SW8121110_HISTORICAL FILE_20130502

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 IZ 11 I 0
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 03 O 5 b Z
YYYYMMDD

ASE�
North Carolina Department of Environment and
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
May 2, 2013
Barden Lanier, President
Benchmark Development Corporation
P.O. Box 1237
Jacksonville, NC 28541
Natural Resources
Subject: State Stormwater Management Permit No. Still 121110
School Street Center
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Lanier:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
School Street Center on March 8, 2013. Staff review of the plans and specifications has determined that
the project, as proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211
and Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 121110, dated May 2, 2013, for the
construction, operation and maintenance of the BMP's and built -upon area associated with the subject
project.
This permit shall be effective from the date of issuance until May 2, 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 BIVl recordation of deed restrictions,
certification of the BMP's,, procedures for changes of ownership, transferring the permit, and renewing the
permit. Failure to establish an adequate system for operation and maintenance of the stormwater
management system, to record deed restrictions, to certify the BMP's, to transfer the permit, or to renew
the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform) to Chapter 150B of the North Carolina General Statutes. 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 Steve
Pusey, at [phone].
Sincerely,
?" Charles Wakild, P.E., Director
Division of Water Quality
GDS/sgp: S:\WQS\Stormwater\Permits & Projects\2012\121110 HD\2013 05 permit 121110
cc: Jason Houston, PE — Parker & Associates, Inc.
Onslow County Inspections Department
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] \ FAX: [phone] \ DENR Assistance: 1-877-623-6748
Internet: vv w.ncwaterquality.org
An Eauat Oocom. nih 1 Affirmative Action Emolover

State Stormwater Management Systems
Permit No. SW8 121110
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
Benchmark Development Corporation
School Street Center
W. Corbett Avenue, Swansboro, Onslow County
FOR THE
construction, operation and maintenance of one (1) sand filter in compliance with
Session Law 2008-211 and the provisions of 15A NCAC 2H .1000 (hereafter collectively
referred to as the "stormwater rules') and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved
by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until May 2, 2021 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit.
3. The application form, supplement forms, approved plans and specifications for
this project are incorporated by reference and are enforceable parts of the
permit.
4. 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.
5. The project shall maintain a 50' wide vegetated buffer adjacent to surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of banks of each side of rivers and streams and the mean high
water line of tidal waters.
All runoff being directed into wetlands shall flow into and through those wetlands
at a non -erosive velocity per 401/404 requirements.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 121110
7. The following design elements have been approved for this sand filter stormwater
facility, and must be provided and maintained at design condition:
Design Criteria
Sand Filter
a.
Drainage Area, ac.
On -site, ft2
Off -site, ft2
4.247
185,021
0
b.
Total Impervious (designated as future)
Surfaces, ft2
166,518
c.
Design Storm, inches
1.5'
d.
Sediment / sand chamber depth, ft
1.5
e.
Storage / top elevation, ft
30.0
f.
Sediment / sand chamber bottom elevation, fmsl
25.5
g.
Sediment / sand chamber weir elevation, fmsl
27.0
h.
Sediment chamber surface area, ft2
1,332
i.
Sand chamber surface area, ft2
1,728
j.
Adjusted Water Quality Volume, ft'
14,918
k.
Maximum head on filter, ft
3
I.
Permitted storage volume, ft3
14,937
m.
Perforated underdrain pipe diameter, in.
6
n.
Drawdown time, hrs.
< 40
o.
SHWT, fmsl
- 27
p.
Permeability - sand (ft./day)
3.5
q.
Impermeable liner
Concrete
r.
Receiving Stream
UT to Halls Creek
s.
River Basin
White Oak
I.
Stream Index Number
19-41-16-3
u.
Stream Classification
"SA; HQW"
(not within '/ mile of
and draining to SA
8. Per Section .1008 (h) of the stormwater rules, this alternative design provides
equal or better protection under the rules because it closely follows the BMP
manual sections for both open and closed sand filters; thus it is considered a
"hybrid" design. As an added safety factor, the design includes a curtain drain
located around the perimeter of the sand filter to provide for proper drainage
under high water table conditions. The design meets the requirements for
surface area, volume, and drawdown time for the 1.5" design storm. In addition,
the design has an adequate sediment chamber where diffuse flow is distributed
over the weir to the top surface of the sand chamber.
II. SCHEDULE OF COMPLIANCE
No person or other legal entity shall alter the approved stormwater management
system, or fill in, alter, or pipe any drainage feature, including swales, shown on
the approved plans as part of the stormwater management system, unless and
until the permittee submits a modification to the permit and receives approval
from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire project does not exceed the allowable built -upon area.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 121110
3. 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.
4. 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.
5. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. Infiltration systems should not be used
as erosion control devices, due to the potential clogging. If the stormwater
system was used as an Erosion Control device, it must be restored to design
condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
6. 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 the approved plans, regardless of size.
b. Redesign or addition to the approved amount of built -upon area.
C. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance
Agreement must be followed in its entirety and maintenance must occur at the
scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of filter media, bypass structures, orifice,
catch basins and piping.
g. Access to all components of the system must be available at all times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 121110
10. 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.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
13. The facilities shall be constructed in accordance with the conditions of this
permit, the application, approved plans and specifications, and other supporting
data.
14. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division of Water Quality at least 60 days prior to any
one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part, except in the case of an individual lot sale that is made
subject to the recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity; -
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
Neither the sale of the project area in whole or in part, nor the conveyance of
common area to a third party, constitutes an approved permit transfer.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 121110
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall submit a permit renewal application and processing fee at
least 180 days prior to the expiration date of this permit.
A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
Permit issued this the 2nd day of May, 2013.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

" DWQ USE ONLY
Date Received
Fee Paid
Permit Number
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 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.):
2. Location of Project (street address):
W. Corbett Avenue
City:Swansboro County:Onslow Zip:28584
3. Directions to project (from nearest major intersection):
From intersection of NC 172 and NC 24, take NC 24 East towards Swansboro. Protect is 5 miles on your
4. Latitude:34° 42' 07" N Longitude:77° 09' 02" W of the main entrance to the project.
H. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tReneivalsWith modifications also requires SINU-102 - Renewal Application Form
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 p ' assigned, and the previous name of the project, if differe v�
proposed, pp
4. a. Additional Project Requirements (check applicable blanks; information on required a perry if� PaM
obtained by contacting the Customer Service Center at 1-877-623-6748): uv,
❑CAMA Major ❑Sedimentation/Erosion Control: _
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
ac of Disturbed Area
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit
Number, issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
Ifyes, see S.L. 2012-200, Part VT
littl2://Rortal.ncdeiir.org/web/­wQ/­ws/`sLi/statesw/rLiles laws
Form SWU-101 Version 06Aug2012 Page I 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:Benchmark Development Corporation
Signing Official & Title:Barden Lanier, President
b.Contact information for person listed in item la above:
Street Address:P.O. Box 1237
City:jacksonviiie State:NC Zip:28541
Mailing Address (if applicable)
City:
Phone: (910 ) 455-3889 Fax: ( )
Email:[e-mail]
Zip:
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: Bench mark Development Corporation / Keystone Contractors Inc.
Signing Official & Title:Barden Lanier, President/President
b.Contact information for person listed in item 2a above:
Street Address:P.O. Box 1237
City: lacksonviIle
Mailing Address (if applicable)
City:
State:NC Zip:28541
Phone: ( ) 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 & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: Stab
Phone: ( ) Fax:
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #:
N111 ` 0 3 2u12
I?b �.
Form 'SWU-101 Version 06Aug2012 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
2. a.If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW —1995 ❑ Ph II — Post Construction
3. Stormwater runoff from this project drains to the
4. Total Property Area: 4.25 acres
River basin.
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project
Area':4.25 acres
Total projectarea 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 MHW) line. The
resultant proPeet area is used to calculate overall percent built upon area (BUA). Non -coastal wetlands
landward of the NHW (or MHW) line maybe included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 90 %
9. How many drainage areas does the project have?1 (Forhigh density, count 1 foreach proposed engineered
storm water 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
Drainage Area
Drainage Area
Drainage Area
Receiving Stream Name
ut to Halls Creek
Stream Class *
SA; HQW
Stream Index Number *
19-41-16-3
Total Drainage Area (sf)
185,021
On -site Drainage Area (sf)
185,021
Off -site Drainage Area (sf)
0
Proposed Impervious Area**
(so
166,518
% Impervious Area** (total)
90%
Impervious" Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
0
On -site Streets (sf)
0
On -site Parking (sf)
0
On -site Sidewalks (sf)
0
Other on -site (so
0
Future (sf)
166,518
Off -site (sf)
0
[Existing BUA*** (sf)
0
pip
Total (sf):
166518
--V1UYU6F012
11
Stream Class and Index Number can be determined at UK 1
http://portaLncdencorg/web/wg/ps/csu/classifications �—
Form SWU-101 Version 06Aug2012 Page 3 of 7

Impervious area is defined as the built upon area including but not limited to, buildmgs, roads, parking
areas, sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development. Do not report any existing
BUA that is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Projects in Union County: Contact DfVQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per I5A NCAC 02B
.0600.
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-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ). A
complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available fromhttp://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. 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 http:/Zportal.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 http://portal.ncdenr.org/web/wq/ws/su/statesw/forrns,4ocs
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestoRexpress.htm] for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'k mile of the site boundary include the'h
,O
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
c. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded strictures, 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 impound[
structures, the banks of streams or rivers, and the MHW (or NHW) of �t
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned. O A
k. Existing contours, proposed contours, spot elevations, finished floor elevat s. NOV
I. Details of roads, drainage features, collection systems, and stormwater co r I measures.
I--
Form SWU-101 Version 06Aug2012 Page 4 of 7

m. Wetlands delineated, of . note on the plans that none exist. (Must Uz1>clineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xl1" 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 SHWT pri--
tosubmittal, [phone].)
A copy of the most current property deed. Deed book: 2139/3163 Page No: 747/522
For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e)
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http:/ /www.secretary.state.nc.us/Corporations/CSearch.as mix
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http://portal.ncdenr.org�web/wq/ws/su/statesw/forms_ does. Download the latest versions for each
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 signatures) 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.
VEIL 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 Engineerjason A. Houston, PE
Consulting Firm: Parker & Associates, Inc.
Mailing Address:306 New Bridge Street
CityJacksonville
Phone: (910 ) 455-2414
Email:[e-mail]
State:NC Zip:28541
Fax: (910 ) 455-3441
FEB 15 2013
Form SWU-101 Version 06Aug2012 Page 5 of 7

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 Ia) 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.
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.
I, 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
ECEPvE,
NOV 0 8 2012
BY. __
Form SWU-101 Version 06Aug2012 Page 6 of 7 k

X. APPLICANT'S CERTIFICATION
I, (print or type name of person &ted in Contact Information, item 1a) as M ILO {( 1L. �A'p%ll a
certify that the information included on this permit application form is, to the best of my knowledge, correct and 4-4VP
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 and any other applicable state stormwater
requirements. ,
Signature:
Date: // -•< - / Z
I, Stt' vie., L • 13l u a Notary Pu lic for/the State of !� OPTS'+ Gta1%tea, County of
G,T do hereby certify that 6G r j eL ra ni E� personally appeared
before me this l7 day of 0V . 20/ 2 and ac I dge the dL execr ion of the application for
a stormwater permit. Witness my hand and official seal,
Steven L &de
Notary Putific
Mash County. NC
oplrex IO.12-sof a
SEAL
My commission expires �2/ 20 S/
Ecv=-
NOV 0 B 2�12
BY.
Form SWU-101 Version 06Aug2012 Page 7 of 7

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3x ,*e.nua:) t[ou,

Pusey, Steven
From:
Pusey, Steven
Sent:
Thursday, May 02, 2013 12:59 PM
To:
'Jason Houston'
Cc:
Lewis,Linda; Scott, Georgette; Bennett, Bradley
Subject:
School Street Center
Tracking:
Recipient Read
'Jason Houston'
Lewis,Linda
Scott, Georgette
Bennett, Bradley
Jason,
Read: 5/2/2013 1:34 PM
I have some good news for you on the School Street Center project. We have reconsidered the sand filter design for this
project. Since the sand filter design provides equal or better protection, we will accept it "as is". There is no need for
you to revise your drawings to include the weir wall height up to the storage elevation. There is adequate surface area
and storage volume; also the design provides an adequate sediment chamber and diffuse flow over the weir to the top
surface of the sand chamber.
Please note that special care should be taken in order to prevent sediment from getting into the sand filter. The sand
filter should not be used as a sediment storage device during the construction phase of the project. In addition, please
reference the O&M Agreement which provides further information about required maintenance intervals and
procedures.
Regards,
Steve
crlft m Q. PU
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
`~ 0 Before printing this email, please consider your budget and the environment.
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.

