINE
LESS THAN
GRAVELLY, SANDY, SILTY, &
GRAINED
-
50
LEAN CLAYS
SOILS
I
OL
ORGANIC SILTS AND ORGANIC
SILTS
CLAYS OF LOW PLASTICITY
AND
INORGANIC SILTS AND MICACEOUS,
CLAYS
MORETHAN50%
MH
DIATOMACEOUS AND ELASTIC
OF MATERIAL
SILTY SOILS
IS SMALLER
00
THAN NO. 200
HIGH PLASTICITY
SIEVE S1ZE
LIQUID LIMIT
CH
INORGANIC CLAYS OF HIGH
GREATER THAN
PLASTICITY, FAT CLAYS
so
OH
ORGANIC CLAYS OF MEDIUM TO
-
HIGH PLASTICITY, ORGANIC
—
SILTS
HIGHLY ORGANIC SOILS
PEAT, HUMUS, MUCK, SWAMP SOILS
- — — —
PT
WITH VERY HIGH ORGANIC
CONTENTS
OTHER
DISTURBED SOILS WITH POSSIBLE DEBRIS
SOILS
UNCONTROLLED FILLS
AND RUBBLE, OLD CONSTRUCTION
WASTES, NON -ENGINEERED BACKFILLS
DECOMPOSED OR PARTIALLY
0, 0.
TRANSITIONAL MATERIAL BETWEEN SOIL AND
WEATHERED ROCK
ROCK WHICH MAY RETAIN THE RELICT
STRUCTURE
1
OF THE PARENT ROCK
Atterberg Limits
PARTICLE SIZE IDENTIFICATION
LOW Plasticity Soils High Plasticity S0ils
BOULDERS: Greater than 300 mm(12 in.)
COBBLES: 75 mm to 300 mm (3 -12In)
60
50
40
a
30
a 20
10
0
IS
K
ON
EN
GRAVEL: Coarse- 19.0 mm to 75 mm(0.75-3 in.)
Fine- 4.75 mm to 19.0 mm(04-0.75In.)
SANDS: Coarse- 2,00 hem to 4.75 here
Medium- 0425 mm to 2.00 mm
Fine - 0,075 mm to 0.425 mm
SILTS 8 CLAYS: Less than 0.075 mm
P4A$TI CITYJNQEX1PI)y-$M RLNK_SW €LLPOT�NT(AI,
0-4 None
4.15 Slight or Low
15-30 Medium to High
31- High to Very High
ADDITIONAL RELATIVE 0 c RIPTIV VALUE c
0 10 20 30 40 50 60 70 80 90 100 Trace < 10% Some <35%but >20%
Liquid Limit Little <20%but > 10% And > 35%
GER

HAND AUGER BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical B Industrial Engineering Consultants
Boring No. BIO-I
Sheet No. 1 of I
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 6.0
Elevation (f).): 16.0
Client: HBA Architects
Drill Method: Hand Auger
Elevation
Depth
Lith-
olo �
Material Description
p
Ground
Water
Comments
ft. m
ft. m
Topsoil & Rootmat
15
Silty SAND (SM)
Gray to dark brown, fine, trace organics
— — — — — — — — — — — — — — — — — —
Q
perched water
Silty SAND (SM)
Light gray with tan and orange, fine, trace
4
clay
Slightly Silty SAND (SP-SM)
1
Light gray with tan and white, fine
1
est. SHWT Elev = 120
5
10
3
Boring terminated at 6 feet.
2
2
10
3
5
I
4
15
0
0
5
6

HAND AUGER BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, ng Hazardous Materials,
e Geolechnical &Industrial Engineering Consultants
Boring No. BIO-2
g
Sheet No. I of 1
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 6.0
Elevation (ftJ: 21.0
Client: HBA Architects
Drill Method: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
Grown
Water
Comments
ft. m
ft. m
Topsoil
Silty SAND (SM)
20
Gray and brown, fine, inset organics
6
Silty SAND (SM)— — — — — — — — — —
Tan with orange and light gray, fine, trace
Q
perched water
I
clay
5
5
1
est. SHWT Elev=16.0
Slightly Silty SAND (SP-SM)
15
Light gray with tan, fine
Boring terminated at 6 feet.
2
4
t0
3
0
3
4
2
IS
5
I
5
6

