SW8141108_Historical File_20160412

Lewis,Linda
From: MIchael Gallant <[e-mail]>
Sent: Tuesday, April 12, 201610:31 AM
To: Lewis,Linda
Subject: Oak Ridge
Attachments: bua CHART revised.pdf, REVISED APPLICATION PAGE 3.pdf
Soory for the confusion. See attached
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgailantengineer.com

OAK RIDGE PROPERTiE3 AT OLDE POINT RUA A't'LOCANON
TOTAL ALLOWABLE BUA 1 246,653 SF
LOT #
LOT SIZE (ACRES)
LOT SIZE (SF)
CURRENT BUA (SF)
FUTURE BUA (SF)
1
1.77
77101.2
-
69,741
2
2.00
87,120
-
78,803
3
1.00
43,560
-
39,401
4A
0.33
14,375
3,218
11,057
4
1.16
50,530
38,867
5,566
5
0.56
24,394
-
TOTALS 1 42,085 204,568
TOTAL BUA (FUTURE AND CURRENT)i 246,653
RECENED �,z�
BY: I IIG

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'Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, April 06, 2016 1:08 PM
To: 'MIchael Gallant'
Cc: Scott, Georgette
Subject: RE: Oak Ridge Properties SW8 141108
%a!ik e-
As 1 was writing the permit, I came across some questions about the lateral infiltration details:
i . Typical section B-B indicates that the width of the "media" is 25 feet. However, the basin plan
view detail on Sheet C4.1 doesn't support a 25' media width. I'm not sure if this detail is "to
scale" or not, but based on the 125 x 144 bottom contour dimensions already shown on that
detail, the media scales only 15 feet wide. How wide is the media supposed to be?
2. The "basis for design" indicates that the 12" perforated pipe is to be set back "over 5 feet from
the face of the media". Typical Section B-B appears to suggest that the center of the 12" pipe
scales about 19 feet from the face at 33, and about 14 feet from the face at 34. It would be
helpful if those dimensions were on the details and whether they were to the centerline of the
pipe, or to the face of the pipe.
3. You should probably add the length of the perforated pipe (123 feet) to Typical Section C-C for
clarity since the only other place it's mentioned is in the basis for design.
4. The 12" perforated pipe specification on Sheet C4.1 specifies 0.313 inch diameter holes, but
your basis of design calls for 1/3" radius holes which works out to a 0.67 inch diameter. Does
your basis of design need to be corrected to specify 0.313 inch diameter holes, which is
roughly 1/3 inch?
Please provide your responses and any updated plans or documents by May 6, 2016,
Thanks.
From: Michael Gallant [mailto:[e-mail]]
Sent: Wednesday, April 06, 2016 9:53 AM
To: Lewis,Linda <[e-mail]>; Dsneeden <[e-mail]>
Subject: Re: Oak Ridge Properties SW8141108
Linda,
Lots 4/4A are to be leased not sold. The reason I grouped them together is that the leasee will use
lot 4A as an expansion area in the future. I have attached a revised BUA table to this email showing
the lots separately as you have requested. As to your second question we would want approval for
lots 4/4A with the master permit since these are not to be sold. I have attached a revised application
page showing the lots broken out.
I have copied Mr. Sneeden on this email so his address is in the heading.
Please let me know if you need anything else. If you need hard copies of the attached let me know
and you will have them today. If you see the need for further modifications to these documents
please email or call and i will address them immediately.

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Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, April 06, 2016 9:04 AM
To: '[e-mail]'
Subject: Oak Ridge Properties SW8141108
Mike:
First, I want to let you know that I appreciate your response and handling of the LID situation for this
site. I agree with you that LID measures (disconnected BUA specifically) can be used to reduce the
volume needed in a downstream BMP, but obtaining those LID volume credits requires meeting
certain design criteria as were outlined in the BMP manual.
I also want to make sure I understand what it is I am permitting with this modification. It appears to be
a 4-or 5 lot commercial subdivision. Each lot appears to be assigned a maximum BUA limit and the
permittee will require each subsequent lot owner to apply for his/her own offsite permit. That part is
straightforward enough. Other parts I'm not quite clear on:
1. For a proposed master permit deed restriction document all you need to record is the
maximum BUA limit. The individual offsite permits for each lot will get into the details of how
much of that maximum limit is proposed and how much is future BUA for that lot. Based on
your February 23, 2016 response, Lot 4/4A is 2 separate lots. Please adjust the proposed
deed restriction document to provide separate maximum BUA limits for Lot 4 and Lot 4A.
2. The purpose of a master permit is generally to permit the collection system, the assigned BUA
limits for the lots in the subdivision and the BMP itself. Individual lot approvals are generally
obtained via an offsite permit. If the proposed design of Lots 4 and 4A will be approved under
the master permit, then the application will need to be tweaked a bit to show a total of three DA
columns: one for the overall subdivision for the BUA treated in the BMP, one for the BUA being
proposed for Lot 4 and one for the BUA proposed for Lot 4A. Prior to selling any lots, the
permittee will need to record the deed restrictions. If Lots 4 and 4A are later sold to new
owners, Mr. Sneeden will need to modify the master permit to remove the approved design of
Lots 4 and 4A, and then make sure that the new owners apply for an individual offsite permit.
Do you want to keep the approval of Lots 4 and 4A under the master permit, or do you want to
obtain the master permit and then have Mr. Sneeden apply for individual offsite permits for
Lots 4 and 4A?
Please submit the requested information by May 6, 2016. I've already drafted most of the
modifications to the permit and need this information to finish it up.
I can't locate an email address for Mr. David Sneeden. Can you please forward this email to him and
find out what he wants to do?
Thanks.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality

