SW8130502_HISTORICAL FILE_20130604

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \3oso2
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
23�`3C)k-ooyt
YYYYMMDD

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NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
June 4, 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 130502
Delalio Elementary School
High Density Commercial Wet Detention Pond Project
Camp Lejeune, Onslow County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received and accepted an Express Stormwater Management
Permit Application for Delalio Elementary School on May 1, 2013. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are
forwarding Permit No. SW8 130502 dated June 4, 2013, for the construction, operation and
maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until June 4, 2021, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
procedures for changing ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management
system, to transfer the permit, or to renew the permit in a timely manner, will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes. Per NCGS 143-215(e), the petition must be filed with the OAH within
thirty (30) days of receipt of this permit. You should contact the OAH with all questions
regarding the filing fee (if a filing fee is required) and/or the details of the filing process at 6714
Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and
binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis, at [phone].
Sin erely, n f
�. Charles Wakild, P.E., Director
Division of Water Quality
GDS/ art: S:\WQS\StormwatehPennits & Projects\2013\130502 HD\2013 06 permit 130502
cc: Greg Harnish, P.E., Woolpert
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 one
Phone: [phone] FAX: [phone] \ DENR Assistance: 1.877-623-6748 1`l0 Carolina
Internet: v .ncwaterqualily.org atmally
An Equal Opportunity \ ARnnatve Acton Employer

State Stormwater Management Systems
Permit No. SW8 130502
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
Commanding Officer, MCB Camp Lejeune
Delalio Elementary School
1500 Curtis Road, MCB Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until June 4, 2021, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.7 of this permit. The stormwater controls labeled Basin A
and Basin B have been designed to handle the runoff from 117,612 square feet and
55,321 square feet of built -upon area, respectively.
3. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters. No built -upon area is allowed within the buffer,
except water -dependant structures as defined in the stormwater rules.
4. Each BMP will be limited to the drainage area and built -upon area amounts indicated
in this permit, and per approved plans. The built -upon area for the future development
is limited to zero (0) square feet.
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.
The runoff from all built -upon area within the permitted drainage area(s) of this project
must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 130502
VA
The following design criteria have been permitted for the wet detention ponds and
must be maintained at design condition:
a. Drainage Area, 9cres:
Onsite, ft :
Offsite, ft2:
b. Total Impervioug Surfaces, ft2:
Onsite, ft :
Offsite, ft2:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMS!:
g. Permanent Pool Surface Areq, ft
h. Permitted Storage Volume, ft :
is Temporary Storage Elevation, FMSL:
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs:
k. Controlling Orifice:
I. Orifice flowrate, cfs:
M. Permitted Forebay Volume, ft3:
n. Fountain Horsepower
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
Basin A Basin B
3.87
1.80
168,577
78,408
0
0
117,612
55,321
117,612
55,321
0
0
1.5
1.5
4.0
3.5
90%
90%
18.5
17.5
22,304
8,029
17,083
8,790
19.2
18.4
0.12
0.06
2"0 pipe
1.5"
.05
.03
15,648
4,884
1/4
N/A(PPV <30,000 cf)
Edward's Creek / WOK02
19-13
"SC HQW
NSW"
Excluded Redevelopment Activities - The project also proposes redevelopment
activities that are excluded from State Stormwater permitting requirements as set forth
in Section 2.(d)(3) of Session Law 2008-211, effective October 1, 2008, and the
stormwater rules under Title 15A NCAC 2H.1000, as amended. There is existing
built -upon area within the project limits that is not being disturbed as listed in Drainage
Area C on the application. This existing built -upon area is excluded from State
Stormwater permitting requirements under the following conditions: 1) The project
must be constructed as shown on the plans submitted to and approved by this Office;
2) The proposed untreated amount of built -upon area of 163,759 square feet does not
exceed the existing untreated amount of built -upon area of 198,198 square feet; and,
3) The proposed stormwater control, sheet flow, provides equal protection of surface
waters as the existing stormwater control, which is also sheet flow. Any future
development or changes to the proposed redevelopment area, including, but not
limited to, the relocation of built -upon area and the construction of additional built -
upon area, will require a review for further exclusion under the 2008 rules, or approval
of a modification to the stormwater permit from the Division of Water Quality prior to
any construction.
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall, at all times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The signed
and approved Operation and Maintenance Agreement must be followed in its entirety
and maintenance must occur at the scheduled intervals.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 130502
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The minimum permanent pool volume is 30,000 cubic feet. Basin B's
permanent pool volume is less than 30,000 cubic feet, therefore, no fountain
may be used in Basin B.
e. The maximum horsepower for a fountain in Basin A is'/4 HP.
6. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
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. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. Prior to the construction of any permitted future areas shown on the approved plans,
the permittee shall submit final site layout and grading plans to the Division for
approval.
11. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in
the notice, the permittee shall submit a written time schedule to the Director for
modifying the site to meet minimum requirements. The permittee shall provide copies
of revised plans and certification in writing to the Director that the changes have been
made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 130502
12.. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and specifications
shall be maintained on file by the Permittee at all times.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a name
change of the permittee or of the project, or a mailing address change, the permittee
must submit a completed and signed Name/Ownership Change Form to the Division
of Water Quality, accompanied by the supporting documentation as listed on the form.
The approval of this request will be considered on its merits and may or may not be
approved.
2. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request
3. Any individual or entity found to be in noncompliance with the provisions of this
storrmwater management permit or the requirements of the Stormwater rules is
subject to the enforcement procedures as set forth in G.S. 143 Article 21.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, the Permittee shall take
immediate corrective action, including those as may be required by this Division, such
as the construction of additional or replacement stormwater management systems.
6. 'The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request fora permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal application must include the appropriate
documentation and the processing fee.
Permit issued this the 4th day of June 2013.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
UIVISIon ofrWater Quality— Vv V
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 130502
Delalio Elementary School
Stormwater Permit No. SW8 130502
Onslow County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
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 specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems)
Permit No. SW8 130502 ;
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

I
z.
..�.. - .� DWQ USE ONLY..�`'r_
Date Received
Fee Paid
Permit Number
S - -
DDD.
o5lr�
Applicable Rules: ❑ Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Delalio School Redevelopment
2. Location of Project (street address):
1500 Curtis Road
City:lacksonville County:Onslow Zip:28540
3. Directions to project (from nearest major intersection):
West on Curtis Road from Wilmington Highway(Hwy 17) to the Intersection of Curtis Road and
4. Latitude:34° 42' 27.37" N Longitude:77° 2717.53" 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 number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* "provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state 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 ®Sedimentation/Erosion Control:11.0 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
F—CEIVE
MAY 01 2013
BY..
Form SWU-101 Version 07Jun2010 Page 1 of 6

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:MCB Camp Leieune
Signing Official & Title:Carl Baker - Deputy Public Works Officer
b. Contact information for person listed in item la above:
Street Address:1005 Michael Road
City:Camp Leieune State:NC Zip:28547
Mailing Address (if applicable):
i.ity: State:
Phone: (910 ) 451-2213 Fax: ( )
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:MCB Camp Lejeune
Signing Official & Title:Carl Baker - Deputy Public Works Officer
b. Contact information for person listed in item 2a above:
Street Address:1005 Michael Road
City:Camp Lejeune
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213x264
Email:[e-mail]
State:NC Zip:28547
Fax:
Zip:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State:
Phone: L ) Fax: ( )
4. Local jurisdiction for building permits:
Point of Contact:
Phone #:
Fonn SWU-101 Version 07Jun2010 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater off the parking lot and building will be treated in open swales and two (2) wet ponds
2. a. If claiming vested rights, identify the supporting documents provided and the elate th
❑ Approval of a Site Specific Development Plan or PUD Approval Date: E
❑ Valid Building Permit Issued Date:
❑ Other: Date: V MAY f 0 2013
b.If claiming vested rights, identify the regulation(s) the project has been designed in acco��ance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 27.66 acres
5. Total Coastal Wetlands Area: 0.00 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:27.66 acres
Total project area shall be calculated to exclude the following the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHPV) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of tlue NHW (or MHW) line tttay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 27.9
9. How many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below. nA tt a it u C u
Basin Information'---
Drainage Area 1
Area 2
Drainage Area 3
Drainage Area
Receiving Stream Name
Edwards Creek
-Drainage
Edwards Creek
Edwards Creek
Stream Class *
SC;HQW;NSW
SC;HQW;NSW
SC;HQW;NSW
Stream Index Number *
19-13
19-13
19-13
Total Drainage Area (so
168,577
78,408
957,884
On -site Drainage Area (so
168,577
78,408
957,884
Off -site Drainage Area (so
0
0
0
Proposed Impervious Area** s
117,612
55,321
163,759
Impervious Area** total
70
70
17
Im ervious' Surface Area.
Draina e Area 1
Draina e Area 2
Draina e Area 3
Draina e Area _
On -site Buildings/Lots (so
19,161
31,883
0
On -site Streets (so
0
0
68,388
On -site Parking (so
81,961
15,011
47,252
On -site Sidewalks (so
13,573
5,591
46,174
Other on -site (so
0
0
0
Future (so
0
0
0
Off -site (so
0
0
0
Existing BUA*** (so
2,917
2,836
1,945
Total (so:
117,612
55,321
163,759
Stream Class and Index Number can be determined at: luttp://portal.ncdenr.org web/wq4)s/csu/classificatiotus
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 ofensting BLIA that will remain after development. Do not report any existing BLIA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version 07Jun2010 Page 3 of 6

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify G9u
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWl prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: GON
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC Coy N P�
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
ht!p://www.secretary.state.nc.us/Co!porations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
hn://portal.ncderinore/web/wq/ws/su/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.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Greg Harnish, PE
Consulting Firm: Woolpert, Inc.
Mailing Address:8731 Red Oak Boulevard, Suite 101
City:Charlotte State:NC Zip:28217-3975
Phone: (704 ) 525.6284 Fax: (704 ) 525.8529
Ema il: Qrer. harnish@woolpert. com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item la) 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.
Form SWU-101 Version 07Jun2010
FCEN
MAY 01 2013
Page 5 of 6 B :

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
County of
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 expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item la)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
a Notary Public for the State of . County of
do hereby certify that 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 expires
Form SWU-101 Version 07Jun2010 Page 6 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact, Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Infonmation, item la) Carl H. 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 co ants will be r orcled, and that the proposed project complies with the requirements of the
applicable storrKwger rules ungr l5A NCAC 21-1.1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
DateA /% / 2
I, A za Z19eX a Notary Public for theState of N✓: > ��/ - . Countyof-
l�/ii,(�r>.�) , do hereby certify that �LZ /� �1'/�r/ personally appeared
before me this / day of CIAO,/2— and acknowledge the
/due
eeexecution f the application for
a stormwater permit. Witness my hand and official seal,
ALICE A BONNETTE
Notary Publlc
Onalow County
8tata of North Carolina
Commlaelon Ex Irea ..�.
Form SWU-101 Version 07Jun2010
SEAL
My commission expires
F—CEOV� V�
MAY 01 202 APR 3 2013
Page 6 of 6

,MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
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06.05 16:58
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06.05 16:59
06.05 17:01
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FAX NO.1
NAME .
—SUCCESSFUL TX NOTICE-
06-05-2013 17:01
Stato of North Cvr'oline
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Paid9cCrory, Governor FAX COVER SHEET John E %varla III, Secretary
Date: 4;� "s!� 3 No. Pages (excl. cover):
To: L ; � From: Jo Calmer
/-2 ��C Phone: [phone]
Co: /L
Fax: �/� Fax: [phone]
Re:
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] - An Equal Opportunity Affirmative Action 13mployer

MEMORY TRANSMISSION REPORT
FILE NO.
058
DATE
06.05 16:57
TO
n 917045258529
DOCUMENT PAGES
8
START TIME
06.05 16:57
END TIME
06.05 16:59
PAGES SENT
8
STATUS
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J'nf M Crn y. Governor
TIME
FAX NO.1
NAME
`SUCCESSFUL TX NOTICE'
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No. Pages (excl. cover)
From: Jo Casmer
Phone: [phone]
Fax: [phone]
I
Slate of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Fat McCrory, Governor FAX COVER SHEET John E Skvarla III, Secretary
Date: /zo -S / -�5
To:
Co: ///w OoI7/- 117tG
Fax:
Re: �� L�L i O ���mE.✓ rg/L
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127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o .An Equal Opportunity Affirmative Action Employer

XAI
WOOLPERT
OE SIGN I GEOSVATIAL I IN GPASTRUCTURE
Date: 4 June 2013
To: Linda Lewis, Environmental Engineer III
NC Division of Water Quality
127 Cardinal Drive Ext
Wilmington, NC 28405
We are sending you:
_ Shop Drawings _ Samples _ Specifications
x Other
Transmittal
If enclosures are not received as noted below,
please call sender or Woolpert at 704.525.6284
Re: Delalio Elementary School
Project Number: 71519.99
Subject:Express Review
Shipped Via: UPS
X Plans _ Change Order
Copies
Date
No.
Description
2
4 June 2013
Revised Plan - Sheet CU500
Remarks:
Copy To: Kelly Stedman
Signature:
Gregory Harnish, PE
704.526.3052
W:NWMDE\Ea1MewN igM CtknIkNAYFAM715190elatb Elementary Y1ro RM. DWaCMDMrmlttlllg\S illab\2013-05 NCOENRS DO RE ISICMResp LOT,O
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Lewis,Linda
From: Harnish, Greg [[e-mail]]
Sent: Tuesday, June 04, 2013 12:42 PM
To: Lewis,Linda
Cc: Schoenike (Ctr), Karl
Subject: RE: Delalio ES - Trash Rack
Attachments: 20130604113541.pdf; NC DOT Standard Dwg 840.16.pdf
Linda -
Sheet CU301 of the set contains the storm sewer structure schedule. The structures for
the basins are number 4.2 and 7.2. Said structures are called to be cast as a drop inlet
with frame and grate per NC DOT Standard Drawing No.'s 840.14 and 840.16. By reference,
this should suffice. For your clarity, I have attached drawing no. 840.16 as well as a
manufacturer cut sheet.
I can offer to add a note to the detail sheet, but it would be redundant.
Greg Harnish, PE, LEED AP
Woolpert
8731 Red Oak Boulevard
Suite 101
Charlotte, NC 28217-3975
direct: 704.526.3052
Cell: 561.251.2042
main: 704.525.6284
fax: [phone]
www.woolpert.com
[e-mail]
APlease consider the environment before printing this e-mail
From: Lewis,Linda [mailto:linda.lewis(alncdenr.gov]
Sent: Tuesday, June 04, 2013 12:07 PM
To: Harnish, Greg
Subject: RE: Delalio ES - Trash Rack
Greg- The detail doesn't show or specify the "grated cover" information. The entire top of the box (not just the
weir) is going to need a trash rack, i.e., the grated cover you have noted, but that grated cover also needs to
be specified as having openings no more than 4" o.c.e.w.
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: Harnish, Greg [mailto:Gma.Harnish(a)Woolpert.com]
Sent: Tuesday, June 04, 2013 11:46 AM
To: Lewis,Linda
Subject: RE: Delalio ES - Trash Rack
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XA1
WOOLPEPT
DESIGN I GEOSRATIAL I mcG<sTQUCTURE
Date: 29 May 2013
To: Linda Lewis, Environmental Engineer III
NC Division of Water Quality
127 Cardinal Drive Ext
Wilmington, INC 28405
We are sending you:
Shop Drawings _ Samples _ Specifications
x Other
Transmittal
If enclosures are not received as noted below,
please call sender or Woolpert at 704.525.6284
Re: Delalio Elementary School
Project Number: 71519.99
Subject:Express Review
Shipped Via
X Plans
UPS
_ Change Order
Copies
Date
No.
Description
2
29 May 2013
Revised Plan - Sheet CU500
2
Application - page 3 of 6
Remarks:
Linda - In follow up to your email. Attached please find both the revised page 3 of 6 as
requested as well as plan sheet CU500.
On the plan sheet, a weir of moderate size set at elevation +19.2 and 18.4 in basins A and B
respectively was added. As you are aware, this change does affect the provided calculations.
Specifically, it affects the peak rate of discharge and the routed elevation. The maximum rate
of discharge against the allowable rate has been verified. Do you need calculations to verify
this? Please advise.
Copy To: Kelly Stedman
Signature:
Gregory Harnish, PE
704.526.3052
\6VMe1gMA5RVIMDMQ DINAV1<Q071519 Delalb Elementary ktroM. DW(sCWl rmlttlnoSu iDaIM20130D 29 NC DENR STOW R I510NARvIWr LOT.E

Lewis,Linda
From:
Lewis,Linda
Sent:
Monday, May 20, 2013 11:03 AM
To:
'Harnish, Greg'
Cc:
Russell, Janet
Subject:
Delalio SW8 130502
Attachments:
Average Head & Drawdown Calculation.pdf
A couple of minor issues that need to be resolved quickly and resubmitted by Thursday, May 23, 2013.
1. This is an FYI issue for future projects: The assumed average depth of 5.0 in each pond has not been
substantiated via calculation with the input of the provided design parameters. The calculated average
depth in each pond is much less than 5 feet. Luckily, the new minimum required surface areas based
on the increased SA/DA ratios due to the smaller provided average pond depth of 4.0 and 3.5 in A and
B, respectively, is provided in each pond.
2. Please update the information listed on the application regarding the "Untreated" built -upon area (Area
#3). You need only submit that updated page (3 of 6) via email. Please make sure that the post -
developed untreated existing BUA you report in this column matches the numbers in the updated
Abstract and on the Proposed Drainage Area map (163,759 sf).
3. Please add a weir opening at the proposed temporary pool elevation to the outlet structure details on
sheet CU-500, and submit 2 copies of just that updated plan sheet. If you don't provide a weir at the
calculated TPE (19.2 and 18.4) in each outlet structure, then you'll have to check and perhaps even
resize the orifice to release just the 1.5" design storm volume in 2-5 days, under the much larger
average driving head. I've attached a drawing which specifies the average head and orifice calculation
differences when there is an opening at the temporary pool and when there is not.
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.

:SwF(361SGZ
WOOLPEPT
DESIGN I GEOSReTInC I INFRFSTRUCTU RE
Date: 14 May 2013 Re:
Transmittal
If enclosures are not received as noted below,
please call sender or Woolpert at 704.525.6284
Delalio Elementary School
To: Linda Lewis, Environmental Engineer III Project Number: 71519.99
NC Division of Water Quality Subject: Express Review
127 Cardinal Drive Ext
Wilmington, NC 28405 Shipped Via: UPS
We are sending you:
Shop Drawings _ Samples _ Specifications
x Other
X Plans _ Change Order
Copies
Date
No.
Description
14 May 2013
Revised Plans
ea
Supplement for Basin A and B
1
Storm Water Management Report
1
Check No. $500
Remarks:
Linda - Your email said to transmit only the revised plans. The slight revision to make the
forebay a smaller percentage of the wet pond is reflected on a number of the sheets. Hence, I
have sent a majority of the set.
Copy To: Kelly Stedman
ECEIV
MAY 15 20
Sig13nat e:
F SY:
R:1DBCIIenO\NAVFAP W1519 Delallo Elementary kM INN, DWG10v10pefmlttlnq\SUUmI¢a19201 R'D5'10 NO DERR STORM RESUBMITT>UResryme LOT. do[
Gregory Harnish, PE
704.526.3052

—� 2
WOOLPERT „n
s°
DESIGN IGEOSGnT14LIINFAA STPUCTUPE I 7"
14`h May 2013
Linda Lewis
Environmental Engineer III
NC Division of Water Quality
127 Cardinal Drive Extension
Wilmington NC 28405
RE: Delaho Elementary School
Woolpert Project No. 71519
Dear Ms. Lewis:
In response to your comments sent via email on May 9s, please find attached one copy each of the revised
construction drawings, the revised storm water management report, and the revised supplemental forms
for both Basin A and B as requested for the above referenced project. The additional fee in the amount of
$500 is also enclosed as requested.
For case of reference, we have rewritten your comments followed by our response in italics.
For Pond A:
A. The calculations and plans use 19.2 as the temporary pool elevation , but the supplement
reports temporary pool elevation as 19.5. RESP: The supplement has been corrected to
show the temporary pool elevation as elevation 19.2.
B. The calculations use 17,083 as the temporary pool volume, but the supplement reports
temporary pool volume as 22,377. RESP: The supplement has been corrected The
temporary pool voltone corresponding to the elevation is 17,083 cubic feet.
C. If temporary pool elevation is 19.2. then the temporary pool surface area interpolated
from the calculations is 25,499. The supplement reports 26,746 as the temporary pool
surface area (at 19.5). RESP: The supplement has been corrected to show 25,500 SF of
area corresponding to Basin A at elevation 19.2 as per the stage -area -volume curve for
said basin.
D. The calculations indicate that a 2" orifice is to be used, but the supplement reports a 2.5"
orifice. RESP: The 2"orifice is correct. The supplement has been corrected.
IL For Pond B:
A. The calculations and plans use 18.4 as the temporary pool elevation , but the supplement
reports temporary pool elevation as 18.5. RESP: The supplement has been corrected to
show the temporary pool elevation as 18.4.
B. The calculations use 8.804 as the temporary pool volume, but the supplement reports
temporary pool volume as 9,886. RESP: The supplement has been corrected to show
8,790 cubic feet as the temporary pool volume. The report has been corrected as well to
match.
ECEIVE
MAY 15 2013
BY:

C. If the temporary pool elevation is 18.4, then the temporary pool surface area interpolated
from the calculations is 10,360. The supplement reports 10,471 as the temporary pool
surface area (at 18.5).
RESP: The supplement has been corrected to show 10,471 square feet as the temporary pool.
D. The calculations erroneously say that the permanent pool surface area provided at 17.5 is
9,885. The supplement reports 8,029. RESP: The calculations have been amended to
show the permanent pool surface area of 8,029.
E. The calculations use a surface area of 3,678 at the sediment cleanout top elevation of 12.5
to determine Permanent pool volume. The supplement reports 1,640. RESP: The area
has been corrected on each of the supplements.
Ill. The SA/DA ratio reported on each supplement is 1.87, but the calculations use the correct ratio of
4.98% and 5.04% respectively for A and B. Once the SA/DA on the supplements is corrected,
please correct the required permanent pool surface area amount to match the calculations.
RESP: The ratios have been corrected on each of the supplements.
IV. The calculations for permanent pool volume should start at the specified sediment cleanout top
elevation, but the provided calculations for each pond start one foot below. RESP: The
calculations have been corrected as requested.
V. The head reported on each supplement is incorrect. It should he the same as used in the
calculations, H/3. RESP: The driving head has been revised on both supplement sheets.
VI. The provided forehay volume should he within 18% to 22% of the permanent pool volume. In
each case, if appears that the provided volume is well in excess of the acceptable range. RESP:
The earthern berm used to segregate the forebav from the pond has been "relocated".
Specifically, the berm was shift about seven feet (T) and three feet (3') in Basin `A" and "B"
respectively.
VII. Why is a design storm of 1.75" used'? The minimum required is 1.5". RESP: Woolpert
understands that NCDENR only requires a design storm of 1.5 "for water quality. The technical
guidance provided by Option I of Section 438 of the Energy Independence and Security Act
("EISA ") mandates that the water quality be provided for a storm of the 95rh Percentile Rainfall
Event. Based on historical data the 95rb Percentile Rainfall event is 1.75 inches. As stated on
page seven (7) of the report, some of the requirements between NC DENR and Section 438
appear to be contradictory. Because NC DENR is a state pennit authority, meeting the minimun
requirements of the state is considered peufunctorv. However, the design still seeks to implement
conuplimentary LID infrastructure techniques encouraged by Section 438. By using the 1.75"
rainfall,for water quality, the design is more conservative than NC DENR requires and more in
line with the overall intent of the EISA requirements.
Vill. The Rational C coefficients reported on the supplements is way off base. The highest coefficient
possible is 1.0. RESP: The runoff coefficients have been corrected on the enclosed supplements.
IX. In the Computations summary section on page 9 of the narrative document, the surface areas are
noted as being at the SHWT. Based on the supplements, this appears that it should be at
permanent pool elevation. The surface area at SHWT is irrelevant for purposes of stormwater
design. RESP: The tvpographical error in the report body has been corrected. The square foot
area corresponds to the pennanent pool elevation.

Ms. Lewis
Page 3 of 3
14 May 2013
Addtional: Please note the addition of a concrete spillway leading from water quality basin "A" to the
point of confluence with the drainage way. The top of the spillway serves as a level spreader. The detail,
as shown on sheet CS 100, includes a diffuser at the toe of the slope to assist in reducing the velocity
coming from the discharge of the pond. RESP: A concrete spillway has been added as requested. The
crest of the spillway has been set at the elevation of the 100 year, I day storm event. The cross sectional
area is sufficient to pass the 10 year, I day storm event without breaching the top of clam elevation
around the pond. The detail has been added to sheet CS502.
Should you have any questions or need additional information, please feel free to contact our office.
PE
dman (via email)
NNIIci�uUxVINV>r:V'li[mAVAVI'R Jp71519 IMA 11—n ay 4h(,AV .I)N'(i(1 Iw5'OW\ 11). w N 111MI MWU'—li,,,..