HAND AUGER BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical& Industrial Engineering Consultants
Boring
in No. BIO-3
Sheet No. 1 of 1
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MICAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 5.5
Elevation (E)2]20]Client:
HBA Architects
Drill Method: Hand Auger
Elevation
Depth
it -
Material Description
nd
Water
Comments
ft. m
R. angy
Topsoil
Silty SAND (SM)
Gray to dark brown, fine, some roots
Slightly Silty SAND (SP-SM)
ZO
White with tan and gray, fine, trace organics
perched water
6
Clayey Silty SAND (SC-SM)
I
Tan with orange and light gray, fine
Silty SAND (SM) -
Brown with orange and tan, fine
5
t
es[. SHWT Elev = 17.0
5
Boring terminated at 5.5 feet.
2
15
4
10
3
10
3
4
15
2
5
5
1
6

HAND AUGER BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc.
Boring No. BJO_4
Geotechnical & Industrial Engineedng Consultants
Sheet No. 1 of I
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 6.0
Elevation (ft.): 22.5
Client: HBA Architects
Drill Method: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
ft. m
ft. m
Topsoil
Silty SAND (SM)
Dark gray to brown, fine, trace to some
roots, trace clay
V
perched water
20
6
Clayey Silty SAND (SC-SM)
I
Tan with orange and light gray, fine
Silty SAND (SM)
Tan with orange and light gray, fine
5
1
est. SHWT Elev= 17.5
5
Boring terminated at 6 feet.
2
IS
4
to
3
10
3
4
IS
2
5
5
6

HAND AUGER BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical& Industrial Engineering Consultants
Boring
in No. BIOS
Sheet No. I of I
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (11): 7.5
Elevation (ft.):]23.0
Client: HBA Architects
Drill Method: Hand Auger
Elevation
Depth
Lith-
Material Description
GroundComments
ft. m
ft.
Topsoil
'
Silty SAND (SM)
Dark brown and light gray, tine, trace
organics /
Silty SAND (SM)
Tan and light gray, fine, trace to little roots
20
6
I
Slightly Silty SAND (SP-SM)
Light gray and white, fine
Clayey Silty SAND (SC-SM)
5
Tan with orange and light gray, fine
Slightly Silty SAND (SP-SM)
Orange and tan, fine, trace clay
5
2
1
est. SHWT Elev= 16.2
Boring terminated at 7.5 feet.
15
4
10
3
10
3
4
IS
2
5
5
1
6

HAND AUGER BORING RECORD
GeoEnviron mental Resources Inc. Environmental, IndGroutrialE Engineeringzardous Consultants
� Geotechnica181ndusGial Engineering Consultants
Boring No. BIO-6
g
Sheet No. I of 1
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 8.0
Elevation (ft.): 23.5
Client: HBA Architects
Drill Method: Hand Auger
Elevation
ft. m
Depth
ft. m
Lith-
ology
Material Description
Ground
Water
Comments
—Topsoil
SiltySAND (SM)
7
Brown and light gray, fine, trace roots
------------------
Silty SAND (SM)
Tan and light gray, fine, trace clay and roots
20
I
6
5
Clayey Silty SAND (SC-SM)
Tan with orange and light gray, fine
Silty SAND (SM)
2
Tan with orange and white, fine
5
t
est. SHWT Elev = 16.0
Slightly Silty SAND (SP-SM)
Orange and white, fine
Boring terminated at 8 feet.
15
10
3
4
4
10
3
15
5
2
5
6

HAND AUGER BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Boring
in No. BI O-%
Sheet No. I of 1
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 7.5
Elevation (R.): 21.5
Client: HBA Architects
Drill Method: Hand Auger
Elevation
Depth
th-
elegy
Material Description
Ground
Water
Comments
ft. m
ft. m
Topsoil
'
Silty SAND (SM)
..
Dark brown and gray, fine, little roots
------------------
Silty SAND (SM)
20
Tan and brown, fine to medium, trace clay
6
1
Silty SAND (SM)----------
Light gray and tan, fine, trace to little clay
5
5
15
2
=
est. SHWT Elev = 15.0
Slightly Silty SAND (SP-SM)
Orange and white, fine
Boring terminated at 7.5 feet.
4
10
3
10
3
4
2
15
5
5
1
6