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Pusey, Steven
From:
Pusey, Steven
Sent:
Friday, April 19, 2013 4:28 PM
To:
'Jason Houston'
Cc:
Lewis,Linda; Scott, Georgette
Subject:
School Street Center
Jason,
I need to make one correction in my previous email. Please correct the following statement:
This figure 11-2h should probably be revised as it does not address sediment storage in the forebay. It should say 'This
figure 11-1b should..."
Also, to further clarify, we are asking that the invert of the "flow distribution" weirs or small pipes be just a few inches
above the sand surface, and the top of the weir wall itself at the storage elevation of 30'.
Thanks,
Steve
CRONC sa Q. PUAC-V
Environmental Engineer
NCDENR - Div, of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
Before printing this email, please consider your budget and the environment.
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed to third parties.

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Pusey, Steven
From:
Pusey, Steven
Sent:.
Friday, April 19, 2013 4:15 PM
To:'
'Jason Houston'
Cc:
Lewis,Linda; Scott, Georgette
Subject:
RE: School Street Center
Jason,
I finally got approval to go ahead with this permit. However, we need some additional tweaking on the design of the
"hybrid" sand filter. The main issue is the wall between the sand and sediment chambers. This wall needs to extend up
to the storage elevation as shown in the BMP manual figure 11-1b (open basin profile view). The water should flow
through a series of weirs (or pipes) at invert elevation 27' to promote diffuse flow over the sand filter chamber (similar
to figure 11-2b in the BMP manual but with some changes). To illustrate, sketch the bottom of the forebay down to the
same depth as the sand filter underdrain. I think you will see what I mean. This figure 11-2b should probably be revised
as it does not address sediment storage in the forebay. Anyway, the end design should be like a closed sand filter
including the weir wall but without the sides and top. I guess you could call it a "convertible" design. The weir system
cannot be one long weir all the way across the width of the sand filter because that would defeat the purpose of
reducing the sediment load into the sand filter side. I hope you understand our viewpoint on this matter.
Please advise when you can submit revised plans to include these changes. This should not affect any calculations that
you need to submit to us. Let me know if you have any questions or concerns.
Thanks,
Steve
From: Jason Houston [mailto:ihouston(@bizec.rr.com]
Sent: Monday, March 11, 2013 8:25 AM
To: Pusey, Steven
Subject: Re: School Street Center
I was told the SHWT was 27 inches from the surface. I visually inspected the locations of the bore holes from Vincent
Lewis, to verify he was in the right location. The ground elevation at his locations was around an elevation 30.0 This
places the SHWT approximately at elevation 27.75'. 1 am installing a curtain drain around the sand filter down to
elevation 27.0, where it can outfall by gravity to control the water table in the area only around the sand filter.
The curtain drain will capture water moving through the soil, and not designed as an underdrain. No temporary storage
volume water that is to be treated can escape through this drain.
Jason Houston, PE
Parker & Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
On 3/8/2013 4:42 PM, Pusey, Steven wrote
Jason,

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I reviewed your calculations and drawings today. The numbers work out. However, per my email of
Feb. 26, the concrete wall needs to extend up to 29' due to the SHWT. Are you lowering the SH WT to
27? Please advise.
Thanks,
Steve
citc.rc.a Q. Pu
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
Before printing this email, please consider your budget and the environment.
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed
to third parties.

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Pusey, Steven
From: Pusey, Steven
Sent: Thursday, April 18, 2013 2:54 PM
To: Johnson, Kelly; Scott, Georgette; Lewis,Linda
Subject: RE: SW8 121110, School Street Center
Basically, you hit the hot points. I will try to answer your questions.
1. Basically, this is a hybrid design between an open and closed sand filter. The bottom is like a closed sand filter
but the top is open and shaped to maximize the storage space above the weir. The way the sediment settles is
just like an open sand filter.
2. As and Af. are supposed to be considered separately as discovered during discussion of this project. The
designer's Hmax is 3' (the difference between the storage elevation and the top of sand. Note that the storage
elevation and weir elevation are the same for this design. The spreadsheet calculates Hmax = 4.875' using the
formula Hmax=WQVadj/(As+Af), where WQVadj = 14,917, & (As+Af) = 3,060. As long as this calculated Hmax
(with measured numbers for As and Af) is greater than or equal to the designer's Hmax (required), then it is OK.
3. The spreadsheet calculates volume provided of 14,937 cf using the formula Volume = (Area at elev. 27 + Area at
elev. 30) / 2 x Hmax (designer's). Note that elev. 27 is the top of sand/weir elevation and elev. 30 is the storage
elevation. I checked the areas by measuring length and width on the plan and it came out very close to what the
engineer calculated. He included the wall thickness on his measurement of length and width at elevation 27.
See engineer's sealed calculations for details.
5., Yes, Robert Ok'd the French after the project was discussed in detail. The property has ditches surrounding it
and the bottom elevation of the ditches is 27', the same elevation as the bottom of the French drain. The
French drain is just there as a safety factor in case of high water table conditions. The SHWT is estimated to be
27.7', confirmed by Vincent who noted that the "site is suitable with sandy clay loam". Most likely, the SHWT is
lower because the water table has been drawn down due to ditching.
This BMP is an alternative design sand filter and the permit should be written to cover that aspect. 1 wrote it so long
ago, I'would have to double check that. I would be glad to discuss if you have any questions.
Thanks,
Steve
From: Johnson, Kelly
Sent: Thursday, April 18, 20131:04 PM
To: Scott, Georgette; Lewis,Unda; Pusey, Steven
Subject: SW8121110, School Street Center
Georgette, Linda & Steve
I have gone through this file as Georgette requested, but there has been a lot of discussion on this design between you
guys and Raleigh that I haven't been involved in. After almost 3hrs of chasing this, it appears that I am trying to put
together a puzzle without all of the pieces. You guys are better suited to look over this since you know more about what
was decided and why.
This is all I got:
1.) Why is the storage open to both the sediment and the sand sides of the filter, rather than just the sediment
side? (We want it to settle on the sediment side before going to the sand side.)
2.) 1 know that there were questions about As and Af and how you find those for this odd design (open sand filter
with a rectangular prism on top for storage). I see that we decided to use them independently but I don't know

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what that really means or how to apply it to this design (or, more importantly, how to apply it to designs that
will come up in the future). I remember talking on that (and I may have even weighed in), but I don't remember
it well enough to apply it today. How does this decision affect Hmax? Where is Hmax in this design (top of sand
to bypass/storage elev=3.Oft?) Why does the DWQ spreadsheet say that Hmax is 4.87ft, and how does that
affect the other calcs? The Hmax=WQVadj/(As+Af) sets Hmax to 6.5ft. 1 see that we decided to put something
on an errata sheet. We need to summarize that and make sure that gets done. I am completely lost.
3.) 1 tried to hand-calc the volume provided. I found it to be smaller than they reported (KJ=16,110cf,
Engineer=21,715cf). (I of course did this is a highly confused and somewhat aggravated state, so you can double
check that if you would like.) The WQVadj is 14,917cf so it looks like it is big enough, but where does 21,715cf
come from? I didn't account for wall thickness but it is still a big difference.)
4.) 1 have not gone through the plans, permit text etc. I just focused on this info.
5.) Just for the record, I know Robert OK'd the French drain/curtain drain to lower the water table but I don't think
that that is something we should do.
KJ
K-eUW0hVLS0VL
Kelly.lohnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

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Internal Review Tracking Sheet
Keep on File Until After Reviewed By Supervisor
Team Leader Review: Johnson
Permit Reviewer: Pusey
Date: 18 April 2013
Permit: SW8 121110
Permit Name: School Street Center
1. Initial questions:
a. Location: Swansboro
b. Rule Subject: 2008
c. Density: HD
d. Types of BMP(s): Sand Filter
e. SA or ORW issues? SA; HQW (Not Subject)
1.) Inside the'h mile to one SA, but drains to the other over a Y: mile away. Did that not turn out to be the
case?
2. Events:
a. 11/8112: Accepted
b. 12/13/12: Add Info #1 (Sand filter design, SHWT, volume calcs, other smaller items)
c. 1/29/13: Add Info#1 Response
d. 2/l/13: Add Info #2 (email)
1.) Sed chamber needs to be separate from the sand chamber up to the top of the weir b/c sediment chamber
cannot drain down with the sand chamber.
2.) Af: Needs to be at top of sand area (at or below weir height)
3.) As: Needs to be at top of sediment area (at or below weir height)
4.) As + Af: Area at top of the walls & weir (23.5msl) the area is too small
5.) SHWT: Need fill out on supplement
e. 2/5/13-2/8/13: Emails b/w Steve, Linda, & Engineer: Bottom Line = Need to meet the As & Af individually, not as (As
+ Af). Also needs to address the rest of the 2/1113 request.
f. 2/26/13: Email Steve to Engineer: French drain cannot be used to lower the water table to get the design to work.
g. 2/13/13 & 3/8/13: Add Info #2 Response (Revises Plans & Supplement)
h. 3/11/13: Email Engineer to Steve:
1.) Ground elevation of boring: 30.Omsl
2.) SHWT: 27.75msl (27" below ground)
3.) Curtain Drain at 27.Omsl
i. 3/12-28/13: Emails between Steve & Raleigh about the curtain drain. Sand filter has been raised 3.5ft since original
design. Steve recommended approving the curtain drain b/c only localized SHWT lowering. Robert said OK.
3. Recommendations/Questions:
pia.
Need to take out the old calculations from November (still on file)
b.
Why is the storage above & open to both the sand and the sediment chambers? (Why not just to the sediment
j
chambers? It seems like the sand side should be closedn
Why Hmax=WQVadj/(As+Af)=19,890/(1,332+1,728)=6.5ft, but
�c.
1.) Supplement: 3.Oft (if top of sand is 27.0 and top storage/bypass is 30.0 then this is correct, but by isn't 6.5ft
Ali ,
provided?)
2.) Steve's DWQ Spreadsheet: Says Hmax Provided is 4.87ft (Why is that? Is that used somewhere else in
7
N^
the calculations? Where would that be in the design if not top of sand to bypass?)
3.) Other: Is this where the As & Af are found independently (2/5/13-2/8/13 emails above?) I don't think I
'
understand what happened in that decision, or what we need to put in the errata sheet (per LL's 2/08/13
f
11:07am email).
j d.
Is the top of the sand elevation at 27.Omsl?
e.
Volume Provided:
1.) My hand -calculate volume (rectangular prism on top + volume of sediment chamber): 16,110cf
2.) His reported volume: 21,715cf
3.) WQVadj=14,917cf (so it holds the WQVadj, but the volume calculations seem off?)
f.
I haven't gone through the plans, permit text, etc to check them. I only focused on the info listed here.