Storm Water Management Report
Delalio Elementary School
Located in Camp Leleune
Onslow County, North Carolina
BY: SCUg
Prepared For:
Department of the Navy
Naval Facilities Engineering Command
Prepared By:
Woolpert
8731 Red Oak Blvd, Suite 101
Charlotte, NC 28217
Phone:[phone]
October 5th, 2012
Revised December 2012
Revised April, 2013
Revised May, 2013
Woolpert Delalio Elementary School 1
October 2012 MCAS New River, North Carolina

TABLE OF CONTENTS
Page
Abstract....................................................
Existing Conditions ..................................
Proposed Developments ...........................
Criteria.....................................................
Methodology............................................
Computations ...........................................
Conclusion ...............................................
Exhibits:
A-l. Vicinity Map................................................................................ 3
A-2. Aerial Photograph..................................................................... 4
Appendices:
A. Existing Conditions / Survey
B. Drainage Map— Existing Conditions
C. Site Plan
D. Drainage Map — Proposed Conditions
E. Soils Map
F. Precipitation Data
G. Water Quality Volume Calculations
H. Nodal Network from Autodesk Storm and Sanitary Analysis
I. Runoff Calculations — Existing Conditions
J. Runoff and Routing Calculations — Proposed Conditions
K. Control Structure Details
L. Swale Stabilization Calculations — Proposed Conditions
'CEQ Vlr F
MAY 15 2013
Woolpert Delalio Elementary School
October 2012 WAS New River, North Carolina

Improvements are proposed for Delalio Elementary School located in Onslow County within
MCAS New River, NC. The project site consists of approximately 25.22 acres of which roughly
l 1 acres will be disturbed for re -development of an existing school. The site is bound on the
north by Curtis Road and the west by Schmidt Street. In addition to the proposed building, the
proposed improvements include parking areas, a bus drop-off loop, sidewalks, and playground
areas. The primary points of access will be via Curtis Road and A Street extension.
The site improvements will be phased to minimize the impacts on the existing school operation
during construction. Any future phases after the overall development will require separate NC
DENR Application packages. A location map is included as Exhibit A below for reference.
Exhibit A — Location Map IA
C. a
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EXISTING CONDITIONS
ELEMENTAR .aQa�r
SCFIUUL�
:1 4
1
At present, the property is an existing an elementary school, built in the 1960's. Access to the
property is from a pair of access driveways connecting to Curtis Road on the north of the site as
well as a driveway connecting to A Street on the west. The site is roughly 1.4 miles from Wilson
Bay.
A delineated wetland exists within the northeast quadrant of the site. Said wetland will remain
during and after construction and will not be disturbed. No grading or improvements will occur
within a fifty (50) foot buffer strip of the existing wetlands. There is also an intermittent stream
that bisects through the west half of the site. The stream will be permitted and relocated to the
southern property line as part of this development. Approximately 670 linear feet of existing
channel will be eliminated and replaced with a new stabilized channel approximately 755 linear
feet long. USGS soil information is provided in appendix E.
Woolpert Delalio Elementary School
October 2012 MCAS New River, North Carolina

Generally speaking, the site drains from the west to the northeast with stream channels conveying
flows offsite. The entire site discharges at the northeast corner through a culvert under Curtis
Road. The discharge then travels northerly, for approximately 2,750 feet, in Strawhom Creek to
the point of confluence with Edwards Creek, which is classified as a High Quality Water (HQW).
Because the site is greater than 575' from Edwards Creek, the Sediment and Erosion Control Plan
will be designed for the 10 year storm event.
SUMMARY OF DRAINAGE AREAS
Pre -developed Total Area
1,205,125 Sq. Ft.
Pre -developed Impervious Area
198,198 Sq. Ft.
Pre -developed Pervious Area
1,006,927 Sq. Ft.
Pre -Developed Percent Impervious
16.4 %
PROPOSED CONDITIONS
An overall site plan is included within the Construction Plans. Drainage patterns will remain
relatively consistent with the current condition. The building will drain to the south and cast
through a combination of disconnected downspouts, piped downspouts, infiltration trenches and
rain barrels before discharging into proposed wet detention basins. The parking area will drain
toward the cast via a catchment and conveyance system consisting of swales and drop inlets
which will convey runoff into a proposed wet detention area. Runoff from the loading dock
surrounding area will be directed by overland flow to a second wet detention area located on the
south of the site. Discharge from both detention areas will be regulated to meet the existing rate
of discharge as apropos. The remainder of the site will flow thru relatively flat open ditches and
swales to the Northeast where it will leave the site in an existing culvert under Curtis Road.
Woolpert -- Delalio Elementary School 4
October 2012 MCAS New River, North Carolina

The stormwater discharge from the site falls into three (3) separate drainage areas. The first
drainage area consists of the parking lot off of Curtis Road and the front of the proposed building.
This area drains into Drainage Basin "A", where it will be treated by the wet pond and forebay.
The second drainage area consists of the back side of the building and the loading dock area.
This area drains into Drainage Basin "B", where it will be treated by the wet pond and forebay.
The final drainage area consists of the remainder of the site which will be untreated.
SUMMARY OF DRAINAGE AREAS
Drainage Area 1 (Basin A)
Total Area
168,577 Sq. Ft.
Impervious Area
117,612 Sq. Ft.
Pervious Area
50,965 Sq. Ft.
Percent Impervious
70%
Drainage Area 2 (Basin B)
Total Area
78,408 Sq. Ft.
Impervious Area
55,321 Sq. Ft.
Pervious Area
23,087 Sq. Ft.
Percent Impervious
70%
Drainage Area 3 (Untreated Area)
Total Area
957,884 Sq. Ft.
Impervious Area
163,759 Sq. Ft.
Pervious Area
794,125 Sq. Ft.
Percent Impervious
17%
There are also several stormwater cleaning measures that are included in the site design that will
not be permitted. These are mainly being built for educational purposed and because of the high
SH WT on this site they cannot be permitted but will still supply some level of storm water
cleansing. The first of these is a small bio-retention area that is being constructed on the East side
of the proposed building. All the water that falls in the amphitheater area will be surface drained
into the bio-retention area. There will also be rainwater harvesting tanks near the southeast
corner of the proposed building to capture the roof drains and store the water for irrigation.
Within the proposed parking lot there are two grass lined swales that will slow and filter the
stormwater before it enters the piped network. Finally the overall amount of proposed storm
sewer pipe has been reduced in favor of conveyance channels in a effort to allow as much
infiltration as possible.
CRITERIA
Several governmental review entities have jurisdiction over the development of this project.
They include the North Carolina Department of Environment and Natural Resources (NC DENR)
for storm water management as well as erosion and sediment control, Camp LeJeune Public
Works Design and Section 438 of the Energy Independence and Security Act (EISA) Act. For
case of reference, excerpts from the criterion are outlined below.
From the NCDENR Stormwater BMP Manual Chapter 2: North Carolina's Stormwater
Requirements Table dated July 2007:
• The project lies in the State Storm Water 20 Coastal Counties District. nC©©V
Woolpert Delalio Elementary School
October 2012 WAS New River, North Carolina

The site has greater than 24% build upon area. Therefore the site must provide a removal
rate of 85% of the Total Suspended Solids ("TSS") for the runoff from the first 1.5" of
rainfall. (See notes in the paragraph below pertaining to the Public Works Section.)
o Treatment volume drawdown time within detention ponds shall be a minimum of
48 hours but not greater than 120 hours.
o The measure shall discharge the treatment volume at a rate equal to or less than
the pre -development discharge rate for the one year, 24 hour storm event.
o All structural storm water treatment systems designed in compliance with the
manual shall be considered to have the TSS removal efficiency indicated in that
manual. Treatment' trains" shall be considered to have removal efficiencies
equal to the treatment sum of the various components of the "train".
A 30 foot wide vegetation buffer must be provided for all perennial streams.
All detention facilities shall be designed to maintain the pre -developed runoff rate for the
10 year 24 hour storm event. An emergency spillway shall be provided for a 100 year
storm event.
NC DENR also provides the guidance and requirements for Erosion and Sedimentation Control.
Specifically, the criteria states "Erosion and sedimentation control measures, .structures, and devices
shall be so planned, designed, and constructed to provide protection from the run off of that 10 year storm
which produces the maximum peak rate of run off as calculated according to procedures in the United
States Department ofAgricu/ture Soil Conservation Service's "National Engineering Field Manual for
Conservation practices" or according to procedures adopted by any other agency of this slate or the
United States or any generally recognized/ organization or association. "
The Public Works Section of Camp LeJcune serves as the permitting entity of NC DENR. As
such, Camp LeJeune will review all applications, plans and calculations prior to submission to
NC DENR. In addition to NC DENR requirements, the Public Works Section requires the
following:
• Camp LeJeune follows Session Law 2008-21 1 for Phase 11 permitting even though they
operate under an existing Phase I permit.
• Show / Provide computations for the 10 Year and 100 Year 24 hour storm events. While
this is above the design requirement, most designs maintain the discharge rate for the
existing condition for the 10 year storm event and demonstrate safe passage of the 100
year from the site.
• Existing impervious area can be credited or excluded for water quality purposes.
From the Technical Guidance on Implementing Section 438 of the Energy Independence and
Security Act dated December 2009:
• The intent of Section 438 is to require federal agencies to maintain or restore the pre -
development site hydrology during the development or redevelopment process.
Implementation can be achieved through the use of the green infrastructure/low impact
development (GI/LID) infrastructure tools described in this guidance.
• A fundamental principle of Section 438 is to employ low impact design systems and
practices that mimic natural processes to infiltrate and recharge, promote evapotrans-
piration and harvest/ use precipitation near to where it falls.
• State and local requirements or permit requirements may make it technically infeasible to
use certain GI/LID techniques.
• Sites are encouraged to use one of two options below in implementing Section 438.
• Option 1: Retain the 95's Percentile Rainfall Event.
o The 95" Percentile rainfall event is defined as 1.75 inches in 24 hours based upon
historical data.
Woolpert Delalio Elementary School 6
October 2012 MCAS New River. North Carolina

o The option seeks to infiltrate or evapo-transpirate the full volume of the 95ih
percentile storm.
o Generally precludes extended detention.
Option 2: Site -Specific Hydrologic Analysis
o Designer determines the pre -developed runoff conditions based on site -specific
conditions and local meteorology by using continuous simulation modeling
techniques, published data, studies, or other established tools.
o Design a Stormwatcr management system such that the post -construction rate,
volume, and duration of runoff should not exceed the pre -developed rates.
From a review of the criteria, some of the requirements between NC DENR and Option 1 of
Section 438 appear contradictory. Specifically, the intent of Option I is to retain the volumetric
equivalent of 1.75" of rainfall over the site. Conversely, NC DENR explicitly stipulates
minimum and maximum drawdown time requirements within detention ponds. Because NC
DENR is a state mandated permit requirement and has authority over the site design, the system
will be designed to meet the detain requirements while implementing LID infrastructure
techniques encouraged by Section 438.
The application of the areas for the water quality calculation and LID infrastructure techniques
are further defined in the methodology and calculation section of this report.
METHODOLOGY
Because this is a redevelopment project, idiosyncrasies and inherent challenges are to be
anticipated. The following is a catalog of the methods and the means of analysis in order to
demonstrate compliance with the design criteria.
I. Analyze and design the storm water storage requirement and discharge structure to regulate
the rate of discharge as prescribed by both Camp LeJeune and NC DENR. This portion of
the analysis will be comprised of the following:
a. Determine the existing drainage patterns and runoff characteristics. Included as
Appendix A is a survey of the existing property. Coupled with field observation, the
existing drainage pattern can be created. The existing drainage pattern is included as
Appendix B.
b. Using the site plan, determine a water budget necessary to mimic the existing conditions.
A wet detention system shall be employed to meet both the storm water management and
water quality needs of the site.
c. Using a preliminary grading and drainage design, identify the drainage sub -basins within
the project. The project is broken into several distinctly segregated sub -basins based
upon the preliminary grading and drainage design for the site. Identification of the
contributory areas to segregated detention areas will assist in the sizing and functionality
of said areas.
d. Once the contributory areas are determined, the detention areas and correlating discharge
structures are designed._Thc required volume and allowable discharge rate is based upon
both the existing and proposed conditions in comparing the rates of discharge for the 1,
10, 25, and 100 year storm events having a duration of 24 hours. The effects of the 95's
percentile storm will also be analyzed. Said computation is performed using Storm and
Sanitary Analysis 2012 by Autodesk. The analysis is based on the SCS method and
comparing the existing against post developed flow rates and runoff volumes. The design
of the discharge structure will be dependent upon the analysis of the required water
quality volumes and storage requirement has been analyzed.
Woolpert Delalio Elementary School 7
October 2012 MCAS New River, North Carolina

2. Integrate and design a system(s) adequate to meet the storm water quality requirements. Said
requirements will incorporate a practical application of LID infrastructure techniques in order
to meet the intent of Section 438. Said techniques will include the use of:
a. A pair of wet detention areas will be utilized as the primary means of meeting the
water quality requirements for the site. Each of the detention areas will be equipped
with bleed down devices and control structures to regulate the rate of Stormwater
discharge from the site.
b. Grassed Channels and infiltration/exfiltration trenches will be incorporated into the
conveyance system to assist with promoting groundwater recharge.
c. The rate of discharge will be restricted in order to extend the detention time onsite
while still meeting DENR requirements. Said restriction will promote
evapotranspiration.
d. Existing wetlands on the property will be maintained.
e. Building downspouts will drain to adjoining landscape areas where apropos. Proper
dispersal from the roof drainage system will promote infiltration.
f. The primary source for irrigation water will be a pump drawing from the wet
detention system. This will not only reduce the use of potable water but also provide
additional water polishing and localized recharge.
Analyze and size the catchment and conveyance system for adequacy. As with most drainage
systems, runoff is conveyed using drainage inlets and piped connections. This portion of the
analysis focuses on the configuration and sizing of the conveyance system. The drainage
system(s) will be analyzed using Storm and Sanitary Analysis (2012) by Autodesk for hydraulic
calculations, checking the hydraulic grading for proper pipe sizing. Exfiltration trenches will be
conservatively analyzed as a closed pipe.
Calculations for the hydraulic gradient of the catchment and conveyance system will be included
as Appendix J. Adequacy is verified using the routing capabilities of Storm and Sanitary
Analysis (2012) by Autodesk where applicable.
COMPUTATIONS -
There will be two (2) wet detention basins constructed for this development. Both basins will
consist of a forebay and wet pond. The permanent pool elevation for the ponds will be set based
on the Seasonal High Water Table, (SH WT), as determined by a soils scientist. The permanent
pool elevation, (PPE), will be set at an elevation plus or minus six (6) inches of the SHWT.
Control structures, one for each detention area, will be designed to limit the rate of discharge.
The two wet basins will be used to accomplish the required Stormwater Quality Volumes,
(WQV), as required by NC DENR. The ponds have been sized to accomplish a TSS removal rate
of 90%. In order to obtain this rate of removal each pond will have a minimum depth below PPE
of five (5) feet. An additional foot of excavation is also required to mitigate sediment that may
enter the pond for a total depth of six (6) feet below the PPE. The WQV requirement for this site
is to hold the first inch of rainfall for all the existing impervious areas and the first 1.75 inches
rainfall for the new impervious areas. The two (2) basins were sized based on the impervious
drainage area tributary to each basin. The calculations for the WQV are attached in Appendix G.
Woolpert Delalio Elementary School g
October 2012 MCAS New River, North Carolina

SUMMARY OF STORMWATER OUALITY VOLUMES
Basin "A"
Basin "B"
SHWT
19.0 ft
18.0 ft
PPE
18.5 ft
17.5 ft
Bottom of Basin
12.5 ft
11.5 ft
Sediment Cleanout
13.5 ft
12.5 ft
Surface Area (@ PPE)
22,304 sf
9,885 sf
Water Quality Volume
17,083 cf
8,790 cf
Water Quality Elevation
19.2 ft
18.4 ft
Forebay Volume
15,648 cf
4,884 cf
Orifice Diameter
2.0 inches
1.5 inches
Drawdown Time
3.80 days
2.80 days
In the post developed stage, conveyance will be via a series of ditches, pipes and inlets leading to
the wet detention areas for proper attenuation of runoff to meet the storage requirements of the
site. The layout and design of the detention areas will take the existing contours and grading
effort into account. Each of the "areas", which act as individualized sub -basins, are modeled as
interconnected pond using Storm and Sanitary Analysis 2012 by Autodesk. The SCS method was
used in order to compute the rates of discharge and volume of attenuation required for the various
storm events for each area. The time of concentration for the undeveloped sites was developed
using the TR-55 method for shallow concentrated flows. The intent was to mimic the existing
draws that exist throughout the site. The soil hydrologic group "B" was used for the entire site.
The time of concentration for the developed areas is user defined, using a minimum of 5 minutes.
The computations for the existing and proposed conditions are included as Appendices 1 and J
respectively. A graphic depiction of the nodal diagram is included as Appendix H. The analysis
compares the pre -developed flow rates against the post -development flow rates. The analysis is
done for the 1, 10, 25 and 100 year storm events having duration of one day. The computed rate
of discharge for the post developed condition is the summation of the site components and is
summarized as "Proposed Conditions Overall Site' on page 1 of Appendix J of this report.
The maximum allowable discharge rate is equal to that of the existing conditions at the existing
culvert under Curtis Road. The starting water surface elevation in each basin was assumed to be
the water quality elevation in the basin. The computation is performed using Storm and Sanitary
Analvsis 2012 by Autodesk. The analysis is based on the SCS method for comparison of the
existing against post developed now rates.
The allowable and summation of the computed rate of discharge is as follows:
1 Year, 1 day storm event - 25.94 cfs (allowable) / 20.30 cfs (computed)
10 Year, I day storm event-77.85 cfs (allowable) / 77.15 cfs (computed)
25 Year, I day storm event-106.35 cfs (informational use only) / 106.84 cfs (computed)
100 Year, 1 day storm event-160.01 cfs (informational use only) / 156.90 cfs (computed)
SUMMARY OF STORMWATER DETENTION
Basin "A" Basin `B"
I Year Highwater 19.85 ft 19.23 It
10 Year Highwater
25 Year Highwater
100 Year Highwater
Top of Dam Elevation
20.24 ft
19.51 ft
20.38 ft
19.65 ft
20.55 ft
19.82 ft
21.55 ft
20.85 ft
Woolpert Delalio Elementary School 9
October 2012 WAS New River, North Carolina

Appendix J contains the calculations for the relocated drainage ditch to be constructed along the
southern property line. The proposed channel will have a three (3) foot wide flat bottom with
side slopes of 3:1 on each side. The overall slope of the ditch will be nearly flat to meet the
existing upstream and downstream tie in points. During the wet season, pools of standing water
within the proposed ditch may be anticipated. These pools will be shallow and lend to a positive
impact on the storm water quality in the area. It is anticipated that the water in these pools will
either evaporate over time or percolate into the surrounding soils. A fence, located between the
school and the drainage ditch, is proposed to maintain public safety.
CONCLUSION
In order to meet the NC DENR requirements for the redevelopment of the Delalio Elementary
School two (2) separate wet detention ponds are required. Both of the wet ponds will have a
minimum of six (6) feet of depth below the Permanent Pool Elevation, PPE. The PPE was set for
each pond based on boring done at the location of the pond and the Soil Scientists determination
of the Seasonal High Water Table, SHWT. In order to meet the NC DENR requirements for
WQV Basin A has a WQV depth of 0.7 feet and drains through a 2.0" orifice set 6" below the
SHWT, Basin B has a WQV depth of 0.9 feet and drains through a 1.5" orifice set 6" below the
SHWT. Both ponds will drain down to the normal PPE within the required 2 to 5 days. The
design will meet the 90% TSS removal rates required for this site.
Stormwater Detention has also been accounted in the two (2) wet ponds. The detention analysis
has a starting water surface elevation equal to the WQV elevations previously determined in each
basin. Routing calculations were prepared for the 1, 10, 25, and 100 year 24 hour storm events to
determine the various discharge rates and high water elevations in each pond. After the
redevelopment of this site the runoff peak flows for the various storm events will be at or below
the current discharge rates as allowed by NC DENR. The 100 year storm event high water has
been calculated to provide at least one (1) foot of freeboard in each basin as well.
Utilizing the requirements of NC DENR for the development of the storm water system on this
site, the redevelopment of the site results in a computational reduction in the rate of discharge
into the conveyance ditch thru the property.
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Woolpert Delalio Elementary School 10
October 2012 MCAS New River, North Carolina

DELALIO ELEMENTARY SCHOOL
MICAS NEW RIVER, NORTH CAROLINA
PROPOSED DRAINAGE AREAS
DRAINAGE
TOTAL AREA
IMPERVIOUS AREA
AREA
(AC.)
(AC)
Basin A
0.81
0.53
ST 15.1
0.55
0.40
ST 3.4
0.35
0.19
ST 3.3
0.26
0.03
ST 2.3
0.66
0.60
ST 2.2
0.28
0.24
ST 14.2
0.12
0.09
ST 13.2
0.24
0.19
ST 1.2
0.26
0.22
ST 1.3
0.34
0.22
Basin B
0.67
0.43
ST 5.10
0.02
0.02
ST 5.9
0.02
0.02
ST 5.8
0.08
0.08
ST 5.7
0.04
0.04
ST 5.4
0.04
0.04
ST 5.2
1 0.38
0.17
ST 6.2
0.12
0.12
ST 6.7
0.31
0.25
ST 6.9
0.12
0.10
ST 9.2
0.55
0.29
ST 10.2
0.50
0.47
ST 12.2
1.67
0.89
ST 8.3
0.20
0.07
ST 8.2
0.23
0.06
BP 1
18.84
1.98
DRAINAGE TO BASIN A
3.87
DRAINAGE TO BASIN B
1.80
BYPASS DRAINAGE
21.99

Water Quality Volume -DELALIO ELEMENTARY SCHOOL
BASIN "A"
Project: DELALIO ELEMENTARY SCIIOOL By:
Location: JACKSONVILLE, NC - ONSLOW COUNTY Checked:
Water Quality Sizing - Building
Existing Condition
Post Developed Condition
Area (acre)
Im rviaas
46300
Pcrvious
23:U300
Total
27.6600
Area (acres)
Pm ervious
2.7(NI0
Pcrvious
-i.1700
Total
1 3.8700
KAS Date.
Dale:
Built Upon Area 16,74%
Built Upon Are. 69.77%
04-22-13
R,. = 0,05 + 0.901,,
1,, _ (Impervious Post Developed- Impervious eviourg) I (Tom1 Area - haperviou.. Esisfing)
R = 0.68
First, Calculate the mnoff from the first 1.75 inch
Calculate Runoff Volume(V=3630'Ru'R,'A) 16,666 cf
Compare the volume difference between the pre- and post -development mnoff from the 1-year, 24-hour rainfall event.
(lf(uhe site drains to a Shellfishing Water (SA) or Outstanding Resource Waters (ORW)
Data from NOAA for I -year, 24-hour event 3.68 inches
Pm -Development: Rv= 0.20
Post -Development: Rv= 0.68
Calculate Ratio IT Volume = V ,,,,,,= 3630' P, yo,,,aha'(Rv wn-Rv e")'A
Calculate Runoff Volume 24,673 cC
The B M P Shall be Designed Using the Greater Calculated Ruran Vol umc
Use Runoff Volume 16,666 cf
(not located in a SA or OR Watershed)
Calculations based on NCDWQ Stonnwxter Management and Calculations, Page 3-7, July 2007 Edition
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Water Quality Volume -DELALIO ELEMENTARY SCHOOL
BASIN "A"
Project: DELALIO ELEMENTARY SCHOOL By:
Location: JACKSONVILLE, NC - ONSLOW COUNTY Checked:
Water Quality Sizing - Wet Ponds
Minimum Surface Area Cates
Existing Condition
Area (acres)
Im rvioas 4.6300
Pervious 23.0300
Total 27.6600
Post Developed Condition
Area (ecrcs)
Im crvious
2.7000
Pervious
L1700
Total
1 3.8700
PERCENT IMPERVIOUS 69.77%
BASIN "A" HAS AN AVERAGE DESIGN DEPTH OF 5.0 FEET
KAS Date:
Date:
Built Upon Are. 16.74%
Built Upon Area 69.77%
CALCULATE REQUIRED SURFACE AREA AT PERMANENT POOL:
BASIN "A"S[ALL HAVE DEPTH OF 5.0'AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE I OA IN NCDENR STORM WATER LIMP MANUAL
r&DRPTH=5.0 FFFT
IMP
SD/DA
60
4.30
69.77
4.98
70
5.00
SA/DA =
SA, Q,= 0.19 ACRES=
4.98
8,402 SF
SURFACE AREA PROVIDED AT PERMANENT POOL "A" (ELEV. 18.50) = 22,304 SF
SA PROV'D= 22.304 > 8,402 = SA REQ'D TRUE
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Water Quality Volume-DELALIO ELEMENTARY SCHOOL
BASIN "A"
Project: DELALIO ELEMENTARY SCHOOL By: KAS Date:
Location: JACKSONVILLE, NC - ONSLOW COUNTY Checked: Date:
Water Quality Sizing - Wet Pond "A" - EASTERN BASIN
Minimum Required Volume (Simple Method):
PROPOSED IMPERVIOUS AREA 117,612 SF
EXISTING IMPERVIOUS AREA = q LFF
INCREASE IN IMPERVIOUS AREA 117,612 SF
PREV PERMITTED FRACTION= 0.00
ADD IMP. FRACTION = 100.00
04-22-13
NOTE - ALL PREVIOUSLY PERMITTED IMPERVIOUS SHALL BE DESIGNED FOR 1.0-INCH RAINFALL
EVENT, ALL ADDITIONAL IMPERVIOUS SHALL BE DESIGNED FOR THE 1.75-INCI I RAINFALL EVENT.
Rv = 0.05+0.0091(1)
Rv = 0.67791
I = 69.77
Ad= 3.87 Acrcs
VOLUME= PREVIOUSLY PERMITTED FRACTION X(I.0'Rv'Ad)+
ADDITIONAL IMPERVIOUS FRACTION X (1.75"'Rv'Ad)
70% VOLUME= 0,38259 AC -FT
16,666 FTA3
VOLUME PROVIDED IN TEMPORARY POOL:
ELEV. SA (SF)
INCREM
VOL. (CF)
TOTAL
VOL. (CF)
18.5
22,304
19A
24,854
11,790
11,790
20.0
28,081
26,469
38,257
21.0
30,351
29,216
67,473
22.0
32,677
6Q758
99.015
MINIMUM TEMP POOL ELEVATION (FROM SIMPLE VOLUME METHOD)
VOLUME REQUIRED= 16,666
REQUIRED ELEVATION= 19.18
TEMP POOL ELEVATION:
OUTLET ELEVATION = 19.2
VOLUME, PROVIDED= 17,083 CF
19 I��SL (9.�$
20 38 ZS�
.35 _
2 � 4l07
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVE THE NORMAL POOL
IS GREATER THAN THE MINIMUM TEMP POOL ELEVATION, THE OUTLET ELEVATION IS THE
TEMPORARY POOL ELEVATION.
VOL. PROVIDED = 17,083 > 16,666 —VOL. REG. TRUE
Uufle� e N. 75
2. S d s
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37

Water Quality Volume -DELALIO ELEMENTARY SCHOOL
BASIN "A"
Project: DELALIO ELEMENTARY SCHOOL By: KAS Date:
Location: 3ACKSON'VILLE, NC - ONSLOW COUNTY Checked: Date:
Water Quality Sizing - Wet Pond "A" EASTERN BASIN
Forebay Sizing
PERMANENT POOL VOLUME:
INCREM.
TOTAL
EL.
SAl5F1
VOL ICE)
VOL (CF)
13.5
10,486
0
0
14.0
11,365
5,463
5,463
15.0
13,164
12,265
17,727
16.0
15,019
14,092
31,819
ITO
16,931
15,975
47,794
18.0
18,900
17,916
65,709
18.5
22,304
29,426
77,220
REQUIRED VOLUME =20% TOTAL= 15,444 CF
INCREM.
TOTAL
EL.
SA/SFI VOL ICE)
VOL, (CF)
13.5
1,569
0
0
14.0
1.813
846
846
15.0
2,350
2,082
2,927
16.0
2,952
2,651
5,578
17.0
3,618
1285
8,863
18.0
4.348
3,983
12.946
I8.5
5,428
6,785
15,648
VOL PROV'D = 15,648
>
15,444 = VOL. REQ'D TRUE
ORIFICE SIZING: REQUIRED DRAWDOWN= 2-5 DAYS
Q2=
0.09645 CPS
(FOR 2 DAY DRAWDOWN)
Q5=
0.03858 CPS
(FOR 5 DAY DRAWDOWN)
ORIFICE ELEVATION=
TF,MP POOL ELEVATION=
ORIFICE, DIAMETER =
Q PROVIDED=Cd-A'(2GhY0.5
18.50 (PERMENANT POOL ELEVATION)
19.20 (OUTLET ELEVATION)
100 INCH
04-22-13
WHERE Cd= 0.6
A= 0,02181 SF
G= 32.2 FPSIS
h=(TEMP POOL -NORMAL POOL)3
0.2333
Q PROV'D= 0.05072
FE Q2 > 0.05072 > Q5 OK
DRAWDOWN TIME:
TIME= VOLUME= 16666 = - 180 DAYS
Q PROVD 0.05072 '
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I