HAND AUGER BORING RECORD
GeoEnvironmental Resources Inc. Geotec meal ,Groundwater, EngineHazarering Consultaus nts,
� Geotechniwl & Industrial Engineering Consultants
Boring No. BI0-8
S
Sheet No. I of I
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 5.0
Elevation (ft.): 19.0
Client: HBA Architects
Drill Method: Hand Auger
Elevation
R. m
Depth
R. m
Lith-
elegy
�
Material Description
Ground
Water
Comments
Topsoil and Crushed Stone Fill
Silty SAND (SM)
Light tan, fine
Slightly Silty SAND (SP-SM)
Tan to white, fine
5
Silty SAND (SM)
.
Tan to brown, fine, trace organics
15
1
est. SHWT Elev= 15.0
5
Boring terminated at 5 feet.
4
2-
10
3
10
3
2
4
5
IS
1
5
0
0
6

HAND AUGER BORING RECORD
EGroundwater, EngineHazarering
GeoEnviron mental Resources Inc. Environmental Industrial
� Geotechnical8lndustrial Engineering Consultants
Consultus ants
Boring No. 7
BIO-9
Sheet No. I of 1
Project: P714 Physical Fitness Center
GER Project Number: 110-5142
Location: MCAS New River, NC
Driller: GER
Date Drilled: 10/13/2010
Depth (ft.): 5.0
Elevation (ft.): 19.0
Client: HBA Architects
Drill Method: Hand Auger
Elevation
Depth
Loth-
Material Description
Ground
o Water
Comments
ft. on
ft. togy
S
Topsoil and Crushed Stone Fill
Silty SAND (SM)
Brown to light tan, fine, trace clay
5
Slightly Silty SAND (SP-SM)
Tan and orange, fine
Silty SAND (SM)
1
Tan and orange, fine, trace clay
15
1
est. S11WT Elev=15.0
Slightly Silty SAND (SP-SM)
-
Tan and white, fine
-
5-
Boring terminated at 5 feet.
4
2
10
3
10
3
2
4
5
IS
1
5
0
0
6

4.0
3.5
m
1.0
0.5
0 10 20 30 40 50 60 70 80 90 100
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.2): 6.57E-05
inches per minute (in./min.): 0.05
minutes per inch (mindin.): 21.1
inches per hour (in./hr.): 2.84
Test or 13I0-1
Boring No.
Test Date:
October 13, 2010
Test Depth:
4.0 ft. Elevation: 12.0 msl
GWT Depth:
4.0 ft. Elevation: 12.0 msl
Soil Desc.:
Gray -White -Tan Fine SAND (SP-SM)
Test Type:
2" I.D., one dimension vertical
Project:
P-714 Physical Fitness Center
Location:
MCAS New River, NC
Job Number:
110-5142
Client:
HBA-H&AJV
Field Infiltration Test
Environmental
Groundwater
Hazardous Materials
G ea technl cal
GMalEnvinarenental
Ind Retrial Hygiene Resources, Inc.
con