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Pusey, Steven
From: Patterson, Robert
Sent: Thursday, March 28, 2013 7:27 AM
To: Pusey, Steven; Bennett, Bradley
Cc: Devane, Boyd; Vinson, Scott; Lewis,Linda
Subject: RE: School Street Center project - Sand fitter
Seems like "reasonable compliance' to me.
Robert D. Patterson, PE
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting
1617 Mail Service Center, Raleigh, NC 27699-1617 Mail 1 512 N. Salisbury St, 9N Floor, Raleigh, NC 27604 Location & Parcels
[phone] Phone [phone] Fax I Robert.PattersonAncdenceov Email I http://I ortal.natenr.orp,/web/wcl/ws/su Website
A Before printing this email, please consider your budget and the environment.
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 unless the content is
exempt by statute or other regulation.
From: Pusey, Steven
Sent: Wednesday, March 27, 2013 5:08 PM
To: Bennett, Bradley; Patterson, Robert
Cc: Devane, Boyd; Vinson, Scott; Lewis,Linda
Subject: FW: School Street Center project - Sand filter
Please reference the attached image showing the plan view of the sand filter. The French drain is referred to as a
"curtain drain."
Since it is only being used as a safety precaution, in case the SHWT is higher than predicted, and it would only draw
down the water table about a foot in the immediate area of the sand filter, I think we could allow it in this particular
case: They have moved the bottom of the sand filter up by 3.5' from the original design.
Please let me know your answer ASAP so we don't delay the permit too much.
Thanks,
Steve
From: Pusey, Steven
Sent: Tuesday, March 12, 2013 1:30 PM
To: Bennett, Bradley; Patterson, Robert
Cc: Devane, Boyd; Vinson, Scott; Lewis,Linda
Subject: School Street Center project - Sand filter
Bradley,
I have some more information related to the subject project 1 talked with Jason Houston, PE, to ask him if he had
considered other BMPs for this site. He said that he considered the following and ruled them out.
1. Infiltration: SHWT too high
2. Wet pond: Not best choice for project area less than 5 acres because it takes up too much area.
3. Constructed wetland: Takes up too much area in this case.

IN, " , Iq ! 11 . 10010 - .(4 J!'. 't" , !", -1 , i j.- . , .I I
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Pusey, Steven
From: Jason Houston phouston(gbizec.rr.com]
Sent: Monday, March 11, 2013 8:25 AM
To: Pusey, Steven
Subject: Re: School Street Center
I was told the SHWT was 27 inches from the surface. I visually inspected the locations of the bore holes from Vincent
Lewis, to verify he was in the right location. The ground elevation at his locations was around an elevation 30.0 This
places the SHWT approximately at elevation 27.75'. 1 am installing a curtain drain around the sand filter down to
elevation 27.0, where it can outfail by gravity to control the water table in the area only around the sand filter.
The curtain drain will capture water moving through the soil, and not designed as an underdrain. No temporary storage
volume water that is to be treated can escape through this drain.
Jason Houston, PE (12 (a., S��P-e.cc.� a+'e ly M.°S SOGi' c's
Parker & Associates, Inc I in.�,�Jr�-a�»: Svi15 ii�kcjo"�•
Jacksonville NC, 28540 Firm License Number F-0108 pa") doe /n X, ZC
910-455-2414 - Office 2 ,t P�p'e� `Yre^ G S�""`�•
910-455-3441 — Fax
On 3/8/2013 4:42 PM, Pusey, Steven wrote: 3 _ �Q ;i a (ems P f
COASN• NjO
Jason,
I reviewed your calculations and drawings today. The numbers work out. However, per my email of
Feb. 26, the concrete wall needs to extend up to 29' due to the SHWT. Are you lowering the SHWT to
27'? Please advise.
Thanks,
Steve
suem q. PUA
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
`a Before printing this email, please consider your budget and the environment.
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed
to third parties.
1

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CONCRETE WALL
TOP EL. 27.0'
C/L DITCH
3D3D 29.08
BD 28.68
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— UTILITY EASEMENT
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— BD 26.88'
STORMWATER
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PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street • P.O. Box 976
Jacksonville, NC 28541-0976
910455-2414 0 Fax:[phone]
Firm License Number F-0108
LETTER OF TRANSMITTAL
TO: Mr. Steve Pusey
NCDENR -DWQ
127 Cardinal Dr. Ext.
Wilmington, NC 28405-3845
WE ARE SENDING YOU:
Two (2) set of Plans: One (1) Revised Sand Filter Di
DELIVERY VIA:
DATE: March 8, 2013
REF: School Street Center
Stormwater Submittal - Revised
Calculations; and One (1) Revised Sand Filter
❑ Regular Mail ❑x Hand
❑ UPS Overnight ❑ UPS Ground
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑x For Approval
❑ For Your Use
❑ Other
COMMENTS:
❑ As Requested
❑ For Bids Due
CEI
❑ Federal Express
❑ Other
❑ For Review and Comment
Jason�C. Hou
Copies To: Mr. Barden Lanier, PLS (L.O.T. only)
JAH/rmh CF (P), LAM
(if enclosures are not as noted, kindly notify its at once)
c 1. LOT.JA II.Pus'ey. Schw ISICenler. Rev SWSub. 3.8.13
PE
EMAIL ADDRESS: TEXT MESSAGES TO: paitext(aa bizec.rncom MAPS AND PLANS TO: paidraft(a),bizec.rr.com
• ENVIRONMENTAL ENGINEERING • STORMWATER, WATER & WASTEWATER SYSTEMS
• FEASIBILITY & DEVELOPMENT CONSULTING • GLOBAL POSITIONING SURVEYS • SUBDIVISION & CONSTRUCTION PLANS

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street * P.O. Box 976
Jacksonville, NC 28541-0976
910-455-2414 * Fax:[phone]
Firm License Number F-0108
SAND FILTER DESIGN CALCULATIONS
November 2012
Revised March 2013
School Street Center
1— PROPOSED IMPERVIOUS
Surface Area = 166,518 sf
Area tributary to sand filter = 185,021 sf
2— DETERMINE WQV (WATER QUALITY VOLUME)
Rv = 0.05 + 0.009 (1) 1 = Impervious Area
Rv = 0.05 + 0.009 (90)
Rv = 0.86
WQV = Rv * Area * Design Rainfall
WQV = (0.86) * (185,021 ft.Z) * (1.5 in) * (1/12 ft/in)
WQV = 19,890 ft3
WQVadi = Adjusted WQV = (0.75) * WQV
WQVadi = (0.75) * 19,890 ft3
WQVadi = 14,918 ft3
3— DETERMINE THE MINIMUM SEDIMENTATION SURFACE AREA.
As (min) = 0.066 * WQV ft3
As (min) = 0.066 * 19,890 ft3
As (min) = 1,313 ft2
.N �11\ A O�iy%.
.zS* v O,yy
: a47 SEAL 9r;
34978 —
4— DETERMINE THE STORAGE DEPTH AND AREA OF SAND FILTER (Ad MINIMUM
AXmin) = W V d )
(k)(t)(ho+ di)
k = Permeability (use 3.5 ft1 day)
t = Time to drain to WQV through the media filter (40 hrs or 1.66 days)
d1= Depth of Sand Filter media (1.5 ft min)
ha= Average Depth is '= of hmo
Try 3.0 f t for hm.
AI (min) = (19,890)(1.5) = 1,712 ft2
(3.5)(1.66)(1.5 +1.5)
3/-2/)3
EMAIL ADDRESS: TEXT MESSAGES TO: oaite:tn.bizec.rr.com MAPS AND PLANS TO: oaidraft0bizec.rr.com
* ENVIRONMENTAL ENGINEERING * STORMWATER, WATER & WASTEWATER SYSTEMS
♦ FEASIBILITY & DEVELOPMENT CONSULTING * GLOBAL POSITIONING SURVEYS * SUBDIVISION & CONSTRUCTION PLANS

School Street Center
Sand Filter Design Calculations — Revised March 2013
Page 2
5— CHECK DESIGN RESULTS AND STORAGE VOLUME
Area of Sand Filter:
Af (min) = 1,712 ft2
1,728 ft2 > 1,712 ft2 OK
Area of Sediment Chamber:
As (min) = 1,313 ft2
1,332 ft2 > 1,313 ft2 OK
Water Quality Storage Volume
WQVadi = 14,918 ft3 (1.5)
Area at Elevation 27 = 3,207 ft2
Area at Elevation 30 = 6,751 ft2
Average Area = 4,979 ft2
Storage Volume = 4,979 ft2 * 3.0 ft = 14,937 ft3
14,937 ft3 > 14,918 ft3 (min) O.K.
6—SAND FILTER ROUTING
Pre -development discharge, Post Development Q (CFS) and Post Development
discharge. See attached HydroCAD Pond Routing Diagram and Calculations.
ASSUMPTIONS
CN Values — 98 for impervious surfaces
— 55 for pervious surfaces areas, see charts for hydrologic soil group and use
A composite CN number is calculated for use in the development of the Runoff Depth (Q).
The composite CN number is calculated by a weighted average of each surface area.
CN1A1+ CN2A2... CNnAn
CA = A + A A
CNC = Composite Curve Number
CNl- CN, = Individual CN Numbers
Al- An = Area associated with each CN value

1S 2P
Project Site
Subcat Reach and L8
Sand Filter

School Street Center
Prepared by Parker & Associates, Inc
HydroCAD® 9.00 sln 05202 © 2009 HAml
u
Printed
LLC
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.425 55 (is)
3.823 98 (is)
4.247 TOTAL AREA

School Street Center
Prepared by Parker & Associates, Inc
HvdroCAD® 9.00 s/n 05202 n 9009 Hvrirni
Soil Listing (all nodes)
Area
(acres)
Soil
Goup
Subcatchment
Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
0.000
HSG D
4.247
Other
1S
4.247
TOTAL AREA
Printed 3/5/2013

School Street Center
Prepared by Parker & Associates, Inc Printed 3/5/2013
HydroCAD® 9.00 s/n 05202 © 2009 HydroCAD Software Solutions LLC Page 4
Notes Listing (all nodes)
Line# Node Notes
Number
2P Pump to be Hydromatic SP50 Dewatering Pump
Single Phase, 115v, 0.5HP

School Street Center Type 1124-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker & Associates, Inc Printed 3/5/2013
HydroCAD® 9.00 s/n 05202 © 2009 HydroCAD Software Solutions LLC Page 5
Time span=2.00-22.00 hrs, dt=0.04 hrs, 501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Project Site Runoff Area=185,021 sf 90.00% Impervious Runoff Depth>2.78"
Tc=5.0 min CN=94 Runoff=20.35 cfs 0.985 of
Pond 2P: Sand Filter Peak Elev=30.44' Storage=17,801 cf Inflow=20.35 cfs 0.985 of
Primary=0.31 cfs 0.325 of Secondary=14.53 cfs 0.350 of Outflow=14.84 cfs 0.676 of
Total Runoff Area = 4.247 ac Runoff Volume = 0.985 of Average Runoff Depth = 2.78"
10.00% Pervious = 0.425 ac 90.00%'Impervious = 3.823 ac