Water Quality Volume-DELALIO ELEMENTARY SCHOOL
BASIN "B"
Project: DELALIO ELEMENTARY SCHOOL By: KAS Date: 04/2212013
Location:. JACKSONVILLE, NC - ONSLOW COUNTY Checked: Date:
Water Quality Sizing - Building
Existing Condition
Area (acres)
Im rvious 4.6300
Pervious ':23i0300 Built Upon Area 16.74%
Total 27.6600
Post Developed Condition
Area (acres)
Im rvious 12700
Pervious s0.5300 Built Upon Area 70.56%
Total 1.8000
R = 0.05+0.901,
I,1 = (Impervious Post Developed- Impervious eveling) I (Total Area - Impervious 8.risting)
R.. _ 0.69
First, Calculate the runoff from the first-.' 1.75' inch
Calculate Runoff Volumc (V=3630'Rd* R,'A) 7,833 cf
Compare the volume difference between the pre- and post -development runoff from the I -year, 24-hour minfall event.
(IJthe site drains to a SheRlshing {Pater(SA) or Outstanding Reramcc Waters (ORW)
Dam from NOAA for I -year, 24-hourevent 3.68 inches
Pre-DevclopmenL Re= 0.20
Post -Development. Rv= 0.69
Calculate Runoff Volumc=VIA. a�r�1= 3630'Ply_,zs�o'(R, p.-Rv,)'A
Calculate Runoff Volumc 11.646 cf
The PIMP Shall be Designed Using the Greater Calculated Runoff Volume
Use Runoff Volume 7,833 cf
(not located in a SA or OR ff' Watershed)
Calculations based on NCDWQ Stmorlwater Management and Calculations, Page 3-7, July 2007 Edition
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Water Quality Volume -DELALIO ELEMENTARY SCHOOL
BASIN "B"
Project: DELALIO ELEMENTARY SCHOOL By:
KAS Date: 04/22/2013
Location: JACKSONVILLE, NC - ONSLOW COUNTY Checked:
Date:
Water Quality Sizing - Wet Ponds
Minimum Surface Area Calcs
Existing Condition
Arca (acres)
Im Cr 0us 4.6b00
Pervious 23.070o
Built Upon Arca 16.74%
Total 27.6600
Post Developed Condition
Arca (acros)
Impervious 1.2700
Pervious 0,5300
Built Upon Arca 70.56%
Tow] 1.8000
PERCENT IMPERVIOUS 70.56%
BASIN "B" HAS AN AVERAGE DESIGN DEPTH OF 5.0 FEET
CALCULATE, REQUIRED SURFACE AREA AT PERMANENT POOL:
BASIN "B" SHALL HAVE DEPTH OF 5.0' AND BE DESIGNED TO REMOVE 90%TSS.
INTERPOLATION OF TABLE 104 IN NCDENR STORMWATER BMP MANUAL
nDFPTH = S (I FFFT
%IMP
SD/DA
70
5A0
70.56
5.04
80
5.70
SA/DA= 5.04 %
SAasU_= 0.09 ACRES= 3,951 SF
SURFACE, AREA PROVIDED AT PERMANENT POOL "B" (ELEV.17.50)= 8,029 SF
SA PROV'D= 8,029 > 3.951 = SA REQ'D TRUE
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Water Quality Volume -DELALIO ELEMENTARY SCHOOL
BASIN "B"
Project: DELALIO ELEMENTARY SCl-IDOL By: KAS Date: 04/22/2013
Location: JACKSONVILLE, NC - ONSLOW COUNTY Checked: Date:
Water Quality Sizing - Wet Pond "B" - WESTERN BASIN
Minimum Required Volume (Simple Method):
PROPOSED IMPERVIOUS AREA 55,321 SF
EXISTING IMPERVIOUS AREA = P. SF
INCREASE IN IMPERVIOUS AREA 55,321 SF
PREV PERMITTED FRACTION= 0.00
ADD IMP. FRACTION = 100.00
NOTE -ALL PREVIOUSLY PERMITTED IMPERVIOUS SHALL BE DESIGNED FOR 1.0-INCII RAINFALL
EVENT. ALL ADDITIONAL IMPERVIOUS SHALL BE DESIGNED FOR THE 1.75-INCH RAINFALL EVENT.
Rv = 0.05+0.009'(p
Rv = 0,69500
I = 70.56
Ad— 1.8 Acres
VOLUME = PREVIOUSL PERMITTED FRACTION X (1.0'Rv'Ad)+
ADDITIONAL IMPERVIOUS FRACTOIN X (1.75"Rv'Ad)
VOLUME= 0.17981 AC -FT
7,833 FT ^ 3
VOLUME PROVIDED IN TEMPORARY POOL:
ELEV. SA (SF)
INCREM TOTAL
VOL. (CF) VOL. (CF)
17.5
8,029
18.0
9.885
4,479
4,479
19.0
11,073
10.479
14,958
20.0
12,320
11,697
26,654
MINIMUM TEMP POOL ELEVATION (FROM SIMPLE VOLUME, METHOD)
VOLUME REQUIRED= 7,833
REQUIRED ELEVATION= 18.30
TEMP POOL ELEVATION:
OUTLET ELEVATION= 18.4
VOLUME PROVIDED= 8,914 CF
is
1¢qS$
Z
Z v
ZCv Cn S 4
(1
(01 Go
2 33`i
X�
(72R7
NOTE: SINCE THE ELEVATION OF THE NEXT AVAILABLE OUTLET ABOVETHE NORMAL POOL
IS GREATER THAN THE MINIMUM TEMP POOL ELEVATION, THE OUTLET ELEVATION IS THE
TEMPORARY POOL ELEVATION.
IIVOL. PROVIDED = 8,914 > 7,833 =VOL. REG. TRUE I
/9. 2 > Uv1 pew = 1'72R
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Water Quality Volume -DELALIO ELEMENTARY SCHOOL
BASIN "B"
Project: DELALIO ELEMF,NTARY SCHOOL By: KAS Date: 04/22/2013
Location: MCKSONVILLE, NC - ONSLOW COUNTY Checked: Date:
Water Quality Sizing - Wet Pond "B" WESTERN BASIN
Forebay Sizing
PERMANENT POOL VOLUME:
INCRF,M.
TOTAL
13L.
SA (SF 1
VOL (CF)
VOL (CF)
12.5
2,557
0
0
13.0
2,915
1.368
1,368
14.0
3.679
3,297
4,665
15.0
4,503
4,091
8,756
16.0
5,388
4,946
13,702
17.0
6.331
5.860
19.561
17.5
8,029
10,063
23,764
REQUIRED VOLUME = 20 % TOTAL =
4,753 CF
rNCREM.
TOTAL
EL.
SA (SF 1
VOL (CF1
VOL (CF)
12.5
211
0
0
. 13.0
311
131
131
14.0
558
435
565
15.0
877
718
1,283
16.0
1,267
1,072
2,355
17.0
1,726
1,497
3,851
17.5
2.404
1,033
4,884
VOL PROV'D= 4,884
>
4,753
= VOL. REQ'D TRUE
ORIFICE SIZING: REQUIRED DRAWDOWN = 2-5 DAYS
Q2=
0.04533 CFS (FOR 2 DAY DRAWDOWN)
,Q5=
0.01813 CFS (FOR 5 DAY DRAWDOWN)
ORIFICE ELEVATION =
17.50(PERMENANT POOL ELEVATION)
TEMP POOL ELEVATION=
18.40(OUTLET ELEVATION)
ORIFICE DIAMETER =
1.50 INCH
Q PROVIDED =Cd'A'(2Gh)A0.5 WHERE Cd- 0.6
A= 0.01227 SF
G= 32.2 FPS/S
h=(TEMP POOL -NORMAL POOLy3
0.3000
QPROVO- 0.03235
Q2> 0.03235 >Q5 OK
DRA W DO WN TIME:
TIME= VOLUME - 7833 _ 2.80 DAYS
Q PROV'D 0.03235
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Storage Nodes
Storage Node: BASIN A
Input Data
Invert Elevation (f).........................................................
18.50
Max (Rim) Elevation (fl).................................................
21.50
Max (Rim) Offset III) ......................................................
3.00
Initial Water Elevation (ft)...............................................
1920
Initial Water Depth (ft)....................................................
0.70
PondedArea (8')............................................................
0.00
Evaporation loss...........................................................
0.00
Storage Area Volume Curves
Storage Curve: Storage -A
Stage Storage Storage
Area Volume
(ft) (e°) (W)
0 22304 0.000
0.5 24854 11789.50
1.5 28081 38257.00
2.5 30351 67473.00
3.5 32677 98987.00

Storage Area Volume Curves
Storage Volume (ftj
10.000 20,000 30.000 a.000 50.00 40.000 70.000 80.000 90.000
3.5
...... ................ I ............. ----------------------- ------------------- ---------- ---------
3.5
1.4
---------- ------ .............. .......... ------- ----------
3.4
---------- -------------------------------- ---------- ---------- --------- -- -----
3.3
3.2
----------............................... ---------- ...................
3.1
.......... .................... ......... ............................ ..... .. .........
3.1
3
.................... ----------- I --------- ------ ----------------- ---- -------------
3
?.9
.......... ......... ........... I- ...... I ....... ......... ---------- ---------- ----- ---- ..........
2.1
..................... ----------------------- ................. ...... --- I . ................
2.3
?.7
---------- 1 ..................... ...... - ............... - ------- ---------- ------ ----
2.7
----------........... --------- ......... ------- .......... ..... - ......................
2.6
----------- --------I----------- --------- I ------------ I ------ ....... ... I ------ -- ...................
2.5
--------- I ----------- --------------------------------- i- - ----- --- ----- 1-- ------ ..........
2.4
0.3
---------- .......... --------- .......... . ........ ......... -----
2.3
.2
---------- ......... ---------- ......... ---------- -------- ---------- --------- ----------
2.2
.......... ---------- ---- --- -------- - ---------- ..........
2.1
---------- ------- ------- ---------- ------------- ...... ----- ---- ...... ----------
2
............ ---------- ......... --- ----- ........ .......... ..........
1.9
1.9
.......... --------- .......... --------- ...... ------ . ...... ---------- ---------- ----------
1.8
1.7
---------- --------- ---------- ......... ----- ----------------- ----------------- ...
1.7
.................... --------- . ............... .......... ---------- ---------- ..........
.. &
.... .............. . ......... ..........
1.5
.4
---------- --------- ---------- ---------- ---------- ---------- ..........
1.4
.3
---------- ........ .......... .. ............... --------- ---------- ---------- ----------
1.3
.2
---------- --------------------- --------- I ------ --------- ---------- ---------- ---------- ..........
12
.1
---------- ----------------- ------- ...... ............................... -------------------
1.
......................................... ... ................. ------- ......... ---------- ..........
.
---------- ....... I --- ..............-- ---------- ---------- -------- .......... ......
0.9
---------- ----------------------- ------------------- ------- ...... ------ ....... ---------
0.4
•
---------- ------ ------------- ------------------------------- ......... .........
0.7
---------- --- ---- ------- -- ---- ---- I ............ - ------- -------------------- .......... ----------
0.6
....... . ... I
---- ----- --------- i .................. ---------- ---------- ---------- ----------
0.5
...... --------- .......... -------- : .......... ...... ......... ........ ........ -
0.4
.3
------- . ... .... ------ ......... -------- ......... ...... .......... ..........
X
0.3
.2
- ........ ....... - ........... ......... --------- .......... .......... ........
0.2
.1
- - ----•----------------- ......... ---------- ......... ---------- .......... ........ ...........
0.1
0
•---- -------------------- ----------- ---------- .................... ---------- ........ -
.0
23.000 24.000 25.000 26.060 27.000 28.00 29.000 30.008 31866 32066
Storage Area ift)
I- Storage Area -Storage Volume

Storage Node: BASIN A (continued)
Outflow Weirs
SN Element Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 LS-1
Rectangular No
20.50
2.00
17,00
1.00 3,33
2 Weir -A
Rectangular No
19.75
1.25
10.00
1.50 3.33
Outflow Orifices
SN Element Orifice
Orifice Flap
Circular Rectangular Rectangular
Orifice Orifice
ID Type
Shape Gate
Orifice OMce Orifice
Invert Coefficient
Diameter Height Width
Elevation
(in) (in) (in)
(ft)
1 WQV-A Side
CIRCULAR No
2.00
18.50 0.61
Output Summary Results
Peak Inflow (cis)............_..............._.............................
9.61
Peak Lateral Inflow, (cfs)................................................
1.99
Peak Outflow (cfs)..........................................................
1.25
Peak Ex<Itration Flow Rate(cfm)...................................
0A0
Max HGL Elevation Attained (ft) ... _.............._...
_....... 1985.
Max HGL Depth Attained(ft).... ..... .................. ... .....
..... . 1.35
Average HGL Elevation Attained (ft) ..............................
1945
Average HGL Depth Attained (it) ...................................
0.95
Time of Max HGL Occurrence (days hh:mm) _... _...__..
0 12:52
Total Exfllration Volume (1000-113) ................ ..... ..........
0.000
Total Flooded Volume (ac-in).........................................
0
Total Time Flooded (min) ...............................................
0
Total Retention. Time (sec) .............................................
0.00

Storage Node: BASIN B
Input Data
Invert Elevation (ff).............................................
_.......... 17.50
Max (Rim) Elevation (fl).................................................
20.20
Max(Rim) Offset (e)......................................................
2.70
Initial W aler Elevation (R)..................__................._..._.
18.40
Initial Water Depth (ft)....................................................
0,90
Ponded Area (f 2)...................... ..................._................
0.00
Evaporation Loss...........................................................
0.00
Storage Area Volume Curves
Storage Curve : Storage-B
Stage Storage Storage
Area Volume
(8) 011) (fl')
0 8029 0.000
0.50 9885 4478.50
1S 11073 14957,50
2S 12320 26654.00

Storage Area Volume Curves
Storage Volume (tP)
0 2,000 4.000 6.000 0.000 10,000 12.000 14.000 16.000 18,000 20,000 22,000 24.000 26.000
2.4
2.35. ................ --------------- ;---------------- •---------------- ------- -------------- :_----- _. .....
2.25 _....... ... ....
2.2 :_._._._.......................
• .
2.1 :..--.....--.._•.............. .....
2.05....... :------- ........:....... ............... .......:......:------- L...... L... _..... ..:...____
2........:.......:........-------------- .------- .-------
-- ____ __ _ __.......
1.95 ;.......p..._..----- i............................. {....... `------i . .. ... .
;.
-.
1.75 :---------.......:............... ....... ;--------------------------- '------- I"
1.7------- "----- 't—'---- '------- ''---._..:...
1.35.--------------- .------- ................'------ ...... .......:----------'--. �....
1.2 ............... i.................. ----- ......... .... {....... ... _ _ __..
1.15--------------- ______________ _____________ __________L ...... :. .....---------------
1.1. _____.{....... .......}...._. ;_.__.._{__ .___...................... ....... ._.___.;._.._ _ ...
1.05.------------------------ ......-------- --------------------- -------- ------- .------- .------- ___-- .
0.95 :.............................. ........
__........:.......:.. ...........:......_.._____ ... ...
0.9 ' ...... �...._..------- _.__........
0.85------- ------- .------- :------- ...... ......... .......... ....... ------- :------- ------- ------- -------
0.8 ------- ....................... .------- ......._,------ ---- .__ :_......:....... :...._...___._.
0.75 .. .................. ..:................... ......... .......... ..___,-------
0.7 ----- _------ _------- _--- --- _--------------- _------- _------- _------- _____ _
0.6 ..................... ........................................ .......:....... .......... ......:...... ..
0.55. :_________________- ........ ;....... }______ �_._..._q..... ... _ ._. _________ _.
0.5 .................... :................... ------------- ...........
..-------- ....__ __.
OA5. ;------- :....... ..............;.......• _-_-_;_.____ {.......�.......:
0.3__.__.___.:_......:.........____...._____.___.._...._................
....
0.25 :........ ................................. ........-------------------- ,........------- :...----- ______:_..
0.15 :-.... ............... .._____ ------
---------------- ------- --._._ ..____
0.1 ................................................. ...... ........................
0.05 .. .. ....................... ................ I ....... ...... ....__...------- ------- ... ....
8.000 8.500 9.000 9,500 10.000 10.500 11.000 11500 12.000
Storage Area ((t-)
Storage Area — Storage Volume
2.5
0.6

Storage Node : BASIN B (continued)
Outflow Weirs
SKI Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (fi) M) 01)
1 Weir-B Rectangular No 1920.1.70 10.00 1.30 3.33
Outflow Orifices
SN Element Orifice
Orifice Flap
Circular Rectangular Rectangular
Orifice Orifice
ID Type
Shape Gate
Orifice Orifice Orifice
Invert Coefficient
Diameter Height Width
Elevation
(in) (in) (in)
(fl)
1 WOV-B Side
CIRCULAR No
1,50
17.50 0.61
Output Summary Results
Peak Inflow (cfs)._............... ............ ..............................
4.15
Peak Lateral Inflow (cfs)......................... ............_.........
1.63
Peak Outflow (cfs)..... ........... ..........................................
0.22
Peak Exfltration Flow Rate (cfm)...................................
000
Max HGL Elevation Attained (ft).....................................
19.23
Max HGL Depth Attained (f)............_........................._.
1.73
Average HGL Elevation Attained (fi) ................
18.71
Average HGL Depth Attained (fit) ... ................................
1.21
Time of Max HGL Occurrence (days hh:mm) ....._.........
0 15:09
Total Exfltration Volume (1000-fi') ._...... .......................
0,000
Total Flooded Volume (ac-in) ._............... _.....................
0
Total Time Flooded (min) ...................... _.......................
0
Total Retention Time (sec) __ ......... .................. ............_
0.00

4" PVC CAP
4" PVC
4" PVC TEE
PPE-18.5'
2.0" ORIFICE
PLATE
4" PVC CAP
4" PVC
4" PVC TEE
PPE- 17.5'
1:5" ORIFICE
PLATE
GRATED TOP
T/C=19.75'
PRECAST CONCRETE
DROP INLET
(2'x3')
BASIN "A"
ST 4.2
24" DIA.
DISCHARGE PIPE
FL-15.86
GRATED TOP
T/C 19.20
PRECAST CONCRETE
DROP INLET
(2'x3')
BASIN "B"
ST 7.2
os OUTFALL STRUCTURE
U500 NOT TO SCALE
15" DIA.
DISCHARGE PIPE
FL-16.94'

Marine Corp Base Camp Lejeune
Delalio Elementary School Re -Development
9/28/2012
RATIONAL METHOD FOR DEPTH OF FLOW IN SWALE CALCULATIONS
Q = 1.49/n*A*RA(2/3)*SA(1/2)
n =
0.032
S =
0.0013 ft/ft
Q(10) =
12.98 cfs
Q(100) =
24.19 cfs
SWALE GEOMETRY
BOTTOM WIDTH = 3.00 ft
SIDE SLOPES = 3.0 : 1.0
MINIMIUM DEPTH = 2.00 ft
NORMAL DEPTH CALCULATIONS
1)(10)= 1.30 ft
D(100) = 1.75 ft

Depth
Q
Area
Veloc
Wp
Yc
(ft)
(cfs)
(sqft)
(ft/s)
(ft)
(ft)
0.20
0.102
0.720
0.14
4.26
0.01
0.40
0.352
1.680
0.21
5.53
0.04
0.60
0.754
2.880
0.26
6.79
0.08
0.80
1.323
4.320
0.31
8.06
0.13
1.00
2.076
6.000
0.35
9.32
0.18
1.20
3.030
7.920
0.38
10.59
0.23
1.40
4.201
10.08
0.42
11.85
0.29
1.60
5.605
12.48
0.45
13.12
0.35
1.80
7.259
15.12
0.48
14.38
0.42
2.00
9.177
18.00
0.51
15.65
0.48
Hydraflow Express - STABILIZED CHANNEL - 09/28/12 1

TopWidth
Energy
(ft)
(ft)
4.20
0.20
5.40
0.40
6.60
0.60
7.80
0.80
9.00
1.00
10.20
1.20
11.40
1.40
12.60
1.60
13.80
1.80
15.00
2.00
Hydraflow Express - STABILIZED CHANNEL - 09/28/12 2

Marine Corp Base Camp Lejeune
Delalio Elementary School Re -Development
5/8/2013
WEIR EQUATION FOR DEPTH OF FLOW IN LEVEL SPREADER
Q=CL(HA1.5)
Q= 19.7 cfs (from SSA model, 10 year storm into Basin A)
C = 3.3
L = 17 ft
LEVEL SPREADED GEOMETRY
BOTTOM WIDTH = 17.00 ft
CURB HEIGHTS = 6.00 in
DEPTH OF FLOW OVER SPILLWAY FOR A 10 YEAR STORM
H = 0.50 ft
VELOCITY OF FLOW OVER SPILLWAY FOR A 10 YEAR STORM
V=Q/A
A = 8.52 sq. ft.
V = 2.31 ft/sec
FICEpVE
MAY 15 2013
ev:

Lewis,Linda
From: Lewis, Linda
Sent: Thursday, May 09, 2013 1:23 PM
To: 'Harnish, Greg'
Cc: Bradshaw CIV Thomas C; '[e-mail]', Scott, Georgette; Russell, Janet
Subject: Delalio Elementary SW8 130502
Attachments: 2013 05 addinfo 130502.pdf
Greg;
Attached please find my Express review comments for this project.
Linda Lewis

May 9, 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information — Express Review
Stormwater Project No. SW8 130502
Delalio Elementary School Redevelopment
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received an Express State Stormwater Management
Permit application for Delalio Elementary School on May 1, 2013, and preliminary
comments were provided on May 1, 2013. A review of the remaining information has
determined that the application is not complete. In addition to the emailed comments
regarding the 30' buffer and the area of redevelopment, the following information is
needed to continue the stormwater review:
For these comments, please note the use of the following abbreviations:
PPE = permanent pool elevation TPE = temporary pool elevation
PPSA = permanent pool surface area TPSA = temporary pool surface area
PPV = permanent pool volume TPV = temporary pool volume
In general, I find that the calculations are inconsistent with the numbers reported on the
supplement forms. In particular, please address the following inconsistencies:
For Pond A:
a. The calculations and plans use 19.2 as the TPE, but the supplement
reports TPE as 19.5.
b. The calculations use 17,083 as the TPV, but the supplement reports
TPV as 22,377.
c. If TPE is 19.2, then the TPSA interpolated from the calculations is
25,499. The supplement reports 26,746 as the TPSA (at 19.5).
d. The calculations indicate that a 2" orifice is to be used, but the
supplement reports a 2.5" orifice.
For Pond B:
a. The calculations and plans use 18.4 as the TPE, but the supplement
reports TPE as 18.5.
b. The calculations use 8,804 as the TPV, but the supplement reports TPV
as 9,886.
c. If TPE is 18.4, then the TPSA interpolated from the calculations is
10,360. The supplement reports 10,471 as the TPSA (at 18.5).
d. The calculations erroneously say that the PPSA provided at 17.5 is
9,885. The supplement reports 8,029.
e. The calculations use a surface area of 3,678 at the sediment cleanout
top elevation of 12.5 to determine PPV. The supplement reports 1,640.

Neal Paul
May 9, 2013
Stormwater Application No. SW8 130502
3. The SA/DA ratio reported on each supplement is 1.87, but the calculations
use the correct ratio of 4.98% and 5.04% respectively for A and B. Once the
SA/DA on the supplements is corrected, please correct the required PPSA
amount to match the calculations.
4. The calculations for PPV should start at the specified sediment cleanout top
elevation, but the provided calculations for each pond start one foot below.
The head reported on each supplement is incorrect. It should be the same
as used in the calculations, H/3.
The provided forebay volume should be within 18%-22% of the PPV. In
each case, it appears that the provided volume is well in excess of the
acceptable range.
Why is a design storm of 1.75" used? The minimum required is 1.5"
8. The Rational C coefficients reported on the supplements is way off base.
The highest coefficient possible is 1.0.
9. In the Computations summary section on page 9 of the narrative document,
the surface areas are noted as being at the SHWT. Based on the
supplements, this appears that it should be at PPE. The surface area at
SHWT is irrelevant for purposes of stormwater design.
Please note that a revision to one number may have a domino effect on other numbers,
which may require revision of the applications, calculations, supplements, plans, details,
and associated documentation. Please verify all numbers are correct and consistent in
the application documents.
Due to the significant number of errors and deficiencies, please provide an additional
information fee in the amount of $500.00. This will be the last request for additional
information. If the application is still not complete with the next submission, and requires
a third request for significant additional information, then the applicant must receive
approval from the supervisor to stay in the Express program, or the application will be
transferred from Express to the regular program to complete the review and to issue the
permit.
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 May 16,
2013, 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 mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. In the Express program, no more than 2 time extensions may be
granted, for a total of 10 days.
If this is a new project, 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. Any proposed modification may not be constructed until the permit
modification is approved and issued.
Page 2 of 3

Neal Paul
May 9, 2013
Stormwater Application No. SW8 130502
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail]
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:\WQS\Stormwater\\Permits & Projects\2013\130502 HD\2013 05 addinfo 130502
CC: Greg Harnish, P.E., Woolpert
Wilmington Regional Office Stormwater File
Page 3 of 3

Environmental,
Geothermal & Well Drilling
21 September 2012
Professional Service Industries, Inc
Attn: Andrew Steege P.G.
5021 West WT Harris Boulevard
Charlotte, North Carolina 28269
Re: Storm Water Evaluation
Delalio Elementary School- MCAS New River
Mr. Steege,
Please find below a report referencing a soil and site evaluation for the above referenced
site, located along Curtis Road in Marine Corps Air Station New River, North Carolina.
1.0 Introduction/Purpose
The purpose of the soil and site evaluation was to determine the feasibility of
disposing and/or storing storm water within appropriate storm water device(s)
located and staked by Professional Service Industries.
2.0 Methods
(Refer to Figure 1)
The site was evaluated using hand auger borings. Auger borings were made at
varying locations throughout the site as identified and staked by Professional
Service Industries. Borings were advanced to a depth of at least 90 inches and
profile descriptions recorded. The seasonal high water table was determined by the
indication of redoximorphic features and/or colors of chroma 2 or. less (Munsell
Color Book) at >2% of the soil volume in mottles or matrix of a horizon or horizon
subdivision. Apparent water table levels were recorded as static water conditions
noted after a 24 hour time period.
The saturated hydraulic conductivity (Ksat) of the unsaturated portion of the soil
profile was measured using a Compact Constant Head Permeameter (CCHP).
Applied R 5ource Management, PC
P. 0. Box 882, 257 Transfer Station Road, Hampstead, NC 28443 910.270.2919 Fax [phone]

21 September 2012
These measurements were conducted at depths noted to be 12 inches to 18 inches
above the static water level at each location as requested by Professional Service
Industries. These in situ measurements of saturated hydraulic conductivity were
obtained in accordance with the Compact Constant Head Permeameter User's
Manual by K98i, Inc. Field work was conducted at the site September 18 -19, 2012.
3.0 Results/Findings
(Refer to Appendix A and Figure 1)
The site was characterized by soils With a seasonal high water table that ranged
from less than 12 inches to 18 inches from the natural soil surface as indicated by
the presence of redoximorphic features and/or colors of chroma 2 or less (Munsell
Color Book) at >2% of the soil volume in mottles or matrix of a horizon or horizon
subdivision. The static water table levels were noted to range from 36" to 90" from
the existing soil surface after an equilibration period of 24 hours.
In -situ saturated hydraulic conductivity (Ksat) measurements within the proposed
areas ranged from 0.006 — 0.042 inches per hour at the depth above the static
water level as noted in Table 1 below. A detailed profile description and Hydraulic
Conductivity sheet for each boring location is in Appendix A.
Table 1. Summary of Hydraulic Conductivity Measurements
Boring Location
SHWT
in.
Static Water Level
in.
Ksat
in./ hr
I - 1
<12
80
0.006
1-2
<12
N/A
N/A
I - 3
<12
36
0.009
1-4
18
90
0.042
PE22-
9,t9QtLiTY is NO2MGll
A*a£2 wali2 'S OGENIsgpu_ U si't-A0 oq \044TEA-
CQu L6t.�o/

21 September 2012
4.0 Limitations
The areas analyzed as part of this investigation only provide isolated data sets and
points as requested and identified by Professional Service Industries, Inc. and do
not represent subsurface conditions at every location in the project area. Analyses
and conclusions of this report, interpretation between data points, and subjective
subsurface interpretation, may not be completely representative of all subsurface
conditions.
This investigation furthermore does not provide conclusive data on limits of impact
or other interpolations where indicated by question marks or where otherwise
qualified.
Conclusions and recommendations of this investigation and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation. No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution of
the existing project.
Should you have any questions or concerns please do not hesitate to contact me at (910)
270-2919.
Sincerely,
Walter D. Giese, LSS Gene You , REH
Project Manager Environmen ntist
rSOIL�p
S
G tER D,
a�a
r
���FNQRiH CP�G�/
z t .Se ,o,,,6e,, z o (a-..