.7
Michael C. Gallant PE, PA
Engineering / Consulting / Design
Basis For Design
For
Oak Ridge Properties at Olde Point
Lateral Infiltration Basin
Alternative Design for a Storm Water Best Management Practice
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[e-mail]
tel [phone]
P.O. Box 4039
Surf City, NC 28445
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Michael C. Gallant PE, PA
Engineering / Consulting / Design
1.0 Introduction
/ of 3
This basis for design is intended to explain the engineering methodology for the design of an
alternative best management practice (BMP). This proposed BMP represents a modification of the
previously permitted project (SW8 141108, 2/3/15). This alternative design combines elements of a wet
detention basin, a sand filter and an infiltration basin.
The filtration aspect and lateral infiltration of stormwater runoff are based on previous experience
and well known standards for deep bed sand filters used in wastewater treatment applications. This
design presents a novel approach to stormwater treatment in the fact that the infiltration media acts as
a permeable reactive barrier (PRB) in the conjunctive treatment using both mechanical filtration and
microbial treatment of nutrients present in the runoff.
The use of this design is unique from other current existing treatment systems. The system uses an
outlet structure and control pipe to regulate the flow through the BMP as opposed to the hydraulic
conductivity of the infiltration media determining the flow rate as is the case in wastewater applications.
As part of the permitting of this system, the BMP will be studied by Dr. Bill Hunt of North Carolina
State University. Dr. Hunt and his staff will endeavor to quan i e e icacy of the BMP for the removal
of pollutants in the runoff stream.
2.0 Background of Deep Bed Sand Filters
The use of deep bed sand filters in wastewater treatment is well known and researched. Typical
design parameters for deep bed filters are outlined below.
Deep Bed Sand Filters
Characteristic
Unit
Range
Typical
Depth
mm (ft)
900-1800
1200 (3.9)
Effective Size
mm
2-3
2.5
Uniformity Coefficient
unitless
1.2 -1.6
<_ 1.5
Filtration Rate
L/m2- min (g/ sgft-min)
80-400
200 (4.9)
Source: Wastewater Engineering Treatment and Reuse, Metcalf and Eddy, 4th Edition, McGraw Hill,
2004, page 1086, Table 11-8
Using the above criteria the velocity of water through a deep bed sand filter in feet per second (fps)
would be 0.611 fps. This calculation illustrates the first significant factor of safety engineered into the
proposed BMP. The use of the control pipe to regulate flow of the design storm volume through the
media is based on an average flow of 0.094 cfs.
[e-mail]
tel [phone]
P.O. Box 4039
Surf City, NC 28445

