SW8091111_HISTORICAL FILE_20210317

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 pg1111
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
202► 03I-i
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
March 17, 2011
Division of Water Quality
Coleen H. Sullins
Director
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 091111
Courthouse Bay BEQ's P-1142
Construction Contract# N6247O-06-D-6002-XO23
High Density Commercial Infiltration Basin Project— SA Waters
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete modified State Stormwater
Management Permit Application for the Courthouse Bay BEQ's, P-1142 on March 11,
2011. 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 091111 dated
March 17, 2011, for the construction of the subject project. Please replace the old
approved plan sheets with the new ones.
This permit shall be effective from the date of issuance until May 7, 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 150E 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 Christine Nelson, or me at [phone].
Sincerely,
_ Georgette Scott
1-ri-.'-'1. Stormwater Supervisor
Division of Water Quality
GDS/can: S:\WQS\STORMWATER\Permits & Projects\2009\091111 HD\2011 03 permit 091111
cc: Perry Davis, Cape Fear Engineering
Wilmington Regional Office
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877.623-6748 North Carolina
Internet: www.ncwaterquality.org ��turQ���
An Equal Oppodunily 1 Affirmative Action Employer !4

State Stormwater Management Systems
Permit No. SW8 091111
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
US Marine Corps Base, Camp Lejeune
Courthouse Bay BEQ, P-1142
Grace Street, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) infiltration basin with storage in a
remote basin in compliance with the provisions of Session Law 2008-211 and 15A
NCAC 2H .1000 (hereafter collectively and separately 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 May 7, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
Within the redevelopment portion of the project area, there is a total of 119,620
square feet of existing impervious area. This project proposes a total of 96,773
square feet of impervious area, as shown on the approved plans, which is a
reduction of 22,847 square feet of impervious area. Due to a portion of the
proposed impervious area being located closer to the surface water, the runoff
from 33,859 square feet of impervious area will be collected and treated in the
infiltration basin. The remaining 62,914 square feet of impervious area will be
treated via sheet flow through vegetated areas prior to entering an existing ditch,
which has been found to be equal or better stormwater control than had
previously existed.
3. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The infiltration basin
with storage in the remote basin has been designed to handle the runoff from
267,686 square feet of impervious area. This permit does not allocate any
impervious area for future development.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 091111
4. This infiltration basin must be operated with a 50 foot vegetated filter, designed to
pass the peak flow from the 10 year storm in a diffuse and non -erosive manner.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
7. Under redevelopment guidelines, a 30 foot wide vegetated buffer must be
provided adjacent to surface waters measured perpendicular to and horizontally
from, the normal pool of impounded structures, the top of bank of streams and
rivers, and the mean high water mark of tidal waters.
8. The following design criteria have been permitted for the infiltration basin
stormwater facility and must be provided and maintained at design condition:
Storage Basin
16
Infiltration Basin
1A
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
5.01
218,218
None
3.55
154,578
None
b. Total Impervious Surfaces, ft :
Onsite, ft2:
Offsite, ft2:
162,353
162,353
None
105,333
105,333
0
c. Design Storm, inches:
3.83
3.83
d. Basin Depth, ft:
4.25
3.3
e. Bottom Elevation, FMSL:
4.0 4.5 PPE
4.0
f. Bottom Surface Area, ft:
8,148 at PPE
7,664
9. Storage/Bypass Weir Elevation, FMSL:
8.25
7.3
h. Storage/Bypass Weir Surface Area, ft :
12,905
12,332
i. Permitted Stora e Volume`
32,829
39 335
j. Pump:
Operating Pump Range, gpm:
Pump Off, FMSL:
Pump On, FMSL:
Tsurumi NK-2 series
103
4.5
5.5
n/a
k. Type of Soil:
Murville
I. Expected Infiltration Rate, in/hr:
6.7
m. Seasonal High Water Table, FMSL
2.0
n. Time to Draw Down, days:
2.36
o. Rec6Z Stream/River Basin:
Courthouse Bay / White Oak
Stream Index Number:
19-36
q. Classification of Water Body:
The infiltration basin, 1A, is sized to handle the runoff directly flowing into the basin
and the pump rate from the Storage Basin, 1 B
It. 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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 091111
3. 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 revegetation 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 bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
5. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
6. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
7. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
8. Upon completion of construction, prior to issuane of a Certificate of Occupancy,
and prior to operation of this permitted facility, ace rtification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area. The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 091111
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
2. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
appropriate documentation as listed on page 2 of 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 the 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. 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.
7. 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.
8. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2008-
211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 091111
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 17th day of March 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 091111
Courthouse Bay BEQs, P-1142
Stormwater Permit No. SW8 091111
Construction Contract # N62470-06-D-6002-X023
Onslow Countv
Designer's Certification
1, , as a duly registered
State of North Carolina, having been authorized to
time) the construction of the project,
(Project)
in the
observe (periodically/ weekly/ full
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 7 of 8

State Stormwater Management Systems
Permit No. SW8 091111
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 bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 8 of 8

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable I ules: ❑ Coastal SW -1995 Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Storm water Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This forty nay 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.):
Courthouse Bay GEC's P-1142
2. Location of Project (street address):
City:Camp Lp'm.iv�k County:Onslow Zip:28547-2539
3. Directions to project (from nearest major intersection):
Intersection of US 17 and FI WY 172. Travel East on H WY 172 approximately 11.0 miles. Turn Right onto
Marines Road / Landing Road. Turn Right onto Grace Street. Site is located at parking lot.
4. Latitude:34* 35' 03" N Longitude:77° 22' 00" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 091111 , its issue date (if known)May 7, 2010 , 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 ®I-ligh Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, 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 ❑Seclimentation/Erosion Control: _
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
ac of Disturbed Area
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:
RECEIVED
Form SWU-101 Version 07hm2010 Page I of FEB 2 4 2011
BY:

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:Marine Corp'4 Base Camp Leieune
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:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):
City: State: Zip:
Phone: (910 ) 451-2213 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
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone:
Fax:
Zi
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
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
FormSWU-101 Version 07Jun20 10 Page 2of7
FEB 2 4 2011
Rv.

Phone:
Fax: ( I
4. Local jurisdiction for building permits: MCAS Camp Lejeune
Point of Contact Doris Hardin -Langley Phone #: [phone]
IV. PROJECT INFORMATION
1. In the space provicled below, briefly summarize how the stormwater runoff will be treated.
a
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph 11 - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 19.46 acres 5. "Total Coastal Wetlands Area: n/a acres
6. Total Surface Water Area: n/a acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:19.46 acres
* Total project area shall be calculated to exclude the follotvin the normal loot of im`hmmded structures, the area
between the banks of streams and rivers, the area belceo the Nornml High Zter (NM line or Mean High Water
(MHW) line, and coastal Wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal Wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 37.62
9. How many drainage areas does the project have?2 (For high dmnsihj, count 1 for each proposed engineered
stornnvater BMP. For loin 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.
FormSWU-101 Version 07Jun2010 Page 3of7
R-RCEIVED
FEB 2 4 2011
BY:

s4A41A;tih Rekieloon' xi
Basin Information
Drainage Area 1
Drainage Area_
Draina e Area 2
Drainage Area _
Receiving Stream Name
Courthouse Bay
Courthouse Bay
Stream Class *
SA;FIQW
SA;HQW
Stream Index Number *
19-36
19-36
Total Drainage Area (so
372,796 sf (8.56
ac)
214,086 sf (4.91
ac
On -site Drainage Area (so
372,796 sf (8.56
ac)
214,086 sf (4.91
ac
Off -site Drainage Area (so
n/a
n/a
Proposed Impervious Area" (so
267,686 sf (6.15
ac
S A92sf (t44
to S14 ac 1,44
Impervious Area** total
71.80%
ag,y '2�0/o
Impervious— Surface Area
Drainage Area 1
Drainage Area _
Drainage Area 2
Drainage Area _
On -site Buildings/Lots (so
16,073 sf (0.37
ac)
23,361 sf (0.54
ac
On -site Streets (so
16,396 sf (0.38
ac)
20,228 sf (0.46
ac
On -site Parking (so
221,481 sf (5.08
ac
On -site Sidewalks (so
9,915 sf (0.23 ac)
7,418 sf (0.17 ac)
Other on -site (so
llg07 (0•a)oc
Future (so
Off -site (so
Existing BUA*** (so
3,821 sf (0.09 ac)
Total (so:
267,686 sf (6.15
ac)
'9h,997-sf (9,<
hdgt ac) I.49
" Stream Class and Index Number can be determined at: in�)://Inortal.tncdear.oroioebAt;43s/csu/classificationts
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will rennin after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. delineation taken
Projects in Union Comity: Contuc(DIVo Central Qce .rlq(fto check if the project is located within a "l'lm•eatened
Endangered Species watershed that may he subject to more stringent stornnvater requirements as per NCII C 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://12ortal.nccienr.org/web/wq/ws/su/bmp-manual.
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 fromhtto://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. Thecomplete
application package should be submitted to the appropriate DWQ Office. (fhe appropriate office may be
found by locating project on the interactive online map at ham://12ortal.ncdenr.org/web/wq/ws/su/mats.)
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://portal.ncdenr.orVIweb/wq/ws/su/statesw/forms dots.
Initialp
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 W /A
Form. (if required as per Part VII below)
~"c`� v`..ID
Form SWU-101 Version 073un2010 Page 4 of 7�
FEB 2 4 2011
ate.

3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M -CI
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCOENR. (For an Express review, refer to N -yAAr
http://www.envhelp.org/pages/`onestol2express.html 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.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
I,-l k�
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the N /t (;N
Qptcuvgt.
receiving stream drains to class SA waters within rh mile of the site boundary, include the 1/ k�e ; t
mile radius on the map. sQv7-";rrAL)
7. Sealed, signed and dated calculations. MrJ4-
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MI -I W or NHW line of tidal
waters, and any coastal wetlands landward of the MI -I W 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 NFIW) 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).
N
1 0h^-t6 t NP�-
9. Copy of any applicable soils report with the associated SFI WT elevations (Please identify
N
elevations in addition to depths) as well as a map of the boring locations with the existing
Po2mt 7
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
S�13N XTAf-)
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 verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: -N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N / A
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 21-1.1003(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.
httl2://www.secretary.state.iic.us/Corporations/CSearch.aspx
xEcr1VED
Form SWU-101 Version 07Jun2010 Page 5 of 7 FEB 2 4 Z011
BY:

VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
Imp://portal.ncdenr.org/web/wq/ws/so/statesw/forms does. 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.
Vill. 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.Perry G. Davis
Consulting Firm: Cape Fear Engineering, Inc
Mailing Address:151 Poole Road, Suite 100
City:Belville State:NC Zip:28451
Phone: (910 ) 383-1044
I"mail:[e-mail]
Fax: (910 ) 383-1045
IX. PROPERTY OWNER AUTHORIZATION (if Con tact Information, item 2 has been filted out, complete this
section)
I, (print or hjpe nante of person listed in Contact Information, item 2n) certify that I
own the property identified in this permit application, and thus give permission to (print or hIpe name of person
listed in Contact Information, item In) with (print or type none of organization listed in
Contact Information, item 1n) 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.
FormSWU-101 Version 07Jun2010 Page 6of7 FEB 2 4 2011
BY:

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Da
a Notary Public for the State of , County of
do hereby certify that
personally appeared
before me this _ day of , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
1, (print or hjpe name of person listed in Contact Information, item In) Carl Baker
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stor/n//y�xvoo��'//ter rules u errn15nA NCAC 21-1 .1000, SL 2006-246 (Ph. 11 - Post Construction) or SL 2008-211.
Signature: \O,f Q M -/ Date: I;p
p�� f
I,-I(�%)t — tVOr6-s,allo�tary�P_ublicfortheS/tateof�0(4CM0 CUCountyof
h o`J do hereby certify that ll ���QheJi personally appeared
before me this ($ day of ` ` bf%AOLVI 9011 , and ack wledge the due execution of the application for
a stormwater permit. Witness my hand nd official seal,
SYLVIA NORRIS
NOTARY PUBLIC
ONSLOW COUNTY,
MY COMMISSION EXPIRES 2.FIS
SEAL
My commission expires-3 ao,5
FormSWU-101 Version071un2010 Page 7of7 1 FEB 2 4 2011

Sheetl
COURTHOUSE BAY SITE BUA DATA SHEET:
Draining to BMP
Drainage Area to
Drainage Area 1 B
Basin Information
Total Drainage (1A+ 1 B)
(to Infiltration Basin)
(to Storage Basin)
Receiving Stream Name
Courthouse Bay
Courthouse Bay
Courthouse Bay
Receiving Stream Class
SA;HWQ
SA;HWQ
SA;HWQ
Drainage Area
372,796 sf or 8.56 ac
154,578 sf or 3.55 ac
218,218 sf or 5.01 ac
Proposed Impervious Area
267,686 sf or 6.15 ac
105,333 sf or 2.42 ac
162,353 sf or 3.73 ac
% Impervious Area (total)
71.80%
68.14%
74.40%
Impervious Surface Area
On -site Buildings / Driveways
16,073 sf
or
0.37
ac
16,073 sf
or
0.37
ac
0 sf
or
0.00
ac
On -site Streets & Curbing
16,396 sf
or
0.38
ac
16,396 sf
or
0.38
ac
0 sf
or
0.00
ac
On -site Parking
221,481 sf
or
5.08
ac
69,354 sf
or
1.59
ac
152,127 sf
or
3.49
ac
On -site Sidewalks
9,915 sf
or
0.23
ac
3,510 sf
or
0.08
ac
6,405 sf
or
0.15
ac
Future - Reserve
0 sf
or
0.00
ac
0 sf
or
0.00
ac
0 sf
or
0.00
ac
Existing
3,821 sf
or
0.09
ac
0 sf
or
0.00
ac
3,821 sf
or
0.09
ac
TOTALS 267,686 sf or 6.15 ac 105,333 sf or 2.42 ac 162,353 sf or 3.73 ac
FEB 2 4 2011 vI Page 1

MEMORY TRANSMISSION REPORT
FILE NO.
222
DATE
03.17 15:20
TO
R 919104512927
DOCUMENT PAGES
9
START TIME
03.17 15:20
END TIME
03.17 15:22
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE
TIME :03-17-'11 15:22
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
*k!
Stag of Nortt. Carotins
pvpseem�ut M 6nW�oameut autl Natv�'W lu�aur�n�
WttmtoIIton Rny}onv ORtca
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Fn. Fnx. fQjQ]330-J004
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MEMORY TRANSMISSION REPORT
FILE NO.
223
DATE
03.17 15:21
TO
S 93831045
DOCUMENT PAGES
9
START TIME
03.17 15:22
END TIME
03.17 15:24
PAGES SENT
9
STATUS
OR
*** SUCCESSFUL TX NOTICE
TIME :03-17-'ll 15:24
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
***
Sanm orrvo.rn caroum
r>°r.�a.ne.ea or ¢n.4rnr...ena .na Iv.aora
Re.o ors...
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� gooCAPE FEAR
o
Engineering, Inc.
151 Poole Road, Suite 100
BBNllle, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
To:
NC DWQ Surface Water Protection
State Stormwater Section
127 Cardinal Drive Ext.
Wilmington, NC 28405
Attn:
Christine Nelson
RECO MAR 11 2011
Transmittal
Date: March 11, 2011
File: 558-66 "36"
Subject: Courthouse Bay P-1142
MCB — Camp Lejeune
SW8 091111 Modification
Express Review Program
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
'nal
Description
1
7rgi
Cover Letter
1
Copy
Revised Infiltration Basin Supplement
1
Copy
Revised Calculations
1
Copy
Revised Level Spreader #1A Supplement (Page 1 of 3)
1
Copy
Revised Level Spreader #1 B Supplement (Page 1 of 3)
1
Copy
Existing Conditions Exhibit (Half Size)
1
Copy
Vicinity Map
3
Copy
Revised Stormwater Plan Sheets CS-107, CS-109, & CS-110
REMARKS Please find the above information in response to your Request for Additional Information dated
March 3, 2011. Please note that an additional copy of the revised plan sheets have been included to be
stamped approved and returned to CFE. If you have any questions or need any additional information
please do not hesitate to contact me directly. Thanks.
CC: Cape Fear EEEnngineering, nc.
File 558-66 "36" -A�
Signed:
Matthew Haley, E.I.
Received By:
MAR 1 1 2011
PA558\558-M Counhouse Bay P14001 min\STOR MwATER12011-03-11 Trans_NCDENR.dw BY:

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5tormwater
Calculations
Subject:
Courthouse Bay P-1142
Modification for P-1400 Marine Corps Energy Initiative
MCB Camp Lejeune, North Carolina
Prepared for:
Marine Corps Base, Camp Lejeune
Building 1005, Michael Road
MCB Camp Lejeune, NC 28547
Date: February 2011
Revised: March 2011
Prepared by:
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, North Carolina 28451
[phone]
- --•r,77�
MAR 1 1 2011

Water Quality Calculations
,aIVED
LMAR 1 1 2011
.Y:

INFILTRATION BASIN DATA SHEET
DE51GN CALCULATIONS FOR
� COURTHOUSE BAY
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (A1):
PERCENT IMPERVIOUS (1):
218,218 50. FT
BUILDINGS:
0
SQ.
FT
PARKING:
152,127
50.
FT
SIDEWALKS:
G,405
50.
FT
EXISTING:
3,821
5Q.
FT
RESERVE:
O
50.
FT
TOTAL:
I G2,353
50.
FT
I = Ad/Ai = 74.40%
DATE: 3/9/2011
PROJECT NO.: 558-GG
DESIGNED BY: MTN
Note: System shall be designed to store the larger of the 1 .5" water quality design storm or the
difference In the pre -development and post -development volume for the I -year 24-hour storm event. See
calculations below for how each volume was determined.
REQUIRED VOLUME (1 .5" SIMPLE METHOD) = 19,G29 CF
REQUIRED VOLUME (PRE -POST I -YR 24-HP) = 38,801 CF
DESIGN VOLUME = 35,501 CF
REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05 +0.009' (I)
Rv= 0.71959505
VOLUME= I .5"Pv'AcI= 0.450G 1 008 AC -FT
19,G29 FT^3
P:\558\558-GG Courthouse Bay P 1400\CALC5\5tormwater\201 1 -03-09 CB -Infiltration Basn Calc5
RS C'F."gT-jq�7
MAR 1 1 2011
BY:
INF STORAGE BA51N
DATA SHEET
PAGE I OF 5

REQUIRED VOLUME (PRE -POST I -YEAR 24-HOUR)
PRE -DEVELOPMENT I
% IMPERVIOUS = 2.5% G,?V,,3 a7a77 3f j1 3OA
P.v=0.05 +0.009' (()
Rv= 0. I G25
VOLUME= 3.83"'Rv'Acl = 0.259820G I AC -FT
= 11,315 FT^3
POST -DEVELOPMENT
% IMPERVIOUS = 74.4%
Rv=0.05 +0.009' (I)
Rv= 0.71959508
VOLUME= 3.83" Pv'Ad = 1 .15055773 AC -FT
= 50, 118 FT-3
VOLUME POST - VOLUME PRE = 38,801 CF
VOLUME PROVIDED
INCREM.
TOTAL
F.L.
SA (5f)
VOL, (CF)
VOL (CF)
PUMP OFF 4.5
8, 146
0
0
5
8.724
4,218
4,218
5.5
9,32G
4,513
5,731
G
9.555
4,821
13,552
7
1 1,273
1 O,G I G
24, I G7
8
1 2,GG9
1 1,971
3G, 138
WEIR 8.25
12,005
3, 197
35,335
5.75
13,37G
9,7G7
45,505
STORAGE VOLUME
PROVIDED AT
ELEV (8.25) = 35,335 CF
11 VOL. PROV'D= 30,335 > 36,601 =VOL. REQ'D OK
P:\558\558-GG Courthouse Bay P 1400\CALC5\5tormwater\201 I-03-09 C.Infiltration Basin Calcs
MAR 1 1 2011
INF STORAGE BA51N
DATA SHEET
PAGE 2 OF 5

INFILTRATION BASIN # 1 A ONLY
DRAINAGE AREA (Ad) =
154,576
5Q.
FT
IMPERVIOUS AREA (AI):
BUILDINGS:
I G,073
SQ.
FT
STREETS:
I G.39G
50.
FT
PARKING
G9,354
SQ.
FT
51DEWALKS
3,510
50.
FT
TOTAL:
105,333
5Q.
FT
PERCENT IMPERVIOUS (I):
I = AWN = G8. 14%
Note_ System shall be designed to store the larger of the 1 .5" water quality design storm or the
difference in the pre -development and post -development volume for the I -year 24-hour storm event. See
calculations below for how each volume was determined.
REQUIRED VOLUME (1 .5" SIMPLE METHOD) = 12.81 G CF
REQUIRED VOLUME (PRE -POST I -YR 24-HR) = 24,440 CF
DESIGN VOLUME = 24,440 CF 11
REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05 +0.009' (I)
Rv= O.GG3280G7
VOLUME= 1.5"'Rv'Ad = 0.25421 GG AC -FT
12,81G FT^3
MAR 1 1 Z011
/a.
INF STORAGE BA51N
DATA SHEET
P:t558%558-GG Courthouse Bay P 140GCALC5\5tormwater1201 1 -03-09 CB -Infiltration Basin CAV5 PAGE 3 OF 5

REQUIRED VOLUME (PRE -POST I -YEAR 24-HOUR)
PRE -DEVELOPMENT �pa5O
% IMPERVIOUS = 13. 1 % G p-vx t
Rv=0.05+0.009'(1) t
Rv= 0. 1 G79
VOLUME= 3.83-Rv'AcI = 0. 150) G388 AC -FT
8,284 FT^3
PRE -DEVELOPMENT
IMPERVIOUS = G8. 14%
Rv=0.05 +0.009' (I)
Rv= O.GG3280G7
VOLUME= 3.83"'Rv'Acl = 0.75 123305 AC -FT
32,724 FT^3
VOLUME P05T - VOLUME PRE = 24,440 CF
TOTAL REQUIRED STORAGE VOLUME
NOTE: BECAUSE THE INFILTRATION FLOW RATE OUT OF BA51N # I A (I. 15 CF5) GREATLY EXCEEDS THE PUMPING RATE
FROM STORAGE BA51N N I B (0.23 CFS) THERE 15 NO NEED FOR ANY ADDITIONAL STORAGE VOLUME IN BA51N N I A.
TOTAL KEQ'D VOLUME = 24,440 CF
VOLUME PROVIDED:
INCREM.
TOTAL
Fes.
SA (5F)
Vol- (CF)
VOL. (CF)
4
7,GG4
0
0
5
5,011
8,338
8,335
G
10,4 1 G
5,7)4
1 8,05 1
7
1 1,577
1 1, 1 47
29,198
WEIR 7.3
12,332
3,G31
32,529
8
13,395
5,005
41,834
1 .5"
STORAGE VOLUME PROVIDED AT
ELEV (7.3) = 32,829 CF
VOL. PROV'D= 32,629 > 24,440 =VOL. REQ'D OK
`A555\555-GG Courthouse Bay P 1400\CALC5\5tormwate`i201 1-03-09 CB -Infiltration Balm Calc5
PIT CFJVE
MAR 1 1 2011
r v.
INF STORAGE BA51N
DATA SHEET
PAGE 4 OF 5