School Street Center Type 1/ 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker & Associates, Inc Printed 3/5/2013
HydroCAD@ 9.00 s/n 05202 © 2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1 S: Project Site
Runoff = 20.35 cfs @ 11.95 hrs, Volume= 0.985 af, Depth> 2.78"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-22.00 hrs, dt= 0.04 hrs
Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Area (sf) CN Description
' 166,518 98
' 18,503 55
185,021 94 Weighted Average
18,503 10.00% Pervious Area
166,518 90.00% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment 1 S: Project Site
Hydrograph
22= 20.35 cfs
20 : Type II 24-hr 1 Year 24-HR
18 _ Rainfall=3.53"
Runoff Area=185,021 sf
16- Runoff Volume=0.985 of
14= Runoff Depth>2.78"
12 Tc=5.0 min
0 10- CN=94
LL 8.
6--
4 - i
2-
2 3 4 5 6 7 8 9 1011 12 1314 1516 1718 19 20 2122
Time (hours)
0 Runoff

School Street Center Type 11 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by Parker & Associates, Inc Printed 3/5/2013
HydroCAD® 9.00 s/n 05202 © 2009 HydroCAD Software Solutions LLC Page 7
Summary for Pond 2P: Sand Filter
Pump to be Hydromatic SP50 Dewatering Pump
Single Phase, 115v, 0.5HP
Inflow Area = 4.247 ac, 90.00% Impervious, Inflow Depth > 2.78" for 1 Year 24-HR event
Inflow = 20.35 cfs @ 11.95 hrs, Volume= 0.985 of
Outflow = 14.84 cfs @ 12.02 hrs, Volume= 0.676 af, Atten= 27%, Lag= 3.9 min
Primary = 0.31 cfs @ 12.00 hrs, Volume= 0.325 of
Secondary = 14.53 cfs @ 12.02 hrs, Volume= 0.350 of
Routing by Stor-Ind method, Time Span= 2.00-22.00 hrs, dt= 0.04 hrs
Peak Elev= 30.44' @ 12.02 hrs Surf.Area= 7,381 sf Storage= 17,801 cf
Plug -Flow detention time= 141.6 min calculated for 0.675 of (68% of inflow)
Center -of -Mass det. time= 61.1 min ( 823.1 - 762.1 )
Volume Invert Avail.Storage Storage Description
#1 26.99' 22,175 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet)
(sq-fl) (cubic -feet) (cubic -feet)
26.99
1,728 0 0
27.00
3,207 25 25
28.00
4,260 3,734 3,758
29.00
5,442 4,851 8,609
30.00
6,751 6,097 14,706
31.00
8,188 7,470 22,175
_Device Routing
Invert Outlet Devices
#1 Primary
24.00' Pump Discharges@28.00'
4.0" Diam. x 30.0' Long Discharge, Hazen -Williams C= 150
Flow (gpm)= 0.0 40.0 80.0 100.0 120.0 140.0
Head (feet)= 30.00 25.00 18.00 15.00 12.00 7.00
#2 Device 1
26.99' 1.750 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00'
#3 Secondary
30.00' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.31 cfs @ 12.00 hrs HW=30.42' (Free Discharge)
t1=Pump (Pump Controls 0.31 cfs)
t2=Exfiltration
(Passes 0.31 cfs of 0.32 cfs potential flow)
Secondary OutFlow
t3=Broad-Crested
Max=13.51 cfs @ 12.02 hrs HW=30:42' (Free Discharge)
Rectangular Weir (Weir Controls 13.51 cfs @ 1.62 fps)

School Street Center
Prepared by Parker & Associates, Inc
HydroCAD® 9.00 sh 05202 © 2009 Hydro(
Type 1124-hr 1 Year 24-HR Rainfal1=3.5Y'
Printed 3/5/2013
ns LLC a
Pond 2P: Sand Filter
Hydrograph
20.35 cfs ❑ Inflow
Inflow Area=4.247 ac ❑Outflow
22 _ Peak Elev=30.44' ©Primary
20= ❑ Secondary
18- ( 14.84 cfs Storage=17,801 cf
16: 14.53 cfs
w 14
12-
o 10:
2 4 6 8 10 12 14 16 18 20 22
Time (hours)

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street • P.O. Box 976
Jacksonville, NC 28541-0976
910-455-2414 0 Fax:[phone]
Firm License Number F-0108
VIA UPS OVERNIGHT DELIVERY
February 13, 2013
Mr. Steve Pusey
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: School Street Center
Onslow County, NC
Stormwater Submittal -
Additional Information
(SW8 121110)
Dear Mr. Posey,
This letter is in response to your email request for additional information for the above
referenced project.
1. The estimated SHWT has been evaluated and added to the Sand Filter Supplement Form.
2. Page 5 has been revised to add one more initial on the application, the last "space" for the
initial is so small it was easily missed.
3. The inlet elevation has been added to the Plans.
Please find enclosed two (2) copies of the Revised Plans, Revised Sheet I of the Sand Filter
Supplement Form, and Revised Sheet 5 of the application.
If you have any questions or need any additional information, please contact me.
Sincerely,
PART ER.8�SSOCIA
Jas)4 A. Houston, PE
Enclosures
xc: Mr. Barden Lanier, PLS (w/enclosures){
CF (P), LAM
JAH/rmh
..,
cI..IAIi.Posey.SchoolStCentecSW.Addlnfo.2.13.13 FE,. ' 1•
EMAIL ADDRESS: TEXT MESSAGES TO: paitextralbizec.mcom MAPS AND PLAN paidraft(a�bizec.recom
• ENVIRONMENTAL ENGINEERING • STORMWATER, WATER & WASTJATER SYSTEMS
• FEASIBILITY & DEVELOPMENT CONSULTING 0 GLOBAL POSITIONING SURVEYS • SUBDIVISION & CONSTRUCTION PLANS

Pusey, Steven
From:
Pusey, Steven
Sent:
Tuesday, February 26, 2013 2:24 PM
To:
'Jason Houston'
Subject:
RE: CORRECTION: School Street Center
Importance: High
Jason,
After discussing this internally, the consensus is that a "french drain" type device is not acceptable to replace the
concrete side wall of the sand filter. Some of the concerns are: 1) artificially lowering the water table, 2) having a
French drain around the sand filter could interfere with runoff entering the sand filter in the first place, and 3) the
calculations for lowering the water table would be difficult to evaluate.
So, to summarize, we need the following additional information:
1. Design the concrete wall up to the SHWT elevation of 29 fmsl.
2. Revise your anti -flotation calculations.
3. Evaluate the flow velocity from the wet well discharge pipe into the ditch. Add a riprap apron where this pipe
outlets into the ditch if necessary. Discharge must be non -erosive.
Please provide your revised plans and specifications by no later than March 8, 2013.
Thanks,
Steve
From: Jason Houston [mailto:ihouston(cbbizec.rr.com]
Sent: Thursday, February 21, 2013 9:59 AM
To: Pusey, Steven
Subject: Re: CORRECTION: School Street Center
Yes, Instead of "restraining" the water table with just a wall, we give it an outlet for high water conditions. Similar to
providing a "french drain" around buildings and basements to control the water.
Jason Houston, PE
Parker & Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
On 2/21/2013 9:19 AM, Pusey, Steven wrote:
Would the foundation / curtain drain change the concrete wall height?
Steve
From: Jason Houston[mailto:ihouston(a)bizec.rr.com]
Sent: Thursday, February 21, 2013 9:14 AM

s

To: Pusey, Steven
Subject: Re: CORRECTION: School Street Center
Steven,
I think I will use a combination of features to control the water table around the sand filter, including a
foundation / Curtain Drain. 1 will speak with the owner and review with him on what he wishes to do.
Jason Houston, PE
Parker 5 Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
On 2/21/2013 9:01 AM, Pusey, Steven wrote
Jason,
I made a typo on the last email. Please note that the SHWT was confirmed at 27 inches
below top of ground elevation. This would make the actual SHWT and required
elevation of the wall about 29'.
Please confirm that you can make this change.
Thanks,
Steve
aterc.c Q. P"AC y.
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
`-mac' Before printing this email, please consider your budget and the
environment
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law
and may be disclosed to third parties.
2

e
- .,.. s• _Sri•..- ,
4�

Pusey, Steven
From:
Pusey, Steven
Sent:
Thursday, February 21, 2013 9:02 AM
To:
'Jason Houston'
Subject:
CORRECTION: School Street Center
Importance: High
Jason,
I made a typo on the last email. Please note that the SHWT was confirmed at 27 inches below top of ground elevation.
This would make the actual SHWT and required elevation of the wall about 29'.
Please confirm that you can make this change.
Thanks,
Steve
cJt avv_N. 47. P"w
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
\!Wl Before printing this email, please consider your budget and the environment.
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed to third parties.

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Pusey, Steven
From: Pusey, Steven
Sent: Thursday, February 21, 2013 8:55 AM
To: 'Jason Houston'
Subject: School Street Center
Jason,
Our soils scientist, Vincent Lewis, went to the site yesterday afternoon and confirmed the SHWT at 27'. Therefore,
please design the concrete wall of the basin up to that elevation. Also, please re-evaluate your anti -flotation
calculations.
And one other thing: I noticed that there is no riprap apron where the discharge pipe from the wet well enters the
ditch. Has that been evaluated? The discharge flow to the ditch should be non -erosive. Please advise.
Let me know if you have any questions.
Regards,
Steve
cria,e-.. Q. Puy
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
Before printing this email, please consider your budget and the environment
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed to third parties.

Pusey, Steven
From:
Lewis,Linda
Sent:
Friday, February 08, 2013 11:07 AM
To:
Jason Houston
Cc:
[e-mail]; Jonathan; Dave; Tim Stewart; Pusey, Steven; Barden Lanier;
Bennett, Bradley
Subject:
RE: SW8 121110, School Street Center
Jason:
Thanks for your patience. You are correct in this case — I was wrong. As far as surface area goes, the
important variables are meeting the minimum As and Af individually. So, once you have addressed the
remaining items from the recent additional information request, Steve can move forward with the permitting.
Thanks for taking the.time to point out this problem. Hopefully, we can get an errata sheet together to make
sure other reviewers across the state are reviewing sand filter design consistently and we can avoid this
situation again.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Lewis Linda
Sent: Thursday, February 07, 2013 11:10 AM
To: 'Jason Houston'; Bennett, Bradley
Cc: [e-mail]; Jonathan; Dave; Tim Stewart; Pusey, Steven; Barden Lanier
Subject: RE: SW8 121110, School Street Center
Thanks for the clarification Jason. I'm checking on it and will get back to you.
I should have been more clear in my explanation. I did not mean to imply that the entire As+Af area had to be
provided only on the sand side of the chamber.] believe the minimum As+Af should be provided at the sand
surface ELEVATION, meaning at elevation 23.5, to include both the sand and the sediment chamber. As
indicated above, I am checking on this with central office.
I do not want your client to provide more area than is required. My question to Raleigh is the same as yours,
what is the correct minimum area to provide, the individual As and Af, or the minimum (As+AI). We have
always used As+Af, but if that is incorrect, I need to know.
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.