Given that the filter media side slope face has a length of 130 feet and a height of 1.5 feet the
square footage of infiltration media proposed is 195 square feet. Dividing the average flow through the
control pipe by this square footage yields:
0.094 cfs/ 195 sq ft = 0.00048 cfs per square foot of media surface or 0.00048 fps
When compared with the typical velocity of 0.611 fps in a typical wastewater application the
velocity in the proposed BMP is several orders of magnitude lower. Basically this illustrates that the
runoff will move through the infiltration media at a comparatively much slower rate than in a typical
deep bed sand filter.
3.0 Infiltration Material Drain and Outlet Control Design
In designing the infiltration media and its drainage system and the outlet structure several factors
need to be considered. The first is the infiltration media itself. The second is the hydraulics of moving
runoff through the media, into a collection pipe and ultimately through an outlet structure.
3.1 Infiltration Media
The selection of the infiltration media is paramount to the performance of the BMP. The
material must be readily available and cost effective. The material should be well graded with a
low percentage of fine material. Additionally the material should not have a hydraulic
conductivity that limits the hydraulics and dewatering of the BMP.
The material proposed for this BMP has been used in wastewater applications in the
area and can be obtained for a reasonable cost from a nearby quarry. Commonly referred to as
"3/16" by quarry personnel, the specified material is a crushed limestone material. The crushing
process creates irregularly shaped particles. Unlike a rounder large sand particle, the irregular
shape allows for the material to resist sloughing. The irregular shape also yields a greater
surface area for bacterial growth. The hydraulic conductivity of the material is far greater than
required for this design.
3.2 Collection Pipe and Inlets
In order to convey the design storm from the infiltration media to the outlet structure a 12"
perforated pipe will be placed over 5 feet from the face of the media. The pipe will be wrapped
in #57 stone. The #57 stone acts as a barrier to stop the infiltration media from washing
through the pipe perforations. Filter fabric should not be used in this design as it will provide a
location for biological matting to occur which will eventually clog the BMP and reduce its ability
to infiltrate. The setback from the face of the media is greater than the typical depth of a deep
bed sand filter as discussed in section 2.0. This again is an attempt to provide a factor of safety
in the design.
The perforations in the pipe are 1/3" diameter holes. These holes are relatively large to
avoid clogging issues. In designing the length of the pipe, the number of perforations should
allow for the required flow to pass into the pipe. Given a 6" head over the perforation each
yMECE1VE�j
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3 of 3
Michael C. Gallant PE, PA
Engineering / Consult' ID si n
anSf six dote pattern the flow available through the orifices per linear foot of pipe is 0.01225
cfs. To achieve the required rate of 0.095 cfs requires 7.75 linear of feet of pipe. The design
specifies 123 linear feet. Given the specified hole pattern and spacing the collection pipe will
still function even if a large majority of the holes were obstructed. Once again this allows for a
significant factor of safety.
Both ends of the collection pipe end in sumps with grates. The bottom of the sumps are 2
feet below the pipe inverts. This allows for the collection of any fine material that may migrate
through the system over time. These sumps can be used as maintenance clean outs as well as
inspection ports. Given the size of the collection pipe and the available access points at both
ends inspection of the pipe using a camera system would not be an issue if the system were not
performing.
3.3 Outlet Structure
The outlet structure for the BMP was designed using the typical methodology used in
wet detention basin design. The outlet structure consists of a pre -fabricated concrete box with
a baffle wall. In the upstream chamber of the structure the collection pipe deposits flow into
the structure. A control pipe regulates flow through the baffle wall. During high flow storm
events the rim of the outlet structure allows excess flow to bypass the infiltration media and exit
the BMP. This is similar to a barrel riser design in a wet pond where the typical design flow is
through the control pipe and excess flow exits the BMP by overtopping the riser.
4.0 Other Design Elements
As stated previously the control pipe in the outlet structure regulates flow of the design storm
through the BMP. This design is based on a 1.5" event. The depth of the media from the bottom of the
basin allows for storage of the design storm volume. The excess volume above the infiltration media
serves to retain larger storm events to prevent flooding downstream of the BMP.
The bottom of the basin is designed to be at the seasonal high water table (SHWT) elevation.
During site visits and by reviewing topographic maps of the site it is evident that the roadside ditch
directly downstream of the proposed BMP most likely determines the SHWT at the site. Once again this
allows for a conservative design where the actual SHWT is most probably lower than the design. This
will allow for some infiltration of runoff into the in -situ soils. This infiltration is not considered in the
ability of the basin to dewater or in the treatment of the runoff volume although benefits from both
processes will likely be evident, especially in drier periods and during small storm events.
The basin is designed with an emergency spillway for large storm events. This rip rap spillway is
designed to prevent erosion of the basin embankment during these events.
The upstream collection network consisting of a discrete pipe network and collection basins is
designed with 2 foot sumps in all catchments to allow for sediment settling and removal. In addition the
inlet of the basin has a significant rip rap area that acts as an energy dissipater during high flows to
reduce scouring.
[e-mail]
tel [phone]
P.O. Box 4039
Surf City, NC 28445

Lewis,Unda
From: MIchael Gallant <[e-mail]>
Sent: Tuesday, March 01, 2016 10:45 AM
To: Lewis,Linda
Cc: Scott, Georgette; Lucas, Annette
Subject: Re: Oak Ridge Properties at Olde Point SW8 141108
Linda,
Thanks for the input.Given the stipulations noted in your email it seems unlikely that we could
accomplish the required grading and landscaping in that small area. This is especially true given the
Pender County Landscaping requirements (spacing and number of shrubs , trees, etc.. I will try to
incorporate these items into future plans but given the nature of the current plan please use the most
recent revision with the grading directing all flow to the BMP.
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgailantengineer.com
On Tuesday, March 1, 2016 10:02 AM, "Lewis,Linda" <[e-mail]> wrote:
Mike
After discussion with Georgette and Annette, please provide the necessary design information,
calculations and plans in support of Disconnected Impervious Surface treatment.
Please note that Chapter 24 of the BMP Manual indicates that DIS is the practice of directing
stormwater runoff to properly sized, sk.> ed and vegetated surfaces. The amount of runoff volume
reduction credit in the downstream BMP will depend on the soil type and size of the vegetated area.
1. For disconnected pavement, you will need to change the delivery device from a curb cut on the
short side to a level edge with a gravel verge on the long side to promote sheet flow into the grassed
treatment area.
2. The grading and slope of the proposed densely vegetated receiving area must allow sheet flow
and infiltration. The currently proposed grading directs concentrated flow from the parking lot into a
curb cut that directs the concentrated flow parallel with the contour on the short side, rather than
perpendicular with the grading on the long side. Please refer to Figure 24-2 in the BMP Manual.
3. Please design the vegetated receiving area with at least 10' of length to claim a 30%-45% runoff
reduction credit; or with at least 15' of length to claim a 50%-65% runoff reduction credit.
4. The receiving area cannot be "landscaped", i.e., no trees or bushes —it needs to be a densely
grassed area only to promote infiltration and to prevent concentration of the runoff.
5. Please delineate the drainage area to the vegetated area that will treat runoff from a portion of
the paved parking lot. Please note that the maximum run of flow on the pavement is 100 feet, and
the maximum pavement slope is 7%.
Please provide the requested information by April 1, 2016 to continue the review of this permit
application.