DRAWDOWN TIME:
INFILTRATION BA51N # I A
LINEAR INFILTRATION RATE =
G.7
IN/HR
=
0.000) 55
FT/5
BASIN BOTTOM AREA =
7,GG4
5F
INFILTRATION FLOWRATE =
1. 1 88G25G3
CF5
VOLUME TO DRAWDOWN =
32,829
CF
INFILTRATION TIME = 4GO MIN
7.7 HOURS
0.32 DAYS
STORAGE BASIN # 113
PUMP RATE =
0.23 CF5
VOLUME TO DRAWDOWN =
35,335 CF
PUMPING TIME =
2550 MIN
=
-17.5 11OUR5
=
1.58 DAYS
LINEAR INFILTRATION RATE =
G.7 IN/t K
=
0.000155 FT/5
BA51N BOTTOM AREA =
7,GG4 SF
INFILTRATION FLOWRATE =
1. 188G29G3 CF5
VOLUME TO DRAWDOWN =
33,335 CF
INFILTRATION TIME = 552 MIN
5.2 HOURS
0.38 DAYS
(FROM DRAINAGE BA51N # I A ONLY)
TOTAL DRAWDOWN TIME = PUMPING TIME + INFILTRATING TIME _
F:\558\558-GG Courthouse Bay f 1400\CALC5�5tormwater\201 -03-03 CB -Infiltration BaSm Calc5
2.3G DAYS
VFD
MAR 1 1 Y011
INF STORAGE BASIN
DATA SHEET
PAGE 5 OF 5

C
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P-1400 rq CB MARINE
CAMPLIE EUNEP AINITIATIVES ENERGY PRE -FINAL CKSONVILLE, NORTH CAROLIN$ lu
� ®®
COURTHOUSE BAY — EXISTING CONDITIONS i
J

..
Routing Calculations
MAR 1 1 2011
*Y:

` HydrafloW Table of Contents 2011-03-09 CB-ROUTING.gpw
n Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Watershed Model Schematic................................................................................ 1
Hydrograph Return Period Recap........................................................................ 2
iW
SummaryReport
...................................................................................................................
3
HydrographReports.............................................................................................................
4
Hydrograph No.
1, SCS Runoff, Storage Basin Pre-Dev..................................................
4
Hydrograph No.
2, SCS Runoff, Inf Basin Pre-Dev............................................................
5
Hydrograph No.
3, Combine, Combined Pre-Dev..............................................................
6
Hydrograph No.
5, SCS Runoff, Post-Dev Storage Basin ..................................................
7
Hydrograph No.
6, Reservoir, Routed Storage Basin.........................................................
8
PondReport
- Storage Basin.........................................................................................
9
Hydrograph No.
8, Diversion1, Pumped to Inf Basin ........................................................
11
Hydrograph No.
9, Diversion2, Through VFS & Spillway .................................................
12
Hydrograph No.
11, SCS Runoff, Post-Dev Inf Basin ......................................................
13
Hydrograph No.
13, Combine, From Storage+Post Dev Infil. Basin .................................
14
Hydrograph No.
15, Reservoir, Inf Basin Routed.............................................................
15
Pond Report
- Infiltration Basin....................................................................................
16
Hydrograph No.
17, Combine, Combined Post................................................................
18
10 - Year
SummaryReport .................................................................................................................
19
HydrographReports...........................................................................................................
20
Hydrograph No.
1, SCS Runoff, Storage Basin Pre-Dev................................................
20
Hydrograph No.
2, SCS Runoff, Inf Basin Pre-Dev..........................................................
21
Hydrograph No.
3, Combine, Combined Pre-Dev............................................................
22
Hydrograph No.
5, SCS Runoff, Post-Dev Storage Basin ................................................
23
Hydrograph No.
6, Reservoir, Routed Storage Basin .......................................................
24
Hydrograph No.
8, Diversion1, Pumped to Inf Basin ........................................................
25
Hydrograph No.
9, Diversion2, Through VFS & Spillway .................................................
26
Hydrograph No.
11, SCS Runoff, Post-Dev Inf Basin ......................................................
27
Hydrograph No.
13, Combine, From Storage+Post Dev Infil. Basin .................................
28
Hydrograph No.
15, Reservoir, Inf Basin Routed.............................................................
29
Hydrograph No.
17, Combine, Combined Post................................................................
30
MAR 1 1 Z011

1
Watershed Model Schemat �Fdraflow Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Y 13
Legend
Hvd. Origin Description
1
SCS Runoff
Storage Basin Pre-Dev
2
SCS Runoff
Inf Basin Pre-Dev
3
Combine
Combined Pre-Dev
5
SCS Runoff
Post-Dev Storage Basin
6
Reservoir
Routed Storage Basin
8
Diversionl
Pumped to Inf Basin
9
Diversion2
Through VFS & Spillway
11
SCS Runoff
Post-Dev Inf Basin
13
Combine
From Storage+post Dev Infil. Basin
15
Reservoir
Inf Basin Routed
17
Combine
Combined Post
ol9
Y 17
RTrCE VED
MAR 1 1 2011
Project: CB-ROUTING.gpw I Wednesday, Feb 23, 2011

Hydrograph Return Period Rytcovographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
---
0,099
----
--
- — -
2,890
--
--
--
Storage Basin Pre-Dev
2
SCS Runoff
0.013
1.111
Inf Basin Pre-Dev
3
Combine
1,2
0.099
----
----
-----
4.000
----
------
-----
Combined Pre-Dev
5
SCS Runoff
9.062
21.79
Post-Dev Storage Basin
6
Reservoir
5
0.230
--
---
--
11.41
--
--
Routed Storage Basin
8
Diversionl
6
0.230
---
---
----
0.230
---
----
---
Pumped to Inf Basin
9
Diversion2
6
0.000
11.18
Through VFS & Spillway
11
SCS Runoff
----
3.971
-----
-----
-----
10.43
-----
------
-------
Post-Dev Inf Basin
13
Combine
8, 11,
4.201
10.66
From Storage+Post Dev Intl. Basin
15
Reservoir
13
0.000
-----
-----
-----
0.000
------
------
-----
Inf Basin Routed
17
Combine
9, 15,
0.000
11.18
Combined Post
MAR 1 1 2011
Proj. file: 2011-03-09 CB-ROUTING.gpw
Friday, Mar 11, 2011

Hydrograph Summary Re Kyld aflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cult)
(ft)
(cuN)
1
SCS Runoff
0.099
1
839
2,555
--
--
Storage Basin Pre-Dev
2
SCS Runoff
0.013
1
1043
390
Inf Basin Pre-Dev
3
Combine
0,099
1
916
2,945
1,2
--
Combined Pre-Dev
5
SCS Runoff
9.062
1
732
38,464
----
----
------
Post-Dev Storage Basin
6
Reservoir
0.230
1
714
30,567
5
7.35
28,403
Routed Storage Basin
8
Diversionl
0.230
5
3570
152,833
6
Pumped to Inf Basin
9
Diversion2
0.000
5
n/a
0
6
Through VFS & Spillway
11
SCS Runoff
3.971
1
747
23,408
----
-----
----
Post-Dev Inf Basin
13
Combine
4.201
1
747
53,976
8, 11,
---
---
From Storage+post Dev Infil. Basin
15
Reservoir
0.000
1
1150
0
13
5.13
9,632
Inf Basin Routed
17
Combine
0.000
1
1150
0
9, 15,
---
--
Combined Post
MAR 1 1 2011
2011-03-09 CB-ROUTING.gpw
Return Period: 1 Year
Friday, Mar 11, 2011

4
Hydrograph Report
1 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 1
Storage Basin Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 0.099 cfs
Storm frequency
= 1 yrs
Time to peak
= 839 min
Time interval
= 1 min
Hyd. volume
= 2,555 cult
Drainage area
= 5.010 ac
Curve number
= 45'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 48.66 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.690 x 98) + (4.310 x 36)) / 5.010
Storage Basin Pre-Dev
Q (Cfs) Q (Cfs)
Hyd. No. 1 -- 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
n <�VED
MAR 1 1 Z011
Ir1:

Hydrograph Report 5
_ Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 2
Inf Basin Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 0.013 cfs
Storm frequency
= 1 yrs
Time to peak
= 1043 min
Time interval
= 1 min
Hyd. volume
= 390 cuft
Drainage area
= 3.550 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 41.10 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
�TED
MAR 1 1 Z011
Inf Basin Pre-Dev
Hyd. No. 2 -- 1 Year

- Hydrograph
Report
s
Hydraflow Hydrographs Extension
for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 3
Combined Pre-Dev
Hydrograph type
= Combine
Peak discharge
= 0.099 cfs
Storm frequency
= 1 yrs
Time to peak
= 916 min
Time interval
= 1 min
Hyd. volume
= 2,945 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 8.560 ac
Combined Pre-Dev
Q (Cfs) Q (Cfs)
Hyd. No. 3 -- 1 Year
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 —Hyd No. 1 —Hyd No. 2 Time (min)
"TVED
MAR 1 1 2011
I

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 5
Post-Dev Storage Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 9.062 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 38,464 cuft
Drainage area
= 5.010 ac
Curve number
= 83
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.34 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev Storage Basin
Q (ems) Hyd. No. 5 -- 1 Year
10.00
m
Om
4.00
2.00
WWP
Q (cfs)
10.00
M
"fill
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
F3� �1"' V �.�
MAR I 1 2011

Hydrograph
Report
$
- Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 6
Routed Storage Basin
Hydrograph type
= Reservoir
Peak discharge
= 0.230 cfs
Storm frequency
= 1 yrs
Time to peak
= 714 min
Time interval
= 1 min
Hyd. volume
= 30,567 cult
Inflow hyd. No.
= 5 - Post-Dev Storage Basin
Max. Elevation
= 7.35 ft
Reservoir name
= Storage Basin
Max. Storage
= 28,403 cult
Storage Indication method used
Routed Storage Basin
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0 00 0 00
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 6 — Hyd No. 5 ® Total storage used = 28,403 cult
7MAR:ThVjE-D
3000
Time (min)