45 a .3i 1 J R E f h Y' ' 1 t 3• ! (1 M gg t � r� l
4
t
F. §.
0 �
77
t t ,
a s tF 7 �` rrt
`'! 3 t 6doa ib t �' R r t
-� � t 7 t ¢ r
c
a3 R t 4r
t z a r w U t r +r R r r e t iv 1siR7' t t - A m
3.5 Ott m
r v;. a m ,x r r r R r n d a* Rw;i 11 r r v
""
30 1
e.RR t J. t r x R +.'x'i vs e 78'xt(x 4t t R x .t. d p a.r
.C-.
3 25 yr itt tt t ; ttt xj ia, xR(�tl2it ,, r< t r' R s rt R �c+�
O trtq. 5 z r td t+ x4 tt >yT urx6.i,+n ; + a i R ," t e t t"
d t p t t YF'( wt tl j4cyi Fi>41 i ° r r 7 nt t r t c
w at lgt 6
+
20
Z r, r.n
y ,tr Ct¢Xtx 7?tt �xu w �"�'k 1, jy�`ra t ttt�,
ti a y ?w v fi%p.'* id
1.5
�t�fter ta� ut, st t t ,ua r p'7ri �trt� ya t tttR )k Y'.
'�, fx t kr% „K trsxrfi6 h`.#+1�� �R t ras. r� t''t .r'kFrP} tf cf• tR n �,
t P
1.0
war aea 4v F r a t x
�'x'� paFk" piygliR i L-m kd
4 '"''' '� R ' bR i!
t€'* ; 13 r k r a.0 as+A2'`ict J-'k2' a 'r
0.5 c i �t '#fr t ttut +�& xd r 4 n. ^
t es 4 yiary t jk +KC4 j R r l at
r RT+rtt t ig nrsttrti>&tp;'a N `tY '' arN'T�+t Rtg+ d ar.r
^rr frtF`� -ART h t3 Ca'b,tk
t ,i xi 2
0 20 40 60 80 100 120
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.2): 2.17E-05
inches per minute (in./min.): 0.02
minutes per inch (mindin.): 64.0
inches per hour (in./hr.): 0.94
Test or BIO-2 I Field Infiltration Test
Boring No.
Test Date: October 13, 2010
Test Depth: 4.0 ft. Elevation: 17.0 msl Environmental
Groundwater
GWT Depth: 5.0 ft. Elevation: 16.0 msl Hazardous Materials
a Fine Silt SM Gmtechni
Soil Desc.: Tan -Orange Y SAND ( ) Ind usir6l Hygiene
Test Type: 2" I.D., one dimension vertical
GeoEnvi ronmen4l Resources, Inc.
Project: P-714 Physical Fitness Center
Consultlng Engineers
Location: MCAS New River, NC
Job Number: 110-5142
Client: HBA-H&AJV

5.0
4.0
2.0
1.0
0.0
0 10 20 30 40 50 60 70 80 90
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square toot (cfs/ft.2): 1.74E-05
inches per minute (indmin.): 0.01
minutes per inch (min./in.): 80.0
inches per hour (in./hr.): 0.75
Test or gI0-3
Boring No.
Test Date: October 13, 2010
Test Depth: 5.0 ft. Elevation: 17.0 msl
GWT Depth: 5.0 ft. Elevation: 17.0 msl
Soil Desc.: Brown -Tan -Orange Fine Silty SAND (SM)
Test Type: 2" I.D., one dimension vertical
Project:
P-714 Physical Fitness Center
Location:
WAS New River, NC
Job Number:
110-5142
Client:
HBA-H&A JV
Field Infiltration Test
En viro nmont al
Groundwater
Hazardous Materials
G eo technl cal
GWoErivironmenlal
Industrial Hygiene
Resources, Inc.
c

50
4.5
� ( f
r
j<Pnf31
40 t� ¢ t
Y,c •6 4 1 ',� f x
V.
A ,n++ rafir! t 7 i 1 ( -�'xa t t x
35 xc er.ar that I t 6P +y
`Ir 1 1
� ry 41
i7 30 e' g5 ..
X v P
O2.5
( ,t.rFt °15xEke«v-.: a r 7ty dPtt y�thrc 4h a_ y a
S R Tq 9P'f a N y t F( f t 4 Y
ad -try (,�'1'.rt5 e 1 h 4: ! x , rc 7 r + ,w t13mut b 1 t x� a ,, ,r,crci f -.
r dt, r, xd rc a aT t d t 1 7 ;rx4 f T( i .w'+b UN i' r n- st t +
v+1t�r c ¢ §rci ;4 as f( r $`3t"ts 7uecrt4rc
2.0
I is urk k` t ^ w t 1 t nsrte 'N t>r rt rs_a4xx "= t 0)1.
+�g�t sa is'9 7>,:e v t u?t a x In r forte NLv t,'� t°(et
15 n r»rt e ryyy i k "� n7 �dr t- x
firer'+Ntt t x a:g s! a t{.t aafrIrT �71t s 74( . X' k w`a ti.e i�
�' ' �'t�t Jai` � � ' �' :7 =
R A t'i"
tr t� rc t °.~sat ' + r Ilstl•<Si st r�.
rs� u , i R tvrcrx rilK tl"dsa o
Wv
0 5 + t sr tsti at t s hkat}7 t ,�x�. Pz� � r s�yF u'� a+ t� t t
a a"FInt x."pi�rra astt c 1§t.v.) J ;
§ ax?� r Zr! ( T f ki s? i +. t _ C
t,wIry
f:"r j 1 LLmk.� Y .`�. j 1 f s(y p .%�.. +, ..Y�£. .ri t t 4, sr
0.0
0 10 20 30 40 50 60 70 80
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.2): 3.36E-05
inches per minute (in./min.): 0.02
minutes per inch (min./in.): 41.3
inches per hour (in./hr.): 1.45
Test or gI0-4
Boring No.
Test Date: October 13, 2010
Test Depth: 5.0 ft. Elevation: 17.5 Ind
GWT Depth: 5.0 ft. Elevation: 17.5 Ind
Soil Desc.: Tan -Orange -Gray Fine Silty SAND (SM)
Test Type: 2" I.D., one dimension vertical
Project:
P-714 Physical Fitness Center
Location:
MCAS New River, NC
Job Number:
110-5142
Client:
HBA-H&AJV
Field Infiltration Test
Environmental
Groundwater
Hamrdous Materials
G eotechnlcal
Industrial Hygiene
GeoEnvironmental Resources, Inc.
consulting Engineers