From: Lewis,Linda
Sent: Tuesday, March 01, 201610:02 AM
To: 'MIchael Gallant'
Cc: Scott, Georgette; Lucas, Annette
Subject: Oak Ridge -Properties at Olde Point SW8 141108
Mike:
After discussion with Georgette and Annette, please provide the necessary design information, calculations and plans in
support of Disconnected Impervious Surface treatment.
Please note that Chapter 24 of the BMP Manual indicates that DIS is the practice of directing stormwater runoff to
properly sized, Moped and vegetated surfaces. The amount of runoff volume reduction credit in the downstream BMP
will depend on the soil type and size of the vegetated area.
1. For disconnected pavement, you will need to change the delivery device from a curb cut on the short side to a
level edge with a gravel verge on the long side to promote sheet flow into the grassed treatment area.
2. The grading and slope of the proposed densely vegetated receiving area must allow sheet flow and infiltration.
The currently proposed grading directs concentrated flow from the parking lot into a curb cut that directs the
concentrated flow parallel with the contour on the short side, rather than perpendicular with the grading on the
long side. Please refer to Figure 24-2 in the BMP Manual.
3. Please design the vegetated receiving area with at least 10' of length to claim a 30%-45% runoff reduction
credit; or with at least 15' of length to claim a 50%-65% runoff reduction credit.
4. The receiving area cannot be "landscaped" , i.e., no trees or bushes — it needs to be a densely grassed area only
to promote infiltration and to prevent concentration of the runoff.
5. Please delineate the drainage area to the vegetated area that will treat runoff from a portion of the paved
parking lot. Please note that the maximum run of flow on the pavement is 100 feet, and the maximum
pavement slope is 7%.
Please provide the requested information by April 1, 2016 to continue the review of this permit application.
G:\\\stormwater\permits & projects\2014\141108 HD\2016 03 addinfo 141108
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
[e-mail]
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28403

ti
SM
Michael C. Gallant PE, PA
Engineering / Consulting / Design
Storm Water Permitting February 22, 2016
NCDEQ-DEMLR, WiRO
127 Cardinal Drive
Wilmington, NC 28403
Attn: Linda Lewis
ECEiVE-
Re: Oak Ridge Properties at Olde Point SW8 141108 FEB 2 3 2016
Linda,
Please find the attached documents: BY:
• 2 copies of revised plan sheets C4.0 and C4.3
• 2 copies of the revised calculation spreadsheet (D size)
• 2 copies of the revised BUA/ lot allocation(for the deed restrictions)
• 2 copies of the revised application (first three pages)
In response to your request for additional information dated February 9, 2016 please
see the following responses to your comments. These comments follow the same
sequence as found in your letter.
2 copies of sheet C4.3 are included in this response. This sheet includes the
impervious dimensions for lots 4/4A. Please note that the previous application
showed development on other lots. Since that time the client has decided to revise
his plans. At this point the development plans for lots 1, 2 and 3 have not been
decided. The owner is discussing several possibilities with perspective
buyers/leasers. It is understood that the development of these lots will require a
separate permit for each lot.
2. a. Sheet C4.0 Grading Master has been revised so that the curb cut in the parking
lot has been removed and all areas will now drain to the BMP. Please note that
discussions with Annette Lucas of the Central Office in Raleigh confirmed the
fact that LID practices can be used to reduce the flow of runoff to a BMP. In the
interest of expediency I have revised the grading plan as you requested. In the
future it would be prudent to clarify this point with the Central office. I would be
interested in discussing this with you and MS. Lucas or any other staff for rtiy own
edification moving forward.
b. As mentioned above in response section 1, the grading and development of lots
1, 2 and 3 is still being explored.
gallantmc@yahoo. corn
tel [phone]
P.O. Box 4039
Surf City, NC 28445

Michael C. Gallant PE, PA
Engineering / Consulting / Design
3. a. As stated in 1 above, 2 copies of sheet C4.3 are attached.
b. Interior lot line dimensions have been added per your request.
c. There is a blanket drainage/utility easement for the entire property. In addition
I have added a 15' easement across the rear of lots 1, 2 and 3.
4. a. The proposed BUA for lot 4/4A as shown in these revisions is the current
proposed development. This layout replaces the originally approved layout for
these and all other lots. The only BUA proposed with this modification is that
shown on lot 4/4A. To be clear, lot 4 was split into 2 lots so that the leasee could
phase his development.
b. As noted earlier, subsequent development of other lots will require separate
permit applications and plans.
5. a. Future development will connect on to the proposed piped collection network
shown. The previously submitted sheet C3.3 which illustrates the drainage
profiles shows a hydraulic grade line (HGL). The grade lire is based on the
buildout of the site and shows that the 24" lines shown can serve the rest of the
development. Please note that it is my practice to not use less than 24" storm drain
line except for short runs (crossing a street to hit a main line, etc.)
b. The application has been revised as required. I have also included a revised
BUA Allocation page for the deed restrictions.
c. The calculation spreadsheet has been revised to show 5.66 acres for the
s --draina&c area and is attached in duplicate.
d. The BMP will be used as an erosion control basin during construction. There is
currently no BUA on the site. Once the proposed BUA has been constructed and
the areas draining to the BMP stabilized the infiltration media will be added and
the basin will be converted from an erosion control structure to a BMP. There is a
note on the previously submitted sheet C4.1 describing this process.
6. The title General Manager has been used per your request. I have revised the
application Section III. La accordingly.
�4
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[e-mail] 4 rr q
tel [phone] FEB ` Z�i�
P.O. Box 4039 BY:
Surf City, NC 28445