Pond Report
Vj
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
in Pond No. 1 - Storage Basin
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 4.50 it
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (scift)
Incr. Storage (cuft)
Total storage (cult)
0.00
4.50
8,148
0
0
0.50
5.00
8,724
4,217
4,217
1.50
6.00
9,958
9,333
13,550
2.50
7.00
11,273
10,608
24,158
3.50
8.00
12,669
11,963
36,121
4.25
8.75
13,376
9,765
45,885
Friday, Mar 11, 2011
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
Inactive
0.00
0.00
Crest Len (ft)
= 2.00
20.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 8.25
8.25
0.00
0.00
No. Barrels
= 10
10
0
0
Weir Coeff.
= 3.330.00
2.60
3.33
3.33
Invert El. (ft)
= 5.00
0.00
0.00
0.00
Weir Type
= 1
Broad
-
-
Length (ft)
= 34.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 4.40
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note.Culvert/Orifice outflows are analyzed under inlet(ic) and outlet (oc) control. Weir risers checked for critics conditions l ic) and submemence(a).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cis cis cis cfs cis cfs cis cis cis
0.00
0
4.50
0.00 -- -- --
0.05
422
4.55
0.00
0.10
843
4.60
0.00 - -- -
0.15
1,265
4.65
0.00
0.20
1,687
4.70
0.00 - -- --
0.25
2,108
4.75
0.00
0.30
2,530
4.80
0.00 - -- -
0.35
2,952
4.85
0.00 - - --
0.40
3,373
4.90
0.00 -- - --
0.45
3,795
4.95
0.00 -
0.50
4,217
5.00
0.00 -- -- --
0.60
5,150
5.10
0.00 -
0.70
6,083
5.20
0.00 -- -- --
0.80
7,017
5.30
0.00 - - -
0.90
7,950
5.40
0.00 -- -- -
1.00
8,883
5.50
0.00 - - -
1.10
9,817
5.60
0.00 -- -- --
1.20
10,750
5.70
0.00
1.30
11,683
5.80
0.00 --- -- --
1.40
12,617
5.90
0.00
1.50
13,550
6.00
0.00 --- - --
1.60
14,611
6.10
0.00
1.70
15,672
6.20
0.00 --- -- --
1.80
16,732
6.30
0.00
1.90
17,793
6.40
0.00 --- - -
2.00
18,854
6.50
0.00 - - -
2.10
19,915
6.60
0.00 --- -- --
2.20
20,975
6.70
0.00 - - -
2.30
22,036
6.80
0.00 --- -- --
2.40
23,097
6.90
0.00 -
2.50
24,158
7.00
0.00 --- -- --
2.60
25,354
7.10
0.00 -
2.70
26,550
7.20
0.00 -- -- --
2.80
27,747
7.30
0.00 -
2.90
28,943
7.40
0.00 --- -- --
0.00
0.00
0.00
0.00 -- -
0.00
0.00 -- -
0.00
0.00 -- --
0.00
0.00 - -
0.00
0.00 -- -
0.00
0.00 - -
0.00
0.00 -- -
0.00
0.00 -- -
0.00
0.00 - -
0.00
0.00
0.00
0.00 --
0.00
0.00
0.00
0.00 ---
0.00
0.00
0.00
0.00
0.00
0.00 - --
0.00
0.00 -- -
0.00
0.00 - --
0.00
0.00 -- --
0.00
0.00 -
0.00
0.00 -- --
0.00
0.00 -- --
0.00
0.00 -- -
0.00
0.00 -- -
0.00
0.00 --
0.00
0.00 - --
0.00
0.00 - --
0.00
0.00 -- --
0.00
0.00 -
0.00
0.00 - --
0.00
0.00 - -
0.00
0.00
0.00
0.00 - --
10.00-_.0.00
-
0.000
--- 0,023 0.023
- 0.046 0.046
--- 0.069 0.069
- 0,092 0.092
--- 0.115 0.115
0.138 0.138
-- 0.161 0.161
0.184 0.184
-- 0.207 0.207
0.230 0.230
0.230 0.230
0.230 0.230
-- 0.230 0.230
0.230 0.230
0.230 0.230
0.230 0.230
0.230 0.230
0.230 0.230
-- 0,230 0.230
0.230 0.230
-- 0,230 0.230
-- 0.230 0.230
- 0,230 0.230
-- 0.230 0.230
0.230 0.230
-- 0.230 0,230
0.230 0.230
-- 0.230 0.230
0.230 0.230
--- 0.230 0.230
-- 0.230 0.230
0.230 0.230
-- 0.230 0,230
--- 0.230 0.230
MAR 1 1 2011
T2V•
Continues on next page

_
10
Storage Basin
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
ClvA
ClvB CIvC PrfRsr WrA
WrB WrC
WrD Exfil User
Total
ft
cuft
ft
cfs
cfs cfs cfs cfs
cfs cfs
cfs cfs cfs
cfs
3.00
30,139
7.50
0.00
-- --- --- 0.00
0.00 --
-- -- 0.230
0.230
3.10
31,335
7.60
0.00
- 0.00
0.00 -
-- -- 0.230
0.230
3.20
32,532
7.70
0.00
- - - 0.00
0.00 -
- - 0.230
0.230
3.30
33,728
7.80
0.00
-- -- --- 0.00
0.00 -
-- -- 0.230
0.230
3.40
34,924
7.90
0.00
- -- -- 0.00
0.00 --
--- -- 0.230
0.230
3.50
36,121
&00
0.00
- - - 0.00
0.00 -
- - 0,230
0.230
3.58
37,097
8.08
0.00
- - - 0.00
0.00 -
-- - 0,230
0.230
3.65
38,074
8.15
0.00
-- -- -- 0.00
0.00 --
--- -- 0.230
0.230
3.73
39,050
8.22
0.00
-- -- - 0.00
0.00 --
-- -- 0,230
0,230
3.80
40,027
8.30
0.08 is
- - - 0.07
0.58 -
- - 0.230
0.886
3.88
41,003
8.37
0.29 is
-- -- - 0.29
2.30 --
--- -- 0.230
2.822
3.95
41,980
8.45
0.62 is
--- -- -- 0.60
4.65 ---
-- --- 0.230
5.477
4.03
42,956
8.52
0.72 is
-- - - 0.70 is
7.50 -
- --- 0.230
8,434
4.10
43,932
8.60
0.80 is
- - - 0.80 is
10.77 -
- - 0.230
11.79
4.18
44,909
8.67
0.88 is
--- -- -- 0.88 is
14.41 ---
-- --- 0.230
15.51
4.25
45,885
8.75
0.97 is
-- -- --- 0.95 is
18.38 -
- --- 0.230
19.57
...End
MAR 1 1 2011
.BY. - -

Hydrograph Report
11
- nyaranow nymuyiapns ❑xtension ror nu[oUnuav Urvu auw to iu oy Au[ooesK, mc, va.[o
Hyd. No. 8
Pumped to Inf Basin
Hydrograph type
= Diversionl
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 5 min
Hyd. volume
Inflow hydrograph
= 6 - Routed Storage Basin
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
Friday, Mar 11, 2011
= 0.230 cfs
= 3570 min
= 152,833 cuff
=9
= 0.23 cfs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 1500 3000 4500 6000 7500 9000 10500 12000 13500 15000
— Hyd No. 8 -- Up to 0.23 cfs —Hyd No. 6 --Inflow — Hyd No. 9 -- 6 minus 8 Time (min)
P IFL CFIIVED
MAR 1 1 2011
BY:------
Pumped to Inf Basin
Hyd. No. 8 -- 1 Year

Hydrograph Report
12
n Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO2010 by Autodesk, Inc. v9.25
Hyd. No. 9
Through VFS & Spillway
Hydrograph type = Diversion2 Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 5 min Hyd. volume
Inflow hydrograph = 6 -Routed Storage Basin 2nd diverted hyd
Diversion method = Constant Q Constant Q
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
Through VFS & Spillway
Hyd. No. 9 -- 1 Year
0 50 100 150 200
Hyd No. 9 -- > 0.23 cfs — Hyd No. 6 -- Inflow
Friday, Mar 11, 2011
= 0.000 cfs
= n/a
= 0 cult
=8
= 0.23 cfs
Q (cfs)
0.50
0.45
0.40
0.35
-- - - - - 0.30
0.25
- - - - - 0.20
0.15
0.10
- - — 0.05
0.00
250 300
Hyd No. 8 Time (min)
-
RF•` 7,,7VED
MAR 1 1 2011
Sy.

Hydrograph
Report
13
- Hydraflow Hydrographs Extension for AutoCADG Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 11
Post-Dev Inf Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 3.971 cfs
Storm frequency
= 1 yrs
Time to peak
= 747 min
Time interval
= 1 min
Hyd. volume
= 23,408 cuft
Drainage area
= 3.550 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 37.80 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev Inf Basin
Q (cfs) Q (Cfs)
Hyd. No. 11 -- 1 Year
4.00
3.00
4.00
2.00
3.00
1.00
2.00
000
1.00
n nn
0
120 240 360 480 600 720 840 960
Hyd No. 11
1080 1200 1320 1440 1560
Time (min)
IRI 2011

Hydrograph Report
14
- Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 13
From Storage+Post Dev Infil. Basin
Hydrograph type = Combine
Peak discharge
= 4.201 cfs
Storm frequency = 1 yrs
Time to peak
= 747 min
Time interval = 1 min
Hyd. volume
= 53,976 cuft
Inflow hyds. = 8, 11
Contrib. drain. area
= 3.550 ac
Q (cfs)
5.00
4.00
3.00
r M
1.00
From Storage+Post Dev Infil. Basin
Hyd. No. 13 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 13 —Hyd No. 8 —Hyd No. 11='--.. ,.,, A Time (min)
����
j MAR 11 2011

15
Hydrograph
Report
- Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 15
Inf Basin Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 1150 min
Time interval
= 1 min
Hyd. volume
= 0 tuft
Inflow hyd. No.
= 13 -From Storage+Post Dev Mfik.ISdeimtion
= 5.13 ft
Reservoir name
= Infiltration Basin
Max. Storage
= 9,632 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
A
Inf Basin Routed
Hyd. No. 15 -- 1 Year
Q (cfs)
5.00
99111111
2.00
1.00
0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
— Hyd No. 15 —Hyd No. 13 ®Total storage used = 9,632 tuft Time (min)
MAR 1 1 2011
I