I

From: Jason Houston[mailto:jhoustonCalbizec.rr.com]
Sent: Wednesday, February 06, 2013 6:42 PM
To: Lewis,Linda; Bennett, Bradley
Cc: amoarker(albizec.rr.com; Jonathan; Dave; Tim Stewart; Pusey, Steven; Barden Lanier
Subject: Re: SW8121110, School Street Center
Linda I wish to look at this one statement that I have drawn out from your response. It is the only question I am seeking
clarification on from Yourself or Raleigh.
"...It's not enough to just provide the individual minimum A(s) alone and A(f) alone. Depending on the design,
you may have to provide more than the calculated minimum A(s) and A(f) alone so that the two add up to at
least meet the minimum A(s)+A(f). Each of these numbers A(s), A(f) and A(s)+A(f) is independently calculated
(see the equations in the BMP Manual)."
This is my only point of contention. I DO NOT BELIEVE As+Af is one of the requirements. In Step 3 it clearly states to
"Ensure that the Water Quality Volume is Contained." I have designed BOTH open chamber 3:1 side slope sand filters
AND Closed style (Delaware type) sand filters, with no side slopes (wall). I will agree 1000A that when you design a
Delaware style sand filter, if you use ONLY the As and Af minimums you WILL NOT provide the minimum storage volume
required, hence the convenient check listed in Item 3 of the BMP manual. I know this to be a fact because 1 have
designed several of these types of filters. I DO NOT believe this equation is meant to be another criteria set for all sand
filter designs, the key work being "check or verify volumes", (See the examples set forth in the BMP). That is in essence
my only argument.
I do not wish to complicate our discussion on my typos or other add -info questions that you bring up. I will fix/revise
any such issues, and to be clear I'm not complaining about the review or any questions that you may have about the
design. The volume and depth requirements along with other constraints are project specific and have no bearing on the
stormwater. Land costs, construction costs and local requirements make the design what it is. The Areas I listed were
around the perimeter of the sand filter for the reviewer to check my volume calculations, not to list the sand filter and
sediment chamber areas independently. The 2988 is a correct area, I listed the areas straight from autocad, however I
agree the something doesn't quite fit. 1 will figure it out but 1 suspect that one of the walls are drawn larger than 6" wide
in the actual autocad drawing.
In your last statement you made a false allegation that I did not provide the required sand filter area at the sand surface,
I'm not entirely certain what that means. When you say sand filter I'm assuming you mean the entire BMP, Sediment
Chamber and Sand Filter. However the way you wrote your sentence it appears to say that I don't have the required
Sand chamber area, "at the sand surface" This is a false statement. Also, If someone were to try to make an equivalence
with a pond, I would compare the Sand Chamber size to the Orifice size, not the permanent pool area. Given the same
treatment volume the Orifice size and Sand filter area requirement will be reduced with the increasing head pressure.
Like the Orifice, the Sand Chamber seems predicated on the same basic design guidelines to be drawn down within a
certain time frame. I suspect that a Sand filter the size of a suitcase could be used to treat any volume, it would just
take it more than 2 days to do it, not because the sand filter surface area dictates the effluent water quality.
Jason Houston, PE
Parker & Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
On 2/6/2013 5:04 PM, Lewis,Linda wrote:

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Jason- I'm sorry if I misunderstood your original question. I have no argument with the storage
volume calculation. Because of the rectangular nature of this design, it's perfectly OK to
estimate the provided volume by averaging the area at 23.5 and the area at 27.5 and multiplying
by the distance between.
The minimum required volume to store is 14917 cf. We're not requiring you to store any more
than that. The elevation of the sand filter itself can be adjusted so that it's not so deep, and the
off line bypass elevation can be adjusted so that no more than the minimum required volume is
stored. The current design stores almost 3500 cf more volume than required. If the sediment
chamber and sand chamber areas are increased such that the minimum A(s)+A(f) area is
provided at 23.5, then the storage elevation could be lowered. Does the sand filter need to be
as deep as it is shown, or can it be raised up as a whole?
I thought you had issue with the comment regarding the fact that the minimum required
A(s)+A(f) has not been provided in the proposed design. The minimum A(s)+A(f) is an area, not
a volume and is 3,729 sf for this particular design. The proposed design provides for a total
A(s)+A(f) of only 2,808 sf at elevation 23.5, which is deficient by about 920 square feet.
It's not enough to just provide the individual minimum A(s) alone and A(f) alone. Depending on
the design, you may have to provide more than the calculated minimum A(s) and A(f) alone so
that the two add up to at least meet the minimum A(s)+A(f). Each of these numbers A(s), A(f)
and A(s)+A(f) is independently calculated (see the equations in the BMP Manual).
The calculations listed on a letter to Steve Pusey and received on January 29, 2013, show the
area at 23.5 as being 2988 sf. I'm not sure how this was determined because the dimensions
shown on the sand filter details do not support this number. The area at 23.5, not accounting for
the 6" wall thickness, is (41 x 36) + (37 x 36) = 2808. Please remember to sign, seal and date all
revised and/or supplemental calculations.
In this case, because of the straight sided box, the minimum required total filter area of 3,729 sf
must be provided at 23.5, split appropriately between the sand side A(f) and the sediment side
A(s), such that each side also meets or exceeds its minimum individual area. The example
problem in the BMP Manual splits the minimum filter area equally between the two chambers. In
this design, that would be 1,865 sf for each chamber, which also exceeds the calculated
individual minimums of 1313 sf for A(s) and 1467 sf for A(f) in this case.
Just as the minimum surface area in a wet pond has to be provided at the permanent pool
elevation, the minimum sand filter area must be provided at the sand surface.
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: Jason Houston [mailto:ihouston(abizec.rr.com]
Sent: Wednesday, February 06, 2013 11:04 AM
To: Lewis,Linda; Bennett, Bradley
Cc: Dave; Tim Stewart; amoarker(ftizec.mcom; Jonathan; Pusey, Steven; Barden Lanier
Subject: Re: SW8121110, School Street Center

Bradley, I will be forwarding you a set of plans and my calculations via PDF in a following Email,
Linda you wrote the following, "As I understand the sand filter design, averaging the Af + As area
is not an acceptable design for a sand filter, and can no longer be permitted under the rules
because we believe that it allows for a smaller area at the sand filter surface than the minimum
required area as outlined in the BMP Manual."
I would disagree with your assessment. The minimum sizes for the Sand Filter and sediment chambers
are clearly identified in the BMP manual. What we are discussing is the Temporary Storage Volume.
The Sand filter is designed based upon an average head, that I have clearly established. The volume of
the stormwater to be treated is contained and is being routed through the sand media for treatment.
The BMP states in STEP 3 to "Ensure the Water Quality Volume is Contained", It is, and my variables are
different than example problem, The Example problem as outlined in the BMP is an UNDERGROUND
Sand Filter(vertical side slopes) with only 720SF of available area. Since they KNOW the area they have
to work with and they KNOW the water quality volume required they simply work backwards to
determine the Hmax and available volumes. This is why they do the chart on the following page
showing Hmax vs As+Af, this EXAMPLE shows how to fit a sand filter on a site with the example
constraints. The "ABOVE THE SAND" comment as identified in Section 11.3.5 describing the WQVadj, is
simply stating that you must provide that volume of storage, and cannot include the VOID space that is
inherent in the sand media. The WQVadj is Contained above the sediment and sand chambers in my
design.
Again as I have previously stated, I believe that my design, that has been permitted by various agencies
and various permit reviewers, meets the minimum guidelines as established within the BMP manual.
This same issue has come up before with another reviewer with the State, I responded in the same
manner as I have this time, explaining how the BMP that I have designed is different(3:1 side slopes)
than the one outlined in the example(1:1 side slopes), and upon my explanation that same reviewer
understood what the BMP was requiring and issued a permit.
Simply because, " we believe that it allows for a smaller area at the sand filter surface", is not in my
opinion a justification to withhold a permit. I am not trying to circumvent any rule or policy, I am simply
following the guidelines set forth. Its hard enough to design within many of these guidelines, and now
that a definition has changed to where I can, or more importantly can't store the temp. Storage volume
in my sand filters, it becomes increasingly difficult to satisfy the ever changing dynamic of stormwater
permits reviews.
If I simply increase the sand filter area as you request, and I still use 3:1 side slopes in my basin, then the
actual volume that "gets treated" is far greater than that required. In fact I would argue that this is not
an ideal situation, A previous review comment requested a "splitter box" to divert extra stormwater
runoff from entering the sand filter. The reason?, the more stormwater that enters the filter the higher
the chances are that the same filter area becomes clogged faster. I don't think that the Wilmington
Office would want to permit a project that would have a higher chance of failure. This then seems to me
that the only sand filter that the Wilmington office would want to permit would be one with ONLY
vertical side slopes, based on their progressions of logical comments. However I know this to be untrue,
so where does the middle ground fall. Lets not forget that the soil side slopes will also provide some
level of infiltration of the stormwater. It probably isn't worth calculating but should be noted.
We don't treat only the stormwater above the "surface area" of a pond. Similarly in the BMP section
outlined for the new proprietary units they don't retain 100% of the Stomwater above the perlite filter
media, It is usually shown to be stored within underground detention systems. In fact I have been told
4

that in the event that the proprietary system outlined in Section 20 of the BMP manual were to "fail",
then it would retrofitted to simply become a sand filter. I have evaluated several design options for
sand filters including underground stormwater detention systems that then route stormwater flow to a
sand filter, in an effort to minimize space and reduce costs. The treatment would occur at the same rate
(40 hrs) using an average head as outlined in the BMP, and the minimums for both sediment and sand
chambers would be met. But now after receiving Wilmington's latest comments it is apparent that
underground storage apparently isn't a permittable project when dealing with a sand filter. This is
unfortunate.
I have said this before but as en engineer one of the last really fun things for me to do is to read the
rules, understand the meaning, and solve the problem. It is becoming ever so clear that the the way
that the BMP solves the problem is the only way a problem can be solved. I don't believe that was the
intent of the BMP manual.
I understand the BMP manual to be clear in its outlining of how to design a sand filter, and my design
meets the minimum standards outlined.
Jason Houston, PE
Parker & Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
On 2/5/2013 6:04 PM, Lewis,Linda wrote:
Jason:
I'm writing in an attempt to explain about the As + Af requirement. I'll do the best I
can. I understand that you have received a permit in the past using an average
area to demonstrate that the minimum A, + Af requirement has been met. Please
note that because the area above the sand surface is not sand, it can't be used
in an equation to find an average area to meet the minimum required Af+ Af area.
As I understand the sand filter design, averaging the Af + A. area is not an
acceptable design for a sand filter, and can no longer be permitted under the
rules because we believe that it allows for a smaller area at the sand filter
surface than the minimum required area as outlined in the BMP Manual.
The proposed design is a closed sand filter, with a concrete box in the ground,
but no slab top or grate on the box. The sand is exposed to the elements. There
are excavated side slopes above the top of the box, where the design volume is
stored above the sand and sediment chambers.
The example problem in the BMP manual calculates the target A, (sediment) + Af
(sand) area based on the selected Hmax and the WQV. Once the target A, + Af
value is known, independent minimum A. and minimum Af can be calculated. A,
only relies on WQV for its size, but Af relies on knowing what Hmax is. A, and Af
must meet or exceed their individual minimum, but their area must also be
enlarged as needed to satisfy the A, + Af minimum.