Michael C. Gallant PE, PA
Engineering / Consulting / Design
7. Per your request I have added a 15' utility/access easement across the rear of lots
1, 2 and 3 for access to the BMP. As stated above there is a blanket easement for
the entire site. Revised sheet C4.O (attached) shows the easement and the note for
a blanket easement.
If you have any questions please feel free to call me at 910.448.1046.
Sincerely,
0)�
Vivii
Michael C. Gallant, PE
'ECEIVE,
FEB 2 3 2016
Byb----
[e-mail]
tel [phone]
P.O. Box 4039
Surf City, NC 28445

Corporations Division
Page 1 of 1
North Carding
Elaine F. Marshall F I TM EN s o
Secretary" ACRE- � .' OF )"I
PC Banc 29622 Raia ph, NC 2i' G-;IU2 16
Click Here To:
View Document Filings File an Annual Report Print a Pre -Populated Annual Report form
Amend a Previous Annual Report
Corporate Names
Legal: Oak Ridge Properties at Olde Point, LLC
Limited Liability Company Information
Sosld:
Annual Report Status:
C bip:
Date Formed:
f1wal 1,:
State of Incorporation:
f=
Corporate Addresses
1409574
Curnent-Active
Current
Domestic
10/30/2014
December
NC
Srweden, Davk1 G
Mailing:
519 Market Street
Wilmington, NC 28401-4634
Princq* :
519 Market sweet
WfilfAngWn, NC 2&W14634
Reg Office:
519 Market Street
Wilmington, NC 28401-4634
.Reg Mailft:
519 Market Street
Wilmington, NC 28401-4634
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
General Manager: David Sneeden
519 Market Street
Wilmington NC 28401
http://www.secretary.state.nc.us/Search/profcorp/10648599 2/8/2016

LIMITED LIABILITY COMPANY
ANNUAL REPORT
E-Filed Annual Report
10648599
Do not data enter manually.
NAME OF LIMITED LIABILITY COMPANY: Oak Ridge Properties at Olde Point, LLC
REPORT FOR THE YEAR: 2015 STATE OF INCORPORATION: NC
SECRETARY OF STATE L.L.C. ID NUMBER: 1409574
NATURE OF BUSINESS: Real Estate Holdings
REGISTERED AGENT: Sneeden, David G
REGISTERED OFFICE MAILING ADDRESS: 519 Market Street
REGISTERED OFFICE STREET ADDRESS
Wilmington, NC 28401-4634
519 Market Street
Wilmington, NC 28401-4634 New Hanover County
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS: 519 Market Street
Wilmington, NC28401-4634
PRINCIPAL OFFICE STREET ADDRESS: 519 Market Street
Wilmington, NC 28401-4634
Company Officials:
Name: David Sneeden
Dtle: General Manager
Address:
519 Market Street
Wilmington, NC 28401
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
David Sneeden
FORM MUST BE SIGNED BY A MANAGER/MII IBER
David Snccdcn
2/9/2015
DATE
General Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: E-Paid MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

F.net( ' Miners[
anal Land Resources
ENVIRONMENTAL QUALITY
February 9, 2016
David Sneeden, General Manager
Oak Ridge Properties at Olde Point, LLC
519 Market Street
Wilmington, NC 28401
Subject: Request for Additional Information
State Stormwater Application No. SW8141108
Oak Ridge Properties at Olde Point
Pender County
Dear Mr. Sneeden:
PAT MCCRORY
Govemor
DONALD R. VAN DER VAART
secretary
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified State Stonmwater Management Permit
Application for Oak Ridge Properties at Olde Point on December-22, 2015. The modification proposes to
convert the previously approved wet detention pond into an alternative design lateral infiltration basin /
trench system. Treatment will be provided by lateral infiltration through a Permeable Reactive Barrier
while active storage volume for a 1.5" design storm is provided in the basin. 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:
1. 02H. 10 03 (g) (1) —Provide 2 sets of detailed plans and specs for the project. The February
2015 approved plan set contained more information than was provided with this
modification, including sheets for a "Paving Master" and an "Impervious
Dimensions/Drainage Area Map". The latter plan sheet would appear to be of value for
this modification.
2. 02H.1003(g) (4) — Provide topographic maps of the project area showing original and
proposed contours and drainage patterns.
a. The February 2015 approved grading plan for Lot 4/4A reflects a different condition
than is depicted on the modified plans. The modified plans appear to be graded to
allow some runoff to escape untreated via a curb cut, or unable to get into the piped
collection system. All runoff must be collected and treated. Please submit a proposed
grading plan that provides a means for all the runoff on Tots 4/4A to be collected and
delivered to the proposed BMP for treatment.
b. Is the grading plan for Lot 2 as shown in the February 2015 approved plan set still
applicable to this modification? If so, please include that sheet in the proposed plan
set.
3. 02H. 10 03 (g) (5) and 02H.1005(d) - Delineate all relevant boundaries including drainage
areas, SHWT, coastal wetlands, property/project boundaries and drainage easements.
Coastal wetlands above the mean high water line must be excluded from the project area
prior to calculating density.
a. Please provide a drainage area map. If the 2015 approved "Impervious
Dimensions/Drainage Area Map" is still applicable to this modified project, we. can
reuse that sheet. If not, please provide 2 copies of a new DA map.
b. Please provide interior lot line bearings and distances for all lots.
c. Please show and label all drainage easements on the plans.
state of Nortb Carolina I EmimmnenW QaalitY I Erierg8. Mineral and Land Resources
127 Cardinal Drive Rion I Wilmington, NC 2W5
910 796 7215 T 1 910 350 2004 F I htt J/nortal.ncdear.ore/web/lr/