Pond Report 's
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Pond No. 2 - Infiltration Basin
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 4.00 It
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
4.00
7,664
0
0
1.00
5.00
9,011
8,328
8,328
2.00
6.00
10,416
9,704
18,032
3.00
7.00
11,877
11,137
29,169
3.30
7.30
12,327
3,630
32,799
3.77
7.77
12,995
5,949
38,748
4.00
8.00
13,395
3,034
41,783
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (li
= 4.00
20.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 7.30
7.50
0.00
0.00
No. Barrels
= 10
0
0
0
Weir Coeff.
= 3.330.00
2.60
3.33
3.33
Invert El. (ft)
= 4.00
0.00
0.00
0.00
Weir Type
= 1
Broad
--
---
Length (ft)
= 30.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%I
= 5.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 6.70,000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Now CulveNCrifice outflows are analyzed under inlet(ic) and outlet loci control. Weir risers checked for orifice conditions(ic) and submergence (a).
Stage / Storage / Discharge Table
Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total
it cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
4.00
0.00 - - -
0.10
833
4.10
0.00 - - -
0.20
1,666
4.20
0.00 -- -- --
0.30
2,498
4.30
0.00 -- --- ---
0.40
3,331
4.40
0.00 - --- --
0.50
4,164
4.50
0.00 - -- -
0.60
4,997
4.60
0.00 - - -
0.70
5,829
4.70
0.00 - - -
0.80
6,662
4.80
0.00 - -- ---
0.90
7,495
4.90
0.00 --- --- ---
1.00
8,328
5.00
0.00 -- -- --
1.10
9,298
5.10
0.00 -
1.20
10,268
5.20
0.00 - - -
1.30
11,239
5.30
0.00 - - --
1.40
12,209
5.40
0.00 -- --- ---
1.50
13,180
5.50
0.00 --- --- --
1.60
14,150
5.60
0.00 -- -- -
1.70
15,120
5.70
0.00 - - -
1.80
16,091
5.80
0.00 - - -
1.90
17,061
5.90
0.00 -- -- ---
2.00
18,032
6.00
0.00 --- --- --
2.10
19,145
6.10
0.00 - --- --
2.20
20,259
6.20
0.00 - - -
2.30
21,373
6.30
0.00 - - -
2.40
22,487
6.40
0.00 -- - -
2.50
23,600
6.50
0.00 -- -- ---
2.60
24,714
6.60
0.00 - --- ---
2.70
25,828
6.70
0.00 - -- --
2.80
26,942
6.80
0.00 - - -
2.90
28,055
6.90
0.00 - - -
3.00
29,169
7.00
0.00 -- -- --
3.03
29,532
7.03
0.00 -- --- ---
3.06
29,895
7.06
0.00 -- -- --
3.09
30,258
7.09
0.00 - - --
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 --
0.00
0.00 --
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 --
0.00
0.00 --
0.00
0.00 --
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 ---
0.00
0.00 --
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 --
0.00
0.00 --
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 --
0.00
0.00 --
0.00
0.00 -
0.00
0.00 -
0.00
0.00 -
0.00
0.00 --
0.00
0.00 ---
0.00
0.00
7-0.00'kO�OOa
MAR 1 1 2011
BY:
- 0.000 -
0.000
- 0.140 -
0.140
-- 0.280 --
0.280
-- 0.419 ---
0.419
--- 0.559 ---
0.559
- 0.699 -
0.699
- 0.839 -
0.839
- 0.978 -
0.978
--- 1.118 --
1.118
--- 1,258 ---
1.258
- 1.398 --
1.398
- 1.419 --
1.419
- 1.441 -
1.441
- 1.463 --
1.463
--- 1A85 ---
1.485
--- 1.506 ---
1,506
- 1.528 --
1,528
- 1.550 -
1.550
- 1.572 -
1.572
-- 1.594 --
1.594
--- 1.615 ---
1.615
-- 1.638 --
1.638
- 1.661 -
L661
- 1.683 -
1.683
- 1,706 -
1,706
--- 1.729 ---
1.729
--- 1.751 ---
1.751
-- 1.774 -
1.774
- 1.797 -
1.797
- 1.819 -
1.819
-- 1.842 --
1.842
--- 1.849 --
1.849
--- 1.856 ---
1,856
- 1,863 -
1.863
Continues on next page

17
Infiltration
Basin
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B Clv C PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft
cuft
ft
Cfs
cfs cfs cfs
cfs
cfs
cfs
cfs cfs cfs
cfs
3.12
30,621
7.12
0.00
-- -- --
0.00
0.00
---
--- 1.870 ---
1.870
3.15
30,984
7.15
0.00
--- -- --
0.00
0.00
---
-- 1.877 --
1.877
3.18
31,347
7.18
0.00
- - -
0.00
0.00
1.884 -
1.884
3.21
31,710
7.21
0.00
- - -
0.00
0.00
-
- 1.891 -
1.891
3.24
32,073
7.24
0.00
-
0.00
0.00
--
- 1.898 -
1.898
3.27
32,436
7.27
0.00
--- -- ---
0.00
0.00
---
-- 1.905 --
1.905
3.30
32,799
7.30
0.00
-- --- ---
0.00
0.00
--
--- 1.912 ---
1.912
3.35
33,394
7.35
0.14 is
- - --
0.14
0.00
-
- 1.922 --
2.058
3.39
33,989
7.39
0.38 is
- - -
0.38
0.00
-
- 1.933 -
2.316
3.44
34,584
7.44
0.72 is
- - -
0.71
0.00
-
- 1.943 -
2.648
3.49
35,179
7A9
1.11 is
-- -- --
1.09
0.00
--
-- 1.953 ---
3.039
3.54
35,774
7.54
1.53 is
--- -- --
1.52
0.34
--
--- 1.964 --
3.822
3.58
36,369
7.58
2.03 is
-- - -
1.99
1.22
--
--- 1.974 --
5.190
3.63
36,964
7.63
2.51 is
- - -
2.51
2.41
-
- 1.984 -
6.907
3.68
37,559
7.68
3.11 is
- - -
3.07
3.84
-
- 1.995 -
8.905
3.72
38,154
7.72
3.66 is
- - -
3.66
5.48
-
-- 2.005 --
11.15
3.77
38,748
7.77
4.34 is
--- -- ---
4.29
7.30
---
--- 2.015 --
13.60
3.79
39,052
7.79
4.65 is
- -- ---
4.61
8.25
---
-- 2.022 --
14.88
3.82
39,355
7.82
4.52 is
- - -
3.86 is
9.24
-
- 2.028 -
15.13
3.84
39,659
7.84
4.44 is
- - -
3.95 is
10.26
-
- 2.034 -
16.25
3.86
39,962
7.86
4.36 is
-- - --
4.03 is
11.33
--
- 2.040 -
17.40
3.89
40,266
7.88
4.29 is
--- -- ---
4.11 is
12.42
---
-- 2.046 --
18.58
3.91
40,569
7.91
4.21 is
--- --- --
4.19 is
13.55
--
--- 2.053 ---
19.80
3.93
40,873
7.93
4.27 is
- - -
4.27 is
14.71
-
- 2.059 -
21.04
3.95
41,176
7.95
4.35 is
- - -
4.35 is
15.91
-
- 2.065 -
22.32
3.98
41,479
7.98
4.42 is
- - -
4.42 is
17A3
-
- 2,071 -
23.63
4.00
41,783
8.00
4.50 is
-- -- --
4.50 is
18.38
--
-- 2.077 --
24.96
...End
MAR 1 1 2011

Hydrograph
Report
18
Hydraflow Hydrographs Extension for AutoCAD9 Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 17
Combined Post
Hydrograph type
= Combine
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 1150 min
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyds.
= 9, 15
Contrib. drain. area
= 0.000 ac
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 240 480
Combined Post
Hyd. No. 17 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
720 960 1200 1440 1680 1920 2160 2400 2640
— Hyd No. 9 —Hyd No. 15 Time (min)
MAR 1 1 2011
BY:_----

19
Hydrograph Summary Re plPyldraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.890
1
762
24,295
---
--
--
Storage Basin Pre-Dev
2
SCS Runoff
1.111
1
763
10,988
Inf Basin Pre-Dev
3
Combine
4.000
1
762
35,284
1,2
--
Combined Pre-Dev
5
SCS Runoff
21.79
1
732
94,137
----
-----
-----
Post-Dev Storage Basin
6
Reservoir
11.41
1
748
74,679
5
8.59
43,822
Routed Storage Basin
8
Diversionl
0.230
5
3695
162,147
6
--
Pumped to Inf Basin
9
Diversion2
11.18
5
3740
211,256
6
Through VFS & Spillway
11
SCS Runoff
10.43
1
746
61,341
-----
----
---
Post-Dev Inf Basin
13
Combine
10.66
1
746
93,766
8, 11,
---
----
From Storage+post Dev Infil. Basin
15
Reservoir
0.000
1
1132
0
13
7.10
30,358
Inf Basin Routed
17
Combine
11.18
1
748
42,251
9, 15,
--
--
Combined Post
MAR 1 1 '1011
2011-03-09 CB-ROUTING.gpw
Return Period. 10 Year
Friday, Mar 11, 2011

Hydrograph Report 20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 1
Storage Basin Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 2.890 cfs
Storm frequency
= 10 yrs
Time to peak
= 762 min
Time interval
= 1 min
Hyd. volume
= 24,295 cuft
Drainage area
= 5.010 ac
Curve number
= 45'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 48.66 min
Total precip.
= 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.690 x 98) + (4.310 x 36)] 15.010
Q (cfs)
3.00
2.00
1.00
Wi
Storage Basin Pre-Dev
Hyd. No. 1 -- 10 Year
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
MAR 1 1 2011
y =i

Hydrograph Report 21
i Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 2
Inf Basin Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 1.111 cfs
Storm frequency
= 10 yrs
Time to peak
= 763 min
Time interval
= 1 min
Hyd. volume
= 10,988 cuft
Drainage area
= 3.550 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 41.10 min
Total precip.
= 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
Inf Basin Pre-Dev
Hyd. No. 2 -- 10 Year
Q (Cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)
MAR 1 1 2011
,BY;

Hydrograph Report
22
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Combined Pre-Dev
Friday, Mar 11, 2011
Hydrograph type
= Combine
Peak discharge
= 4.000 cfs
Storm frequency
= 10 yrs
Time to peak
= 762 min
Time interval
= 1 min
Hyd. volume
= 35,284 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 8.560 ac
Combined Pre-Dev
Q (cfs) Hyd. No. 3 -- 10 Year Q (Cfs)
4.00
3.00
4.00
2.00
3.00
1.00
2.00
000
1.00
n nn
0 120 240
Hyd No. 3
360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 —Hyd No. 2 Time (min)
RF,CE' IV:tED
MAR 1 1 Z011
BY: _ —

Hydrograph Report 23
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 5
Post-Dev Storage Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 21.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 94,137 cuft
Drainage area
= 5.010 ac
Curve number
= 83
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.34 min
Total precip.
= 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
16.00
12.00
M
4.00
"I
Post-Dev Storage Basin
Hyd. No. 5 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
[:II8101
4.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)
MAR 11 2011

Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Routed Storage Basin
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 5 - Post-Dev Storage Basin Max. Elevation
Reservoir name = Storage Basin Max. Storage
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
000
Routed Storage Basin
Hyd. No. 6 -- 10 Year
Friday, Mar 11, 2011
= 11.41 cfs
= 748 min
= 74,679 cult
= 8.59 ft
= 43,822 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 6 —Hyd No. 5 [per Total storage used = 43,822 tuft Time (min)
MAR 1 1 2011
TY:
PAI

zs
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
Friday, Mar 11. 2011
Hyd. No. 8
Pumped to Inf Basin
Hydrograph type
= Diversion1
Peak discharge
= 0.230 cfs
Storm frequency
= 10 yrs
Time to peak
= 3695 min
Time interval
= 5 min
Hyd. volume
= 162,147 cuft
Inflow hydrograph
= 6 -Routed Storage Basin
2nd diverted hyd.
= 9
Diversion method
= Constant Q
Constant Q
= 0.23 cfs
Pumped to Inf Basin
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
000 000
0 1500
3000 4500
6000 7500 9000 10500 12000 13500
15000
Time (min)
— Hyd No. 8 --
Up to 0.23 cfs
—Hyd No. 6 -- Inflow —Hyd No. 9 -- 6 minus 8
VD
MAR 1 1 2011
r_ z*,