:—_._..___..__..I..----'.CBR-3
_ems
:. is
CBR-1
CBR-2
..
0
1 3_��I_
1:
1�
� CBR-5
00
\
CBR-6
C-2
_
L
•, l
CBR-8
_
_
6 CCHP** Location (approximate)
Boring SHWT* 24 Hr Static Conducivity
Location (in.) (in.) (in./hr)
<12
80
0,005
i-3
< 12
36
0.01
1-4
18
> 90
0.04
• SHM: Seasonal High Water Table
** CCHP: Compact Constant Head Iermeamter
Applied Resource
Management, PC
Hampstcad, NG26743
Map adapted from previous draMng from Woolpert dated July 27. 2012 and Proposed
Boring and Test Location Diagram from Professional Service industries dated August 2012
TITLE: FIGURE:
CCHP Location
IOB: SCALE: DATE: DRAWN BY:
12149� 1"=200' 9/20/12 GY

Delalio Elementary School
Stormwater Infiltration Study
Soil Profile Description
MCAS New River, North Carolina
18 September 2012
Logged By: Gene Young, IRS
I —1 Soil Borinq
Soil Description
Page 1 of 2
0 - 24 inches Black (2.5Y 2.511) sandy loam, granular, friable, slightly
expansive.
24 - 40 inches Very dark grayish brown (10YR3/2) sandy loam/ sandy clay loam,
sub -angular blocky, friable to firm, slightly expansive.
40 - 50 inches Grayish brown (10YR 5/2) sandy loam/sandy clay loam, sub -
angular blocky, friable, slightly expansive with very dark grayish
brown (10YR 512) mottles.
50 - 56 inches Light gray (10YR 7/2) clay loam, sub -angular blocky, firm, slightly
expansive with pale brown (10YR 613) mottles.
56 — 90 inches Light gray (10YR 7/2) clay, massive, firm, slightly expansive with
reddish yellow (7.5YR 6/8) mottles.
Seasonal High Water Table <12"
24 Hour Static Water level 80"

Test Site: 1-1
Soil notes:
Delalio Elementary
Stormwater Infiltration Study
Page 2 of 2
Location
.
(cm)
Hole Depth
175
water H
18
Reference
10
d
167
D
185
H1
167
DTW (cm)
Time
Test
Valve
A
Conver.
9:18
Start:
Initial:
167
On
cm^-2
Factor
1
0.000808
20
Final:
167
Test
11:38
Time
- -dt"
Res
dR -
DTW
H
Conver.
Q
K
K
(min) _
_(min)_
(cm)_
(cm)
-_(cm)
(cm)
Factor
(cm^3/hr)
(cm/hr)
(in/hr)
0:00:00
0
49.8
0
167
18
20
0:20:00
20
45.3
4.5
167-
18
—20
270
0.2182
0.086'
0:40:00
20
45.2
0.1
167
18 .-
20
6
0.0048
0.002
1:00:00
20
44.3
0.9
167
18
20
54 -
0.0436
0.017
_-1:20:00 -
—20-
44
0.3
167
18
20
18
0.0145
0.006
1:40:00 _
20 _-
43.7
0.3-
167
18
20
18 .-
0.0145
0.006
2:00:00.
20
43.4
0.3
167
18
20
18
0.0145
0.006
2:20:00
20
43.1
0.3
167
18
20
18
0.0145
0.006
Ksat 0.0145 0.006
K I Loading
0.962 N.

Delalio Elementary School
Stormwater Infiltration Study
Soil Profile Description
MCAS New River, North Carolina
28 August 2012
Logged By: Gene Young, RS
I — 2 Soil Boring
Soil Description
Page 1 of 1
0 - 22 inches Black (10YR 211) sandy loam, granular, friable, slightly expansive.
22 - 38 inches Dark grayish brown (10YR 4/2) sandy loam, granular, friable,
slightly expansive.
38 - 44 inches Dark gray (10YR 4/1) sandy clay loam, sub -angular blocky, firm,
slightly expansive.
44 — 50 inches Dark grayish brown (10YR 4/2) sandy loam, sub -angular blocky,
friable, slightly expansive.
50 - 60 inches Gray (10YR 511) sandy clay, weak sub -angular blocky, firm,
slightly expansive with yellowish brown (10YR 518) mottles.
Seasonal High Water Table <12"

Delallo Elementary
Stormwater Infiltration Study
Test Site: 1-3
Soil notes:
Location
=EE=5
Hole Depth
72
water H
16
Reference
10
d
66
D
82
Hl
66
Page 2 of 2
I DT (cm)
Time
Valve
On
A
�-2
Conver.
Factor
es
Start:
12:20
Initial:
66
-
1
0.000961
20
Final:
66
Test top:
s
13:30
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min).
(cm)
(cm)
(cm)
(cm)
Factor
(crnA3/hr)
(cm/hr)
(in/hr)
(in/wk)
0:00:00
5
48.5
0
66
16
2-0
M7
YM 7
F"t
T&��
0:05:00
5
43.8
4.7
66
16
20
1128
1.0840
0.427
71.698
0:10:00
5
43.3
0.5
66
16
20
120
0 .1153
0.045
7.627
0:15:00
5
42.8 1
0.5
66
16
20
120
0.1153
0045
7.627
v
0:20:00
5
42.5
1 0.3
66
16
20
72
0.0692
0.027 -L
4.576
0:25:00
5
42
1 0.5
-
66
16
20
120
0.1153
0.045
7.627
-
0:30:00
5
41.5
20
120
0.1153
0.045
7 .627
`0314
0:35:00
5
41.1
0.4
'66
16
20
96
0,0923
0.036
6.102
-1.525
0:40:00
5
41
0.1
66
16
-
20
24
0.0231
0.009
0:45:00
5
66
16
20 -
48
-.-. 0.0461
0.018
3.051
E --M,
0:50:00
1 5
40.6
0.2
66
16
20
48
�0461
0.018
3.051
0:55:00
5
40.5
0.1
66
16
20
24
0.0231
0.009
1.525
1:00:00
5
40.4
0.1
1 66
16
20
24
0.0231
0.009
1.525
.....
1:05:00
5
40.3
0.1
66
1 16
20
24
0.0231
0.009
1.525
1:10:00
5
1 40.2
0.1
66
1 16
1 20
24
0.0231
0.009
1.525
K,at
1 0.0231
0.009
1.525
�0.136

Delalio Elementary' School
Stormwater Infiltration Study
Soil Profile Description
MCAS New River, North Carolina
18 September 2012
Logged By: Gene Young, RS
Page 1 of 2
I — 3 Soil Boring
Soil Description
0 - 20 inches
Black (10YR 2/1) Mixed sandy loam fill.
20 - 27 inches
Black (10YR 211) sandy loam, sub -angular blocky, friable, slightly
expansive.
27 - 34 inches
Dark gray (10YR 4/1) sandy clay loam, sub -angular blocky, firm,
slightly expansive.
34 — 58 inches
Dark gray (10YR 4/1) sandy loam, sub -angular blocky, friable,
slightly expansive with sandy clay loam, lenses starting at 46".
58 — 72 inches
Gray (2.5Y 5/1) sandy loam, granular, friable, slightly expansive.
72 — 84 inches
Dark greenish gray (Gley 1 4/10Y) sandy loam; granular, friable,
slightly expansive.',
Seasonal High Water Table <12"
24 Hour Static Water Level 3631
t
(
1
II
I
I
I�
I '
I

Delalio Elementary School
Stormwater Infiltration Study
Soil Profile Description
MCAS New River, North Carolina
18 September 2012
Logged By: Gene Young, RS
Page 1 of 2
I — 4 Soil Borin
Soil Description
0 - 8 inches Very dark gray (10YR 3/1) loamy sand, granular, very friable, non -
expansive.
8 - 18 inches Yellowish brown (10YR 5/6). loamy sand/sandy loam; granular,
friable, slightly expansive.
18 - 36 inches Light brownish gray (10YR 6/2) loamy sand/sandy loam, granular,
friable, slightly expansive with brownish yellow (10YR 6/6)
mottles.
36 — 41 inches Brownish yellow (10YR 6/8) loamy sand/sandy loam, granular,
friable, slightly expansive with dark yellowish brown (10YR 3/4)
and light gray (10YR 7/2) mottles.
41 — 54 inches Brownish yellow (10YR 6/8) sandy clay loam, sub -angular blocky,
firm, slightly expansive with light gray (2.5Y 7/1) mottles.
54 — 64 inches Gray (2.5Y 5/1) sandy loam, granular, friable, slightly expansive
with brownish yellow (10YR 6/8) mottles.
64 — 80 inches Dark greenish gray (Gley 2 4/5BG) sandy loam, granular, friable,
slightly expansive with brownish yellow (10YR 6/8) mottles and
gray (10YR 5/1) clay lenses.
80 — 90 inches Dark greenish gray (Gley 1 4/10Y) loam, granular to sub -angular
blocky, friable, slightly expansive.
Seasonal High Water Table 18"
24 Hour Static Water Level > 90"

Delalio Elementary
Stormwater Infiltration Study
Test Site: 1-4
Soil notes:
Location
(cm)
Hole Depth
183
water H
17
Reference
10
d
176
D -
193
Hl
176
Page 2 of 2
DT (cm)
Time
Test
Valve
A
Conver.
10:27
Initial:
176
On
(cm^-2)
Factor
1
0.000879
20Final:
176
test
11:47
m-
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min) -
(cm)
(cm)
(cm)
(cm)
Factor
(cmA3/hr)
(cm/hr)
(in/hr)
(in/wk)
(gpd/ft )
0:00:00
5
51
0
176
17
20
0:05:00
5
46.7
4.3
176
17
20
1032
0.9071
0.357
59.999
0:10:00
5
46.6
0.1
176
17
20
24
0.0211
0.008
1.395
0:15:00
5
44.8
1.8
176
17
20
432
1 0.3797
0.149
1 25,116
0:20:00
5
44.1
0.7
176
17
20
168
0.1477
0.058
9.767
0:25:00
5
43.6
0.5
176
17
20
120
0.1055
0.042
6.977
0:30:00
5
43.1
0.5
176
17
20
120
0.1055
0.042
6.977
0:35:00
5
42.6
0.5
176
17
20-
120
0.1055
0.042
6.977
0:40:00
5
42
1 0.6
176
17
20
144
0.1266
0.050
8.372
0:45:00
5
41.5
1 0.5
176
17
20
120
0.1055
0.042
6.977
0:50:00
5
412
1 0.3
176
17
20
72
1 0.0633
0.025
1 4.186
0:55:00
5
40.7
1 0.5
176
17
20
120
0.1055
0.042
1 6.977
1:00:00
5
40.1
0.6
176
17
20
144
0.1266
0.050
1 8.372
1:05:00
5
39.j6
0.5
176
17
20
120
0.1055
0.042
6.977
1:10:00
5
39.1
138.6
0.5
176
17
20
120
0.1055
0.042
6.977
1:15:00
5
0.5
176
17
20
120
0.1055
0.042
6.977
1:20:00
5
38.1
0.5
176
17
20
1 120
0.1055
0.042
6.977
I K
0.1055
0.042
6.977
0.621

Lewis,Linda
From:
Lewis, Linda
Sent:
Wednesday, April 24, 2013 12:20 PM
To:
'Harnish, Greg'
Cc:
Bradshaw CIV Thomas C
Subject:
Pond in Buffer
Greg
I talked to Christine about the project she had with a similar situation regarding the pond and the buffer, and we
are all in agreement that the temporary pool contour could butt up against the outer limit of the 50' surface
water buffer.
Another consideration will be the emergency spillway design. The spillway will most likely end up being in the
buffer, so it will need to meet the diffuse flow requirement through the buffer. The spillway's lip should be
hardened, i.e., concrete instead of earth or riprap, so that it remains level and it has to be wide enough to
promote a sheet flow condition through the buffer for the peak flow from the 10 year storm.
Also, the slope from the spillway through the buffer must be 5% or flatter.
As we discussed, please send me:
1. Two (2) copies of just those plan sheets that are required to be revised as a result of this change
(layout, grading, details, etc.)
2. Identify the top of bank of the stream and delineate the 50-foot buffer on the grading and/or layout plan.
3. Calculations of the spillway 10 year peak flow and sufficient width to promote sheet flow through the
buffer.
4. Show and label the proposed contours from the spillway through the buffer to demonstrate a 5% or
flatter slope.
5. Detail of the spillway with the hardened lip.
Thanks.
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.

ArjpA
MC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
April 5, 2013
Division of Water Quality
Charles Wakild, P. E.
Director
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: APPLICATION RETURN
Project Name: Delalio Elementary School
Location/County: Onslow, County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Division received an incomplete stormwater application for the project listed above
on April3, 2013. The application and check number 496800, in the amount of $4,000.00,
are being returned because the package lacked the necessary elements to accept it for
review. The following information is needed to accept the application for review:
® Please provide information regarding the redevelopment of the project's existing
built -upon areas.
® Please include a detail of the permanent pool dimensions for each pond.
Please provide corrected pond design calculations. Please refer to the attached
email for more detailed information.
Please visit DWQ's website at http://h2o.enr.state.nc.us/su/bmp_forms.htm to download
the latest available forms. Please provide the requested information and either resubmit
the package into the regular program at the address below or schedule a new Express
review date. If you have any questions, please do not hesitate to call me at (910) 796-
7343 or email me at [e-mail].
Sincerely,
r��c4ry e%w
Linda Lewis
Environmental Engineer III
GDS/arl: S:1WQS1StormwaterlPermits & ProjecWApplication Returns12013 04 return_app Delalio
cc: Greg Harnish, P.E., Woolpert, Inc.
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 .
Phone: [phone] FAX: [phone] DENR Assistance: "77-623-6748
Internet: www.ncwaterquality.org
None
rthCarolina
Naturally

.I
yG Permit Number: `7
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does M does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does M does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf'and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should 'inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available quest. on re � �.�.. upon s�
,gig _-�
Inspection activities shall be performed as follows. Any problems that are found shall 0 d 2013
be repaired immediately. r'
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
Ion
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potentialproblem: How I will remediate the roblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off -site.
The pipe is cracked or Replace the pipe.
The forebay
The vegetated shelf
The main treatment area
Erosion is occurring in the
swale.
Sediment has accumulate
a depth greater than the
original design depth for
sediment storage.
Erosion has
Weeds are present.
to
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Algal growth covers over
50% of the area.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Prune according to best professional
practices
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray).
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 50 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5.0 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
13_50 1
-----------------
FOREBAY
BASIN DIAGRAM
ill in the blanks)
''-ft Min.
Sediment
Storage
Form SW401-Wet Detention Basin O&M-Rev.4
Permanent Pool Elevation 18.50
Pool
Sediment Removal Elevation 1350 Volume
------- ------ -- ---- --- ------
Bottom Elevation
Storage
MAIN POND
1F 17,F. qVE
ry
R d
F}Y: .....---------
Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Delalio Elementary School Reconstruction
BMP drainage area number:
Print name:
Title:Deputy Public Works Officer
Address:1005 Michael Road, Camp Lejeune, NC 28547
Date: It —17-1 1-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
Iic for the State of
do hereby certify that
/// eared before me this Lam✓'
day of (,;7- ld . , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
ETTEllcntyarolinaLM
s �
SEAL
M} commission expires -1;6'G
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Permit Number::_�l/ / J
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
does M does not incorporate a vegetated filter at the outlet.
This system (check one):
does M does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and .
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or, too
Ion
Maintain vege}QfiO4 at a^hdighf'of
T, '' r z-!: 4y '.z...:.
a roximatel !six inches.
Pomr SW401-Wet Detention Basin 0dM-Rev.4
APR (a W13
t Page 1 of 4 t

Permit Number:
(to be provided by DIFQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. if pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra in .
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area,
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5v0 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
12_50 1
------------- — ---
FOREBAY
BASIN DIAGRAM
(fill in the blanks)
4t Min.
Sediment
Storage
Form SW401-Wet Detention Basin 0RM-Rev.4
Permanent Pool Elevation 17_50
Pool
Sediment Removal Elevation 1250 Volum
---------------------
Bottom Elevation 1150 f, 1-ft
MAIN POND
Storage
4•
APR 9 3 2013
Page 3 of 4

Permit Number: .
(to be provided by DIVQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Delalio Elementary School Reconstruction
BMP drainage area number:#2
Print
Title:Deputy Public Works Officer
Address:1005 Michael Road, Camp Leieune, NC 28547
Date: A ..-[ 7 -1 ?__
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
J i a/r County of tOj»/J , do hereby certify that
personally appeared before me this
day of & , o;54<2— , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
EAUCE A, 8flM1VcTT?
Natery As.lt.
nS&te'armr
SEAL
My commission expires e 2 OVf: /I —
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

DWQ USE ONLY
Date Repeived
Fee Paid
Permit Number
/
Applicable Rules: ' 0 Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph 11- Post Construction
(select all that apply) 0 Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
0 Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Delalio School-RodevelopmeHt
2. Location of Project (street address):
1500 Curtis Road
City:lacksonville County:Onslow Zip:28540
3. Directions to project (from nearest major intersection):
West on Curtis Road from Wilmington Highway (Hwy 17) to the Intersection of Curtis Road and
4. Latitude:34° 42' 27.37" N Longitude:77° 27' 17.53" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): -RNew ! cation (,
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number `J , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density []Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state 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 ®Sedimentation/Erosion Control: 11.0 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-101 Version 07Jun2010
rAEICK EMI F
0 3 2M
Page I of 6 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: M CB Camp Leieune
Signing Official & Title:Carl Baker - Deputy Public Works Officer
b. Contact information for person listed in item la above:
Street Address:1005 Michael Road
City:CampLejeune State:NC Zip:28547
Mailing Address (if applicable):
City: State: Zip:
Phone: (910 ) 451-2213 Fax: ( )
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization: MCB_Camp Leieune
Signing Official & Tide:Carl Baker - Deputy Public Works Officer
b.Contact information for person listed in item 2a above:
Street Address:1005 Michael Road
City:Camp Lejeune State:NC Zip:28547
Mailing Address (if
Phone: (910 ) 451-2213x264 Fax:
Emad:[e-mail]
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:
City: Stab
Phone: ( ) Fax:
4. Local jurisdiction for building permits:
Point of Contact:
N".
Form SWU-101 Version 07Jun2010 Page 2 of 6

rv. PROJECT INFORMATION
In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater off the parking lot and building will be treated in open swales and two (2) wet ponds.
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: 27.67 acres
5. Total Coastal Wetlands Area: 0.00 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area,:27.67 acres
Total project area stall be calculated to exclude the folloening the normal pool of �imr�ppao^unnded structures, the area
between the banks of streams and rivers, the area below the Normal Hi h Water (NHW) line or Mean High Water
(MHIM line, and coastal wetlands landeoard from tle NHW (or= line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (orMHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 25.3
9. How many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered
Stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Draina e Area 2
Drainage Area 3
Drainage Area _
Receiving Stream Name
Edwards Creek
Edwards Creek
Edwards Creek
Stream Class *
SC;HQW;NSW
SC;HQW;NSW
SC;HQW;NSW
Stream Index Number *
19-13
19-13
19-1.3
Total Drainage Area (so
160,965
78,416
965,744
On -site Drainage Area (sf)
160,965
78,416
965,744
Off -site Drainage Area (sf)
0
0
1 0
Proposed Impervious Area** (so
92,573
48,314
163,624
Impervious Area" total
58
62
17
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area _
On -site Buildings/Lots (so
19,161
31,883
0
On -site Streets (so
0
0
68,343
On -site Parking (so
56,922
8,004
47,208
On -site Sidewalks (so
13,573
5,591
46,130
Other on -site (so
0
0
0
Future(so
0
1 0
1 0
Off -site (so
0
0
0
Existing BUA*** (so
2,917
2,836
1,944
Total (so:
92,573
48,314
163,624
Stream Class and Index Number can be determined at: Ittty://yortaLncdem'.or'g/eoebhoq&slcsu/classifuations
** Impervious area is defined as the built upon area including, but not limited to, buildings, roans; „r n�; easRF.
sidewalks, gravel areas, etc.}'
***Report only that amount ofexisting BUA that Will remain after development. Do not report ariy exis a g BUA,fhat
is to be removed and which will be replaced by new BUA. A I 1
Form SWU-101 Version 07Jun2010 Page 3 of 6 '

11. How was the off -site impervious area listed above determined? Provide documentation. No offsite drainage
Projects in Union County: Contact DWQ Central Office staff to check if the project it located within a 7hreatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-n.anual.
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 fromhgp://portal,ncdenr.org/web/wq/ws/su/statesw/forms does. Thecomplete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at IrtW://Liortal.ncdenr.org/web/wq/ws/su/maps.)
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 liqp://portal.ncdenr.org/web/NNq/ws/su/`statesw/forrns dots.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. GDti\
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants ti�a
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M CVA
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to GOis
htty://wv`nv.envhelp.org/pages/onestopexpress.html for information on the Express program 14,0pp
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/managementfor Go��
the project. This is required in addition to the brief summary provided in the Project
Information, item 1. REftia -iu stVWLT
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the GOA
receiving stream drains to class SA waters within t/2 mile of the site boundary, include the ih
mile radius on the map.
7. Sealed, signed and dated calculations. GVN
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: coo
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans. ":C E RVEI"
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.` Yfii3
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required). F, C ZQvJ
YI
Form SWU-101 Version 07Jun2010 Page 4 of 6 v; ______-._ ,_

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify C4 O4t
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verifij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: W/"'
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 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
ham:/ /www.secretarv.state.nc.us/Corporations/CSearcii.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS.
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
13UA 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
hap://portal.ncdenr.org/web/wq/ws/su/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.
Vlll. 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:Greg Harnish, PE
Consulting Firm: Woolpert, Inc.
Mailing Address:8731 Red Oak Boulevard, Suite 101
City:Charlotte State:NC Zip:28217-3975
Phone: (704 ) 525.6284
Email:[e-mail]
Fax: (704 ) 525.8529
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name ofperson
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item la) 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 stonnwater system.
' f P 3 2013
k 11

As the legal property owner 1 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 propertv owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of . County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, item 1a) Carl H. 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 co enants will be r orded, and that the proposed project complies with the requirements of the
applicable stor7wgf er rules uncKrA5A 1NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Date: &//' Y Z.
a Notary Public for the State of Countyof
/�a ! do hereby certify that dZI �� /�� � personally appeared
before me this eday of _(?)4/- iL and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, 4e -AL-
ALICE A. BONNETTE
Notary Public
Onalow County
State of North Carolina
Commlealon Ex fires �4H
SEAL
My commission expires��%)/�
A APR 0 3
:tt

Permit No'-fMI
n. be provided by DWQ)
h f�+
MCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part /it) must be printed, filled out and submitted along with all of the required information.
Q EIGN 1 FR . CIO
:
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SAWaters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr stone
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pen. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Off vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
61.40
Iff in
s%H22;1591'ft3
E
k ire 2$377_fta
OK, volume provided is equal to or in excess of volume required.
in
i :575.66 (unitless)
� 78I00;(unilless)
„.:F.o.16:: in/hr OK
G--0.1211
9.93 ft'/sec
9.81 ft3/sec
t; I�
ty� t1
s APR 0 :;i 2013 4
Form SW401-Wet Detenlian Basin -Rev.9-4/1 B/12 pads I. & 11. Design summary, Page 1 of 2

Permit No.
(to be provided by DWQ) r.
1)r-b.DE§)QN1INFORM, ATION 10' ':Lvrc"x�,>S5n'N"a.t..'.,�°tR. ,+l" k�r�i�,=v�, "!k, �'r'a t:'`. Fz'u4.�L#`�jkd's!„w9a b,. ".. .�i'�+_rL.Pr��r ¢��:'�u�sSso. i .s'r6
Surface Areas
Area, temporary poolIt
Area REQUIRED, permanent pool 3,573 ft'
SAIDAratio r::•230,i(unitless)
Area PROVIDED, permanent pool, Ara,ml
: 22 304:.ft`
OK
Area, bottom of 1Oft vegetated shelf, A, mif
s ;!,18,898d It,
Area, sediment cleanoul, top elevation (bottom of pond), A,,QL,, d
il.,
_ -'�13;163',It,
Volumes
Volume, temporary pool
422 37T ft'
OK
Volume, permanent pool, Vpe,�
m102 022-;113
Volume, forebay (sum of forebays if more than one forebay)
c:22,583 it,
Forebay %of permanent pool volume
22.2% %
Insufficient forebay volume.
SAIDA Table Data
Design TSS removal
' : i:901%
Coastal SAIDA Table Used?
y-u ,;PI(Y or N)
MounlairilPiedmont SAIDA Table Used?
o f n „"-:",, ;i(Y or N)
SAIDA ratio
2.30 (umtless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
n 5 " ;?,, (Y or N)
Volume, permanent pool. V,,ym
102,022 it'
Area provided, permanent pool, A,..,
22,304 fl`
Average depth calculated -
^--aE:5061It
OK
Average depth used in SAIDA, da", (Round to nearest 0.5ft)
x r 50,',If
OK
Calculation option 2 used? (See Figure 10-2b)
,n :a_ (Y or N)
Area provided, permanent pool, A,..
22,304 ft
Area, bottom of 10ft vegetated shelf, Ab, u„li
18,898 ft`
Area, sediment cleanout, top elevation (bottom of pond), A,,.r
13,163 fill
"Depth" (distance b/w bottom of IN shelf and top of sediment)
4.50 it
Average depth calculated
' ' " P: 5 00:':It
OK
Average depth used in SAIDA, d„, (Round to down to neares10.5ft)
ugi a .w:[a°. 5 0':, fl
OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Cg)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C„.)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development i-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice orweir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpalh to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
OK, draws down in 2-5 days.
:1 OK
1 OK
it OK
I OK
:1 OK
(Y or N) OK
ft OK
(Y or N) OK
(Y or N) Insufficient. Recorded drainage easement required.
or
r, 9W4n1-Wet Detention Basin-Rev.9-4/18/12 Parts 1. & 11. Design Summary, Page 2 of 2