Hope this helps explain what the problem is and how you can fix it to get the
permit.
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 taw and may be disclosed to third parties.
Georgette/Steven
I am sending a quick response to this additional information request. I'm not sure what you are
trying to explain in your introductory paragraph, the sediment chamber is separate from the sand
filter. It has a wall between the two chambers. Additionally I have permitted several sand
filters with this exact same setup with different reviewers. As I mentioned to you before via a
phone conversation, outlined in Step 3 of the sample calculations it states, "Ensure that the Water
Quality Volume is Contained:", I have contained the required volume, see your second comment,
"volume appears to be more than sufficient." As explained before the (As+Af)*Hmax is a
"simple" calculation that is more in line with a "closed" system, or "box" style sandfilter, My
design meets all the requirements. My sand filter is designed according to the Hmax, I have
required sediment basin design, and I am controlling and treating the first 1.5 inches of rain as
demonstrated in the submitted calculations.
#1 - I do not understand where your first comment comes from. I have been designing and
getting permits on this design of sand filter for years. It makes about as much sense as having
the (Surface area of the pond) *(temporary storage depth) = design volume.
Fl;►961A
#3- 1 can resubmit the same Supplement with a SHWT estimated at the top of the basin, This is
what we agreed to on the phone. Since this is a concrete basin DWQ's concern as explained to
me was flotation.
#4 - OK
#5- OK
I will get to work on Items 3-5, I would like to discuss item number 1 with Georgette Scott, I will
contact her to discuss.
Thanks,
Jason Houston, PE
Parker 5 Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
On 2/1/2013 5:14 PM, Pusey, Steven wrote

Jason,
I will need some additional information to continue the review. I have some comments
about the sand filter design. The sediment chamber (forebay) needs to be kept
separate from the sand chamber up to the top of weir elevation. A forebay cannot be
allowed to drain down with the sand filter. See section 11.3.4 in the BMP manual. The
required sand filter area, Af, needs to be provided at the "top of sand" area, and the
required sediment area, As, needs to be provided at the "top of sediment' surface.
These areas must be measured at or below the weir height. With that said, please
reference the following:
The minimum (As + Af) has not been provided. For this project, at elevation 23.5' (elev.
of walls and weir), your calculations show an area of 2,988 sf. However, the minimum
required (As + Af) is 3,729 sf. You cannot use the average area above the walls to
calculate As and Af.
The volume appears to be more than sufficient.
Please revise and resubmit your design of this basin. Keep in mind that you will need to
fill out a new supplement form. Please fill in the blank on the form for SHWT
(estimated).
2 4 Please initial page 5 of the application, which was missing last time
3 �f On the plan and section details, please show the inlet piping entering the sediment basin and its
invert. This invert is currently not provided.
If you have any questions, please don't hesitate to call. I would like to have your
response within two (2) weeks or by latest February 15, 2013.
Thanks,
Steve
citcvcic 47. PUACLV
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
(a Before printing this email, please consider your budget and the
environment.
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.

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Lewis,Linda
From: Lewis, Linda
Sent: Wednesday, February 06, 2013 5:04 PM
To: 'Jason Houston'
Cc: Pusey, Steven; Bennett, Bradley
Subject: RE: SW8 121110, School Street Center
Jason- I'm sorry if I misunderstood your original question. I have no argument with the storage volume
calculation. Because of the rectangular nature of this design, it's perfectly OK to estimate the provided volume
by averaging the area at 23.5 and the area at 27.5 and multiplying by the distance between.
The minimum required volume to store is 14917 cf. We're not requiring you to store any more than that. The
elevation of the sand filter itself can be adjusted so that it's not so deep, and the offline bypass elevation can
be adjusted so that no more than the minimum required volume is stored. The current design stores almost
3500 cf more volume than required. If the sediment chamber and sand chamber areas are increased such that
the minimum A(s)+A(f) area is provided at 23.5, then the storage elevation could be lowered. Does the sand
filter need to be as deep as it is shown, or can it be raised up as a whole?
I thought you had issue with the comment regarding the fact that the minimum required A(s)+A(f) has not been
provided in the proposed design. The minimum A(s)+A(f) is an area, not a volume and is 3,729 sf for this
particular design. The proposed design provides for a total A(s)+A(f) of only 2,808 sf at elevation 23.5, which is
deficient by about 920 square feet.
It's not enough to just provide the individual minimum A(s) alone and A(f) alone. Depending on the design, you
may have to provide more than the calculated minimum A(s) and A(f) alone so that the two add up to at least
meet the minimum A(s)+A(f). Each of these numbers A(s), A(f) and A(s)+A(f) is independently calculated (see
the equations in the BMP Manual).
The calculations listed on a letter to Steve Pusey and received on January 29, 2013, show the area at 23.5 as
being 2988 sf. I'm not sure how this was determined because the dimensions shown on the sand filter details
do not support this number. The area at 23.5, not accounting for the 6" wall thickness, is (41 x 36) + (37 x 36) _
2808. Please remember to sign, seal and date all revised and/or supplemental calculations.
In this case, because of the straight sided box, the minimum required total filter area of 3,729 sf must be
provided at 23.5, split appropriately between the sand side A(f) and the sediment side A(s), such that each side
also, meets or exceeds its minimum individual area. The example problem in the BMP Manual splits the
minimum filter area equally between the two chambers. In this design, that would be 1,865 sf for each
chamber, which also exceeds the calculated individual minimums of 1313 sf for A(s) and 1467 sf for A(f) in this
case.
Just as the minimum surface area in a wet pond has to be provided at the permanent pool elevation, the
minimum sand filter area must be provided at the sand surface.
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.

Pusey, Steven
From: Scott, Georgette
Sent: Monday, February 04, 2013 1:53 PM
To: Pusey, Steven
Subject: RE: School Street Center SW8 121110
Please discuss this with linda
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
&mail correspondence m and liom this address may be subject to the North Carolina Public Records law and may be disclosed to third parties.
From: Pusey, Steven
Sent: Monday, February 04, 2013 11:39 AM
To: Scott, Georgette
Subject: FW: School Street Center SW8121110
In reference to the engineer's questions, please reference items 6 & 7 as they relate to item #1 of my addinfo request.
Steve
From: Lewis,Unda
Sent: Friday, February 01, 2013 12:25 PM
To: Pusey, Steven
Subject: School Street Center SW8 121110
Steve:
This project is not ready to be permitted. Please have the consultant address the following:
1. Not all parts of the supplement form are legible. In several places on the form, the printing is squashed
together and is not legible. As an enforceable part of the permit, the supplement must be legible. It
needs to be reprinted.
2. The blank on the supplement form for the SHWT has not been filled in and no soils report has been
provided.
3. 1 think Mr. Houston is confusing the "Top of Sand Filter" elevation with the "Top of Sand Filter Media
Bed" elevation. In this case, the former should be 27.5 and the latter one should be 23.5. The
supplement form incorrectly indicates that both are the same elevation, 23.5.
4. Is this all unspecified future development? There is no proposed subdivision or specific development
proposed at this time? If so, make sure the permit specifies that the BUA is all future. I believe the
permit already contains statements that specific development plans must be provided before
construction and that subdivision and/or sale of lots is prohibited before the permit is modified.
5. Please have them initial page 5 of the application.

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6. The required filter area, Af, and the required sediment area, As, need to be provided of the top of the
sand surface, or elevation 23.5 in this case.
7. The minimum As + Af area has not been provided. For this project, at 23.5, the total area provided is
2942 sf (including the 6" walls), whereas a minimum of 3729 is required. The calculations use an area
of 2988 sf. Based on the dimensions shown, 2988 is not possible. Averaging the area is not allowed for
purposes of demonstrating that the minimum area has been provided.
8. On the plan and section details, please show the inlet piping entering the sediment basin and it's invert.
This invert is currently not provided anywhere on the plan.
9. If the inlet pipe invert is 23.5 or higher, please raise the elevation of the wall between the chambers to
the storage elevation to prevent the incoming volume from overrunning the sand surface as
concentrated pipe flow. Leave a small opening at the bottom of the wall to allow the runoff to
accumulate in the sediment chamber and force it to go through the weir to get to the sand. This will
ensure that the sediment is kept in the sediment chamber and the runoff enters the sand chamber as
sheet flow instead of concentrated pipe flow. Alternatively, please ensure that the inlet pipe enters the
sediment chamber at an invert closer to the bottom of the sediment chamber.
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 maybe subject to the North Carolina Public Records Law and may
be disclosed to third parties.

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Pusey, Steven
From:
Pusey, Steven
Sent:
Friday, February 01, 2013 5:15 PM
To:
'Jason Houston'
Subject:
School Street Center, SW8 121110
Jason,
I will need some additional information to continue the review. I have some comments about the sand filter design.
The sediment chamber (forebay) needs to be kept separate from the sand chamber up to the top of weir elevation. A
forebay cannot be allowed to drain down with the sand filter. See section 11.3.4 in the BMP manual. The required sand
filter area, Af, needs to be provided at the "top of sand" area, and the required sediment area, As, needs to be provided
at the "top of sediment' surface. These areas must be measured at or below the weir height. With that said, please
reference the following:
1. The minimum (As + All has not been provided. For this project, at elevation 23.5' (elev. of walls and weir), your
calculations show an area of 2,988 sf. However, the minimum required (As + Af) is 3,729 sf. You cannot use the
average area above the walls to calculate As and Af.
2. The volume appears to be more than sufficient.
3. Please revise and resubmit your design of this basin. Keep in mind that you will need to fill out a new
supplement form. Please fill in the blank on the form for SHWT (estimated).
4. Please initial page 5 of the application, which was missing last time.
5. On the plan and section details, please show the inlet piping entering the sediment basin and its invert. This
invert is currently not provided.
If you have any questions, please don't hesitate to call. I would like to have your response within two (2) weeks or by
latest February 15, 2013.
Thanks,
Steve
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
Before printing this email, please consider your budget and the environment.
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed to third parties.

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Lewis,Linda
From:
Lewis,Linda
Sent:
Friday, February 01, 2013 12:25 PM
To:
Pusey, Steven
Subject:
School Street Center SW8 121110
Steve:
This, project is not ready to be permitted. Please have the consultant address the following:
1. Not all parts of the supplement form are legible. In several places on the form, the printing is squashed
together and is not legible. As an enforceable part of the permit, the supplement must be legible. It
needs to be reprinted.
N° r The blank on the supplement form for the SHWT has not been filled in and no soils report has been
roz°Br provided.
I think Mr. Houston is confusing the "Top of Sand Filter' elevation with the "Top of Sand Filter Media
Bed" elevation. In this case, the former should be 27.5 and the latter one should be 23.5. The
supplement form incorrectly indicates that both are the same elevation, 23.5.
4. Is this all unspecified future development? There is no proposed subdivision or specific development
proposed at this time? If so, make sure the permit specifies that the BUA is all future. I believe the
permit already contains statements that specific development plans must be provided before
construction and that subdivision and/or sale of lots is prohibited before the permit is modified.
5. Please have them initial page 5 of the application.
The required filter area, Af, and the required sediment area, As, need to be provided at the top of the
sand surface, or elevation 23.5 in this case.
The minimum As + Af area has not been provided. For this project, at 23.5, the total area provided is
2942 sf (including the 6" walls), whereas a minimum of 3729 is required. The calculations use an area
of 2988 sf. Based on the dimensions shown, 2988 is not possible. Averaging the area is not allowed for
purposes of demonstrating that the minimum area has been provided.
8. On the plan and section details, please show the inlet piping entering the sediment basin and it's invert.
This invert is currently not provided anywhere on the plan.
9. If the inlet pipe invert is 23.5 or higher, please raise the elevation of the wall between the chambers to
the storage elevation to prevent the incoming volume from overrunning the sand surface as
concentrated pipe flow. Leave a small opening at the bottom of the wall to allow the runoff to
accumulate in the sediment chamber and force it to go through the weir to get to the sand. This will
ensure that the sediment is kept in the sediment chamber and the runoff enters the sand chamber as
sheet flow instead of concentrated pipe flow. Alternatively, please ensure that the inlet pipe enters the
sediment chamber at an invert closer to the bottom of the sediment chamber.
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.