26
' Hydrograph
Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 31302010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 9
Through VFS & Spillway
Hydrograph type
= Diversion2
Peak discharge
= 11.18 cfs
Storm frequency
= 10 yrs
Time to peak
= 3740 min
Time interval
= 5 min
Hyd. volume
= 211,256 cuft
Inflow hydrograph
= 6 - Routed Storage Basin
2nd diverted hyd.
= 8
Diversion method
= Constant Q
Constant Q
= 0.23 cfs
Through VFS & Spillway
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 1500 3000 4500 6000 7500 9000 10500 12000 13500 15000
— Hyd No. 9 -- > 0.23 cfs —Hyd No. 6 --Inflow —Hyd No. 8 Time (min)
R- C IVI
MAR 1 1 2011
PY�

27
Hydrograph Report
• Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 11
Post-Dev Inf Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 10.43 cfs
Storm frequency
= 10 yrs
Time to peak
= 746 min
Time interval
= 1 min
Hyd. volume
= 61,341 cuft
Drainage area
= 3.550 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 37.80 min
Total precip.
= 7.22 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev Inf Basin
Q (Cfs) Q (cfs)
Hyd. No. 11 -- 10 Year
12.00
10.00
8.00
6.00
4.00
2.00
000
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)
?77 .,.,.. lED
MAR 1 1 2011
15y:

Hydrograph Report zs
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25 Friday, Mar 11, 2011
Hyd. No. 13
From Storage+post Dev Infil. Basin
Hydrograph type = Combine Peak discharge = 10.66 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 1 min Hyd. volume = 93,766 cuff
Inflow hyds. = 8, 11 Contrib. drain. area = 3.550 ac
From Storage+post Dev Infil. Basin
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 ago 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 13 — Hyd No. 8 — Hyd No. 11 Time (min)
MAR 1 1 2011

29
Hydrograph
Report
w Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 15
Inf Basin Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= 1132 min
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 13 -From Storage+Post Dev Wk.fflisiration
= 7.10 ft
Reservoir name
= Infiltration Basin
Max. Storage
= 30,358 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Inf Basin Routed
Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
000
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 15 —Hyd No. 13 ®Total storage used = 30,358 cuft Time (min)
- . IVEID
MAR 1 1 2011

Hydrograph
Report
30
• Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Mar 11, 2011
Hyd. No. 17
Combined Post
Hydrograph type
= Combine
Peak discharge
= 11.18 cfs
Storm frequency
= 10 yrs
Time to peak
= 748 min
Time interval
= 1 min
Hyd. volume
= 42,251 cuft
Inflow hyds.
= 9, 15
Contrib. drain. area
= 0.000 ac
Combined Post
Q (Cfs) Hyd. No. 17 -- 10 Year Q (Cfs)
12.00
10.00
8.00
6.00
4.00
2.00
000
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 17 —Hyd No. 9 —Hyd No. 15 Time (min)
: ICEIV ED
MAR 1 1 2011
Y:_ --

Velocity Calculations
:ECEIVFD
MAR 11 2011

Channel Report
t Hydraflow Express Extension for AutoCAD® Civil 313® 2010 by Autodesk, Inc.
Storage Basin #1 B -Velocity through Spillway
Trapezoidal
Bottom Width (ft)
= 50.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 8.25
Slope (%)
= 1.00
N-Value
= 0.069
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.62
Elev (ft) Section
9.00
8.75
8.50
'APO
Friday, Mar 11 2011
Highlighted
Depth (ft)
= 0.25
Q (cfs)
= 10.62
Area (sqft)
= 12.69
Velocity (fUs)
= 0.84
Wetted Perim (ft)
= 51.58
Crit Depth, Yc (ft)
= 0.12
Top Width (ft)
= 51.50
EGL (ft)
= 0.26
0 5 10 15 20 25 30 35 40 45
Reach (ft)
50 55 60 65
MAR 1 1 2011
Depth (ft)
0.75
0.50
0.25
ME
_n 9r

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc.
Storage Basin #1 B - Velocity through VFS
Trapezoidal
Bottom Width (ft)
= 10.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 3.20
Slope (%)
= 2.00
N-Value
= 0.240
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft) Section
4.00
3.75
3.50
3.25
3.00
2.75
0 2 4 6 8 10
Reach (ft)
Friday, Mar 11 2011
Highlighted
Depth (ft)
= 0.24
Q (cfs)
= 0.800
Area (sqft)
= 2.57
Velocity (ft/s)
= 0.31
Wetted Perim (ft)
= 11.52
Crit Depth, Yc (ft)
= 0.06
Top Width (ft)
= 11.44
EGL (ft)
= 0.24
12 14 16 18
- �VED
,t
MAR 1 1 2011
Inv.
Depth (ft)
0.80
0.55
0.30
0.05
now-01
_n Ar

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
Infiltration Basin #1A - Velocity through Spillway
Trapezoidal
Highlighted
Bottom Width (ft)
= 20.00
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
Total Depth (ft)
= 0.50
Area (sqft)
Invert Elev (ft)
= 7.50
Velocity (f /s)
Slope (%)
= 1.00
Wetted Perim (ft)
N-Value
= 0.069
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 0.00
Friday, Mar 11 2011
= 0.01
= 0.000
= 0.20
= 0.00
= 20.06
= 0.01
= 20.06
= 0.01
Elev (ft) Section
9.00
8.50
8.00
7.50
7.00
0 5 10 15 20 25 30 35
Reach (ft) i ' �ryFIVED
MAR 1 1 2011
Depth (ft)
1.50
1.00
0.50
-0.50

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
Infiltration Basin #1A - Velocity through VFS
Trapezoidal
Bottom Width (ft)
= 10.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 4.20
Slope (%)
= 7.00
N-Value
= 0.240
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.00
Friday, Mar 11 2011
Highlighted
Depth (ft)
= 0.01
Q (cfs)
= 0.000
Area (sqft)
= 0.10
Velocity (ft/s)
= 0.00
Wetted Perim (ft)
= 10.06
Crit Depth, Yc (ft)
= 0.01
Top Width (ft)
= 10.06
EGL (ft)
= 0.01
Elev (ft) Section
5.00
4.75
4.50
4.25
4.00
3.75
0 2 4 6 8 10 12 r 1,4 16 18
11V27D
Reach (ft) MAR 1 1 2011
Depth (ft)
0.80
0.55
[1I91f,
0.05
-0.20
-0.45

. a..
CAPE FEAR
Engineering, Inc.
March 11, 2011
Christine Nelson
NCDENR
Water Quality Section - Stormwater
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Request for Additional Information
Stormwater Project No. SW8 091111
Courthouse Bay BEQs P-1142
Onslow County
Dear Christine,
Please find the following responses to your Request for Additional Information dated March 3,
2011 for the above referenced project.
1. The Infiltration Basin supplement has been revised to more accurately describe the
system and the two sub -basins.
2. The Storage Basin #I B and Infiltration Basin #lA calculations have been revised to use
the Simple Method to determine the pre and post development volumes for the 1-year 24-
hour storm.
A half-size exhibit, demonstrating how the pre -development conditions were determined
has been included for reference.
Based on our review of the approved permit tile, it appears that the originally permitted
Storage Basin # I B was only sized for the 1.5-inch storm and that no consideration was
given to the difference in pre -post volumes for the I -year 24-hour storm. As a result, the
originally permitted Storage Basin # I B was undersized.
The following modifications have been made to Storage Basin # 1 B in order to provide
the required water quality volume.
• The "Pump Off Elevation' has been lowered to an elevation of 4.5-ft.
• The `Bypass Weir Elevation' has been raised to an elevation of 8.25-ft
• The "Top of Bank Elevation' has been raised to an elevation of 8.75-ft
• The "Emergency Spillway" has been raised to an elevation of 8.25-ft
The Intiltration Basin Supplement, routing calculations, and velocity calculations have
�z been revised to reflect the above changes.
Additionally, the revised routing calculations indicate that the originally permitted 4-ft
r wide weir in Infiltration Basin 4IA does not require revision as shown in the original
permit modification submittal. As a result, Plan Sheet CS-109 has been revised.
-- 151 Poole Road, Suite 100 • Belville, NC 28451 • TEL [phone] •FAX: [phone]
www capefearengineering. com
P, 5SIB558-b CwMouu Bay PI400\Adnain\ST0RAI WATI:RU011-03-11 NCOENR Add Info Respomcdm

-.
Please note that the revised routing calculations use the originally permitted Pre -
Developed and Post -Developed SCS Curve Numbers and Times of Concentrations for
both Storage Basin # 1 B and Infiltration Basin # 1 A. The only modification to these
values is a slight increase in the Storage Basin # I B Post -Developed Curve Number to
account for the minor increase in impervious area.
3. The Storage Basin # I B calculations have been revised to only consider the storage
volume provided between the "Pump Off Elevation" and the "Bypass Weir Elevation".
As noted above the both the "Pump Off Elevation" and the "Bypass Weir Elevation"
have been modified to provide the required water quality volume.
4. Storage Basin # 1 B was originally permitted with a peak 10-year discharge of 12.29 cfs,
of which approximately 7.8 cfs was bypassed to the level spreader (LS) and vegetated
filter strip (VFS) and 4.49 cfs was discharged through the emergency spillway.
Based on the LS & VFS length requirement of 10-ft per cfs, the originally permitted
Storage Basin #1 B required a 78-ft long LS & VFS; however, for whatever reason only a
10-ft LS & VFS was provided and permitted.
Revised routing calculations indicate a peak 10-year discharge of 11.41 cfs, of which
approximately 0.79 cfs is bypassed to the LS & VFS and 10.62 cfs is discharged through
the emergency spillway.
Based on the LS & VFS length requirement of 10-ft per cfs, the originally permitted 10-ft
long LS & VFS is adequate and does not require modification.
The proposed modifications to Storage Basin # I B, effectively reduces the 10-year flow
that is bypassed to the LS and VFS to levels that can be reasonably handled by the
previously permitted and installed LS & VFS.
It should be noted that site constraints prohibit increasing the size of the level spreader
and vegetated filter.
In summary, the proposed modification will increase the Storage Basin drainage area by
only 540 sf (0.25%) and impervious area by 4,320 sf (2.9%) but will increase the Storage
Basin Volume by approximately 100% (See Response to Comment #3), decrease the 10-
year flowrate to the LS & VFS by approximately 90% and will decrease the total 10-year
discharge by approximately 10%.
As a result, the proposed modification should greatly improve the system's overall
treatment ability and should result in significantly improved water quality than if the
system were to remain as originally perm itted.
5. A "Pavement Expansion and Grading Detail" has been added to Plan Sheet CS-107. This
detail shows how the existing pavement slopes will be extended through the new
pavement areas. This will ensure that the runoff from the new impervious areas will be
collected and directed to the pond.
�., S T" TED
A._l. .�..
MAR 1 1 2011
PM5W58-MC.ah.0 lie, 1`1400\Ad.m\SfO IWATERV011-03-11 NCDGNR Add W. Response d. T� BY'-

6. A Vicinity Map showing the nearest intersection of two major roads has been included
for your review.
I trust that this information is sufficient to issue this modification for the subject stormwater
permit. However, if you have any questions or need any additional information please do not
hesitate to contact me.
Sincerely
Matthew
E.I.
CC: CFE File 558-66 "36"
P ;; f -k-TR DU
_MAR 1 1 2011
:
P:M8158-66CouNh.. Bay P14MAd.WSTOWWAT[R@011-03-11 NCDENR Add ❑do Rd,.o ed.