Permit No.
.,� (to be provided by CWQ)
III fREQUIRED`.IITEMS CHECKLIST; ,,, ° NE
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
6)7A 'UWa/ 1. Plans (1" - 50' or larger) of the entire site showing:
Coloo - Design at ultimate build -out,
N/a- - Off -site drainage (if applicable),
c�400 - Delineated drainage basins (include Rational C coefficient per basin), - Aovs.,00c v ec \ivpo2c/PLa,,, Sf-c
cG103 , CeAco, - Basin dimensions,
cG`100 - Pretreatment system,
Cusoo - High flow bypass system,
cstoo - Maintenance access,
wl� - Proposed drainage easement and public right of way (ROW),
cosoo - Overflow device, and
N/ra - Boundaries of drainage easement.
Go C,,l- 102 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing
a cc 400
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
Got. _
CSC
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
CwL)
CG460
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
GBH
?n
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
or rtE'YoaT
to verify volume provided.
Llo1a
jostoN a
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
ss a, 4 ,.7 m""Qo`-
entire drainage area is stabilized.
Goy
moo¢;
7. The supporting calculations.
Cow
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
coy
N A
9. A copy of the deed restrictions (if required).
coy
vu.
10, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
APP, f y ?n�
�y
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 1, of 1

is 5%mil'%?
Permit No.
-�� (to be provided by DWQ)
,ram
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be Filled out, printed and submitted.
The Required Items Checklist (Pad III) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
o�OF. W ATE-9OG
h �
� y
O r
IIgDES1GNiINFORMAT10N5; 't "` - -•"' 44'tt v=`-''``�' ..:ice -u?x 1 ..;{
Site Characteristics
Drainage area
Impervious area, post -development
%impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SAWaters
1.5'runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth .
Rational C, pre -development .
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
r ° =3°�4M 86'fl
62.81 %
OK, volume provided is equal to or in excess of volume required.
K! ..
w° star 1:E75`00-(unitless)
@ 1 r 78;00)(unilless)
r 1tt,"i°;0161in/hr OK
0.06 fl'/sec
2.75 A'Isec
2.69 rye/sec
r, ;., 18:SOifmsl
n°r„ 17!50ifmsl
818100_first
'-�t't�'�-=E317i00' fmsl
r1. 1250..hill
t _<_«7,1150 first
1.00 ft
�l' N,- w: ;(Yor N)
first
=` APR sz .i 2013 K
RV
Form SW401-Wet Detention Basin.Rev.9 4/1e/12 Pans I. & 11. Design Summary, Page 1 of 2

Permit No.
(to be prpvided by DVr) —
IOVESIGNAFORMATIONc
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, A.,,,,
Area, bottom of 1 Oft vegetated shelf. Ant v,¢u
Area, sediment cleanout, top elevation (bottom of pond), A u o,
Volumes
Volume, temporary pool
Volume, permanent pool, V,,,,,_,e„
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vsa, _PW
Area provided, permanent pool, Ar,,,,.
Average depth calculated
Average depth used in SAIDA, d„, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A,,.-p,
Area, bottom of 10ft vegetated shelf, A.-,,,,
"� )n '€�E10477�ft2
1,805 ft'
/i , „:j8,)r2t301(unitless)
' r ;8 029!ft` OK
...3.... fl
" t 'r a7640ift`
c '- Y:s9 886; fta
r�31"403r fl3
17031 113
24.3% %
a %,90 %
rigs '';(YorN)
2.30 (unitless)
OK
Insufficient forebay volume.
6 SgFg ;z (Y or N)
31,483 ffa
8,029 ft`
__UP2,5..00'ft OK
r ( ,C �50!fl OK
:r(Y or N)
8,029 ft
6,331 fl
Area, sediment cleanout, top elevation (bottom of pond), A,.,
1,640 ft2
"Depth' (distance b/w bottom of 10fl shelf and top of sediment)
4.50 ft
Average depth calculated
s ;.15'00jft
OK
Average depth used in SAIDA, J. (Round to down to nearest 0.5ft)
d @ °. 9¢; 5.0'Ift
CK
Drawdown Calculations
Drawdown through orifice?
r o 1.y9i'pe 1!(Y or N)
Diameter of orifice (if circular)
Oil! 1 50: in
Area of orifice (if -non -circular)
.r�i6+ _f,);-- ",„'in2
Coefficient of discharge (Co)
ME)x„n rx5.'0.601, (unitless)
Driving head (Ho)
(ii ,� )i 001 ft
Drawdown through weir?
Weir type
7(° r:Ii+(unitless)
Coefficient of discharge IQ
3 e r 3T>- (unitless)
Length of weir(L)
Oxqorto U0fft
Driving head (H)
Pre -development l-yr,24-hrpeak flow
,(d `I!006)fl3lsec
Post -development 1-yr, 24-hr peak now275.
ry315ec
Storage volume discharge rate (through discharge orifice or weir)
rot u003°;ft3lsec
Storage volume drawdown time
r j y
) '�3 22 da s
OK, draws down in 2-5 days.
a -2-..
Additional Information
Vegetated side slopes,3:1
OK
Vegetated shelf slope
OK
Vegetated shelf width
r t r off 10 O;fl
OK
Length of nowpath to width ratio
3 r sa ; E3'1:1
OK
Length to width ratio
S " ;2V".; ?p,,{;ga
OK
Trash rack for ovedlow&orifice?
1. 1(Y or N)
OK
Freeboard provided
.g,),.,,,ns,h1:01 ft
OK
Vegetated filter provided?
, Eg j:i) n 0'1 or N)
OK
Recorded drainage easement provided?
, , , ouf . p.-t,i,dw'.::(Y or N)
Insufficient. Recorded drainage easement required,
Capures all runoff at ultimate build -out?
- yry4r»(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Pump,_,:dlb@,,
Form SW401-Wet Detention Basin-Rev.9 4118/12 Pans I. & II. Design Summary, Page 2 of 2

}
..
Permit No.
(to be provitletl by DWQ)
e III Y f:rREQUIREDdTEMS,CHECKLIST.�,�
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filler strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erasion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for Forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
P
k,
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Regillred Items Checklist -Page -A -of 1

Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, April 03, 2013 6:12 PM
To: 'Harnish, Greg'
Cc: 'Bradshaw CIV Thomas C; Russell, Janet
Subject: SW8 020725 Mod./Delalio Elementary ??
Greg
I'm officially confused. This does not appear to be the same school (Mainside Primary SW8 020725) we met
on a few weeks ago regarding a temporary parking area that became permanent. The location,maps of the
Delalio Elementary does not match the old Mainside Primary plans. If this is a new application, we NEED to
schedule a meeting. I meant for you to mail -in the modification to 020725 we discussed, not this new
application.
I've done a preliminary review of this application. There are many discrepancies in the calculations which will
require a meeting to discuss and resolve:
1. Is this a NEW application or a modification to SW8 020725?
2. The minimum required surface area and volume for each proposed pond must be calculated
independently based on the actual drainage area and impervious area being directed to that pond. It is
NOT acceptable to calculate a total minimum required pond surface area or volume based on the
overall site area of 27.66 acres and then prorate the area and volume to each pond based on a 70/30
split.
3. The pond drainage areas reported on the application don't match what's reported on the supplement,
which doesn't match the calculations or the numbers on the drainage area map included with the
calculations. Everything must match up.
4. The volume calculations appear to be based on a total proposed impervious area of 304,511 sf, but you
are not treating 304,511 sf of BUA. This appears to be the total BUA for DA 1, DA 2 and DA 3 (the
"Untreated" BUA). You only need to use the actual BUA (previously permitting plus the new) that is
draining to and treated in Pond A to figure the volume for Pond A. Likewise for Pond B.
5. When was the original site constructed? If it was post-1988, then ALL of the built -upon area on this site
is subject to the rules and must be collected and treated in one of the proposed ponds. If the existing
BUA was constructed before January 1, 1988, you'll need to provide proof of its existence at that time.
6. Please check the latitude and longitude on the application. It appears to be a few miles off.
7. Please label the Basins as A and B on the site plans.
8. Please provide a detail of the permanent pool contour for each proposed pond with dimensions and
radii. This will assist the reviewer in determining if the necessary surface area for that pond has been
provided. You could add these dimensions to the current layout plans, if you want, or as a separate
detail on the pond detail sheets.
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.

"LiAI
W O O L P E P T
DESIGN I GEOSPATIAL I INFRASTRUCTURE
Date: April 1st, 2013
V Transmittal
o
If enclosures are not received as noted below,
please call sender or Woolpert at 704.525.6284
Re: Delalio - Stormwater Application
To: NC DENR Order Number: 71519
127 Cardinal Drive Extension
Wilmington, NC 28405 Shipped Via: UPS
We are sending you
❑ Shop Drawings ❑ Samples ❑ Specifications ❑ Plans ❑ Change Order
❑ Other
Copies
Date
No.
Description
2
Stormwater Management Permit Application Form
1
Supplement Forms and 0&M agreement for each BMP
1
USGS Map and Permit Application Fee
1
Stormwater Control Report and Calculations
2
Plan Sets
1
GeotechnicalExcerpts
Remarks:
Copy To:
REC'D APR 0 2 1013
Signature:
Greg Harnish, PE
704.526.3052
WOOLPERT
8731 RED OAK BOULEVARD, SUITE 101 1 CHARLOTTE, NC 28217-3975
704.525.6284 1 WOOLPERT.COM

Harnish, Greg
From: Russell, Janet <[e-mail]>
Sent: Wednesday, March 20, 2013 5:05 PM
To: Harnish, Greg
Cc: Bradshaw CIV Thomas C
Subject: Delalio Elementary
G reg,
Please confirm that a mail in on April 1 or 2nd for the stormwater Express submittal is good with you. Project would be
logged in on the 3`d if all of the pieces and parts are there.
Thanks,
Janet
Janet M. Russell, NC DENR
Environmental Assistance
910 796-7302
Emails to and from this address are subject to the public records law and may be disclosed to a third party.
LL �— r2"2 /a
40 ✓�c
1

irPC�l So +4NyOlJ--* � r1r vt-/ 020125 NL�rnSi[�C�
For DENR Use ONLY
�+ p n O(Kei -16,c ilr 2 nd Reviewer: L.L—
North Carolina Department of Environment and ��r�3
A�A Submit: 1
Natural Resources
NC®ENR Request for Express Permit Review Time:
Confirm:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckape of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(rDncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203, david.lee(rilncdenr.gov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.grogan(a)ncdenr flov
• Washington Region -Lyn Hardison 252-948-3842 or lvn.hardison(alncdenr.gov
• Wilmington Region -Janet Russell910-796-7302 or janet.russell(rDncdenroov
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weaver(dncdenngov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: DELALIO ELEMENTARY County: ONSLOW
Applicant: DAVID TOWLER Company: CAMP LEJEUNE
SW
SW _
SW —
SW _
SW
Address: _ City:_, State: _ Zip:
Phone: _-_ _, Fax: _ _ Email:
Physical Location:1500 CURTIS ROAD JACKSONVILLE, NC 28540
Project Drains into TRIBUTARY OF NEW RIVER waters. Is project draining to class ORIN waters?. N, within Y2 mile and draining to class SA waters Y. or
within 1 mile and draining to class HOW waters? w�
Engineer/Consultant: GREGORY HARNISH Company: WOOLPERT �+ E G C I V r
,
Address: 8731 RED OAK BLVD City:CHARLOTTE, State: NC Zip: 28217-_
Phone: [phone]. Fax: [phone], Email: [e-mail] MAR 19 2013
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
`oftcoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
BY: --
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the breas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear It or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance
❑ Major General Variance
® State Stormwater ❑ General, please specify: _ (i.e. NEW Fast Track Low Den., Clear & Grub, SFR, Bkhd & Bt Rip, Linear, Utility, Other, etc.)
❑ Low Density - Please specify: _ [i.e. New, modified or plan -revision -SW _ (Provide permit #)l
® High Density - Please specify: _ [Le. New, modified, offsite or plan revision (SW _ (Provide permit #) & type of treatment (detention,
infiltration, wetland, etc) etc]:
® Exclusion — Please specify: REDEVELOPMENT [if DOT project or redevelopment, etc]
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with TBD acres to be disturbed. (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
For DENR
Fee Split for multiple permits: (Check # 1
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ® Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
sw (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
Los
$
Stream Deter,_
$
NCDENR EXPRESS July 2012

;r
Nelson, Christine
From: Weaver, Cameron
Sent: Wednesday, March 13, 2013 11:02 AM
To: Harnish, Greg
Cc: Russell, Janet; Nelson, Christine; Scott, Georgette
Subject: RE: Delalio Elementary School at Camp LeJeune
Hi Greg.
Just to re -cap our conversation, you are waiting on information to come back from Kansas City to move forward with
scheduling the review. As we just discussed, Christine will be out of the office for an extended period of time ( from
March 18 through April 12) and you likely will be assigned to a different SW reviewer for this project unless you are
unable to get the proper documentation until after that date. That means that another face-to-face meeting should be
arranged when the time comes, rather than a mailed -in Express application. I and Janet will work with you to get things
permitted as quickly as possible.
Let me know if you have further questions or concerns with the buffer requirements or other issues.
Cameron
Cameron Weaver
[e-mail]
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Outreach (DEAD)
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F)910-350-2004
http://ncenvironmentalassistance.org
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: Nelson, Christine
Sent: Wednesday, March 13, 2013 10:12 AM
To: Harnish, Greg
Cc: Russell, Janet; Weaver, Cameron
Subject: RE: Delalio Elementary School at Camp LeJeune
Greg,
Joanne Steenhuis (DWQ) had told me that the revised 1D had been approved, which is great news. I don't remember
where the pond outlet was located or how the discharge was being handled, but it looks like you might still have to deal
with the buffer. It's just something to keep in mind.
Please work with Janet / Cameron to schedule an express review. As you probably found out, Janet is on vacation this
week and Cameron is filling in but he will only be here this week for a few more hours. I am heading out on a long
vacation starting next week and if you are looking to submit in the next few weeks, you will likely be scheduled with one
of the other reviewers.
Hope all is well with you!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

r
From: Harnish, Gregfmailto:Greo.HarnishCalWoolpert.com]
Sent: Wednesday, March 13, 2013 9:53 AM
To: Russell, Janet; Nelson, Christine
Subject: RE: Delalio Elementary School at Camp Leleune
Christine -
Attached please find the revised Jurisdictional Determination. Upon your satisfactory
review of their assessment, document, please confirm that the storm water application can
be sent to your attention.
Greg Harnish, PE, LEED AP
Woolpert
8731 Red Oak Boulevard
Suite 101
Charlotte, NC 28217-3975
direct: 704.526.3052
Cell: 561.251.2042
main: 704.525.6284
fax: [phone]
www.woolpert.com
[e-mail]
`i Please consider the environment before printing this e-mail
2

Nelson, Christine
From:
Steenhuis, Joanne
Sent:
Tuesday, February 26, 2013 2:02 PIA
To:
Nelson, Christine
Subject:
revision of stream call for Delieo school
Attachments:
document2013-02-26-133736.pdf
-----Original Message -----
From: Shaver, Brad E SAW [mailto:Brad.E.ShaverOusace.army.mil]
Sent: Tuesday, February 26, 2013 1:50 PM
To: '[e-mail]'; Steenhuis, Joanne
Subject: FW: Scanned Document
Hard copies coming.
I did not have Woolpert's mailing address. I assume you will get this to them.
Brad
-----Original Message -----
From: Brad.E.Shaver(@usace.armv.mil [mailto:Brad.E.Shaver(usace.army.mil]
Sent: Tuesday, February 26, 2013 1:38 PM
To: Shaver, Brad E SAW
Subject: Scanned Document
Please see the attached document.
1

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. 2010 1797 County: Onslow U.S.G.S. Quad: Jacksonville South
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: USMC, Carlin Leieune
agent Mr. Martin Korenek
.Address: 1005 Michael Road
Camp Leieune, NC 28547
Property description: The subject area is a partially developed tract with school site, hall fields, and parking. The area in
question which has been re-deline:ded is the drainage feature that begins on the southwest corner of the tract which drains
down the southern boundary east and further drains northeast until it becomes a jurisdictional tributary at an existing
storrawater outlet. The beginning of this jurisdictional tributary is graphically portrayed on the attached site sketch
Fi urc 4).
Size (acres) 21_43 Nearest Town Jacksonville
Nearest Waterway Edwards Creek River Basin White Oak
USGS HUC 03030001 Coordinates 34.7231 N-77.4534 W
Location description: The subject properly is 21.43 aces surrounding the Delalio Elementary School located off
Curtis Road in Cann Leieune, Onslow County.
Indicate Which of the Following Appiv:
A. Preliminary Determination
_ Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this properly inspected to determine the extent of Department of the Army (DA)jurisdiclion. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331). If you wish, you may
request an approved JD (which natty be appealed), by contacting the Corps district for further instruction. Also, you may
provide new information for further consideration by the Corps to reevaluate the JD.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years lions the date of this
notification. -
There are waters of the U.S. on the above described property subject to the permit requirements of Section 404 of the
Clean Water Act (CWA)(33 USC $ 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or Oil] -
present workload, the Corps may not be able to accomplish this wetland delineation in a tinnely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation nmst be verified by the Corps.
X The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon connpletion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction oil your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
_ The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted ntn file plat
signed by the Corps Regulatory Official identified below on _. Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
Page I of 2

published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(LAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Crops regulatory program, please contact Brad Shaver a1910-251-4611.
C. Basis For Determination
The subject area possess an ordinary high water mark and drains toward Edwards Creek,
ultimately a tributary of the New River, a navigable water of the US.
D. Remarks
The site was reviewed in the field with DWQ on 10/23/2012. This determination is a revisit of a
previouslv issued iurisdictiotal determination covering this propertv under the subject action Ill.
As stated above, the origin of the iurisdictional tributary is depicted on the attached field sketch,
E. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
H.above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
detemtination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room I OM 15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP
Should you decide to submit an RFA form, it must be received at the above address by 5/26/2013.
**It is not necessary to submit an fj A form to the Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official: 1//Aer L111v%V--
Date: 2/26/2013 Expiration Date: 2/26/2018
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the attached customer Satisfaction Survey or visit pupa/pci2'L.mvp.us;tec.ariny.mil/survc .Iy nrnl to
complete the survey online.
cc: NCDENIZ-DWQ attn: Ms. Joanne Steenhuis 127 Cardinal Drive Wilmington, NC 28405

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant:
USMC-Camp Le'eune File Number: 2010 1797 1 Date: February 262013
Attached is:D
See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission)
A
❑
PROFFERED PERMIT (Standard Permit or Letter ofpermission)
B
❑
PERMIT DENIAL
C
®
APPROVED JURISDICTIONAL DETERMINATION
D
❑
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.armv.mil/ineUfunctions/cw/ceewo/ree or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
Permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section 11 of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• .APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein.
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
Of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section 11 of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this forni and sending the form to the district engineer. This form
must be received by the division engineer within 60 clays of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division,
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Brad Shaver, Project Manaeer
CESAD-PDO
69 Darlington Ave
U.S. Army Corps of Engineers, South Atlantic Division
Wihningtorr, NC 28411
60 Forsyth Street, Room I OM 15
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investi rations.
Date:
Telephone number:
Simutwcofapellantoragent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Brad Shaver, 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr..lason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room IONI15, Atlanta, Georgia 30303-8801
Phone: [phone]

[_�• � it .�1�-AA�
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Steenhuis, Joanne
From: Korenek CIV Martin G [[e-mail]]
Sent: Wednesday, November 28, 2012 9:26 AM
To: 'Brandon Phillips'; [e-mail]; Steenhuis, Joanne.
Cc: [e-mail]; Brandon Fulton; Michael lagnocco
Subject: RE: Delalio E.S. site visit
Brandon, I've talked to Brad Shaver this morning. NCDENR has a requirement that storm water BMPS meet a 50ft
setback from surface waters. So, unless the JD is changed to accurately reflect the current site conditions — no surface
waters present, it creates a big storm -water permit issue.
So, the USACE, with a letter of request, can change the JD -based upon current site conditions -and Brad has stated that
he will do so.
Can you prepare a letter to the USACE that states there is new site information (based upon ground-truthing during our
field visit) that would merit a change in the JD? Include site map, data sheets, etc. and only include the project limits
and the feature we looked at effected by the project.
Please feel free to call Brad in order to get his exact data requirements. MK
Martin Korenek
Wildlife Manaaer
Land & Wildlife Resources Section
Camp L celcune, NC
desk 910-451-7235
mobile [phone]
From: Brandon Phillips [mailto:[e-mail]]
Sent: Wednesday, October 24, 2012 11:01 AM
To: Korenek CIV Martin G; [e-mail]; [e-mail]
Cc: [e-mail]; Brandon Fulton; Michael Iagnocco
Subject: RE: Delalio E.S. site visit
Marty,
It was a pleasure meeting with you, Brad and Joanne yesterday. Please send me the information for the permit
application and coastal zone consistency that we discussed during the meeting when you have an opportunity. Thank
you for your assistance on this! I look forward to working with all of you on this project.
Brandon J. Phillips, C.H.M.M.
Environmental Science Senior Manager
FA STV YIN
YIN
From: martin.korenek(alusmc.mil [mailto:martin.korenek(ulusmc.mil]
Sent: Friday, October 19, 2012 8:58 AM
To: Brandon Phillips; Brad. E.Shaver(a)usace.army.mil; Joanne.Steenhuis(@ncdenr.gov

Cc: Kelly.Stedman(cbWoolpert.com; Brandon Fulton; Michael Iagnocco
Subject: RE: Delalio E.S. site visit
Brandon, We will meet at the Delalio School Site at 9:15 a.m. on Tuesday morning, 23 October. Please have drawings,
etc. that you may need in order to discuss the project. MK
Martin Korenek
Wildlife Manager
Land & Wildlife Resources Section
Camp Lejeune, NC
desk 910-451-7235
mobile [phone]
From: Brandon Phillips rmailto:Brandon. Phillips(astvinc.coml
Sent: Wednesday, October 17, 2012 7:05 AM
To: Brandon Phillips; Brad. [e-mail]; Joanne.SteenhuisCcbncdenr.gov; Korenek CIV Martin G
Cc: Stedman, Kelly; Brandon Fulton; Michael Iagnocco
Subject: RE: Delalio E.S. site visit
My apologies. Figures now attached.
Brandon J. Phillips, C.H.M.M.
Environmental Science Senior Manager
STV��loo
From: Brandon Phillips
Sent: Tuesday, October 16, 2012 3:03 PM
To: '[e-mail]'; '[e-mail]'; '[e-mail]'
Cc: 'Stedman, Kelly'; Brandon Fulton; Michael Iagnocco
Subject: Delalio E.S. site visit
Brad/Joanne,
As we have previously discussed over the phone, STV/Ralph Whitehead Associates, on behalf of Woolpert, Inc., is
requesting that you join us for a site visit to the Delalio Elementary School proposed construction site on Tuesday
October 23, 2012. This site visit is necessary in order to make a jurisdictional determination for the on -site stream, and
to discuss the permitting and mitigation options that may be required for the construction of this proposed school
located on the New River MCAS property. As requested, a site location and USGS topographic map depicting the site
location is attached for your use. Please let me know if you have any questions.
I look forward to hearing from you so we can set a meeting time and place for Tuesday. Thanks,
Brandon J. Phillips, C.H.M.M.
Environmental Science Senior Manager
brandon.phillips(c2stvinc. com

STV ioo
STVIRalph Whitehead Associates, Inc. 11000 W. Morehead St., Suite 200 1 Charlotte, NC 28208 1 [phone] 1 [phone]
(fax) I www.rwhitehead.com I www.stvinc.com
Please consider the environment before printing this e-mail.
Visit us at our website: ham://www.stvinc.com
The information contained in this electronic message is intended only for the use of the individual or entity to
which it is addressed and may contain information that is privileged, confidential and exempt from disclosure
under applicable law. If the reader of this message is not the intended recipient, you are informed that any
dissemination, copying or disclosure of the material contained herein, in whole or in part, is strictly prohibited.
If you have received this transmission in error, please notify STV and purge this message.

Steenhuis, Joanne
From:
Shaver, Brad E SAW [[e-mail]. mi1]
Sent:
Tuesday, November 27, 2012 4:06 PM
To:
Steenhuis, Joanne
Subject:
RE: MCAS School site
The call of course has been made by Richard but if it's going to cause all kind of other
issues I guess we need to change it. I would suggest to Marty that he have the consultants
provide us updated or "new" information requesting a change. At that point we can respond
with updated JD call, since this is only a component of a big project area.
I'll be around tomorrow, let's chat and then call Marty.
Brad
-----Original Message -----
From: Steenhuis, Joanne[mailto:ioanne.steenhuistancdenr.eov]
Sent: Tuesday, November 27, 2012 2:23 PM
To: Shaver, Brad E SAW
Subject: MCAS School site
Hi,
I was pulled into a meeting the am with stormwater and land quality concerning the "stream"
at the school. I understand that we decided that we would consider it self mitigating, but
with stormwater they would theoretically have a 50' buffer from the stream. I did look at a
topo and google earth and really do not see that this feature is a stream at all, the area is
so flat and the feature is flowing in the wrong direction according to the contours.
So, my question is, is this feature a stream at all? And should we rethink the stream call?
I really don't know how much paperwork this would involve. I'm just asking the question of
which would be the cleanest way to do this thing? I'm not sure that I could make a valid
call that would trump the signed stream call and this pose a problem to the base with the 50'
buffer from streams (no impervious).
1

5 e^i- ✓
For DENR Use ONLY
Reviewer:
1 Reviewer: �--�
��. ,'�A North Carolina Department of Environment and Submit: Natural Resources
NCDENR Request for Express Permit Review Time:
confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (Pi file) and vicinity map (same items expected in the application
ap ckape of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(dncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(dncdennoov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.grogan(�ncdenrmov
• Washington Region -Lyn Hardison 252-948-3842 or lyn.hardison(@ncdenr.gov
• Wilmington Region -Janet Russell 910-796-7302 or janet.russell(ci ncdenr.gov
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weaver0mcdenr.gov
NOTE. Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of Request
SW
SW
SW _
SW _
SW
Project Name: DELALIO ELEMENTARY'County: ONSLOW
Applicant: DAVID TOWLER Company: CAMP LEJEUNE C�r
Address: _ City:_, State: _ Zip:
Phone: _ _-_, Fax: _ _ Email:
Physical Location:1500 CURTIS ROAD JACKSONVILLE, NC 28540 /(
Project Drains into TRIBUTARY OF NEW RIVER waters. Is project draining to class ORW waters? N, within V2 mile and draining to class SA water $1� �r
within 1 mile and draining to class HQW waters? _ v(
Engineer/Consultant: GREGORY HARNISH Company: WOOLPERT
Address: 8731 RED OAK BLVD City:CHARLOTTE, State: NC Zip: 28217-_ RECEIVED
Phone: [phone], Fax: [phone], Email: greg.harnish@woolpe t.com
SECTION ONE: REQUESTING A SCOPING MEETING ONLY NOV 1 2 .2012
ElScoping Meeting ONLY ElDWQ, ElDCM, ❑ DLR, ❑ OTHER: _ BY:____i
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance
❑ Major General Variance
® State Stormwater ❑ General, please specify: _ (i.e. NEW Fast Track Low Den., Clear & Grub, SFR, Bkhd & Bt RIP, Linear, Utility, Other, etc.)
❑ Low Density - Please specify: _ [i.e. New, modified or plan revision -SW _ (Provide permit #)]
® High Density - Please specify: _ [i.e. New, modified, offsite or plan revision (SW _ (Provide permit #) & type of treatment (detention,
infiltration, wetland, etc) etc]:
❑ Exclusion - Please specify: REDEVELOPMENT [if DOT projector redevelopment, etc]
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with TBD acres to be disturbed: (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
For DENR use
Fee Split for multiple permits: (Check#
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ® Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit
Total
SUBMITTAL DATES
Fee
SUBMITTAL DATES
I Fee
CAMA
$
Variance ([I Mel; [I Min)
$
SW ([I HD, ElLD, El Gen)
$
401:
$
LQS
$
Stream Deter,_
$
I A 1 K �-U -P Lzo tJ- Cc-G4N C 110 Qr\e-w\'F- ?
NCDENR EXPRESS July 2012