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street + P.O. Box 976
Jacksonville, NC 28541-0976
[phone] + Fax:[phone]
Firm License Number F-0108
Mr. Steve Pusey
NCDENR-Public Water Supply Section
1634 Mail Service Center
Raleigh, North Carolina 27699-1634
RE:
Dear Mr. Pusey:
January 18, 2013
!� VE
JAN292013
School Street Center
SW8-121110
Additional Information Response
This letter is in response to your request for additional information dated Dec 13, 2012, for
above referenced project. The following items have been addressed.
The Hmax is 4.0 fi and is located at a elevation of 27.5. The plans were incorrectly labeled,
and have been corrected.
2. A Bypas Junction Box has been added to the plans.
3. The volume of the design storm is contained, the simple calculation shown in the BMP is
for a "Box" design sand filter. Following a phone conversation this was understood by
yourself. Here is the surface area/elevation chart you requested.
Elevation
24
25
26
27
27.5
Area (ft-)
2988
3349 )� l�� a e0 wi -it L
4125
4973
5893 A 5 . 301(o
6380 F.[ - 3M3
- It can also be noted that these areas and elevations are listed on the Yd page of the
HydroCAD report in the calculations package previously provided. flS ; ���2 ST /i�F Zh 6Z s{
4. During our phone conversation it was determined that SHWT concerns revolved around
the possibility for floatation of the BMP, (Closed Bottom Sand Filter), the concrete sand
filter as shown on the plans with the 6 inch extended base has a net negative buoyancy
force. That is to say this device will not float according to my buoyancy calculations. The
total buoyancy force. 1 calculated to be 367,099 lb, while the total down force of the
reinforced concrete BMP weighed in at 533,648 lbs.
5. The supplement forms have been revised. As noted during our phone conversation the
vocabulary in the supplement is incorrect at worst and unclear at best.
EMAIL. ADDRESS: TEXT MESSAGES TO: naitext(aibizec.rr.com MAPS AND PLANS TO: oaidrart(a�bizcc.rr.com
i ENVIRONMENTAL ENGINEERING f STORMWATER, WATER AND WASTEWATER SYSTEMS
♦ FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL POSITIONING SURVEYS ♦ SUBDIVISION AND CONSTRUCTION PLANS

6. The supplement has been revised, to reflect in infiltration rate in gaRop&/day vs.
inches/hour
7. The diameter of the outlet pipe has been revised to reflect the pipe diameter leaving the
sand filter BMP.
8. The supplement has been revised, and a off line bypass has been added to the plans.
Please find enclosed two (2) copies of the revised plans and One (1) original revised sand
filter supplement form.
If you have any questions or need any additional information please contact me.
Sincerely,
xe: Mr. Barden Lanier (w/paperwork)
CF (P), LAM
JAH/jus
OJAI I.1'usey.Schoo]StreetCenter.C(,mments.01. 16.13
INC.
Felf F)
9
JAN 2 9 2013

Pusey, Steven
From: Pusey, Steven
Sent: Thursday, January 10, 2013 5:01 PM
To: 'Jason Houston'
Subject: RE: School Street Center, SW8-121110
Jason,
As requested, I will move the due date to ]an. 22.
I just discussed item #2 with Linda Lewis and it is required to provide an offline bypass for
storms greater than the design storm for a sand filter. Please reference the BMP manual
section 11.3.4. Also, there are some diagrams in Chapter 5 that show various configurations
for flow splitters. As discussed, a vegetative filter is not required unless your location
is within 1/2 mile and draining to SA waters.
Let me know if you have further questions.
Regards,
Steve
-----Original Message -----
From: Jason Houston [mailto:ihouston(dbizec.rr.com)
Sent: Thursday, January 10, 2013 4:36 PM
To: Pusey, Steven
Subject: School Street Center, SW8-121110
Steve,
I am asking for an extension of the ]an 11 Deadline for the Additional Information request.
The vacation time, Holidays, and sick time on top of everything else has be backed up pretty
good. If I could have until the following Friday to get the information completed, I would
greatly appreciate it. That would be getting the information to you on Jan 22.
Also I have a question.
Item #2, - We discussed this over the phone, I will await a verdict.
Item #4 - SHWT, I will assume a SHWT that is at the surface ( worse case scenario) and
provide bouyancy calculations, or identify other means to control the water table/ flotation
issue.
Thanks.
Jason Houston, PE
Parker & Associates, Inc
Jacksonville NC, 28540
Firm License Number F-0108
910-455-2414 - Office
910-455-3441 - Fax
1

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NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
December 13, 2012
Barden Lanier, President
Benchmark Development Corporation
P.O. Box 1237
Jacksonville, NC 28541
Subject: Request for Additional Information
Stormwater Project No. SW8 121110
School Street Center
Onslow County
Dear Mr. Lanier
The Wilmington Regional Office received and accepted a State Stormwater
Management Permit Application for School Street Center on November 8, 2012. A
preliminary in-depth review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
Temporary storage elevation is shown as 28.5' on plans. However, this
should be at the hmax elevation of 27.5'. Please show the hmax (storage)
elevation and the emergency overflow elevation and label them on the
plans. Note that if you increase the surface area of the sand filter, then
the storage elevation (hmax) can be reduced.
2. Please provide a bypass junction box designed to bypass flow greater
than the 1.5" design storm. Show this junction box on plan sheet 1 and
provide a detail on plan sheet 2.
3. Please calculate the surface area of the filter bed and sedimentation basin
surface areas with respect to water quality volume and maximum head.
Please reference the example calculation Step 2 in Section 11.3.5 of the
BMP manual. The minimum value for (As + Af) in this case should be
3,729 sf. More area can be provided. Typically, the filter bed and
sedimentation basin chamber should have approximately the same area.
Please revise the values in the supplement form.
4. A soils report for all engineered systems and curb outlet swale systems is
required. The report should contain the estimated Seasonal High Water
Table elevation at each proposed BMP location reported in FMSL, not as
a depth Below Existing Ground (BEG). If it's reported as a depth BEG the
bore map must include the existing ground elevation at each bore location.
For infiltration basin, trench and open -bottom sand filter projects, the
report must also include the soil type and expected infiltration rate. Please
provide the SHWT on supplement form and plan sectional view.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance: 1-877623-6748
Internet: w .ncwateiquality.org
An Eoual 0000rtunity 1 Affirmative Action Emolover

Barden Lanier
December 13, 2012
Stormwater Application No. SW8 121110
5. On the supplement form, please revise the 1-yr, 24 hr runoff depth to 3.53
in., as shown in your calculations. Also, please add the 1-yr, 24 hr
intensity in in./hr.
6. On the supplement form, please revise the coefficient of permeability (k)
for the sand filter to 3.5 ft/day, as shown in your calculations.
7. On the supplement form, shouldn't the outlet diameter be 6" as shown on
the plans? Please revise as necessary.
8. On the supplement form, please revise the question about the off-line flow
splitting device to "Y". .
Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms to ensure that the numbers are
consistent throughout.
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 January 11,
2013, or the application will be returned as incomplete. The return of a project will
necessitate resubmission 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. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please 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,
Steve G. Pusey
Environmental Engineer
GDS/sgp: S:1WQS1StormwaterlPermits & Projects120121121110 HD12012 addinfo 121110
cc: Jason Houston, PE — Parker & Associates, Inc.
Wilmington Regional Office Stormwater File
Paee 2 of 2

Completeness Review Checklist
Project Name: 5r . tmr . )T2c� T r- �c�FP Received Date: $&6\/ 92_
Project Location: Accepted Date:
Rule(s) M2'008 Coastal [—]1995 Coastal Phase II (WiRO) Universal 1:31988 Coastal
Type of PermitI N6h or Mod or PR Existing Permit # (Mod or PR): E71PE Cert on File?
Density: ( HW or LD I Type: .
%: 1 1(%00) 1 Stream
Subdivided?:
Map
W Ma
Paperwork Emailed Engi er on:
E1 ,Supplement(s) (1 original per BMP) BMP Type(s): W
Eg0'&M with correct/original signatures (1 original per BMP except S/
uOtp�lication with correct/original signatures
and swales)
NCG:
11—TCorp or LLC: S e. Aut . per SoS or letter Note to Reviewer:
5 5 (within 6mo)
LL❑JJ�S"o5'iols Report with SHWT
�'alculations (signed/sealed)
�No obvious errors
Density includes common areas, etc
:d Restrictions, if subdivided:
Signed & Notarized
Plans
to SW8
�O\calAtw% SaU%)S C:)�`rt5 6 4101l;5 CAZ�
eq(p,)�s,aa SA Ay -a.. �J1:j; J?-r7JOtl�D)
M2 Sets Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading Wetlands: Delineated or No Wetlands
Vicinity Map Layout (proposed BUA dimensions)
Legend �DA Maps El Project Boundaries
Infiltration Wet Pond Offsite
Soils Report Soils Report F-1PE Cert for Master Lot #:
SHWT: �SHWT: Deed Rest for Master Lot # Matches Master
Bottom: PP: BUA Permitted (Master): sf
Visited: BUA Proposed (Offsite): sf
Additional Information:
Permitted Proposed: Proposed: Proposed:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

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PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street • P.O. Box 976
Jacksonville, NC 28541-0976
910-455-2414 • Fax:[phone]
Firm License Number F-0108
November 5, 2012
Ms. Georgette Scott
NCDENR— Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: School Street Center
Onslow County, NC
Stormwater Submittal
Dear Ms. Scott,
Please find enclosed the following items related to the Stormwater Submittal for the above referenced
project:
1. Two (2) sets of Plans (Sheets 1 thru 2 of 2)
2. One (1) original and One (1) copy of the Stormwater Management Permit Application Form
3. One (1) original Sand Filter Supplement Form
4. One (1) original Sand Filter Operations and Maintenance Agreement Form
5. One (1) copy of the Sand Filter Calculations
6. One (1) copy of the Stormwater Narrative.
7. One (1) check No. 3098 in the amount of $505.00 for the Review fee.
8. One (1) copy of the USGS Map with `/2 mile delineation.
If you have any questions or need any additional information, please contact me.
Sincerely,
PARKER-& ASSOCIATES, INC.
A. Houston, PE
Enclosures
xc: Mr. Barden Lanier, PLS (w/paperwork)�1?�
CF (P), LAM
JAH/bab NOY Q 8 Z312
c3.JAH.LTR.Scott. School Street Center. SWSub. I I.5.12
EMAIL ADDRESS: TEXT MESSAGES TO: Paitextralbizec.recom MAPS AND PLANS TO: I)aidraR(a?bizec.rr.com
• ENVIRONMENTAL ENGINEERING • STORMWATER, WATER & WASTEWATER SYSTEMS
• FEASIBILITY & DEVELOPMENT CONSULTING • GLOBAL POSITIONING SURVEYS • SUBDIVISION & CONSTRUCTION PLANS