7.0
6.0
5.0
all
1.0
3
—77
a ri
4
t
t �
,
t r
...
,-.
t
i
3t
.a
G
-
i:W6 l -
r
u
f
t
t �
)
v�
a
" , 1
l S
0 10 20 30 40 50 60 70 80
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.2): 2.55E-05
inches per minute (in./min.): 0.02
minutes per inch (min.An.): 54.4
inches per hour (in./hr.): 1.10
Test or gI0-5
Boring No.
Test Date: October 13, 2010
Test Depth: 7.0 ft. Elevation: 16.0 msl
GWT Depth: 6.8 ft. Elevation: 16.3 msl
Soil Desc.: Tan -Orange Fine SAND (SP-SM)
Test Type: 2" I.D., one dimension vertical
Project: P-714 Physical Fitness Center
Location: MCAS New River, NC
Job Number: 110-5142
Client: HBA-H&AJV
Field Infiltration Test
Environmental
Groundwater
Hazardous Materials
G eo technl cal
Industrial Hygiene
G gRoEnvinonmental
Resources, Inc.
con

0
8.0
JLiR! t n,
••A.f
7 0
�Y iv rd dpyrr."¢.
60 aJ � rn
,q
v 50 < -
¢ x r d rr 4'k F ,n� .. x' '� tn� r �„ d r r s. fgg
3 r f+
w a% i t l ,
C ex " , { riY r°u rn Pir as £xn �. arx ;j r r
P d rrr ,jTi(Ct( SL/:
d 4 0 i s x t rr A
r i r, At�j r
} K cy iSxyP 2 3 7W
9
dnuntF319�/x �erx� ^`�m`+A 3 k rX��Ji i"-rJ dYQ dr✓l .atat 4 r
3.0 ¢t l rt 51 k E
�L R�
£`` ay ETxrr ir5,r
.
btut�+€+S�xa�x.u�i Rt r'tp x + 't U �' VMis;irvs
20 3na err rrk
s_ stf eg vr•rxa 7;,J f �`r d$ r'a u
, k U +i
1 0 $ xa£r i ' w f 5 a rk e baPi ate' £ s
ii k. 'i ^"� r r i2r+Nt+r£ c t�'(n>Fn,i b{
.... t`
r§ ax,gr r a
W.�m r
00
0 10 20 30 40 50 60 70 80 90 100
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.2): 5.21E-05
inches per minute (in./min.): 0.04
minutes per inch (mindin.): 26.7
inches per hour (in./hr.): 2.25
Test or gI0-6
Boring No.
Test Date: October 13, 2010
Test Depth: 7.0 ft. Elevation: 16.5 msl
GWT Depth: 7.5 ft. Elevation: 16.0 msl
Soil Desc.: Tan -Orange -White Fine SAND (SP-SM)
Test Type: 2" I.D., one dimension vertical
Project:
P-714 Physical Fitness Center
Location:
MCAS New River, NC
Job Number:
110-5142
Client:
HBA-H&AJV
Field Infiltration Test
En viro nm ant at
Groundwater
Hazardous Materials
G so technl cal
Ind ustrlal Hygiene
FRoEnvironmental
Resources, Inc.
con