ABSTRACT
Improvements are proposed for Delalio Elementary School located in Onslow County within
MCAS New River, NC. The project site consists of approximately 25.22 acres of which roughly
1 I acres will be disturbed for re -development of an existing school. The site is bound on the
north by Curtis Road and the west by Schmidt Street. In addition to the proposed building, the
proposed improvements include parking areas, a bus drop-off loop, sidewalks, and playground
areas. The primary points of access will be via Curtis Road and A Street extension.
The site improvements will be phased to minimize the impacts on the existing school operation
during construction. Any future phases after the overall development will require separate NC
DENR Application packages. A location map is included as Exhibit A below for reference.
EXISTING CONDITIONS
At present, the property is an existing an elementary school. Access to the property is from a
pair of access driveways connecting to Curtis Road on the north of the site as well as a driveway
connecting to A street on the west. The site is roughly 1.4 miles from Wilson Bay.
A delineated wetland exists within the northeast quadrant of the site. Said wetland will remain
during and'after construction and will not be disturbed. USGS soil information is provided in the
appendix.
Generally speaking, the site drains from the west to the northeast accomplished thru
implementation of a system of overland swales. Runoff is eventually conveyed outside of the
property limits via a ditch located on the south and east sides of the site.
Exhibit A — Location Map
a
i ° ,•.
ELEMENTARY/SCHOOL I
vvoolpert Delalio Elementary School
September 2012 MCAS New River, North Carolina

PROPOSED CONDITIONS
An overall site plan is included within the Construction Plans. Drainage patterns will remain
relatively consistent with the current condition. The building will drain to the south and east
through a combination of disconnected downspouts, piped downspouts, infiltration trenches and
rain barrels before discharging into a combination of proposed wet and dry detention basins. The
parking area will drain toward the east via a catchment and conveyance system consisting of
swales and drop inlets which will convey runoff into a proposed wet detention area. Runoff from
the bus parking and drop off area will be directed by open ditches where practical to a dry
detention area located on the south of the site. Discharge from both detention areas will be
regulated to meet the existing rate of discharge as apropos.
CRITERIA
Several governmental review entities have jurisdiction over the development of this project.
They include the North Carolina Department of Environment and Natural Resources (NC DENR)
for stormwater management as well as erosion and sediment control, Camp LeJeune Public
Works Design and Section 438 of the Energy independence and Security Act (EISA) Act. For
ease of reference, excerpts from the criterion are outlined below.
From the NCDENR Stormwater BMP Manual Chapter 2: North Carolina's Stormwater
Requirements Table dated July 2007:
• The project lies in the State Storm Water 20 Coastal Counties District.
• The site has greater than 24% build upon area. Therefore the site must provide a removal
rate of 85% of the Total Suspended Solids ("TSS") for the runoff from the first 1.5" of
rainfall. (See notes in the paragraph below pertaining to the Public Works Section.)
o Treatment volume drawdown time within detention ponds shall be a minimum of
48 hours but not greater than 120 hours.
o The measure shall discharge the treatment volume at a rate equal to or less than
the pre -development discharge rate for the one year, 24 hour storm event.
o All structural stormwater treatment systems designed in compliance with the
manual shall. be considered to have the TSS removal efficiency indicated in that
manual. Treatment" trains" shall be considered to have removal efficiencies
equal to the treatment sum of the various components of the "train".
• A 30 foot wide vegetation buffer must be provided for all perennial streams.
• The site has greater than 24% build upon area, then the site must control the first 1.5" of
runoff from the site.
• All detention facilities shall be designed to maintain the pre -developed runoff rate for the
I year 24 hour storm event. An emergency spillway shall be provided for a 50 year storm
event.
NC DENR also provides the guidance and requirements for Erosion and Sedimentation Control.
Specifically, the criteria states "Erosion and sedimentation control measures, structures, and devices
shall be so planned, designed, and constructed to provide protection from the run off of that 10 year storm
which produces the maximum peak rate of run off as calculated according to procedures in the United
States Department of Agriculture Soil Conservation Service's 'National Engineering Field Manual for
Conservation Practicer" or according to procedures adopted by any other agency of this state or the
United States or any generally recognized organization or association. "
September 2012
Delalio Elementary School 1 \.L'. l,X:11 V JU
WAS New River, North Carolina
NOV 1 1.) .2012
fegw��'e s

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The Public Works Section of Camp LeJeune serves as the permitting entity of NC DENR. As
such, Camp LeJeune will review all applications, plans and calculations prior to submission to
NC DENR. In addition to NC DENR requirements, the Public Works Section requires the
following:
• Camp LeJeune follows Session Law 2008-21 1 for Phase II permitting even though they
operate under an existing Phase I permit.
• Show / Provide computations for the 10 Year and 100 Year 24 hour storm events. While
this is above the design requirement, most designs maintain the discharge rate for the
existing condition for the 10 year storm event and demonstrate safe passage of the 100
year from the site.
• Existing impervious area can be credited or excluded for water quality purposes.
From the Technical Guidance on Implementing Section 438 of the Energy Independence and
Security Act dated December 2009:
• The intent of Section 438 is to require federal agencies to maintain or restore the pre -
development site hydrology during the development or redevelopment process.
Implementation can be achieved through the use of the green infrastructure/low impact
development (GI/LID) infrastructure tools described in this guidance.
• A fundamental principle of Section 438 is to employ low impact design systems and
practices that mimic natural processes to infiltrate and recharge, promote evapotrans-
piration and harvest/ use precipitation near to where it falls.
• State and local requirements or permit requirements may make it technically infeasible to
use certain GI/LID techniques.
• Sites are encouraged to use one of two options below in implementing Section 438.
• Option 1: Retain the 951h Percentile Rainfall Event.
o The 95'h Percentile rainfall event is defined as 1.75 inches in 24 hours based upon
historical data.
o The option seeks to infiltrate or evapotranspirate the full volume of the 951h
percentile storm.
o Generally precludes extended detention.
• Option 2: Site -Specific Hydrologic Analysis
o Designer determines the pre -developed runoff conditions based on site -specific
conditions and local meteorology by using continuous simulation modeling
techniques, published data, studies, or other established tools.
o Design a Stormwater management system such that the post -construction rate,
volume, and duration of runoff should not exceed the pre -developed rates.
From a review of the criteria, some of the requirements between NC DENR and Option 1 of
Section 438 appear contradictory. Specifically, the intent of Option 1 is to retain the volumetric
equivalent of 1.75" of rainfall over the site. Conversely, NC DENR explicitly stipulates
minimum and maximum drawdown time requirements within detention ponds. Because NC
DENR is a state mandated permit requirement and has authority over the site design, the system
will be designed to meet the detain requirements while implementing LID infrastructure
techniques encouraged by Section 438.
The application of the areas for the water quality calculation and LID infrastructure techniques
are further defined in the methodology and calculation section of this report.
G:\OE\Clien[a\NAVFAC\0]1519 Delalio Elementnry SC1,Ool\09. V \Civil\permitting\atormva ter\NCDh \9totm ter mans nt report. d0<
Woolpert Delalio Elementary School
September2012 MCAS New River, North Carolina I NOV Z 4 2012
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Reviewer: �— 1
4 North Carolina Department of Environment and
/�•1 Natural Resources Submit:
WDENR Request for Express Permit Review Time:
Confirm: f3-3o
rILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckape of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(a)ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.leegnncdehr.gov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.groean(gncdenr_gov
• Washington Region -Lyn Hardison 252-948-3842 orlyn.hardison(.incdenrpov
• Wilmington Region -Janet Russell 910-796-7302 or ianet.russell(dncdenr.gov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaver(glncdenr.pov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of Request
SW
SW
SW _
SW _
SW
Project Name: DELALIO ELEMENTARY County: ONSLOW
Applicant: DAVID TOWLER Company: CAMP LEJEUNE
Address: _ City:_, State: _ Zip:
Phone: _ _ Fax: _-_w Email:
Physical Location:1500 CURTIS ROAD JACKSONVILLE, NC 28540
Project Drains into TRIBUTARY OF NEW RIVER waters. Is project draining to class ORW waters? N, within Y2 mile and draining to class SA waters Y)r
within 1 mile and draining to class HOW waters? no
Engineer/Consultant: GREGORY HARNISH Company: WOOLPERT
Address: 8731 RED OAK BLVD City:CHARLOTTE, State: NC Zip: 28217-_ a CEIVED
Phone: [phone], Fax: [phone], Email: [e-mail] AUG 2 9 2012
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
oping Meeting �ONLY(' �,WO, DCM, ®DLR, ❑OTHER: F3y;�_
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear ft or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance
—� ❑ Major General Variance
nHate Stormwater ❑ General, please specify: _ (i.e. NEW Fast Track Low Den., Clear & Grub, SFR, Bkhd & Bt Rp, Linear, Utility, Other, etc.)
Low Density - Please specify: _ [i.e. New, modified or plan revision -SW _ (Provide permil #))
® High Density - Please specify: _ [i.e. New, modified, offsite or plan revision (SW _ (Provide permit #) & type of treatment (detention,
infiltration, wetland, etc) etc]:
Ex lease EVE NT [i roredev opm , tc]
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
Quality E Erosion and Sedimentation Control Plan with
I THREE —
Wetlands on Site E Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
acres to be disturbed. (CK # (for DENR use))
Buffer Impacts: E No ❑ YES: _acre(s)
Isolated wetland on Property E Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
For DENR use only
Fee Split for multiple permits: (Check # 1 Total FeeAmount E
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
NA
$
Variance (❑ Mal; ❑Min)
$
.� (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LDS
I
$
Stream Deter,_
$
NCDENR EXPRESS July 2012

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IANDSLIPE PUN MR YDRE WFDRWINNI. 1. SF£ L-Wl FOR SYYBDLDGY LEGFND. T---j HFAW-DIIIT &NYWWS

ABSTRACT
Improvements are proposed for Delalio Elementary School located in Onslow County within
MCAS New River, NC. The project site consists of approximately 25.22 acres of which roughly
I I acres will be disturbed for re -development of an existing school. The site is bound on the
north by Curtis Road and the west by Schmidt Street. In addition to the proposed building, the
proposed improvements include parking areas, a bus drop-off loop, sidewalks, and playground
areas. The primary points of access will be via Curtis Road and A Street extension.
The site improvements will be phased to minimize the impacts on the existing school operation
during construction. Any future phases after the overall development will require separate NC
DENR Application packages. A location map is included as Exhibit A below for reference.
EXISTING CONDITIONS
At present, the property is an existing an elementary school. Access to the property is from a
pair of access driveways connecting to Curtis Road on the north of the site as well as a driveway
connecting to A street on the west. The site is roughly 1.4 miles from Wilson Bay.
A delineated wetland exists within the northeast quadrant of the site. Said wetland will remain
during and after construction and will not be disturbed. USGS soil information is provided in the
appendix.
Generally speaking, the site drains from the west to the northeast accomplished thru
implementation of a system of overland swales. Runoff is eventually conveyed outside of the
property limits via a ditch located on the south and east sides of the site.
Exhibit A - Location Map
i-
DETALAIC
/ ECI ENIENirA1
i rl 'o / Ser100c
1
September 2012
MCAS New River, North Carolina
AUG 2 9 2012

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PROPOSED CONDITIONS
An overall site plan is included within the Construction Plans. Drainage patterns will remain
relatively consistent with the current condition. The building will drain to the south and east
through a combination of disconnected downspouts; piped downspouts, infiltration trenches and
rain barrels before discharging into a combination of proposed wet and dry detention basins. The
parking area will drain toward the east via a catchment and conveyance system consisting of
swales and drop inlets which will convey runoff into a proposed wet detention area. Runoff from
the bus parking and drop off area will be directed by open ditches where practical to a dry
detention area located on the south of the site. Discharge from both detention areas will be
regulated to meet the existing rate of discharge as apropos.
CRITERIA
Several governmental review entities have jurisdiction over the development of this project.
They include the North Carolina Department of Environment and Natural Resources (NC DENR)
for stormwater management as well as erosion and sediment control, Camp LeJeune Public
Works Design and Section 438 of the Energy Independence and Security Act (EISA) Act. For
ease of reference, excerpts from the criterion are outlined below.
From the NCDENR Stormwater BMP Manual Chapter 2: North Carolina's Stormwater
Requirements Table dated July 2007:
• The project lies in the State Storm Water 20 Coastal Counties District.
• The site has greater than 24% build upon area. Therefore the site must provide a removal
rate of 85% of the Total Suspended Solids ("'I'SS") for the runoff from the first 1.5" of
rainfall. (See notes in the paragraph below pertaining to the Public Works Section.)
o Treatment volume drawdown time within detention ponds shall be a minimum of
48 hours but not greater than 120 hours.
o The measure shall discharge the treatment volume at a rate equal to or less than
the pre -development discharge rate for the one year, 24 hour storm event.
o All structural stormwater treatment systems designed in compliance with the
manual shall be considered to have the TSS removal efficiency indicated in that
manual. Treatment" trains" shall be considered to have removal efficiencies
40- 5,5,� equal to the treatment sum of the various components of the "train".
A 30 foot wide vegetation buffer must be provided for all perennial streams.
• The site has greater than 24% build upon area, then the site must control the first 1.5" of
runoff from the site.
• All detention facilities shall be designed to maintain the pre -developed runoff rate for the
1 year 24 hour storm event. An emergency spillway shall be provided for a 50 year storm
event.
Q
NC DENR also provides the guidance and requirements for Erosion and Sedimentation Control.
Specifically, the criteria states "Erosion and sedimentation control measures, structures, and devices
shall be .so planned! designer,, and constructed to provide protection from the run off ofthai 10 year storm
which produces the maximum peak rate ofrun off as calculated according to procedures in the United
States Department of Agriculture Soil Conservation Service's "National Engineering Field.Vanual for
Conservation Practices" or according to procedures adopted by any other agency of this state or the
United States or any generally recognized organization or association. "
vvoolpert Delalio Elementary School I "-%�— L� v r—
Seplember2012 MCAS New River, North Carolina AUG 2 9 Z01Z

The Public Works Section of Camp LeJeune serves as the permitting entity of NC DENR. As
such, Camp LeJeune will review all applications, plans and calculations prior to submission to
NC DENR. In addition to NC DENR requirements, the Public Works Section requires the
following:
Camp LeJeune follows Session Law 2008-21 1 for Phase II permitting even though they
operate under an existing Phase I permit.
• Show / Provide computations for the 10 Year and 100 Year 24 hour storm events. While
this is above the design requirement, most designs maintain the discharge rate for the
existing condition for the 10 year storm event and demonstrate safe passage of the 100
year from the site.
• . Existing impervious area can be credited or excluded for water quality purposes.
From the Technical Guidance on Implementing Section 438 of the Energy Independence and
Security Act dated December 2009:
• The intent of Section 438 is to require federal agencies to maintain or restore the pre -
development site hydrology during the development or redevelopment process.
Implementation can be achieved through the use of the green infrastructure/low impact
development (GI/LID) infrastructure tools described in this guidance.
• A fundamental principle of Section 438 is to employ low impact design systems and
practices that mimic natural processes to infiltrate and recharge, promote evapotrans-
piration and harvest/ use precipitation near to where it falls.
• State and local requirements or permit requirements may make it technically infeasible to
use certain GI/LID techniques.
• Sites are encouraged to use one of two options below in implementing Section 438.
• Option 1: Retain the 95'h Percentile Rainfall Event.
o The 95th Percentile rainfall event is defined as 1.75 inches in 24 hours based upon
historical data.
o The option seeks to infiltrate or evapotranspirate the full volume of the 95'h
percentile storm.
o Generally precludes extended detention.
• Option 2: Site -Specific Hydrologic Analysis
o Designer determines the pre -developed runoff conditions based on site -specific
conditions and local meteorology by using continuous simulation modeling
techniques, published data, studies, or other established tools.
o Design a Stormwater management system such that the post -construction rate,
volume, and duration of runoff should not exceed the pre -developed rates.
From a review of the criteria, some of the requirements between NC DENR and Option I of
Section 438 appear contradictory. Specifically, the intent of Option I is to retain the volumetric
equivalent of 1.75" of rainfall over the site. Conversely, NC DENR explicitly stipulates
minimum and maximum drawdown time requirements within detention ponds. Because NC
DENR is a state mandated permit requirement and has authority over the site design, the system
will be designed to meet the detain requirements while implementing LID infrastructure
techniques encouraged by Section 438.
The application of the areas for the water quality calculation and LID infrastructure techniques
are further defined in the methodology and calculation section of this report.
G:\D6\Clie is\NA C\071519 Celalio Elementary EchoolW9. G \Civi1\permitting\et0[ ter\NCVE \star tar rt aVent report.dac
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September 2012 MCAS New River, North Carolina
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Survey Area Data: Version 12, Jul 6, 2012
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Date(s) aerial images were photographed: 6/19/2006
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WB13560B0.WIe
SEE SHEET CS100 FOR
SOIL BORING LOCATIONS
B 100
Y
n 7 A
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co
ECEIVE
MAY 01 2013
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-
DRAINAGE
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AREA
AREA - -
• !
UNTREATED
Ali
_
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AINAGEAREA
:
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- \•\�
—._.—.—. — \
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I
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i n I I
DRAINAGE
AREA
•
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"A"
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�
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t i DRAINAGE
--
I (
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s AREA 2 ,
I
� II
•
• jj\f\f 4
• } GE
i i
•
j I TED
�: I
rDRAINAGE\ •..+•-.,_J, �'1
\
.....
AREA
BASIN B �• `.
/'
_
.................•
............
.....................................
.:.......................
..�„�
_ _
• •.�•
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-�_�.---
Fm
IMPERVIOUS BWLDINGS /
v
a
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ll
--- TT_
WOOLPERT
LINDSEY CAITINGHAM
O R ly
0
U
i J
' Q
00
Z =
0
0 }
3 Q
OF-
� W
o W
- W
N 0
� J
<g
aW
o
DRAINAGE AREA"1"
TOTAL AREA = 168,577 SO FT
DRAINAGE AREA "T
TOTAL AREA = 78,408 SO FT
DRAINAGE AREA "3"UNTREATED
TOTAL AREA = 957,884 SO FT
®
IMPERVIOUS PARKING IMPERVIOUS STREETS
.+,. AS
Al l
IMPERVIOUS AREA = 117,612 SO FT
IMPERVIOUS AREA = 55,321 SO FT
IMPERVIOUS AREA = 163,759 SO FT
PERVIOUS AREA =60,965 SO FT
PERVIOUS AREA =23,08T SO FT
PERVIOUS AREA =T9A,125 SO FT
0 60 120 180
KOM..wc
PERCENT IMPERVIOUS =TO%
PERCENT IMPERVIOUS = 70%
PERCENT IMPERVIOUS =IT%
® i ! DRAINAGE AREA BOUNDARY LINE
'
IMPERVIOUS SIDEWALKS
GRAPHIC SCALE IN fEEi
CU400
n
Q
I d
-ri

I
r
I L -
- - -
- - - - _
aa.•....•Naa•••a..•N••••a••••a•..•aa•••.I•••..•••.••Maa••..•a ,
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�•..a..aa.aa.a.a.a �•aMa��_________ _ ___ _ \ IDPEWOU AREA / 0
-- - --
vtoo ISD
w � ® DRNNAGE PRU BOUNDARY 11NE -
GRAPHIC SCALE IN FEEL
APP. D

G
■
r
c
1)
o---------
__--___—_—_—_—___—_—_—
_ - - CURTIS ROAD
------------_ _
________________-___________
__________—______-
I
--------------------------
---- Q / - ----------
/
I I a a o
H. 11 1■ AAA xh Xxjr.- _ '�V xk}kkkX � � � /
■gyp-}hk
�iims III
I (� �■• � }kk tN K
99
ps 1 vx iw 4
30- ATFP o .® - - ------ -'- ---------'- / / LEGEND
rl �j P STAND OFF
o DISTANCE HEAVY-DUTY BITUMINOUS
CONCRETE PAVEMENT
1,o q I// WATER QUALITY AND l
�� I� p j / —w— - I DETENTION BASIN / / BITUMINOUS CONCRETE
w
q r
PAVEMENT
I . ' ■ m I ' .-`., CONCRETE PAVEMENT
■ 12' (3.®m) ATFP :I'
I ■ ■ STAND-OFF DISTANCE. I -.. _`~_-..._. _— .._ /
L
:= / / / � CONCRETE SIDEWALK
'(. I EXISTING �_.._..
GYMNASIUM a l 1 ® O ® FIRE ACCESS LANE
I
j �i (, ' F, I / -{t I / ■ ■ COVERED WALKWAYS
{ (t •vL ' lJ�i 1 �•/ _ i __t I I ® PAVERS
\ PROPOSED �- = i '
ELEMENTARY' i F> Z ; 1 RUBBER MULCH
SCHOOL 'L� O SEE LS501 FOR MORE
En I I / INFORMATION
0 SOIL BORING
O ( /
(�A^a NOTE
- .-
I I /
n T--- �. ..:\ 82' STFPS I \ SEE CS109 THROUGH
SDISTDANCEF CS114 FOR BORING LOG
y' I I \ INFORMATION
z N r�,
I I K I�I
QUAWATE
I
DR
I I�
`
4 sb _.._...._.._. ..._.._.._.._.._.._..--I -- - - - - - - - - - - - — - - c
87 ATFP STAND—OFF DISTANCE
�.
r SCALE: i" = 50'
o w too tw
GRAPHIC SCALE IN FEET
d 5
mplfr7,A .
__ —
W¢OOLPERT
LINDSEY COTNNGHAM
NIA EMAIL)
z E
s 0
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n Y S
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-------------------------------------------
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i
8
CURTIS ROAD
j F
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e
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W O OIL P E R T
IXSPNG DRAIN4GE ARE4TOT& I! de�r.enn u
1/ TM IMPERVIE SREA = 198.t98 SgFt )
. TOTA IMPERVIOUS AR A = G.19B SgFt. Ij l
TOR1 PERVIOUS MEA = 16W 42] SqR. r _
PERLEMAGE IUPERn0U5 = t6.AS
Ilj� ; / �iwossv cornucRnr
�: f fi rvuEwlLl
ro,nwn nn 6Y14 IS
o« D,
6wc«
S. GOLFER
BOSSERT
E
N Zns
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M DRN E AREA BOUNDN DNF 50
HxBBBAAeBB
"" iA ^ 531
APP. B
GRMHIC SLAIF IN PEEP
61

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J
&
_ _ _ _ _ _
—CURTIS ROAD
w
E,
SS„
I,
a
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■
DRIVE
EXISTING
GYMNASIUM
- - SS, SS, -(�)—
SS,
S
vi
N
G
�5
ti
_ FM FM Z=— FM -
1 a S -`
, I `- r
WETLANDS LIMITS
DRIVE PARKING /
1 LOT /
W 1 ds �
L r v _ _
�^
®❑ I I I I I
o� 1 III ��
I
2--------
�Ex t
EXISTING tLEMEN
ARY SCHOOL I
-
[---�
• "'" "-r •�-�--------------
� BASKETBALL
COURT
--- - --
L J
I
BASKETBALL�CJ-
r {COURT
PROPOSED
ELEMENTARY
SCHOOL
`WETLANDS LIMITS
1 / /
SD, /
NOTES
=
1. THE SUB -CONTRACTOR SHALL
a
CONTACT THE NORTH CAROLINA ONE
LEGEND n
CALL NTER AT 8 1R
CIVIL
I
1-800E632-4949, AND THE BASE
AREA PAVEMENT
ENGINEER AT LEAST 10 WORKING DAYS
AND SIDEWALK 8
PRIOR TO THE START OF CONSTRUCTION.
REMOVAL
2. EXISTING UTILITIES TO REMAIN IN
BUILDING REMOVAL 6
SERVICE SHALL BE POTHOLED PRIOR TO
CONSTRUCTION TO DEfERMINE DEPTH.
C
J TREE REMOVAL F
3. A CLEAN SAW CUE SHALL BE
Y
PROVIDED IN THE AREA WHERE
PROPOSED PAVEMENT, SIDEWALK, OR
4
CURB AND GUTTER MEETS EXISTING.
?
4. A CLEAN SAW CUT SHALL BE
PROVIDED AT THE NEAREST JOINT FOR
ALL SIDEWALK REMOVAL.
5. SEE SHEET C-001 FOR SYMBOLOGY
I` \ LEGEND.
N
6. PROTECT UTILITIES TO REMAIN IN
SERVICE DURING DEMOLITION AND
`
ONGOING CONSTRUCTION OPERATIONS.
7. UTILITIES TO BE DEMOLISHED BY
' CONTRACTOR INCLUDE WATER, SEWER,
6
^-/ ELECTRIC AND TELEPHONE. ALL UTILITIES
SHALL BE DISCONNECTED AND REMOVED
BY THE CONTRACTOR IN ACCORDANCE
WITH ALL UTILITY PROVIDER. LOCAL,
STATE AND FEDERAL REGULATIONS.
_
S. REMOVE AND DISPOSE OF ALL
EXISTING IMPROVEMENTS. PAVEMENT,
-
50'
CURBING, ABOVE GROUND STRUCTURES,
SCALE: 1" =
~
TREES, BRUSH, FOOTBALLS, BUILDINGS,
0 50 100 150
FOOTINGS, ALL INTERIOR ITEMS.
GRAPHIC SCALE IN FEET
17,
`---Tr--
WOOLLLPERT
1r.