State Stormwater Application No. SW8 141108 Mod.
Page 2 of 3
4. 02H.1003(g)(6) Delineate the existing and the proposed built -upon area including
roads, parking areas, sidewalks, buildings, etc.
a. Please update the layout plan for Lots 4/4A.
b. The February 2015 plan set showed development associated with Lot 2 and Lot 4.
However the development on Lot 2 is no longer shown on the modified plans. Please
note that the owner of each lot within this commercial subdivision must submit a
separate permit application and obtain an offsite permit prior to development.
5. 02H. 1003 (g) (7) -Provide technical information showingfinal numbers, calculations,
assumptions, drawings and procedures associated with -the stormwater management
measures including but not limited to: Built -upon area, runoff coefficients, runoff volume,
runoff depth, flow routing, inlet and outlet configuration (if applicable), and other
applicable information as specified.
a. The previously approved stormwater collection system for the entire project provided
for 2 separate drainage lines that joined up at the proposed BMP. The second lute
was a 30"/36" pipe proposed in the parking lot behind the Lot 4 building, but the
layout changes to Lot 4 appear to have eliminated that second line. How are you
planning to convey the runoff from undeveloped Lots 1, 2 and 3 to the pond? Will the
existing 24" line be extended or will you add another line? If 30" and 36" pipes were
needed before, is that 24" line sufficiently sized to adequately convey all the design
storm runoff to the BMP?
b. The total allocated BUA for Lot 4/4A is 58,708 sf. However, the proposed building,
parking and sidewalk BUA listed on the current application adds up to 123,216 sf. If
the development of Lot 2 is no longer proposed under this modification, that BUA
should be "reverted" to future BUA. Please breakdown the Lot 4/4A BUA (58,708
sf) into its component parts on the application and then increase the total future
allocation for the remaining lots 1, 2, and 3 to 187,945 sf.
c. The BUA used in the post -development calculations to develop the stage -storage
function, is 5 acres, but the application reports 5.66 acres. If the post -developed
BUA treated in the proposed alternative design BMP is now 5 acres, please adjust the
BUA numbers reported on the application accordingly.
d. How do you plan on treating the existing BUA on Lot 4/4A while the pond is being
converted to the alternative lateral infiltration BMP?
6. 02H.1003 (e) (1) - In the case of a corporation (Inc. or LLC), the application must be
signed by a principal executive officer of at least the level of vice-president. Please note
that per the NCSOS annual report filed in February 2015, your title is "General
Manager", not "Agent". Unless you have other information to provide regarding your
title within the LLC, this change will be made to the application.
02H.1008(c)(3) - Locate all stormwater management structures in recorded drainage
easements for the purposes of operation and maintenance and provide recorded access
easements to the nearest public right-of-way. These easements shall be granted in favor
of the party responsible for operating and maintaining the stormwater management
structures. Lots 1, 2 and 3 will need access to the collection system that will deliver their
runoff to the permitted BMP for treatment. Please show these easement locations on the
plans. Of particular concern is the easement needed across Lot 2 in order for Lot 1 to
access the BMP.
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 March 9, 2016, or the application will be
returned as incomplete. The return of a project will necessitate resubmission of all required items,
including the application fee.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I httw//oortal.ncdenr.ore/webfir/

State Stormwater Application No. S W 8 141108 Mod.
Pa eg 3 of 3
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, which shall be no later than 30
days past the original due date. 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 application number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
l inda.lewisO.ncdenr.gov.
Sincerely,�,//��
X!5"' a?b ae�
Linda Lewis, E.I.
Environmental Engineer III
�7GDS/arl: %StormwaterTermits & Pmjects120141141108 HD12016 02 addinfo 141108
cc: Michael Gallant, P.E., P.A.
Wilmington Regional Office Stormwater Permit File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wihnington, NC 28405
910 796 7215 T 1 910 350 2004 F I httyftortal.ncdenr.or¢/web/lr/

Casmer, Jo
From: Casmer, Jo
Sent: Wednesday, December 30, 201511:55 AM
To: '[e-mail]'
Subject: Oak Ridge Properties at Olde Point; Stomiwater Permit SW8141108
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Application and $505.00 fee on December 22, 2015. The project has been
assigned to Linda Lewis and you will be notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
The application did not reflect an email address for the applicant, so we ask that you advise them on this status.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance & Customer Service
910 796-7336 office
910 350-2004 fax
io.casmeftMncdenr.aox
127 Cardinal Drive Extension
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Completeness Review Checklist
Project Name:
Received Date: f z c
Project Location:
j>��y��.%IV
Accepted Date:
Rule(s)
008 Coastal
�:]1995 Coastal
®Phase II (WiRO.)
®Universal ®1988 Coastal
Type of Permit: New o
Mod or PR
Existing Permit # (Mod or PR): 057 ®PE Cert on File?
Density: or LD
Type: Commercial or Residential
®NCG:
%: _®(%
OK?)
Stream Class:
®SA
Map
❑Offsite
to SW8
Subdivided?: Subdivision or Single Lot
ORW Ma
Paperwork Emailed Engineer on:
®Z&M
ment(s) (1 original per BMP) BMP Type(s):
with correct/original signatures (1 originalper BMP except LS/VFS andswales)
6 AK
plication with correct/original signatures ®Deed
. ®Corp or LLC: Sig. Auth. per SoS or letter ®Mail Address: Design Engineer%``
r—,7LqW5 (within 6mo) J �?,{'L'ZI ®Email Address: Owner
E] Soils Report with SHWT c�/� e i Note to Reviewer
[:],Calculations (signed/seale .•�� I� �%`� � ��
®No obvious errors
qDeed
ensity includes common areas, etc Restrictions, if subdivided: J� b r 'gas
�J
& Notarized
rrect Tern
t/ Sit; c..lL U-�-+w- . `�'`� �,,, ivC-5A--R--
Q ��
nts & Rest. GZit-�,(.s 5 "Y
Plansfve.-
Sets �etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading Wetlands: Delineated or No Wetlands
/icinity Map �yout (proposed BUA dimensions)
egend ®DA Maps �'roject Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
®Soils Report
®PE Cert for Master Lot #:
SHWT:
SHWT:
Deed Pest for Master 13Lot # 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)