N "I
5.0
40
d
3
0
u 3.0
w
v
di
W
S
20
1.0
.moo
: @n
®Y
_ Ffi3•,..0+
.;,�u�.
. ,Ub Ei+ rto
,
.,, ,.
e
,s
e.
r
It t
r
v
,
4
k
4
is
�
u
ut.
SYn
tl.`}
.i
.. ..
0 10 20 30 40 50 60 70 80 90 100
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square toot (cfs/ft.2): 4.34E-05
inches per minute (in./min.): 0.03
minutes per inch (mindin.): 32.0
inches per hour (in./hr.): 1.88
Test or gI0-7
Boring No.
Test Date:
October 13, 2010
Test Depth:
5.5 ft. Elevation: 16.0 msl
GWT Depth:
6.5 ft. Elevation: 15.0 msl
Soil Desc.:
Tan -Gray Fine Silty SAND (SM)
Test Type:
2" I.D., one dimension vertical
Project: P-714 Physical Fitness Center
Location: MCAS New River, NC
Job Number: 110-5142
Client: HBA-H&AJV
Field Infiltration Test
En viro mn ental
Groundwater
Hazardous Materials
G ®techrd cal
G Industrial Hygiene
FRoEnvironnrerttal
Resources, Inc.
con

Russell, Janet
To: John Moore
Cc: Towler CIV David W
Subject: RE: P-714 Physical Fitness Center
Thank you; then I will confirm the meeting date/time.
Janet
MCAS New River - Express Permit
From: John Moore [mailto:J.MooreCalha-inc.comj
Sent: Wednesday, November 03, 2010 9:36 AM
To: Russell, Janet
Cc: Crystal Hill
Subject: RE: P-714 Physical Fitness Center, MCAS New River - Express Permit
Mrs. Russell,
Crystal was going to have me attend the meeting for her while she is out of town, but if the soonest the meeting can be
scheduled is the 18`" then it may in fact be Crystal attending. So one of us will be in attendance at the meeting on Nov
18 at 11:15AM. Thank you very much.
John R. Moore, PE, LEED AP
Sr. Civil Engineer
H&A Architects & Engineers I ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Russell, Janet[mailto:janet.russellCalncdenr.govl
Sent: Wednesday, November 03, 2010 8:49 AM
To: John Moore
Subject: FW: P-714 Physical Fitness Center, MCAS New River - Express Permit
Mr. Moore:
After re -reading Crystal's email, I see that you will be the one attending the Express Submittal Meeting. Are you
available on the 18`" for the meeting?
Janet Russell
Janet M. Russell
Express Coordinator
910 796-7421
Email correspondence to and from this address is subject to Public Records Law and may be disclosed to third parties.
From: Russell, Janet
Sent: Tuesday, November 02, 2010 1:18 PM
To: 'Crystal Hill'
Subject: RE: P-714 Physical Fitness Center, MCAS New River - Express Permit
Crystal:

For DENR Use ONLT LA-(0 ns
Reviewer:
Q� North Carolina Department of Environment and
�f Natural Resources / soma
riCDENR Request for Express Permit Review / Time
FILL-IN all the information below and CHECK the Permit(s) you are requesting for
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and v
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson((Dncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; daviddee(ancmail.net
• Mooresville & -Patrick Grogan 704.663.3772 or Patrick.aropan(dincmail.net
• Washington Region -Lyn Hardison 252-946.9215 or lvn.hardisonL,ncmail.net
• Wilmington Region -Janet Russell910-350-2004 or ianet.russeoricmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
review. M or Email the completed form to
Enter Related SW
Permits of repuest
SW
SW
SW
SW
SW
o d An
Project Name: P-714 PHYSICAL FITNESS CENTER MCAS, NEW RIVER County: ONSLOW
Applicant: COMMANDING OFFIER, US MCB CAMP LEJEUNE Company:
Address: BLDG 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 25842-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:NORTH QUADRANT OF DOUGLASS ROAD AND UNAMED BEQ ACCESS ROAD
Project Drains into SOUTHWEST CREEK waters — Water classification CNSW (for classification see-hfp://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 Y2 mile and draining to class SA waters / or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: JOHN MOORE Company: HANKINS AND ANDERSON —I)i 111 cxoode I1CCA%g�
Address: 4880 SADLER ROAD City: GLEN ALLEN, State: VA Zip: 23060-_ 1 NOV O 1 2010
Phone:[phone], Fax: [phone], Email: [e-mail] 8d,`l 7,c95'�—
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
y I I sY:
❑ 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
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
El 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 _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
® High Density -Bio-Retention 5 # Treatment Systems ❑ High Density —SW Wetlands _ ❑ # Treatment Systems
El High Density -Other _ # Treatment Systems /❑ MOD:❑ Major El 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 10 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopino and express meetina 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
•r•+r+r+++rrrrrrr+rrsr+rrxrrrxrrrxrrrxx: rxxrxxx++r+r++r+for DENR use only++++++++++xxxxx+xr++++++++rrr++++r xxxxxxxxxxxxxxrxrx+r+r+r r+
Fee Split for multiple permits: (Check# _ _I Total FeeAmount$
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
LAMA
$
Variance (❑ Maj, ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
407:
$
LQS
$ .
Stream Deter,_
1
$
NCDENR EXPRESS March 2009

VICINITY MAP
•
P-714 FITNESS CENTER
PROJECT LOCTION
NOT TO SCALE
��„ r*�-••��-7 q' air _
�IN
lIS
y j}�
! 'F+4 I.J �`y,♦l
.3 _m e
' `• � r
eo
AS202/AS204 NORTH
DEMOLITION
LOCATION

]RIEC]E�`V'lE:�
Stormwater Management Narrative NOV 0 1 2010
for BY: _____---
P- 714 Physical Fitness Center
MCAS (Marine Corps Air Station). New River
The P-714 site is located at the northern quadrant of Douglass Road and the unnamed road serving
BEQ Building AS4212 at MCAS New River. Site development includes construction of a physical fitness
center, outdoor volleyball court and outdoor warrior pit with associated parking, drive isles, sidewalks,
landscaping, utilities, erosion control, grading, stormwater management and best management
practices. This project includes offsite utility extensions for sanitary sewer and natural gas along with
the demolition of the off -site existing physical fitness center. These items are included in the erosion
and sediment control plans, but not applicable for the stormwater management plans.
Wetlands are located in the project site under the entrance bridge in the site permit area. Other
wetland areas are located adjacent to the site along the eastern side. No impacts to the wetlands are
proposed with this project.
The site is currently heavy wooded and the high point is in the middle of the site and drains to the
south to existing drainage channels and existing culverts under Douglass Road. From the existing
culverts under Douglass Road, the site drains to an unnamed tributary to Southwest Creek, Index No.
19-17-(0.5),.classified as C (aquatic life, secondary recreation) and NSW nutrient sensitive waters), then
New River and into the Atlantic Ocean. Approximately 2.5 mile downstream of the site, Southwest
Creek, index 19-17-(6.5) has the addition classification of HOW (high quality waters) added to it. This
project is not within 1 mile of a HOW (high quality waters) or %: mile of SA (market shell fishing, salt
water) waters.
The site permit area is 6.77 acre. Of the 6.77 acres, all 6.77 acres will be disturbed. The pre
developed impervious area is area is 0.01 acres (0.12% of site) and post developed impervious
area is 3.86 acres (57% of site). The stormwater design is for the 2008 Coastal Rule, Section
2.(b)(3)b. Other Coastal Development - High Density option. To meet this requirement, this site
has 5 bioretention basins that store, control and treat the stormwater runoff from the first 1.5
inches of runoff of all the developed area. The post developed 1 year discharge rate does not
exceed the pre developed 1 year discharge rate out of any of the bioretention basins. In addition,
this site has been designed to meet LEED SS Credits 6.1 and 6.2 for stormwater quality and
quantity. There is no offsite runoff draining into the BMPs. The site does not have any existing
buffer requirements, and since there is no surface water within 350+ feet of the site, no buffers are
required. The closest proposed improvement to wetlands, excluding grading, is 20 feet.
The project is in Onslow County and is a CAMA (Coastal Area Management Act) county. Per
correspondence with with Steven Rynas with NCDENR Division of Coastal Management and a
CMAM permit is not required.
A geotechnical report was prepared for this project, "Report of Geotechnical Exploration P714
Physical Fitness Center Marine Corps Air Station New River, North Carolina", dated June 3, 2009,
prepared by GER. A supplemental report, "Report of Additional Soil Borings", dated October 19,
2010 and prepared by GER has infiltration rates and seasonal high water determinations. The