A G
R
1
a y-- _—
_—_—__—_—_—_____—---------
—_—_—_—_—_---—
7 OURT18 ROAD
a _ __ - _ _ -- --_ c
— _ i°��o �.1 ? _ _ -- _i'�_— _- ---_ —�ziesn ecs6s_
' ° \•`1 •z1. i SEoI]a /i ° 1\m °c� i — _
i11m °W
1 �. -23--il'tiW.iBMJ
11 �
_ —22— // I I j /' y1• V�eMCPIKE IN 18" /^20__�
PINE TREE / \ / d
yELEV=23--el
-----
\ / %/% 1 A.
WETLANDS LIMITSif
N•
I I\ T% -� i IiTTTiTi t iTi
c 1 "�s t�� - NOT CONSTRUCTED AS
OF MAY 15TH, 2018 �
1__ T__
WETLANDS LIMITS
9 94 9 \ 3D, `BUPEER /
zoil.NI -/ l r v— 1±1-I-u--_1 _i_fi,1_ J �p . 1 j B H/
SIKTBR
w =,
ELLV•31.300M P I. V
a is. Fad:
\AN
/i- WOOLIDERT
0
13
/ I i 1 20 I -\ / //�/ / SEE G101 FOR GRADING PLAN NORTH
IS,
� I 16=1 Ja !3 SEE CG102 FOR GRADING PUN SOUTH
.. -
I I GYMNASIUM sc•
%%l�r..u....r.r. u.
L) o ho si\ R so. wlsa
m I i w..woc. w�N
-20'� / �-\ �/ _/ \\ 1/ 7 SITE BENCHMARK mm�UNNDSEYCOTTINGHAM
MAEMAILI
1 1 I PROPOSED / // II p m� II �if a� mnrmv
^ }� •eM SPIKE IN RTI PINE TREE v
l ELEMENTARY ( �20 / 'x' II ? \\ IIII yll ALONG CUR23. ROAD DM3 � DMB - KLS
\ SCHOOL \ N / I{j\I ¢ III ELN 18" 00 ry D.BUCK
II'I) •eM SPIKE IN 18" PINE TREE s.GDOPFA
I tom/ \L - "-" _ r.uaa mm�•n.u'� �� / ALONSOUTH PROPERD. ABBOTT
LINE LGOSSERT
ELEV=20.65 z z
iTE
Qr �
III NOSEE CG400 AND CG401 FOR w Q g i J
• A 4) ,� �� 1 / ILIIII BASIN AND OUTDOOR O
° � — ® `z =�` m // 1 II IIII THEATER SECTIONS. iO
I I / 1 II:IIII SEE CU300 AND CU301 FOR E I =
SEWER PROFILES. i Z j Z
if Dl
I�ly�u 0 w� (D
z z
I � ur F ❑
II IIII - i z E W
Rv` 5O l I I IN w w
_ ZZZ ¢
I L1z �v/e. 20 z l 1s�- A IIIr_
z W
F(TYP)�o/ W
If
._ .. ._ .. \ 1•----�`"� I) IIII wC �LD O
I
/T
1 I ILj A__ is le ='fir 1s-1e1 1e.: 1Z—... 1e --=�—_ ____— r�)�\ .�.'Vyl•.J-.J' S7_a�
__` 19 LEM 6M \ // \ N €LLB p❑
ILLI
F(fVP) SPIKE IN 18 ___________ ^'__ }�,,,, y_�..R __�______ ->1 �Q cz
]Si 16. R=_ .r_�_.+•� _. = _ _ _ _ _ PIA�RE�P 1 \\ ��JJ..I/l/yy;/ 'y Q 32� U,
111MYEa6EIPpM SLi � � O � ewn g51NDIDATFJ)
if 112aY8
AS CONSTRUCTED
NOTE: AS CONSTRUCTED REVISIONS ARE BASED 0 50 100 150 .. 12637936
ON CONTRACTOR INFORMATION AND RED -LINE - 527
MARKUPS PROVIDED BY UDC-SUNDT.
GRAPHIC SCALE IN FEET CG100
n 7 A s.p��

C
R
I (
j - - CURTIS ROAD _
.. - - --' - - .. - - - - - - - - - - - - -
- ------ --- i i �1
o _
�- - \ �•-•- - - - - - - - _ - � I I � li _ _ _ _ _ _ = 20_I: �Rx q 3 � 1 J _ i.19 - - _ _ - T- _ - _ _ - - •� •1
31- - - _ -
{;ti
- _--- ______
1 - -/ I 1 J 3g p 1 iI ' 19.2 L
23- II 1 r b
TBM Ypg 1
22 zbglKE II B" 20-
i _ - / I I I . �\ p�`.aM INE TREE
i ' - - - i (/\ Q ` ETEV=z3.00 ff
•�"" 1 _ / 2 .a T 1 22.92 T ]aT
I I _ ®-
a.] TC t�%J 3 ,21, 20. ��®�
/
-4 \z7z �Vf�i�f'iG
21 _
:.:22: �rn1`' , 3 0. 2
23
24,29 T--------------- ------------ ` Y...�!ity"�"g'.
_122.32
9 d
IN
% ,,,
ea-
�A�
v ( -- - ---- ------ \ WOOLPE RT
tl voi' 1 � t II � .A�-'�• ., 2----- ,-__-I- ------ -- 2t.35 cJ� l /
1 21 9 ba yq, a II L' I NOT CONSTRUCTED AS I 21s
MAY 15TH, 20. -a, 15'
s%.
U 2,
1 vrtn
`t%Sy �� I
\ ST 10.1 1_]t TfN
I / �` P.-OM,
Is- 17,53 (NE) I _ t 09 (Sw) . -I- - - -� -I- - = - - ` K UNOSEYCOTE NA
NIA
2 \ C 2. 6� 2135 7 9l 21.3 _r_ S _ �. ; \ +f.ncw n�IL6YlYLO9
ao R A .` 15 .t • (sw) d ��� 2 .63 e IT ., �?1 .fit 2 S 6 /9/ ( 19 19 DMa �,DD a COOPER
aeoTrOK� �y
IT/ _ _ to i8 6. BOTT
e.
1.15 n L. BOSSERT
N r p lei. t 8 C 4_C . 2z 21.6 C / - nI 13 U3 Z E
ry0 V A.T.O. ry \ • r 2 .91 i 2 J4 �T-Vt L,: I N, 9 = 16 a5 N e TOP 19.85 r a
�_.___ /✓ 91 I __ 2 1_. 21.ni m I o N 2 BASINA og a r sT 10.1 7 Imo_
I54�17.oe (ME ) 1 l I - �G. o I 2� 1 _, � t.o ;Cy
O 0
f _HLINE �_ d I '� i 1' ( r si i3 14 w I Z O=
_^ Z j BE
IT I 1.4 1.48 INV 19 i _ 20� _`___ _e, T- m m• i� K a'
_ _ `'
21.48_ J 2.9 ' I 0.9 .-y 64 -- - .-.19 21 -£o wQ O
-j� I1IIa 9.7% i c 21 O zQ Z
EXISTING � ......a 21.a _ - - 0. 0. t .64 0.1 a d O m Z 2
o GYMNASIUM sT 6.e INV_
1A AR r c'r .11 r ¢ E W a
w Z
KEYED NOTES LEGEND z ow o
O1 TAPER CURB FROM 6" TO 0° IN 2 A.T.G. ADJUST TO GRADE UJI
Z ~ w
LINEAR FEET. r O (7
O2 TAPER CURB FROM 8' To 6" IN 10 SITE BENCHMARK y g
LINEAR FEET. •eM SPIKE IN 18" PINE TREE N € LL 3 p
O3 MATCH EXISTING GRADE ALONG CURTIS ROAD° U
ELEV-23.00 a U,
AS INDI
luaae
AS CONSTRUCTED m
o
NOTE: AS CONSTRUCTED REVISIONS ARE BASED < 12637937
ON CONTRACTOR INFORMATION AND RED -LINE 0 30 60 90
MARKUPS PROVIDED BY UBG-SUNDT. a c, 53T
GRAPHIC SCALE IN FEET GG101
4 A r,

A C
I
o 19. 5 I I�` I I��; LLB-�2a"
I Im �
n 3
I \ qJi. 64 21
21
EXISTING 20.9 t.a8� - - 20. 1 4 p.,y
GYMNASIUM J ST 6.8 ,o T/C �q° dy
' I• = 20.9fi / INV 16.69 7,% O
1 N• W ELEV. = 21.48 T 3 IT-�_ ,I
- 1 1 Sr s.3 O 12" = 19.26 (s) / / �� �' 20 1 4 'L°✓ sD„
n 15" 17.8E (E) l Nmp I 6
20J GI ST6d'x°, 0.9 C �g,31 .0 eo
"T/C 21.33 / 1 7.41 (W)� /
o
1 I 12 16.23 (N) 5 5 (NE) c
15' = 16.63 (w) 16.n (E) t.a PROPOSED ELEMENTARY SCHOOL
III d 1D" = / a
9" - 1&83 (s) FINISHED FLOOR - 2U8 e O
'a0 19.40
21.4 1.4 / O
w�ST T/C6.6 20 8] - 19' \ _ INV = 19.62
Z , o lBi� ).a3 2 3- ry 15" - 18.17 (E) 1.4 F=
N m \\ 1 --18-- 1 1.5
r Iz, 7y o LO ING D K- - r= 1].zs- - 18_ - _ - - 50 \ T/C 19.63 4
1J- - - 1z" = tH.as UN) o
,I _iNv--lssa_fwl_ - e
1.4--� W 1T05 '� 19 _'21
^' I� �_` . 1 8 m�• 5T 6Y zszy'. - --- _ - - - J '!9. .roam
i50 / 1.3 yNv` 20.00 ( i _ \ 0.7` 1.4 \ o9 a 1 ky
LS l .1� 21 1� 8 i19-
0. R2t7/ �J -o\ _1�'.,=
\A/
10L = j].} (N) 1717 `t lfi Zn Z/ / N ST 8.2 �_
ST I ( ) - 1_a �� /C=19sa a,\ \I WOOLPERT
1e' - n.}s N) \ INV
= 16sp 2" tZDa (N) ..•1e<4..,.,e..0
SO-
15. D 15" = 18.50 (W) 1.48 1. 2"
4 St 5 T\ \. Z° N
0 �(E T/C = 19.fi6 3•W 21.4 \2 \ N \ \ \
' I � \ 15" - 16.01 (E)
18\� 15 17 16 ]I (W) Nv �I I A 2p o
i o I - 20.00 0.3 0,
15 aP 9.51 h INV = 19.97 A
= 16.i }
141312 \ 19. ^J - 2 9 0.
o l[FFF \�� 2pA O.t 0 SD 128D
BASIN im wv 2019.30 1 .7 / ` \ r6�D8 TO
cEATiIL1l, 1
.I 14 12 /Oo INV = 18J) O/ I 19 - ` mfOMB _OM8 moo., KL6
,6', 17 \I,\,. \\1964 10 1 .4 19 , -_---
S. 1819 19 A �. L.GOSSER
19
/ I ors.xrv... B. ABBOTT
II�� N20 19 18 16. / 18 \1 - -- _-_jUac.Z l
19 - • 18• 18 17 17 •' a - - _ - - _ _ _ _• - - _ - - _ = o Z s O
o s 2
1 T/C = 19A 1 .19 _ • 19 Si e.t \• 1 w a i i J
1s" nnD (s) \ 12" = 16.77 (N) PINE TREE \ 1� o O
PVC INv = 7a5 ST ]1 _ ELEV=20.65 B \
/ I I CDNC CUT INV = I6.45 15 = I7.06 (N) •9• - Z
ED
}57356.2�5I'\ H
1MI
TRA �Rsl l .rl 11 _ \ \' / l .. ts' ° i GO¢ O
m F-
z
KEYED NOTES SITE BENCHMARK w m LU a
w 2 U
•aM SPIKE IN 18'• PINE TREE Z Z W
O1 TAPER CURB FROM 6" TO 0•' IN 2 o J
LINEAR FEET. ALONG SOUTH PROPERTY LINE Z p W
ELEV=20.65 UU F 0 O
O2 TAPER CURB FROM 8" TO 6" IN 10 w J
LINEAR FEET.
QQ
7fr w-I
O MATCH EXISTING GRADE N LU
a t o o
y U /
z
2
gz� Q
E
As IND1urI-D
uzazae
AS CONSTRUCTED m
NOTE: As CONSTRUCTED REVISIONS ARE BASED r 12637936
CN CONTRACTOR INFORMATION AND RED -LINE 0 30 60 90
MARKUPS PROVIDED BY UEG-SUNDT. nfi o, .1
GRAPHIC SCALE IN FEET CG102
A ] A �, ...s...e.
1

A C
IBM
Alm
[A
GRADING PLAN o 0 60 90
GRAPHIC SCALE IN FEET
-' --- ---
2 R 000
00' N 8712' 31" EJ
C
255.68' T 4,2 0 /
Lsr L1 n=1n.oB'
\ 18' = 1645 (NW) TOP = 19.85 Si 4zz 1
2 BASIN A 2a = 15.88 (SE)
Si 21 PVC INV = 17.62 a
24" = 15.92 IN) CONIC cUT INV = 18,62 TO
N 2' 17' 29" W TOP = 19.67 S 34' 47' 09' W
a0 OD' SO 14'_
INV = 19.00 / 3
(\ R-31.42 s er az' }r w R=2D.00'
\� e=9D.00' 225. t, PPE-18.50 e=52.92'
TPE-1920 TO = 20A7
SD, SD, SD,21SD,�
o I
M
UTILITY PLAN
n
C1
VITI
24' - 15,53 (NW)
16.50
6- _ ._10
- ,
dA LS 17D
R
ST 2.2�
T/C = 19,46
5" = 17.10 (S)
CONC CUi INV i6a5 15" = 17.06 (N;
KEYED NOTES
O1
EAST BASIN OUTFALL STRUCTURE, SEE DETAIL. SEE STORM
/
RUN 4 PROFILE ON CU300 FOR MORE INFORMATION.
/ O2
INSTALL RIP RAP BERM IN WATER QUALITY BASIN TO
CREATE SEPARATION BETWEEN FORBAY AND MAIN STORAGE
BASIN. BERM TOP SHALL BE AT 16.50. SEE BASIN
SECTIONS ON C0400 FOR MORE INFORMATION.
O3
INSTALL 17' WIDE CONCRETE SPILLWAY IN BASIN BERM TO
EXISTING DRAINAGE DITCH. SEE BASIN SECTIONS ON CG400
FOR MORE INFORMATION. SEE DETAIL 06 ON SHEET
CS502,
N
0 30 60 90
GRAPHIC SCALE IN FEET
A
L�20.61'
R�I].51' IS $D
e=66 76'
S 5t �
1
\� \b 15
PPE-17.50
N�
�N
BASIN B
87' 38' 16 W L=34.55'
46.64' R=1750`
e=113.1�
3 r, g y
V.
WOOLPERT
0 30 60 90�
GRAPHIC SCALE IN FEET
LINOSFI COTfWGWUI
(NAENAIL)
Si_ z
�0
00 a
2
s0
J
F
zQ z
NI Q
f L Z
L
p W z
Z
H O Q
a tt J m
18 < g r
i3 a L
4 4 LU /
$ w
E
AS CONSTRUCTED
NOTE: AS CONSTRUCTED REVISIONS ARE BASED 1p83793
ON CONTRACTOR INFORMATION AND RED -LINE
MARKUPS PROVIDED BY UBG-SUNDT. 4a
CG103
C.

n A G
22
20
18
6
14
2
0
8
I
r100-YR PENDING WATER QUALITY PENDING
I I FVGI = 2n ss F. _._.
I
'
TOP OF
TOP OF DAM -
SPILLWAY =
i)
20.A7
2L55(MIN)
2'W CREST ( P)
-
18 50 (MIN)
oI TOI
YrSE
t9 BIAS—i
7/
�•� _
ICI
EXISTING
GRAPE
�01
X S
��
~
��NORMAL
POOL -
18.50
PROPOSED
I
I
I
I
I
I
I CONCRETE
I
BOTTOM
-_a
= 12.50
!
GRADE
Ay
SPILLWAY EXISTING
GRADE
57 MAXIMUM
I
I
BOTTOM
=
I
12.50
I
-
L
SLOPE
�I
N
0+00 0+50 1+00 1+50 2+00 2+50
WATER QUALITY (DETENTION) BASIN A - SECTION A -A
TOP OF DAM = TOP OF DAM =
21,50 (MIN) EXISTING GRADE 2L55 (MIN)
2 W CREST (TYP) 100-YR PONOING WATER QUALITY PENDING 2 W CREST (TYP) TOP OF IMPOUNDMENT
22 1 LEVEL = 20.55 LEVEL - 19 20 20 85 (TYP)
20 /
18
6
14
2
0
8
_-�—�.
gel_
�0 J NORMAL
COLL18 500
ti0 `�
H'-
PROPOSED
GRADE
I
��
BOTTOM
=
12.50
3+00 3+50 3+93
22
2'W CREST (MIN)
WATER QUALITY PONOING
20
22
8
20
6
8
4
16
2
14
10
2
8
0
--�LEV YR PON DI NG- LEVEL L 18I40
LEVEL 1-
5i
-
70 Y NORMAL IPOOL 117.50 .I ',
3,W
EXISTING
GRADE
w I
OTTOM
I- 11.50
I-
I------��
T -
I I
I
PROPOSED
--PROPOSED
I GRADEI
22
20
18
16
14
12
10
0+00
0+50
1+00 1+26
0+00 0+50
1+00
1+50 1+76
WATER QUALITY
t
(DETENTION)
BASIN A - SECTION B-B
WATER QUALITY (DETENTION)
BASIN B
- SECTION C-C
22
20-
is
16
14
12
10
TOP OF IMPOUNDMENT
RIP RAP BERM 20.85 (TYP)
TOP=-i5.eE 18.33 2'W CREST (MIN)
WATER QUALITY PENDING
22
20
8
16
14
12
0
0+00 0+50 1f00 1+50 2+00 2+41
WATER QUALITY (DETENTION) BASIN B - SECTION D-D
I�
LEVEL P19 82 G
ILEVEL E
84
h��z
b
J.L
ICI
i
EXISTING GRADE _p
PROPOSED GRADE—
NORMAL
POOL
XO.S
17.5_ _
I9
BOTTOM
_-
= 1
��---III�I
ISO
'_
BO OM
11
I50
I_
1_
I�
_-_
-
nl
e
22
20
18
16
4
12
ED�V
22
20
is
16
14
12
0+00 0+500+59
DITCH (TYP) F-F
PROPO
3' WIDE
BERM
-GRADE-
TOP
I
I II S.7
2' iMIN-31
J
EXISTING
GRADE
3 WIDE RELOCATEDI
!DRAINAGE DITCH
1
ILL m
22
20
18
16
14
12
10
8
AS CONSTRUCTED
NOTE: AS CONSTRUCTED REVISIONS ARE BASED
ON CONTRACTOR INFORMATION AND RED -LINE
MARKUPS PROVIDED BY UBG-SUNOT.
2
0
18
16
14
EXISTING DITCH (TYP) 2
11
EIXISTING
GRADE
NOTE
SEE CGI00 FOR
SECTION LOCATIONS
mi 5
20 0
GRAPHIC SCALE IN FEET
Np'i-say I
WOO^LPERT
gTMLINGSEY fATTINGXAM
(IM EMNLI
�[ 61tYAt1
o. eucK
.�..nv 5. COOPER
wi[[udyp� q Aq q(1TT
■[
o i J
00
Z =
w U)
> Cn
w [L O
F- U
Z
f W y
�Z
ZO J m
a W
�0
rn J
s a W
°0 /
I
1
1
r
CG400

I L V
R
00
I,=
If
CURTIS ROAD
------ C.
• 2�.F2M. ]e � � ss, ss, sS, v�- ss. ss,
10 oo I�IIIII FIIIIIIIII�III-III l
,I_
_- _
\ r n -U-i-1 T 1—� I I 1 I I f 1 I ri I —�TFIT�
�I I i 1.1 IXI9TN0 .p µ'
GYMNASIUM S� I
u �g
"I I
e i Y/C/e LIA
ss, Ps. —
SEE CU701 FOR UTILITY PLAN fSEE CU102 FOR UTILINN
r
WETLANDS LIMITS
NP
"'"od4v'r• `�t�"o''
%AN
W O OIL P EE R^iT
uuosEvcornNGHAM
�. �. — -� rru FMAly
\ PROPOSED
ELEMENTARY w Ome —DUB — as
SCHOOL'
�.I I \3� /yo BLACK
.BOSSTT
L. BOSSERT [
Z
m \ I\ e \ o=�0
f evJ m� 00
2 I
U z Z
$ Z
s a
z a W J
I Z U Z F-
/ ¢ W 7
\ \ W L J
`F V
w °W >
0 0
... ... ... �5� <IN
� W
`f
.uv. AS INDICT 12
t.].9
AS CONSTRUCTED
NOTE: AS CONSTRUCTED REVISIONS ARE BASED 0 50 100 150 0 1263]952
ON CONTRACTOR RED -LINE MARKUPS PROmDEO ¢ 6 52]
BY UBG-SUNOT.
GRAPHIC SCALE IN FEET CU100
Z ^ F woo

A
� G J
' EX SANITARY MH
RIM ELEV = 22.03
EX 15" RCP CURTIS ROAD 10" PVC (E) = 13.83
EX 15' RCP _ 6" PVC (S) = 16.13 EX 15" RCP
INV = 18.41� INV - 18.30 6" PVC SW) = 16,78 INV =ADS
G, G. G;l wa GW r G. C. G G, ' SD G
_ __ • • ___!___—__ SD G 5
4' I r I IN Ex ' PVC zom
Wa^ P I4� EX 12" DI firw�vcrtsE wlrrt
• z. q(1i F INV = 20.62 / 18
zo I �}-n E EINv.= 19.53 V'E E W E..-�-
E% "PVC IE 1Y19.05
EX 12" DI I 3 INV = 20.77 p 3
INV = 19.69 EM Z
Z J Z C,
CODED AREA
Z`' Z
w r
1
Z`'
3
¢ Z`' 3"WTR 1
14 15
2"WTR
C(Ii EX SANITARY PUMP STATION
LIDS LOCKED. 3
Ir
li PIPE CONNECTIONS ZZ
C SHOWN PER
RECORD E /
�w/
l INFORMATION
a '% � 1D.z
20-to.251C7a_ e
GROUND 21,51' b3
21 INVERT= 1585' �
SO MS SLEEVE
In
5 K
\
5 ry
2'S ' Ions 21 15" SD _ -S� SW W. _ l++ TYP v
I
\ � �GENERA :oR 1J a �� .j L IclICI
—E
❑ 19 C
TYP GROUND - 20A9' -
INVERT ND - 16Z2
OR M.IOR iD0 L7
I
EX SANITARY MH
RIM ELEV. = 21.44
EX 15" RCP 10' PVC (E) = 13.02
INV = 16.57 10" PVC (W) = 13.09
- SS. 10"SS SS, SS, EY,-SS,
�l
I
rNP
)wr
`�
WOOLY ERT
WOODED AREA
AS CONSTRUCTED M
NOTE'. AS CONSTRUCTED RENSIONS ARE BASED rwk
ON CONTRACTOR RED -LINE MARKUPS PROVIDED „
BY UBG-SUNDL LINDSEY COTINCNAM
W E.0
M Tr'HLI .
E
� �
L
'v D
I
I
r
11N
I
D'1 MIATCHLINE
L
r
3
i
O 8"
PVC SANITARY MAIN AND CONCRETE MANHOLES.
KEYED NOTES
O7 COORDINATE WITH PIEDMONT GAS FOR INSTALLATION OF NEW
14 CONFFLICELD LOCATE
THCOORDINATE
REQUIRED TI AIDJUSTMEN S WIAND
AND EXISTING
CONTRACTING
NOTES
1. SEE C-001 FOR SYMBOLOGY LEGEND AND C-002 FOR
OINTERCEPT
EXISTING 6" SANITARY LATERAL WITH NEW DROP MANHOLE. REMOVE
GAS SERVICE TO BUILDING. COORDINATE FINAL ROUTE AND
METER LOCATION WITH UTILITY.
OFFICER AND ENGINEER. INSTALL VERTICAL OFFSET IF
REQUIRED.
UTILITY NOTES.
REMAINING 6" LATERAL TO NORTH AND INSTALL NEW 8" SANITARY. WHEN EXISTING
O
INSTALL 6"x S" TEE AND 6" GATE VALVE ON NEW WATERMAIN
15
2, SEE CGIO3 FOR MORE INFORMATION ON EAST DETENTION
BASIN.
ELEMENTARY SCHOOL BUILDING IS NO LONGER IN SERVICE, REMOVE EXISTING 6
EXISTING WATER VAULT TO REMAIN IN PLACE,
LATERAL FROM MANHOLE TO BUILDING AND PLUG MANHOLE. SEE PHASING PLAN
AND EXTEND WATERLINE FOR NEW FIRE HYDRANT ASSEMBLY.
Os
3. SEE CU300, CU301, AND CU302 FOR STORM AND
(CBIOS-CS1O6) AND DEMOLITION PLAN (C0101) FOR MORE INFORMATION.
NEW FIRE HYDRANT SHALL BE 2' CLEAR FROM THE PROPOSED
1B
MINIMUM WATER AND SEWER SEPARATION IS 10' FROM
U50
SANITARY PROFILES.
SIDEWALK.
OUTSIDE OF PIPE TO OUTSIDE OF PIPE.
O
NOT USED,
O
REMOVE EXISTING FIRE HYDRANT AND EXTEND NEW 6"
CONTACTOR SHALL FIELD VERIFY LOCATION AND INVERT
4' SEE C0101 AND CD102 FOR DEMOLITION INFORMATION.
17
O
N
Oq
COLLECT PARKING LOT SWALES WITH AREA INLETS AND DISCHARGE TO EAST
WATERMAIN LOOP AROUND BUILDING.
OF EXISTING SANITARY LATERAL BEFORE CONSTRUCTION OF
5. SEE ARCHITECTURAL AND PLUMBING PLANS FOR
DETENTION BASIN.
PROPOSED MANHOLE
COORDINATION OF POINTS, SIZE, AND INVERTS OF UTILITY
000NNECT
NEW 6" WATERMAIN OP AROUND BUILDING. ROUTE NEW
CONNECTIONS AND ROOF DRAINS.
O
TO EX. WATER MAIN BY CUTTING IN NEW 6" TEE WITH 6" GATE VALVE
WATERMAIN AS SHOWN
18
CORE AND CONNECT TO EX. SANITARY MANHOLE A7
I.E. 13.93. RECONSTRUCT BENCH AS REQUIRED.+
6. STORM PIPE SHALL BE RCP CLASS III, HOPE N12, OR
(RESTRAINED TO TEE) FOR A NEW 6" WATERMAIN LOOP AROUND BUILDING. (NOTE:
CONTRACTOR WILL NEED TO VERIFY LOCATION OF 6"X3" REDUCER ON EX. LINE
11
INSTALL 6"-45' WATERMAIN FITTING.
19
LED BOLLARD, SEE DETAIL SK-15 ON SHEET E-703
PVC SDR 35 EXCEPT FOR STORM DRAINAGE SUBJECT TO
VEHICULAR LOADING SHALL BE REINFORCED CONCRETE PIPE.
PRIOR TO CONNECTION).
12
FIELD LOCATE EXISTING WATER SERVICE TO GYM AND INSTALL
2p
O
7. SEE ELECTRICAL PLANS FOR SITE
PROPOSED WATERMAIN 18" MINIMUM UNDER EXISTING
CONCRETE ENCASE STORM AND SANITARY SEWER CROSSING
O
DRAIS WITH0.5%NMINIMUMPSLOPE.VC EAT SIZE INDICATED.PIPSIZENG
WATERLINE.
LIGHTING INFORMATION. 0 aD 60 90
DOWNSPOUT LOCATIONS,DRAIN
SHALL A COORDI ATE AT
21
PROPOSED OVERHEAD ELECTRIC & POLES, SEE ELECTRICAL
POINT OF CONNECTION AND INVERT ELEVATION WITH SHEETS A-121. SEE STORM
13
DEFLECT WATER MAIN OR USE AN 11-1/4' BEND IF NECESSARY
PLAN FOR MORE INFORMATION.
GRAPHIC SCALE IN FEET
PROFILES ON CU300 AND CU301 FOR MORE INFORMATION.
nI
n
I A
G
C
_` E
o=_
0
s U
J
•O
00
2
> y
z Q z
N ~ z
`z 5
E LU a
o W
�p
�N
ly J
b �
3 o_ Lu
Y p /
q U
CU101