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
March 3, 2011
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 091111
Courthouse Bay BEQ's P-1142
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for the Courthouse Bay BEQ's P-1142 on February 24, 2011. A preliminary review
of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. Please provide additional information on the infiltration basin supplement to
accurately describe the system and the two sub -basins. Specifically,, please
breakout the storage volume section to identify the required and provided volumes
for the two sub -basins.
2. Please use the simple method to determine the pre and post development volumes
for the 1-year, 24-hr storm event for the storage basin drainage area. The SCS
method can only be used for approved LID sites or if it is demonstrated to be more
conservative than the simple method (refer to Section 3.3 of the NC BMP manual.)
Also, please demonstrate or describe how the pre -development conditions were
determined.
3. Please re-evaluate the volume provided in the storage basin to only consider the
volume provided above the permanent pool elevation of the basin. For instance,
although the basin has a bottom elevation of 4, the plans indicate that the pump will
not pump below an elevation of 5 while the pump will not turn on until an elevation of
5.5. This 1 to 1.5 foot of storage will not be available for the required storage
volume.
4. Level spreaders and vegetated filter strips are required to treat the runoff in excess
of the design volume from infiltration devices for the 10 year storm, up to 10 cfs. It
appears that only 1.19 cfs of the 21.33 cfs 10-year storm event bypassing the
storage basin is being.treated by a level spreader and vegetated filter strip. Please
provide a level spreader and filter strip designed to treat the runoff in excess of the
design volume from this storage basin for the 10 year storm event, up to 10 cfs.
5. Please provide a grading plan that demonstrates how the runoff from the additional
impervious surfaces proposed will be collected and directed to the storage basin.
6. Please add the nearest intersection of two major roads to a legible vicinity map. A
major road is any 1, 2 or 3 digit NC, US or interstate highway.
7. The express additional information fee has been waived for this request for additional
information.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One 1. 1 Phone: [phone] FAX [phone] Customer Service. 1-877-623-6748 North Carolina
Internet: wvvvii.navaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer li/�/ls

Carl Baker
March 3, 2011
Stormwater Application No. SW8 091111
8. Please keep in mind that changing one number may change other numbers and
require the calculations, supplements, and other supporting documentation to be
updated. Verify all numbers are correct to ensure consistency in the application
documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to March 11, 2011, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
G'V -CJU y wx-�,J
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2010\091111 HD\2011 03 addinfo 091111
cc: Perry Davis, Cape Fear Engineering
Christine Nelson
Wilmington Regional Office
Page 2 of 2

I
Nelson, Christine
From: Nelson, Christine
Sent: Thursday, March 03, 2011 5:43 PM
To:'[e-mail]'; Towler CIV David W; Thomas Bradshaw
(Thomas. bradshaw@usmc. m il)
Cc: Russell, Janet; 'Matt -Haley'
Subject: caddinfo-for Courthouse-Bay-BEQ's.(SW8.091-111.)
Attachments: 091111.pdf; example.pdf
Gentlemen,
I've attached a pdf of the request for additional information for the modification to the Courthouse Bay BEQ's P-1142
(SW8 091111). To help with item tt1, I've also included a pdf of an infiltration basin supplement approved for another
site with similar issues. Copies -of -the -request -will also-be-sent:in`the
Please let me know if you have nuy --any
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
E-mail correspondence to and fronrthis address may be subject to the North
Carolina public Records law and may be disclosed to third parties.

���o�
CAPE FEAR
Engineering, Inc.
151 Poole Road, Suite 100
Belville, NC 28451
TEL [phone]"
FAX [phone]
www. capefearengineering. corn
To:
NC DWQ Surface Water Protection
State Stormwater Section
127 Cardinal Drive Ext.
Wilmington, NC 28405
Attn:
Christine Nelson
❑ As Requested ❑ For Your Files
❑ Sent via Mail ❑ Sent via Courier
Transmittal
2011
61-1- Y:1
Subject: I Courthouse Bay P-1142
MCB — Camp Lejeune
SW8 091111 Modification
Express Review Program
❑ For Distribution ® For your Review / Action / Approval
Quantity
Drawing No.
Description
1
Original
$4,000 Express Review Fee (Check #22581)
1
Original
Cover Letter / Design Narrative
2
Original &
Copy
State Stormwater Application
1
Original
Infiltration Basin Supplement, Checklist, and O&M Agreement
1
Original
Level Spreader Supplements, Checklists, and O&M Agreement
1
Original
Dry Detention Basin O&M Agreement
1
Copy
Calculations
1
Copy
Correspondence with NCDENR about PV Canopies being considered Pervious
3
Copy
Stormwater Plans ON `
AcrgoV,Er G>= ED
REMARKS If you have any questions please call me at 383-1044. Thank you, Matt Haley
CC: Cape Fear Engineering, Inc.
File 558-66 "36"
Signed:
RrE, CF,IVED Matthew Haley, E.I.
FEB 2 4 2011 Received By:
Date:
P155M58-66 C0u0house Bay P14001Admin\STORMWATER12011-02-24 Trans_NCDENR,dw

a
d�FCAPE FEAR
Engineering, Inc.
February 24, 2011
Christine Nelson
NCDENR
Water Quality Section - Stormwater
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Modification to NCDENR Stormwater Permit for
Courthouse Bay BEQs P-1142 (SW8 091111)
to Accommodate P-1400 Project Improvements
Dear Christine,
Cape Fear Engineering is submitting a permit modification for the above referenced
project.
Existing Permit Info
This project was originally permitted on May 7, 2010 as SW8 091111. The original
project included the construction of two BEQ buildings, parking lots, and miscellaneous
recreational courts and facilities. The original project included the removal of an existing
2.86 acre parking lot and driveway as part of a redevelopment drainage area.
To date, only a portion of the originally permitted improvements have been completed.
Proposed Modifications
The proposed permit modification is to accommodate additional impervious areas that
will be generated by the construction of solar canopies as part of the Marine Corps
Energy Initiative (13-1400) project.
Unlike some solar canopy designs which are completely closed (impervious), the
proposed design has openings along all sides of each individual panel. These openings
will allow Stormwater runoff to flow through the structure to the ground beneath.
Georgette Scott, Stormwater Program Supervisor of the Wilmington Regional Office
confirmed via email on January 25, 2010 that the proposed solar canopy design utilized
by this project will be considered pervious. A copy of all correspondence with NCDENR
has been included for your files.
Please note that the proposed modifications are limited to the Storage Basin 9 1 B
Drainage Area. No changes are being proposed to Infiltration Basin #IA Drainage Area
or the Redevelopment Area. I':(-`T•,IVED
FEB 2 4 2011
151 Poole Road, 5uite 100 • Belville, NC 28451 • TEL: [phone] • FAX: [phone]_5,Y
www.capefearengincering.com
P \558\558-66 C.nh..0 Bay P 14W\Admin\ST0RN1 W Al'1!NV.011-02-24 CB-NMENB Cover 1<ae,da

K1
The modifications to Storage Basin #1B Drainage Area A include the following:
Overall drainage area has increased from 217,678 sf to 218,218 sf. This increase
is the result of widening the parking lot to accommodate the solar canopy
caissons.
Parking area impervious has increased from 147,807 sf to 152,127 sf. This
increase is the result of widening the parking lot and paving over two islands to
accommodate the solar canopy caissons.
Soils Information
This modification relies on the previously permitted SHWT elevation and infiltration
rates. No additional geotechnical investigations have been performed for the purposes of
stormwater permitting.
Basin Geometry
This modification does not make any changes to the previously permitted Storage Basin
#1 B or Infiltration Basin 41 A geometry. All elevations, surface areas, and volumes
remain unchanged from the previously permitted values.
Bypass Structure / Emergency Spillway
In order to attenuate the peak discharge from the site for the 1-year 24-hour storm and to
limit the flowrate to the existing level spreader and vegetated filter strip, the following
modifications were made to the Storage Basin #113 and Infiltration Basin #IA bypass
structures and emergency spillways.
Storage Basin #1B
• The length of the weir has been revised to 2.0-feet
• The width of the Emergency Spillway has been revised to 50.0-ft
Infiltration Basin #IA
• The length of the weir has been revised to 2.0-feet
Please note that the above modifications do not alter the weir or spillway elevations.
Water Quality Calculations
Revised water quality calculations have been prepared to demonstrate that with the
proposed modifications the system has the ability to treat and infiltrate the water quality
design storm within a period of 5-days.
The revised water quality calculations consider both the 1.5-inch water quality design
storm and the difference in the pre -post volumes for the 1-year 24-hour storm event for
both the Storage Basin 91 B and Infiltration Basin #IA drainage areas.
FEB 2 4 2011
P'MM58- C... Bay P14MW.mi TOI WATEB@011-02-24 CB-NCOENB CoverLn¢edo If3Y

Routing Calculations
Revised routing calculations have been prepared to demonstrate that with the proposed
modifications, the system has the ability to attenuate the peak discharge from the site for
the 1-year 24-hour storm and that the level spreaders and vegetated filter strips are
appropriately sized for the 10-year storm.
The revised routing calculations are summarized in the tables below.
Table-1: Pre/Post Develo ment Peak I lowrates for the 1-year 24-hour Storm
Peak Flowrate (CFS)
Pre -Development
3.849
H dra ra h #3)
Post -Development
0.582
(H dra ra h #17
Table-2: Peak Discharge from 10-year 24-hour Storm
Pumped
Through
To Level
(CFS)
Spillway
Spreader
(CFS)
(CFS)
Storage Basin #1B
0.23
20.3
1.19
Infiltration Basin #1A
n/a
0.27
0.72
Level Spreaders & Vegetated Filter Strips
The Level Spreaders (LS) and Vegetated Filter Strips (VFS) for both Storage Basin #1 B
and Infiltration Basin # I A were previously designed and permitted as 10.0 ft long.
Based on the modeled 10-year 24-hour peak discharges (See Table-2) and a required LS
and VS length of 10-ft per cfs, the length of the Storage Basin #1 B LS&VFS has been
increased to 12.0 ft while no change is required to the LS and VFS for Infiltration Basin
#IA.
Velocity Calculations
The peak discharges from the 10-year 24-hour storm (See Table-2) were modeled
through the vegetated filter strips and the emergency spillways to ensure non -erosive
velocities.
The expected I0-year velocities are summarized in the table below. Please note that in
all cases, the expected velocity is less than 2.0 ft/s and should be non -erosive.
Table-3: Peak Velocity from 10-year 24-hour Storm
Through
Through
Spillway
Vegetated Filter
(FT/S)
(FT/S)
Storage Basin #1B
1.07
0.34
Infiltration Basin #IA
0.27
0.43
FEB 2 4 2011
P1558WSS C... Bay P14W dminl$TORA1WATBRQ011-02-24 CB-NCDI!NR Cover Le ,doe

I trust that this information is sufficient for you to issue the proposed permit modification
for the subject project; however, it you have any questions or need any additional
information please do not hesitate to contact me.
Sincerely
V
Matthew Haley, E.I.
CC: CFE File 558-67 "36"
FEB 2 4 Z011
PA558\558-66 Courthouse Bey P1400\Admin\STORM W A'I17R\2011-02-24 CB-NCDFN It Cover Letter. doe E;Y1