PARKER & ASSOCIATES, INC.
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street * P.O. Box 976
Jacksonville, NC 28541-0976
910-455-2414 * Fax:[phone]
Firm License Number F-0108
SAND FILTER DESIGN CALCULATIONS
November 2012
School Street Center
1— PROPOSED IMPERVIOUS
Surface Area = 166,518 sf
Area tributary to sand filter = 185,021 sf
2— DETERMINE WQV (WATER QUALITY VOLUME)
Rv = 0.05 + 0.009 (1) 1 = Impervious Area.%
Rv = 0.05 + 0.009 (90)
Rv = 0.86
WQV = Rv * Area * Design Rainfall
WQV = (0.86) * (185,021 ft.2) * (1.5 in) * (1/12 ft/in)
WQV = 19,890 ft3
WQV,di = Adjusted WQV = (0.75) * WQV
WQV,di = (0.75) * 19,890 ft3
WQV,di = 14,918 ft3
3— DETERMINE THE MINIMUM SEDIMENTATION SURFACE AREA.
A, (min) = 0.066 * WQV ft3
A, (min) = 0.066 * 19,890 ft3
A, (min) = 1,313 ft2
4— DETERMINE THE STORAGE DEPTH AND AREA OF SAND FILTER (Af) MINIMUM
Af min) = (WQV) d )
(k)(t)(h.+ df)
k = Permeability (use 3.5 fit / day)
t = Time to drain to WQV through the media filter (40 hrs or 1.66 days)
df= Depth of Sand Filter media (1.5 ft min)
ha= Average Depth is % of hm„ F r7 F I V E
Try 4.0 ft for hma, NOV 0 0 2012
Af (min) = (19,890)(1.5) = 1,467 ft2 BY:
(3.5)(1.66)(2.0 +1.5)
EMAIL ADDRESS: TEXT MESSAGES TO: paitextnbizecar.com MAPS AND PLANS TO: paidraftfa�,bizec.mcom
* ENVIRONMENTAL ENGINEERING * STORMWATER, WATER & WASTEWATER SYSTEMS
* FEASIBILITY & DEVELOPMENT CONSULTING * GLOBAL POSITIONING SURVEYS * SUBDIVISION & CONSTRUCTION PLANS

School Street Center
Sand Filter Design Calculations — November 2012
Page 2
5 — CHECK DESIGN RESULTS AND STORAGE VOLUME
Area of Sand Filter:
Af (min) = 1,467 ft2
1,476 ft2 > 1,467 ft2 OK
Area of Sediment Chamber:
As (min) = 1,313 ft'
1,332 ft2 > 1,313 ft' OK
Water Quality Storage Volume
WQVadj = 14,918 ft3 (1.5,,)
Area at Elevation 23.5 = 2,988 ft2
Area at Elevation 27.5 = 6,380 ft'
Average Area = 4,684 ft2
Storage Volume = 4,684 ft2 * 4.0 ft = 18,736 ft3
18,736 ft3 > 14,918 ft3 (min) O.K.
6—SAND FILTER ROUTING
Pre -development discharge, Post Development Q (CFS) and Post Development
discharge. See attached HydroCAD Pond Routing Diagram and Calculations.
ASSUMPTIONS
CN Values — 98 for impervious surfaces
— 55 for pervious surfaces areas, see charts for hydrologic soil group and use
A composite CN number is calculated for use in the development of the Runoff Depth (Q).
The composite CN number is calculated by a weighted average of each surface area.
CN,A1+ CNZAZ... CNnAn
CAS = A + A A
1 2 "' n
CN, = Composite Curve Number
CNl- CN = Individual CN Numbers
Al- A, = Area associated with each CN value

School Street Center
Sand Filter Design Calculations — November 2012
Page 3
TIME OF CONCENTRATION
There are several methods available for determining the time of concentration for a
watershed.
Because of the small size of our project, the minimum time of concentration is used at 5min.
POST -DEVELOPMENT CONDITIONS
Q runoff depth = (P-0.2S)2
where P = precipitation (inches)
P+0.8S
Precipitation for our site in Jacksonville is = 3.53 inches
Weir Flow = Q = 3 Cd 2g * L * H3/2
Where Q = CFS
L = Crest length
H = Head above crest elevation
g = Gravitational Constant
Cd = Discharge coefficient
Orifice Flow = Q = Cd a 2gh
Where Q =CFS
Cd = Discharge coefficient (0.6 default)
a = Submerged Area
h = Effective head
Storage Indication method, conservation of mass
I — 0 = AS
or IDt — ODt = AS
At
I = Inflow rate
0 = Outflow rate

School Street Center
Sand Filter Design Calculations— November 2012
Page 4
Ot = Time increment
Os = Change in storage
Substitute a beginning and end of the At (time interval) yields
'1+ 12 At — 01+ 02 At
2 2
/ Rearranged Results
it 2 12 At + I Sl — °1 Ot I = I (S2 - °1 Ot 1
_ (S2 + a2 Ot)
Storage Indication Value
This value can be calculated at any stage (elevation) using the previously calculated stage storage
(pond volumes) and stage discharge (weir flow and orifice outflow).
METHOD
1) The sand filter's stage discharge relationships are calculated based on the outlet devices
2) The stage storage is determined based on pond dimensions
3) Stage discharge and stage storage curves are used to create a storage indication curve
4) Pond routing is performed by using a time span and time increment. At each point in time a
storage indication value is calculated based on the current inflow, plus the previous inflow,
outflow and volume in the pond
5) The current storage indication value and the storage indication curve are used to determine the
new elevation
6) Using the new elevation, the stage storage and stage discharge curves are consulted to
determine the new storage and discharge
7) This process is repeated for all points in the inflow hydrograph creating an outflow hydrograph.
For this project the dt = 0.04 hrs with a time span from 2 to 22 hrs = 20 hours. This equates to
more than 500 total calculation points to develop the outflow hydrograph.
The following is the output from the computer model that follows the previously outlined methods.
c3.JAKCAL.Sc hool5treetCenter_Calcs.11.2.12

(is 2P
Project Site Sand Filter
Sub4 Reach Aon Link

School Street Center Type 11 24-hr 1 Year 24-HR Rainfall=3.53"
Prepared by {enter your company name here} Printed 11/2/2012
HydroCAD@ 9.00 s/n 05202 @ 2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Project Site
Runoff = 20.35 cfs @ 11.95 hrs, Volume= 0.985 af, Depth> 2.78"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-22.00 hrs, dt= 0.04 hrs
Type II 24-hr 1 Year 24-HR Rainfall=3.53"
Area (sf) CN Description
* 166,518 98
* 18,503 55
185,021 94 Weighted Average
18,503 10.00% Pervious Area
166,518 90.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1 S: Project Site
Hydrograph
22= 20.35 cfs ❑Runoff
20= Type II 24-hr 1 Year 24-HR
18_ Rainfall=3.53"
Runoff Area=185,021 sf
16= Runoff Volume=0.985 of
w 14= Runoff Depth>2.78"
12. Tc=5.0 min
3
0 10- CN=94
U.
8=
6.
4_
2-
. ..... ..
0= ................................................. ,....,..........
2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22
Time (hours)

School Street Center Type 1124-hr 1 Year 24-HR Rainfal1=3.53"
Prepared by {enter your company name here} Printed 11/2/2012
Summary for Pond 2P: Sand Filter
Pump to be Hydromatic SP50 Dewatering Pump
Single Phase, 115v, 0.5HP
Inflow Area = 4.247 ac, 90.00% Impervious, Inflow Depth > 2.78" for 1 Year 24-HR event
Inflow = 20.35 cfs @ 11.95 hrs, Volume= 0.985 a �-
Outflow = 1.18 cfs @ 12.70 hrs, Volume= 0.439 af, Atten= 94%, Lag= 44.4 min
Primary = 0.31 cfs @ 12.04 hrs, Volume= 0.335 of
Secondary = 0.86 cfs @ 12.70 hrs, Volume= 0.105 of
Routing by Stor-Ind method, Time Span= 2.00-22.00 hrs, dt= 0.04 hrs
Peak Elev= 28.57' @ 12.70 hrs Surf.Area= 7,860 sf Storage= 25,913 cf
Plug -Flow detention time= 227.8 min calculated for 0.439 of (45% of inflow)
Center -of -Mass det. time= 123.0 min ( 885.0 - 762.1 )
Volume Invert
Avail.Storage Storage Description
#1 23.49'
38,617 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
23.49
1,476
0 0
23.50
2,988
22 22
24.00
3,349
1,584 1,607
25.00
4,125
3,737 5,344
26.00
4,973
4,549 9,893
27.00
5,893
5,433 15,326
28.00
6,885
6,389 21,715
29.00
8,597
7,741 29,456
30.00
9,725
9,161 38,617
Device Routing
Invert
Outlet Devices
#1 Primary
21.20'
Pump Disc harges@28.00'
4.0" Diam. x 30.0' Long Discharge, Hazen -Williams C= 150
Flow (gpm)= 0.0 40.0 80.0 100.0 120.0 140.0
Head (feet)= 30.00 25.00 18.00 15.00 12.00 7.00
#2 Device 1
23.49'
1.750 inlhr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00'
#3 Secondary
28,50'
20.0' long x 5.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2:70 2.74 2.79 2.88
Primary OutFlow"Max=0.31 cfs @ 12.04 hrs HW=27.98' (Free Discharge)
t1=Pump (Pump Controls'0:31-cfs)
L2=Exfiltration (Passes 0.31 cfs of 0.31 cfs potential flow)
Secondary OutFlow Max=0.86 cfs @ 12.70 hrs HW=28.57' (Free Discharge)
t3=Broad-Crested Rectangular Weir (Weir Controls 0.86 cfs @ 0.62 fps)

Type // 24-hr 1 Year 24-HR Rainfall=3.53"
Printed 11/2/2012
LLC
School Street Center
Prepared by {enter your company name
HydroCADO 9.00 s/n 05202 © 2009 HydroCA
E
❑ Inflow
❑ Outflow
❑ Primary
❑ Secondary

SCHOOL STREET CENTER
Stormwater Narrative
October 2012
School Street Center is a proposed high density future commercial development.
Stormwater from this site will be treated by a sand filter. The project ultimately drains to an
unnamed tributary to Halls Creek that is classified as SA/HQW waters. However the project is
located beyond the one half mile boundary. Please refer to the USGS map that is enclosed with
this submittal, along with the application package for additional information.
NOV 0 8 2112
BY:---�
c3.JAH. School StreetCenter. S W NwSub.10.30.12

SOSID: 0011774
Date Filed: 1/6/2012 1:21:00 PM
4D-479 (42) Business Corporation North Carolina A Elaine F. Marshall
11-22-10 North Carolina Secretary of State
This report may be filed online at the Secretary of State webs Re:
Name of Bus. corporation: BENCHMARK DEVELOPMENT CORPORATION
Fiscal Year Ending: 08 31 11 State of Incorporation: NC
Month I Day / Year
Secretaryof State ID Number: 0011774
❑I hereby certaY that an annual report completed in in entirety has been submitted and the information requested beloe (requlmd by
NCOS 55-1e-22) has not changed and Is therefore complete.
Natureof Business: LAND DEVELOPMENT
Registered Agent: BARDEN LANIER
Registered Office Mailing Address: PO BOX 1237
County: City: JACKSONVILLE state: NC ZlpCode:28541-1237
Registered Office Street Address: 239 NEW BRIDGE STREET
County: ONSLOW City: JACKSONVILLE State: NC Zip Code: 28540
Signature of New Registered Agent:
(Spnatum constitutes consent b the appointment)
Principal Office Telephone Number. 910— 4 5 5 — 38 8 9
Principal Office Mailing Address: PO BOX 1237
city: JACKSONVILLE State: NC ZipCode:28541-1237
Principal Office Street Address: 239 NEW BRIDGE STREET
City: JACKSONVILLE State: NC zip Code:28540
Name, Title, and Business Address of Principal Officers:
Name: B. BARDEN LANIER Title: PRESIDENT
Address:
City: JACKSONVILLE State: NC Zip:
Name: DWIGHT B. LANIER nae: VICE PRESIDENT
Address:
City: JACKSONVILLE State: NC Zip:
Name: BRENT A. LANIER Tide: TREASURER
Address:
City: JACKSONVILLE State: NC Zip:
Certification of yf al report (M!9� completed by all Businesses Corporations).
Signature (Form must be signed by an officer of corporation)
B. BARDEN LANIER
Type or print Name
Data
PRESIDENT
Title