n
A
L
R
m IN,
� i OR M. LOP. I w I v :I� H �.
N M w LI E 1 1 3 In I o a 1 \ 3'1 MATCHLIPlE
i
6.8 15.8 0- L SO" "SD 8"SD 10"SD 10"SD IJ_';_ 15.3 10"SD 3-
r EXISTING h 5 NP 5
GYMNASIUM
5 TYP
1� 20 m FZ6 N TYR 10"S 15.1
3 10"x10"x10"
1 W TYP p N SD, SD'
11 TEE 6 w
r 17 5 In p0 lYP �; 3
EXSTORM= 15,92
\} 77 ti ro 15" RCP (SW) = 16.42 ¢ j
1 - e.J PROPOSED ELEMENTARY SCHOOL 15" RCP (NW) = t6.a2
15" S P fi.fi 19 ( )
0 5" SD INv =rasaFINISHED FLOOR - 21,45 I � 5" RCP (E) = 16.37 moo'
10
-;n_T SS PLAYGROUND
RIM 21.44' ✓�O g vT EQUIPMENT
INV - 18.24' TO REMAIN
m \ 3 N 11 6' SS 2 I RIM = 21.40' 22 .-
INV = 18A5 --
----
m ,I P 12 78 RIM = IZ2
v, / \ LOADING DOCK 1
G INV our - ssEX STORM CB
RIMa' S �-] 5 3 a _ _
G e� U.2
- 8,91
50 , 0 INV-19.62' TYR 1O 15" RCP (N `) = 116.36 N0�-�7a.,
12.2 \"SD r
\ C 5 V m l 1 �„mm�
Go •"�A� �� .e505D 0 Orv�2o.Do' 6 J
TO EOM Ni - o- 1/L/1 - ,\/ 12 mry O UTILITY NOTES. M11.0
\� ✓ NOTES
wY I�� �m /•' S Q 6 a
ui L '� 6. 3 \ _ p 1. SEE C-001 FOR SYMBOLOGY LEGEND AND C-002 FOR
E _ •/ O 10 INV-18.85'N U \ 3
16 2. SEE CG103 FOR MORE INFORMATION ON EAST DETENTION
BASIN. ILAN
I ` a
II I t2.1
6.1 ✓ \ 6 5 5 8.2 y\ 3. SEE CU300, CU301, AND CU302 FOR STORM AND W O O L P E R T
GROUND =19.9fi \ \ P 3 SANITARY PROFILES. a. ..�
INVERT=13.81'
S.S TY
VT SD J , \ 4. SEE CD101 AND CD102 FOR DEMOLITION INFORMATION.
Se\ 5. SEE ARCHITECTURAL AND PLUMBING PLANS FOR m
5'J 1 U I COORDINATION OF POINTS, SIZE, AND INVERTS OF UTILITY CONNECTIONS AND ROOF DRAINS.
9 5.4 N
GROUND=20.26' V
6. STORM PIPE SHALL BE RCP CLASS III, HOPE N12, OR
PVC SDR 35 EXCEPT FOR STORM DRAINAGE SUBJECT TONVERi�i5.J0' "SDVEHICULAR LOADING SHALL BE REINFORCED CONCRETE PIPE.14 s.s 12 SD �uNosNIA EM L)�O 56 7. SEE ELECTRICAL PLANS fOR SITE IA eeuIL• � LIGHTING INFORMATION. N 1
(I• /1/I \\ W W NG
W 14 p .. Q, DUB -DMa - KLS
GROUND-20.30' �MBLACK
INVERT=1549' �.um S. COOPER
�,`.. .. \\� •• •• _ ou+.wra. B. ABBOTT
SANITARY MH � 4 Y_ - � �
{ ELEV =19.35 .. .. '2 ..U¢ z
VC(N) =14.12 •. .44._ .. .. .. .. .. .. .. .. .. .. .. 'Z-> Q C
G BO$$ERT
VC(S) I4.22 J.1 e.1 J 6
- 23 0 AS CONSTRUCTED O _tU
NOTE: AS CONSTRUCTED REVISIONS ARE BASED w Q 2
N x ON CONTRACTOR RED -LINE MARKUPS PROVIDED Y O O
�• BY UBG-SUNOi. _ D I Z
O 8" PVC SANITARY MAIN AND CONCRETE MANHOLES. KEYED NOTES o w DE 'o
z Q 0
2 1000 GALLON GREASE TRAP. GREASE TRAP TO COLLECT KITCHEN SANITARY (LOWS 21 @ C7 W H' z
O AND DISCHARGE TO SN A.S. SEE SE OIDTRAP
FOR. BUILDING CONTINUATION. O INSTALL 5"x6" TEE AND 6" GATE VALVE ON NEW WATERMAIN AND EXTEND 16 INSTALL 4"-90' WATER MAIN FITTING. O BIORETENTION POND. NOTE: NOT REQUIRED z N< Z
WATERLINE FOR NEW FIRE HYDRANT ASSEMBLY. NEW FIRE HYDRANT FOR PERMITTING. S50 m s WPRO IDE VRTICAL OFFSET g
LITY SERVICE TO GYM ANw m
O SEWER OF EDR INAGE. REFER OR
TO DEFLECT
SHEET CU300 CUI302 UNDER
FOR CROSSING INFORMA ION. SHALL BE SETC 4' CLEAR FROM PROPOSED FIRE ACCESS LANE, LEAR FROM THE PROPOSED FIRE ACCESS LANE. BOLLARDS 17 COORDINATFIELD LOCATE
E ECONFLIC S ANEXISTING ID REQUIRED ADJUSTMENTS 22 RAINWATER HARVESTING TANK z z W
WITH CONTRACTING OFFICER AND ENGINEER. OVERFLOW TO BE CONNECTED TO
Oq NOT USED. 70 2 - 4" CONDUITS WITH PULL WIRE FROM UTILITY POLE TO OT ROOF DRAINS SEE PLUMBING PLANS. NOTE: w ¢ W
COLLECT ROOF DRAINS WITH 8" PVC LEADERS AT 0.5% MINIMUM SLOPE SEE A-121 LOCATION, AND BUILDING N CONNECTION WITH ELECTRICAL PLANS EAND 8 STAG STANDARD DRAWING P INLET R84014E WITH FRAMEUMP R AND DGRATE NOT REQUIRED FOR PERMITTING. �= F
W W m -
OFOR DOWNSPOUT LOCATIONS. USE FITTINGS AT POINT OF CONNECTION AS REQUIRED. UTILITY. PER 840,16 AND ANTI -FLOATATION COLLAR. CONNECT 23 10' WIDE EMERGENCY RIPRAP SPILLWAY IN
SEE STORM PROFILES ON CU300 AND CU301 FOR MORE INFORMATION. TO L5" PVC DISCHARGE PIPE AT 1% MINIMUM SLOPE. BASIN BERM TO PROPOSED DRAINAGE DITCH. 4 U K a J
11 COORDINATE WITH GAS UTILITY PROVIDER FOR INSTALLATION OF NEW GAS SEAL INLET TO PREVENT GROUNDWATER INFILTRATION. 24 :¢' W
CONTRACTOR SHALL COORDINATE ELEC. SERVICE TO ELEVATED PLANTER BED DISCHARGE PIPE. 07 N o i O O
\ O6 NEW 6" WATERMAIN LOOP AROUND BUILDING. ROUTE NEW WATERMAIN AS SHOWN. SERVICE TO BUILDING. COORDINATE FINAL ROUTE AND METER LOCATION CONNECT TO ST 8.3 WITH A 1.0G MINIMUM < O
WITH UTILITY. PUMP WITH BUILDING SERVICE. SUMP PUMP SHALL BE SLOPE. 560 G m
OINSTALL 6"x6"x4" TEE AND 4' GATE VALVE ON NEW WATERMAIN LOOP FOR DOMESTIC 1/3 HP, CAPABLE OF PUMPING 35 GPM AT 11 TOTAL z 3
SERVICE WATER LINE TO BUILDING. ROUTE NEW WATERLINE AS SHOWN. 12 INTERCEPT EXISTING COMMUNICATION SERVICE AT TELEPHONE PEDESTAL DYNAMIC HEAD. SUMP SHALL BE RECESSED VORTEX 25 PROPOSED OVERHEAD ELECTRIC & POLES, d
AND INSTALL UNDERGROUND COMMUNICATION SERVICE TO BUILDING. IMPELLER FOR FREE FLOW OF LIQUIDS AND SOLIDS. INSTALL DOMESTIC METER IN PRECAST CONCRETE WAFFLE BOX (INCDOT STANDARD SEE ELECTRICAL PLAN FOR MORE x..- ABwwuTBo
INFORMATION.
COORDINATE INSTALLATION WITH ELECTRICAL PLAN AND UTILITY. RE = 16.82, BOTTOM OF STRUCTURE = 12.82 n2as4e
Og mntib
DETAIL 840.45) 4'X4' MINIMUM. SLAB TOP SHALL HAVE 30" SQUARE MINIMUM
STAINLESS STEEL LOCKABLE HATCH DOOR. WATER METER SHALL BE COMPATIBLE 13 INSTALL 6"-22 1/2' WATER MAIN FITTING. 19 6" PVC SANITARY LATERAL AT 1% MINIMUM SLOPE. o
DISCHARGE LATERAL TO SN A.B.r b
WITH THE ITRON FIXED NETWORK 2.0 SYSTEM UTILIZING 90OMHZ TECHNOLOGY WITH O 30 60 90 1263]954
A HIGH POWERED ERT. SEE P-111D FOR BUILDING CONTINUATION. PROVIDE 14 INSTALL 6"-45' WATER MAIN FITTING.
CONDUIT, WIRING, AND ALL NECESSARY COMPONENTS TO CONNECT TO FACILITY 20 MINIMUM WATER AND SEWER SEPARATION IN 10' FROM 05 "" , - SO,
BUILDING AUTOMATION SYSTEM. 15 INSTALL 4"-22 1/2' WATER MAIN FITTING. OUTSIDE OF PIPE TO OUTSIDE OF PIPE. U50 GRAPHIC SCALE IN FEET CU102
AG a.�...a
4

A C
1 30
I 2C
1 1C
STORM RUN 1
NOT CONSTRUCTED
30
100 YR ELEV = 20.55
WOV ELEV = 19.2 20
NORMAL POOL = 18.5—
REQUIRED BOTTOM = 115
SEDIMENT BOTTOM = 12.5—
10
STORM RUN 4
N3 w3
„m „mmmm �mm „m
11 111 1 GYM IIA
A
Fry FN00FNN FYIN
30
20
10
DNR
STORM RUN 6
30 _w w3 30 30
lI
—n '26 N ,op- _ __�
n N 1
N
t2
20 —I- -( - - ICI, = 20 20
10_ ; . 10C-10
=3
STORM RUN 2 "R
1; NOT CONSTRUCTED0. a
A I 7
STORM RUN 3
NOT CONSTRUCTED
308Wf.
ul
o•-
4
`
G
—x
.�h—
OUTFALL STRUCTUREI
N
FLi
-o,,,,,\, .1„rIo
U5o
CONCRETE DROP INLET
WO OLPE RT
20
UUOa5Q00
DROP INLET FRAME AND GRATE
,w
F
2'SD
SD
12
®%
0565
SD5=
-
SD
PRECAST CONCRETE ENDWALL
13)05}-12"
I
61550
�
0 6.65T
t
_
ANTI-SEEP COLLAR5
•w•u•x�,•.,,°ma<',m.�,r ..,m.
.17L
_III
-10
LINOSEV COTTNGHNA
IIM EAUILI
rz W1YA1]
STORM RUN 5
-DMe -DMe — KIS
D. BLACK
S. COOPER
B. ABBOTT
ROSSEAT
a 1
KEYED NOTES
g g 9
a
U
yy
Id
U
rSrc -
O7
INSTALL PROPOSED 6" WATERLINE 18" (12" MIN.) BELOW
`D1
O
PROPOSED STORM SEWER AT CROSSING. PIPE SHALL BE
E
o O
DUCTILE IRON PIPE EXTENDING 10' CLEAR ON EACH SIDE
c I
z 2
OF THE CROSSING TO NO DENR STANDARDS AND
-
w U
y
30 ---, N
--
30
SPECIFICATIONS.
LEGEND
i s
rc U
w
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'
x
y]
O2
INSTALL PROPOSED UTILITY 16" MINIMUM BELOW PROPOSED
GRANULAR BACKFILL,
p
2 }
2 Q
z Q
LL
K
I-
I,__i
O3
STORM SEWER AT CROSSING FOR STRUCTURAL PROTECTION.
INSTALL PROPOSED 8" SANITARY SEWER.
SEE DETAIL.
5
U
O
Z
P, H
0 W
Q.
w
—I--i-
-III
Ir-'
(SEE SHEET CU302)
w
Lu
w
1
z
W
m
j
TOP OF DAM = 20.85
C, J
I
Z
W
Of
100 YR ELEV = 19.82
�D_
20
w
a
O
WOV ELEV = 18.4
��_
! ANOTE
NTI-SEEP'
,1
GRAPHQO SCALE IN FEET
r
O
N
NORMAL POOL = 17.5
1
I COLLAR (NC DENR
1. T C SHALL INDICATE THE ELEVATION THAT WATER
;
¢ g
STANDARDS)
WOULD ENTER A STRUCTURE WHEN STRUCTURE
T/C SHALL INDICATE TOP
o
—
23'�75"
SD
IS NOT A CURB INLET.
J t
p
REQUIRED BOTTOM = 12.5
—
I 0 @34Y.-
OF CURB WHEN STRUCTURE IS A CURB INLET.
SEDIMENT BOTTOM = 11.5—
1
--�
1v70%
2. ALL PRECAST CONCRETE ENDWALLS SHALL HAVE
10
I
I
1 1�
I 10
CLASS 1 RIP RAP PER NO DOT STANDARD
W <
DRAWING N0. 876.
. A6INDICATED
121.
STORM
RUN 7
AS CONSTRUCTED
NOTE: AS
CONSTRUCTED REVISIONS ARE BASED
=�1263)955
ON CONTRACTOR INFORMATION AND RED -LINE
MARKUPS PROVIDED BY UBG-SUNOT.
wU7
CU000
7
A
a

L
�Om
b00 Pnb
30 —� e e e ^ ! ! I ,. ! I � 0 30 m ! I " 30
,6
g
20N
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63,N 12" SD
a 0^ 325
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1
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L
!
! WR
3
30
20
10
30
20
10
STORM RUN 12
20 20 - 20
49' 72 SD_I
I os
'(2 T12' PI ES
n !
STORM RUN 8 STORM RUN 9
NOT CONSTRUCTED
STORM RUN 13
NOT CONSTRUCTED
i3
STORM RUN 15
I
30
20
10
STORM RUN 10
STORM RUN 14
NOT CONSTRUCTED
D }�5
o GRAPHIC SCALE IN FEET
0
N
LEGEND
GRANULAR BACKFILL,
SEE DETAIL.
06 OUTFALL STRUCTURE
usB
01 CONCRETE DROP INLET
U50
02 DROP INLET FRAME AND GRATE
U$0
0/ PRECAST CONCRETE ENDWALL
usB
AS CONSTRUCTED
NOTE: AS CONSTRUCTED RENSIONS ARE BASED
ON CONTRACTOR INFORMATION AND RED -LINE
MARKUPS PROVIDED BY UBG-SUNDT.
KEYED NOTES
0 INSTALL PROPOSED 6" WATERLINE 18" (12" MIN.) BELOW
PROPOSED STORM SEWER AT CROSSING. PIPE SHALL BE
DUCTILE IRON PIPE EXTENDING FOR 10' CLEAR ON EACH
SIDE OF THE CROSSING TO NC DENR STANDARDS AND
SPECIFICATIONS.
O2 INSTALL PROPOSED UTILITY 18" MINIMUM BELOW PROPOSED
STORM SEWER AT CROSSING FOR STRUCTURAL PROTECTION.
OINSTALL PROPOSED 8" SANITARY SEWER.
(SEE SHEET CU302)
NOTES
1. T/C SHALL INDICATE THE ELEVATION THAT WATER
WOULD ENTER A STRUCTURE WHEN STRUCTURE
IS NOT A CURB INLET. T/C SHALL INDICATE TOP
OF CURB WHEN STRUCTURE IS A CURB INLET.
2. ALL PRECAST CONCRETE ENDWALLS SHALL HAVE
CLASS I RIP RAP PER NC DOT STANDARD
DRAWING NO, 876.
PROPOSED STORM SEWER STRUCTURE
SCHEDULE
STIR
STRUCTURE TYPE
TOP STRUCTURE
i
O
PRECAST GONG.
ENDWALL_
PRECAST CONC.
ENDWALL
N/A
N/A
n
PRECAST CONIC.
ENDWALL
N/A
i
PRECAST GONG
ENDWALL
TRASH RACK
O
PRECAST CONC.
ENDWALL
N/A
O
PRECAST CONC.
ENOWALL
TRASH RACK
ODROP
INLET (NCDOT
STD DWG 840.14)
DROP INLET F&G (NCDOT STD
DWG 84OA6)
O
CLEANOUT
N/A
THRU
OCLEANOUT
N/A
PROPOSED SEWER STRUCTURE
SCHEDULE
SIR
STRUMRE TYPE
TOP STRUCTURE
O
PRECAST CONC.
N/A
ENDWALL
INLET (NCDOT
DROP INLET R&D (NCDOT STD
ODROP
STD DWG 840.14)
DWG 840.16)
n
DROP INLET (NCDOT
DROP INLET F&G (NCDOT STD
STD DWG 840.14)
DWG 840.16)
n
PRECAST CONC.
N/A
ENDWALL
INLET (NCDOT
DROP INLET F&G (NCDOT STD
ODROP
STD DWG 840.14)
DWG 840,16)
s
DROP INLET (NCDOT
DROP INLET F&G (NCDOT STD
STD DWG 840.14)
DWG 840.16)
}
PRECAST CONC.
N/A
ENDWALL
O
MANHOLE (4' DIA)
HEAVY DUTY SOLID MANHOLE LID
TO NC DOT STANDARDS
INLET (NCDOT
DROP INLET F&G (NCDOT STD
ODROP
STD DWG 840.14)
DWG 840.16)
INLET (NCDOT
DROP INLET F&G (NCDOT STD
ODROP
en
STD DWG 840.14)
DWG 840.16)
O
PRECAST CONC.
N/A
ENDWALL
DROP INLET (NCDOT
OSTD
DWG 840.14) -
DETENTION OUTFALL,
DROP INLET F&G (NCDOT STD
DWG 840.16)
SEE DETAIL ON
CU500
i
PRECAST CONC.
N/A
ENDWALL
DROP INLET (NCDOT
DROP INLET F&G (NCDOT STD
STD DWG 840.14)
DWG 840.16)
e�
CLEANOUT
N/A
THRU
O
CLEANOUT
N/A
O
PRECAST CONC.
N/A
ENDWALL
ei
MANHOLE
N/A
°s?
MANHOLE
N/A
O
2 FOOT DIA INLINE
P4' ADA PEDESTRIAN GRATE
DRAIN
2 FOOT DIA INLINE
P4" ADA PEDESTRIAN GRATE
DRAIN
n
ee
2 FOOT DIA INLINE
24" ADA PEDESTRIAN GRATE
DRAIN
O
PRECAST GONG.
N/A
ENDWALL
DROP INLET (NCDOT
OSTD
DWG 840.14) -
DETENTION OUTFALL,
DROP INLET F&G (NCDOT STD
SEE DETAIL ON
DWG 840.16)
CU500
O
PRECAST CONC.
N/A
ENDWALL
i
DROP INLET (NCDOT
DROP INLET F&G (NCDOT STD
STD DWG 840.14)
DWG 840.16)
O
PRECAST LONG.
N/A
ENDWALL
O
PRECAST CONC.
TRASH RACK
ENDWALL
O
PRECAST CONC.
N/A
ENDWALL
n
PRECAST GONG,
TRASH RACK
ENDWALL
11
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1 1 2 1 3 1 4 1 5
AS CONSTRUCTED
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WIDTH PER
NOTE: AS CONSTRUCTED REVISIONS ARE BASED
STANDARD SPECS.
WIDTH PER
WIDTH PER
ON CONTRACTOR RED -LINE MARKUPS PROVIDED
2
NON -PAVED PAVED
STANDARD SPECS.
STANDARD SPECS,
BY UBG-SUNOF
REUSE EXISTING ARDS AREAS
NON -PAVED PAVED
NON -PAVED PAVED
TOP SOIL W/2
REUSE EXISTING AREAS AREAS
TOP SOIL
REUSE EXISTING l AREAS AREAS
TOP SOIL L
MAW �6"
12"
r
�
EXISTING GROUND SURFACE
_ _ _ •-
WARNING TAPE 12"
WARNING TAPE 12"
c
BELOW SURFACE AND
BELOW SURFACE AND
E
FINAL BACKRLL FINAL BACKHLL 3/P MINUS
DIRECTLY ABOVE
CENTERLINE OF PIPE SELECT
DIRECTLY ABOVE z
CENTERLINE OF PIPE SELECT
d
CASE EXCAVATED SELECT AGGREGATE GRANULAR
MATERIAL FREE
EXCAVATED MATERIAL GRANUWi BACKFlLL
EXCAVATEDGRANULAR BACKFlLL
i
Y5
a
FROM ORGANICS. BACKFlLL PER ASTM 2321-09
FREE FROM ORGANICS. VARIABLE DEPTH)
FEE ORGANICS, (VARIABLE DEPTH)
F
CLODS, FROZEN.
OR DELETERIOUS 12' MI 1� 2'
CLODS, ETC
CLODS. ETC
MATERIALS 2YP
oe apINITIALe o°ee �u epo eoING.ING,
BACKFlLL o ee oo°°<o°e SANIOTARY SEWERHAUNCHSHAL BOE I3/ ' CLEANF AGGREGATE
° o op••pe eo
C900 PVC DR 18 0 ooe°�°
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CAS LANE°°.oCONFORMING
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D/2 HAUNCHING Oe U O °.° RCAD AND BRIDGE CONSTRUCTION,
0/2 COMPACT TO MAXIMUM DENSITY AND
TRACER WIRE. o•°°°eoFOR
SEE WATER NOTESI
ON C002. L
va
CONFORMING WITH ASTM 2321-89 CLASS IS
°° :oo°e°
'
12-18' BEDDING o°°°oe °° ee eo eoo O
O.°°o. ,. °o
CRUSHED STONE OR CRUSHED GRAVEL
L` CRANUTAR CRADLE t0
PROVIDE l' SAND
CRADLE TO SPRINGUNE OF PIPE PER
ASTM 2321-89
SPRING LINE
BEDDING ALL AROUND
GAS LINES
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CAS TNBACKFlLL
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OSCALE SCALE
CALL
NOTE:
.0'W WIER ATTACH N
STANDARD DED
ELEV. +9-4- METAL, GALVANI
Z GALVANIZED HOT
ALL PRECAST CONCRETE
19.64 1-1/2" #10 STANDARD, WITH RED
W0 P E•
SHALL HAVE REINFORCING
4" PVC CAP HEADS AND GALVANIZED WASHERS,
OL KT
IN ACCORDANCE WITH ACI
SANITARY SEWER
OVER ENTIRE WEIR OPENING.
3871 -71.
1id GRATED TOP
10' MIN
WATERMAIN
M T/C=19.75'
4" PVC
NOTE: 10' MIN
PLAN
I PRECAST CONCRETE
4" PVC TEE
FRAME GRATE AS LOCATION OF TOP OF CURB
NORMAL INSTALLATION
GREATER THAN 10
DROP INLET
(2 x3 )
T C ELEVATION INDICATED
SPECIFIED ON (/ )
E
N
FEET SEPARATION AND
PLANS. THROUGHOUT PLANS.
WATER LINE HIGHER 10' PROTECTION DISTANCE AT CROSSING
- ~r_�
LESS THAN 10' THAN SEWER LINE
PPE
°
I�I OF WATER MAIN AND SANITARY SEWER
17.62
uuosEY wnwOHAM
NA EMAILI
BITUMINOUS PRECAST CONCRETE ADJUSTING
oF-2
¢ NOTE:
2.0" ORIFICE
w.W,a. m am mlveov
MASTIC SEAL RINGS 6" MIN AS REQUIRED,
I
z SEPARATE TRENCHES SEE NOTE BELOW WHEN
w ¢
PLATE
a+ OMB -DM0 - KLS
O. BLACK
0 12" MAX HEIGHT
WILL BE REQUIRED VERTICAL SEPARATION IS
1^ ¢
-PLASTIC COATED
IN ALL CASES LESS THAN 18".
24" DIA.
a naonR
L. BOSSERT
CAST IRON STEPS
< WATERMAIN MANHOLE OR
3
3' DISCHARGE PIPE
FL-1585
e ¢
® 12" OC
STRUCTURE (TYP)
a
2� 15.88
PRECAST REINFORCED
N WATER
BASIN A
3 z
y 0
CONCRETE BARREL
INVERT BOTH WATER MAIN AND
ag
U
SECTIONS
MANHOLE OR SANITARY SEWER SHALL BE
ST 4.2
9 <
x J
a' mA Mw ALL GASKET MATERIAL BETWEEN
STRUCTURE (TYP)
DUCTILE IRON PIPE (D.LP,)
o
O
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INCREASE DIA. AS NECESSARY TO MANHOLE BARREL SECTIONS SHALL
24" MINIMUM FOR EITHER SIDE OF
.0 1
Z =
ACCOMMODATE LARGER PIPE
SIZES BE 3" WIDE BITUMINOUS MASTIC
SI
CROSSING
S CTI N THE CROSSING
GRATED TOP
w O
5" MIN GASKET.
, CROWN OF SANITARY
T/C 19,28 19.46 ATTACH STANDARD EXPANDED
4
> U)
UNDISTURBED OR STORM SEWER
METAL, GALVANIZED HOT DIPPED,
3 E
Y
y
EARTH
1-1/2' #10 STANDARD, WITH RED
PRECAST CONCRETE
NOTE: FOLLOW DETAIL ABOVE ONLY WHEN
1.0'W WIER HEADS AND GALVANIZED WASHERS,
OV
z Q
¢
H
INVERT
PRECAST REINFORCED
LOCAL CONDITIONS PREVENT THE REQUIRED NOTE: WHEN THE VERTICAL SEPARATION IS LESS
ELEV. 18.6 OVER ENTIRE WEIR OPENING.
(D
Z
W
CONCRETE MONOLITHIC
10' HORIZONTAL SEPARATION. NO THAN 18" (MAINTAIN 12" MIN.) WITH THE WATER
PRECAST CONCRETE
Z
U
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0>
BASE
VERTICAL SEPARATION REQUIRED IN MAIN ABOVE THE SANITARY SEWER OR WHEN THE
4" PVC CAP DROP INLET
w
F
it
"I A -1
PARALLEL RUNS WHEN 10' HORIZONTAL WATER MAIN CROSSES UNDER THE SANITARY
(2'X3')
LU
Z
ILL!
-IB" a A -LOCK
SEPARATION REQUIREMENT IS MET. SEWER (MAINTAIN 18" MIN.), BOTH PIPES SHALL
4" PVC
(0
ZO J
6" MIN o e GASKET o -.
0
BE DUCTILE IRON PIPE.
HORIZONTAL SEPARATION
4" PVC TEE
Z
y
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o0 0 oe oo°°eo ..
° ° �° 0000 ° °
0
: O
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REQUIREMENTS
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VERTICAL SEPARATION REQUIREMENTS IR M NTS AT
PPE
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°°e;O,°°°,o,°°°o ee o°°°°°°°a
WATERMAIN AND SEWER LINE CROSSINGS
17.45
e O
NOTE:
I.5" ORIFICE 15" DIA
$
¢
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m
PLATE DISCHARGE PIPE
3
=<
8 z
WHEN DIAMETER 15 INCREASED FROM 4'-0", THE
FL-i6:94'
S z
3 EE
MINIMUM DIAMETER SHALL BE 12" LARGER THAN THE
2=� 17.10
d f
LARGEST PIPE SIZE. IN CASES WITH MULTIPLE PIPES
sue.
MIN.
ENTERING THE MANHOLE, THE DIAMETER SHALL BE
BASIN "B"
1124W
m""^
SUFFICIENT TO PROVIDE A MINIMUM OF 6" PRECAST
MANHOLE WALL BETWEEN ALL OUTSIDE EDGES OF
PIPE SEPARATION DETAIL
ST 7.2
c 12637958
PIPE.
MINIMUM CROSSOVER h SEPARATION REQUIREMENTS FOR
��--
Os WATERMNNS AND SANTARY SEWERS
OUTFALL STRUCTURE
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BRICK MASONRY CONCRETE PRECAST CONCRETE PIK TO BE 41WTED I+T0 I66MXL AT 1. .:TO Br 5
CONSTRUCTION CONSTRUCTION CONSTRUCTION _ _ _ 1- --- - we nTO FA I. meOBmttiBASTO EPI.aB A. ¢ ¢¢C. aJ
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o S i NOTE: PRECAST i Q m N i i Z ? Q
O CONSTRUCT GRATED DROP INLET TO COINCIDE WITH NORMAL CONCRETE C O
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s j ¢ W F- ~
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FRAME AND GRATE INSTALLATION
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BY UBG-SUNDT,
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