N1 o(l omit \ 1 11
k - A1. North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
For OENR Use ONLY
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Submit:
Time: L (D
35v
Confirm: 2— Z — t
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan IPDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.leenD ncdenr.00v
• Mooresville & -Patrick Grogan 704-663.3772 or patrlck.grogan(),nCdenr.goV
• Washington Region -Lyn Hardison 252-946.9215 or IVn.hardison cDncdenr.00y
• Wilmington Region -Janet Russell 910.350.2004orignet.russellanncdenr.goy
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: COURTT IOUs I3 BAY BEGS I'-1142 County: ONSLOW
Applicant: CARL BAKER. DEPUTY PUBLIC WORKS OFFICFR Company: MCB Camp I.ciounc
Address: 13 m)(i 1005 MICI IABL ROA I) City: MC13 CAMP LEJ EUN E, Stale: NG Zip: 28547-
Phone: [phone], Fax: [phone], Email: carI.h.bakcr@usnn:.mil
Physical LOcation:GRACE STREET MCI3 CAMP I.IiJEUNE
Project Drains into COURT I IOUSE BAY waters — Water classification SA'u W (for classification see-
http://h2o.enr.state.nc.us/bims/reports/reportsWB.html
Permits of request
SW 8 091111
SW
SW
SW
SW
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Project Located in W I I ITe OAK River Basin. Is project draining to class ORW waters? N , within '/z mile and draining to class SA waters v or within 1
mile and draining to class HOW waters? Y_
Engineer/Consultant: PERRY DAVIS, N, Company: CAPE FEAR ENGINEERING, INC RECEIVED
Address: 151 110OLE ROAD, SUITE 100 City: BELVILLE, Stale: NC Zip: 28451-
Phone: [phone], Fax: [phone], Email: [e-mail] FEB 0 1 Z011
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
)6coping Meeting ONLY ® DWO, ❑ DCM, ❑ DLR, ❑ OTHER: W.
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _ If of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear it or —acres)
❑ Riparian Buffer Authorization ❑ Minor Variance Major General Variance
® State Stormwater ® General ❑ SFR, ❑ SFR < 1 So. ❑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 _ If Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8 091111 (Provide
permit th
Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
El
Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be dislurbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ❑ Yes ® No
DEN It use
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit

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Russell, Janet
From: Matt Haley [[e-mail]]
Sent: Tuesday, February 01, 2011 11:32 AM
To: Russell, Janet
Cc: Perry Davis, Tom Purvis; Maria Jones
Subject: Express Scoping Meeting Requests
Attachments: CB-NCDENR Express Scoping Request.pdf; CB -Site Plan.pdf; CB -Express Scoping
Narrative.pdf; HP-NCDENR Express Scoping Request.pdf; HP -Site Plan.pdf; HP-Expess
Scoping Narrative.pdf
Janet,
I would like to schedule Express Scoping Meetings in preparation for modifying the following permits
SW8 091111 — Courthouse Bay BEQ P-1142
SW8 100401 — Hadnot Point BEQs P-1104 and P-1193
Please find the attached Express Scoping Request Forms, Project Narratives, and Site Plans for each. If possible we
would like to meet on both projects at the same time, and at your earliest available appointment time. Please let me know
if you have any questions or need any additional information.
Thanks,
Matthew T. Haley, El, LEED Green Assoc.
CAPE FEAR Engineering, Inc.
matt. haley(a)capefeareng i neeri nq.com
C: 910.639.5987
0: 910.383.1044 ext. 136
F: 910.383.1045
Notice: The information contained in this message is intended only for use of the individual(s) named above and may
contain confidential, proprietary or legally privileged information. No confidentiality or privilege is waived or lost by any
mistransmission. If you are not the intended recipient of this message you are hereby notified that you must not use,
disseminate, copy it in any form or take any action in reliance of it. If you have received this message in error please
delete it and any copies of it and notify the sender immediately.
FEg � i "',t'

February 01, 2011
Janet Russell
NCDENR
Water Quality Section - Stormwater
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Courthouse Bay P-1142
Marine Corps Base (MCB) — Camp Lejenue
DWQ Stormwater Permit Number: SW8 091111
Narrative for Express Scoping
Dear Janet,
On behalf of the MCB, Camp Lejeime Public Works Division, Cape Fear Engineering is
submitting a permit modification for the above referenced project.
This project was originally permitted on May 7, 2010 as SW8 091111. The original project
included the construction of two BEQ buildings, parking lots, and miscellaneous recreational
courts and facilities.
To date, only a portion of the originally permitted improvements have been completed.
The proposed permit modification is to accommodate additional impervious areas that will be
generated by the construction of solar canopies as part of the Marine Corps Energy Initiative (13-
1400) project and to add reserve impervious area where possible.
Unlike some solar canopy designs which are completely closed (impervious), the proposed design
has openings along all sides of each individual panel. These openings will allow stormwater
runoff to flow through the structure and to the ground beneath.
Georgette Scott, Stormwater Program Supervisor of the Wilmington Regional Office confirmed
via email on January 25, 2010 that the proposed solar canopy design utilized by this project will
be considered pervious.
Please note that the proposed improvements are limited to Drainage Area I B (Storage Basin 113);
however, because runoff from Storage Basin I is pumped to Drainage Basin IA (Infiltration
Basin I A) for treatment, calculations, supplements, etc will need to be modified for both basins.
Modifications to both the Storage Basin and the Drainage Basin should be limited to the weir
elevations of the bypass structures only and should not affect either basin's geometry.374,528 sf.
This increase is the result of widening the west parking lot to accommodate the solar canopy
caissons.
The proposed permit modification submittal will include revisions to several of the originally
permitted plans sheets and several new plan sheets showing the proposed solar canopy layout and
parking lot revisions.
g?a, CFIVIE
Sincerely FEB 1 2U11
Matthew Haley, E.I.
CC: CFE File 558-66 "36"
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Matt Haley
From: Scott, Georgette [[e-mail]]
Sent: Tuesday, January 25, 2011 9:27 AM
To: Matt Haley
Cc: Perry Davis; Linda Lewis
Subject: RE: Stormwater Question - Solar Panel Canopies at Camp Lejeune
Matt,
I apologize for not getting back to you right away. I reviewed your drawings and discussed with
Raleigh. For this particular design we are going to allow this to be considered pervious.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
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: Matt Haley [mailto:[e-mail]]
Sent: Monday, January 24, 2011 1:04 PM
To: Scott, Georgette
Cc: Perry Davis; Linda Lewis
Subject: RE: Stormwater Question - Solar Panel Canopies at Camp Lejeune
Georgette,
Have you had an opportunity to discuss with Raleigh? if not, when do you anticipate doing so?
Thanks,
Matthew T. Haley, El, LEED Green Assoc.
CAPE FEAR Engineering, Inc.
Notice: The information contained in this message is intended only for use of the individual(s) named above and
may contain confidential, proprietary or legally privileged information. No confidentiality or privilege is waived or
lost by any mistransmission. If you are not the intended recipient of this message you are hereby notified that you
must not use, disseminate, copy it in any form or take any action in reliance of it. If you have received this
message in error please delete it and any copies of it and notify the sender immediately.
From: Scott, Georgette [mailto:[e-mail]]
Sent: Tuesday, January 04, 2011 11:00 AM
To: Matt Haley
Cc: Perry Davis; Linda Lewis
Subject: RE: Stormwater Question - Solar Panel Canopies at Camp Lejeune
I will discuss with Raleigh and get back to you.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
2/23/2011
;LlY CEI V F,D
FEB 2 4 2011
BY:

NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to thud parties.
From: Matt Haley [mailto: matt. [e-mail]]
Sent: Tuesday, January 04, 2011 10:23 AM
To: Scott, Georgette
Cc: Perry Davis; Linda Lewis
Subject: RE: Stormwater Question - Solar Panel Canopies at Camp Lejeune
Georgette,
Please see my original email to Linda and her response below.
It should be again pointed out that unlike some canopy designs which are completely closed (impervious), the
proposed design has openings along all sides of each individual panel. These openings will allow stormwater
runoff to flow through the structure and to the ground beneath and should function similar to raised wooden
decking which is considered pervious.
Please let us know what NCDENR's position on this project will be. Thank you in advance for your assistance.
Matthew T. Haley, El
CAPE FEAR Engineering, INC
[e-mail]
910.383.1044 ext. 136
Notice: The information contained in this message is intended only for use of the individual(s) named
above and may contain confidential, proprietary or legally privileged information. No confidentiality or
privilege is waived or lost by any mistransmission. If you are not the intended recipient of this message
you are hereby notified that you must not use, disseminate, copy it in any form or take any action in
reliance of it. If you have received this message in error please delete it and any copies of it and notify
the sender immediately.
From: Lewis,Linda [mailto:[e-mail]]
Sent: Monday, January 03, 2011 9:18 AM
To: Matt Haley; Linda Lewis
Cc: Perry Davis; Scott, Georgette
Subject: RE: Stormwater Question - Solar Panel Canopies at Camp Lejeune
Matt:
The rules are clear that uncovered, open slatted decking is considered pervious. At this time, there is
no indication that solar panels can be considered as pervious area, despite the comparison of available
open area to decking. That question would have to be answered by someone higher up than me.
In my past meetings with both Progress Energy and Camp Lejeune staff regarding their individual solar
panel projects, the panels themselves were considered as BUA. You are free to make your case to my
supervisor, Georgette Scott.
Linda
2/23/2011
PACE' )[VF,,D
FEB 2 4 2011
3Y:

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: Matt Haley [mailto:[e-mail]]
Sent: Thursday, December 30, 2010 1:27 PM
To: Linda Lewis
Cc: Perry Davis
Subject: Stormwater Question - Solar Panel Canopies at Camp Lejeune
Linda,
am working on a project at Camp Lejeune that involves the construction of elevated solar panel canopies in
existing parking areas at two sites.
Because there are some areas where the canopies will extend beyond the limits of the existing parking areas, I
would like to know if NCDENR will consider the canopies as pervious or impervious.
It should be noted that unlike some canopy designs which are completely closed (impervious), the proposed
design has openings along all sides of each individual panel. These openings will allow stormwater runoff to flow
through the structure and to the ground beneath. I have attached a detail of the proposed structure for your
reference.
The structure should function similar to raised open wood decking which is considered pervious. In fact the
attached calculations indicate that the proposed canopy design actually has a higher percentage of open space
than typical wood decking.
We are under a tight timeline on this project and a quick response would be greatly appreciated. Thank you in
advance for your assistance.
Matthew T. Haley, El
CAPE FEAR Engineering, INC
[e-mail]
910.383.1044 ext. 136
Notice: The information contained in this message is intended only for use of the individual(s) named
above and may contain confidential, proprietary or legally privileged information. No confidentiality or
privilege is waived or lost by any mistransmission. If you are not the intended recipient of this message
you are hereby notified that you must not use, disseminate, copy it in any form or take any action in
reliance of it. If you have received this message in error please delete it and any copies of it and notify
the sender immediately.
RF-C]E1VVF:D
FEB 2 4 2011
2/23/2011

E
TYPICAL SOLAR PANEL
TOTAL AREA = 2,667.5660 sq in
PANEL AREA = 2,598.0360 sq in
COVERED AREA = 97.394%
OPEN AREA = 2.606%
0.375"
0.0625"
39.375"
+ 0.125"
440"
TYPICAL WOOD DECKING
0.0625"
TOTAL AREA = 2,616.0750 sq in
PANEL AREA = 2,557.94 sq in
COVERED AREA = 97.778%
OPEN AREA = 2.222%

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