Scott, Georgette
From: Michael Gallant <[e-mail]>
Sent: Tuesday, December 22, 2015 9:57 AM
To: Scott, Georgette
Subject: Re: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Not a problem.
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgallantengineer.com
On Tuesday, December 22, 2015 9:55 AM, "Scott, Georgette" <[e-mail]> wrote:
Ok put my name on it.
From: Michael Gallant [mailto:[e-mail]]
Sent: Tuesday, December 22, 2015 9:47 AM
To: Scott, Georgette <[e-mail]>
Cc: Lewis,Linda <[e-mail]>
Subject: Re: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
I will deliver two copies this morning.
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgallantengineer.com
On Tuesday, December 22, 2015 9:37 AM, "Scott, Georgette" <georgette.scott(d-ncdenr.gov> wrote:
Mike,
We received your package for this modification. However the revised calculation spreadsheet with
your stamp/date was not in the package.
I can not accept the package without the signed/sealed calcs. Please let me know when you can get
them here.
We are closed Wed -Friday this week, but we will be open next week accept Jan 1, 2016.
Georgette
From: Scott, Georgette
Sent: Monday, November 23, 2015 9:54 AM
To: 'Mlchael Gallant' <gallantmcCa-yahoo.com>; Lewis,Linda <linda.iewis _ncdenr.gov>; Hall, Christine
<Christine.Hall(a)-ncdenr.gov>; Lucas, Annette <annette.lucas0__ncdenr.gov>; Bill Hunt <wfhunt(&-ncsu.edu>
Subject: RE: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Mike,

Scott, Georgette
From:
Scott, Georgette
Sent:
Tuesday, December 22, 2015 9:38 AM
To:
'Michael Gallant'
Cc:
Lewis,Linda
Subject:
RE: 0 and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Mike,
We received your package for this modification. However the revised calculation spreadsheet with your
stamp/date was not in the package.
I can not accept the package without the signed/sealed calcs. Please let me know when you can get them here.
We are closed Wed -Friday this week, but we will be open next week accept Jan 1, 2016.
Georgette
From: Scott, Georgette
Sent: Monday, November 23, 2015 9:54 AM
To: 'Michael Gallant' <[e-mail]>; Lewis,Linda <[e-mail]>; Hall, Christine
<[e-mail]>; Lucas, Annette <[e-mail]>; Bill Hunt <[e-mail]>
Subject: RE: 0 and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Mike,
I would think that what you discuss below should be part of the study of the system by ncsu. And yes I agree
that the study could in fact change the O & M. There should probably be a statement in the permit that the O &
M could potentially be updated based on the study findings.
Georgette
From: Michael Gallant lmailto:[e-mail]
Sent: Sunday, November 22, 2015 11:50 AM
To: Lewis,Linda <[e-mail]>; Scott, Georgette <[e-mail]>; Hall, Christine
<Christine.HaIWncdenr.gov>; Lucas, Annette <[e-mail]>; Bill Hunt <[e-mail]>
Subject: Re: 0 and M for lateral Infiltration - Oak Ridge Properties at Olde Point
0
See the amended O and M doc. I have added some additional verbiage at the end of the
document. Please note that the period and length of the study of the system is not designated.
Bill can you help out here?
Also please note that the only real way to evaluate the filter media from a hydraulic standpoint is to
observe the drawdown of the system. Because the drawdown is controlled by the control pipe and is
several orders of magnitude lower than the hydraulic potential of the media and the perforated
collection pipe it could be very difficult to tell when the media is clogged to a point where it is
impacting the drawdown.
That said it may occur that surface clogging is easily identifiable visually. In the wastewater systems
that are in operation this has not been the case. The material has shown no signs of large scale

89+"M
Michael C. Gallant PE, PA
Engineering / Consulting / Design
Storm Water Permitting December 10, 2015
NCDENR-DE_MLR, WiRO
127 Cardinal Drive nECEIVEM
Wilmington, NC 28403
Attn: Linda Lewis DEC 14 20155
Re: Oak Ridge Properties at Olde Point SW8 141108 By;
Linda,
Please find attached a submittal package for a permit modification for SW8
141108. The package includes the following items in duplicate:
• Revised plans for the project.
• An executed application.
�• Revised O and M agreements.
• Revised calculation spreadsheet.
• Revised deed restrictions for the project.
• A Basis for Design for the alternative BMP.
Other items such as the soils report and the secretaryof state information have
been included sino!p this in ormation isnot changed_
As we have discussed earlier, I have revised the BMP to show the ropoI d lateral
infiltration basin design. The deed restrictions and the O and M agreement have been
revised as best I could. I tried to incorporate the factors of safety and other items we
have discussed into the plans. This includes a note stating that the infiltration media
should not be placed until the site is stabilized. In addition there are notes on the plans
and items added to the deed restrictions requiring future development to place all erosion
control measures upstream of the BMP once it is put into service to prevent inundation
due to future construction.
Please note that this application does not request additional BUA for the project.
If you have any questions please feel free to call me at 910.448.1046.
Sincerely,
Michael C. Gallant, PE
[e-mail]
tel [phone]
P.O. Box 4039
Surf City, NC 28445