AP N IX
do and V unity aps

bioretention basin are designed to maintain the 2' of separation from the bottom of basin and the
seasonal high water table.
Each of the 5 bioretention basins has been analyzed to insure sure the post developed 1 year
discharge rate does not exceed the pre developed discharge rate. Each bioretention basin was
modeled in HydroCAD using the SCS TR-20 method.

AYl
EN IX
Infiltration SyX
nvesti tion eport

3.0
25
20
d
R
3
O
1.5
w
_d
10
05
0.0
0 10 20 30 40 50 60 70 80 90 100
Time (minutes)
tr
r o- !
0r } F t E r i'r v
�.
'f3 t o
WI i
zx
A 7
E Y
�
t
t47 t o µ r� td P
Jl:
fi4
W i � 1 L t £'i �
i y+ s
r fi sr 3s P � 1qF
4
kA h�tHr�7 lrff 4
.,
�t!^�"Lt�ik�fr
-.+.5^s4�i
P7lLiF
�p[C td^t �fci} F}
tb".�", e�afr
.l�f`s�,a•`+`r�IrzsY`rhlt�t;�+tzl F7.rfN{"��'t
!�i ?r t�n.�'t Ltt.
o}! zt frrtn rs'y
a anz, J,r 51 r*a+N� ",� t!t'`'
u'
..£a•! ,ass cF t73§x maK r .,'rr 43 t r r vs.4_'r xiFM
�;alfir.
tar} £+ {� �
'Sf6#�t7aF#$a7a� ai "d?4a � �YL SFi�i. ,F'mma'G�u('YtY�I L�f S
h
i �
ti
...... u £
� � i3 t:
++i��M1�
.. 'eFtii YL'fitl M1, ir`i}.F Jt }f, .m. is`�+5]..�•u64.� 1'tS2� Hr i��£t �tl :�r3
.,
�.. r� Ii t^•'Lr+RNA!
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/it.2): 1.56E-04
inches per minute (in./min.): 0.11
minutes per inch (min.An.): 8.9
inches per hour (in./hr.): 6.72
Test or BIU-8
Boring No.
Test Date: October 13, 2010
Test Depth: 2.0 ft. Elevation: 17.0 msl
GWT Depth: 4.0 ft. Elevation: 15.0 msl
Soil Desc.: Tan -White Fine SAND (SP-SM)
Test Type: 2" I.D., one dimension vertical
Project: P-714 Physical Fitness Center
Location: MICAS New River, NC
Job Number: 110-5142
Client: HBA-H&AJV
Field Infiltration TestAMM
En
v4o nm ental
Groundwater
Hazardous Materials
G ®technl cal
a,a usirml Mygiane
QbK
oEnvimnmentalResources, Inc.
Consulting En

N.
0.6
0.4
0.2
0.0
1.
.`
..
..
in
In i
stiin
M
_Inin
; 4
S
v
; +
> v
w
n
0 20 40 60 80 100 120
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cis/it.2): 4.96E-05
inches per minute (in./min.): 0.04
minutes per inch (min.ln.): 28.0
inches per hour (in./hr.): 2.14
Test or gI0-9
Boring No.
Test Date: October 13, 2010
Test Depth: 2.0 ft. Elevation: 17.0 msl
GWT Depth: 4.0 ft. Elevation: 15.0 msl
Soil Desc.: Tan -Orange -Brawn Fine Silty SAND (SM)
Test Type: 2" I.D., one dimension vertical
Project:
P-714 Physical Fitness Center
Location:
MCAS New River, NC
Job Number:
110-5142
Client:
HBA-H&AJV
Field Infiltration Test
Environmental
Groundwater
Hmtdous Materials
G m technl cal
trial ust rtal Hygl one
G FRoEnvironmental
Resources. Inc.
Con

RECEIVED
NOV 2 3 2010
BY:�_