Michael C. Gallant PE, PA
Engineering / Consulting / Design
[e-mail]
tel [phone]
Basis For Design
For
Oak Ridge Properties at Olde Point
Lateral Infiltration Basin
Alternative Design for a Storm Water Best Management Practice
^R4QFI'1�•"
I 2- (C) � I -�
in
GE'VE
DEC 14 2015
BY:
P.O. Box 4039
Surf City, NC 28445

Michael C. Gallant PE, PA
Engineering / Consulting / Design
1.0 Introduction
This basis for design is intended to explain the engineering methodology for the design of an
alternative best management practice (BMP). This proposed BMP represents a modification of the
previously permitted project (SW8141108, 2/3/15). This alternative design combines elements of a wet
detention basin, a sand filter and an infiltration basin.
The filtration aspect and lateral infiltration of stormwater runoff are based on previous experience
and well known standards for deep bed sand filters used in wastewater treatment applications. This
design presents a novel approach to stormwater treatment in the fact that the infiltration media acts as
a permeable reactive barrier (PRB) in the conjunctive treatment using both mechanical filtration and
microbial treatment of nutrients present in the runoff.
The use of this design is unique from other current existing treatment systems. The system uses an
outlet structure and control pipe to regulate the flow through the BMP as opposed to the hydraulic
conductivity of the infiltration media determining the flow rate as is the case in wastewater applications.
As part of the permitting of this system, the BMP will be studied by Dr. Bill Hunt of North Carolina
State University. Dr. Hunt and his staff will endeavor to quantify the efficacy of the BMP for the removal
of pollutants in the runoff stream.
2.0 Background of Deep Bed Sand Filters
The use of deep bed sand filters in wastewater treatment is well known and researched. Typical
design parameters for deep bed filters are outlined below.
Deep Bed Sand Filters
Characteristic
Unit
Range
Typical
Depth
mm (ft)
900-1800
1200 (3.9)
Effective Size
mm
2-3
2.5
Uniformity Coefficient
unitless
1.2 -1.6
5 1.5
Filtration Rate
I L/m2- min (g/ sgft-min)
1 80-400
200 (4.9)
Source: Wastewater Engineering Treatment and Reuse, Metcalf and Eddy, 4th Edition, McGraw Hill,
2004, page 1086, Table 11-8
Using the above criteria the velocity of water through a deep bed sand filter in feet per second (fps)
would be 0.611 fps. This calculation illustrates the first significant factor of safety engineered into the
proposed BMP. The use of the control pipe to regulate flow of the design storm volume through the
media is based on an average flow of 0.094 cfs.
[e-mail]
tel [phone]
P.O. Box 4039
Surf City, NC 28445

Michael C. Gallant PE, PA
Engineering / Consult' / Desl
Given that the Rter media side slope face has a length of 130 feet and a height of 1.5 feet the
square footage of infiltration media proposed is 195 square feet. Dividing the average flow through the
control pipe by this square footage yields:
0.094 cfs/ 195 sq ft = 0.00048 cfs per square foot of media surface or 0.00048 fps
When compared with the typical velocity of 0.611 fps in a typical wastewater application the
velocity in the proposed BMP is several orders of magnitude lower. Basically this illustrates that the
runoff will move through the infiltration media at a comparatively much slower rate than in a typical
deep bed sand filter.
3.0 Infiltration Material Drain and Outlet Control Design
In designing the infiltration media and its drainage system and the outlet structure several factors
need to be considered. The first is the infiltration media itself. The second is the hydraulics of moving
runoff through the media, into a collection pipe and ultimately through an outlet structure.
3.1 Infiltration Media
The selection of the infiltration media is paramount to the performance of the BMP. The
material must be readily available and cost effective. The material should be well graded with a
low percentage of fine material. Additionally the material should not have a hydraulic
conductivity that limits the hydraulics and dewatering of the BMP.
The material proposed for this BMP has been used in wastewater applications in the
area and can be obtained for a reasonable cost from a nearby quarry. Commonly referred to as
"3/16" by quarry personnel, the specified material is a crushed limestone material. The crushing
process creates irregularly shaped particles. Unlike a rounder large sand particle, the irregular
shape allows for the material to resist sloughing. The irregular shape also yields a greater
surface area for bacterial growth. The hydraulic conductivity of the material is far greater than
required for this design.
3.2 Collection Pipe and Inlets
In order to convey the design storm from the infiltration media to the outlet structure a 12"
perforated pipe will be placed over 5 feet from the face of the media. The pipe will be wrapped
in #57 stone. The #57 stone acts as a barrier to stop the infiltration media from washing
through the pipe perforations. Filter fabric should not be used in this design as it will provide a
location for biological matting to occur which will eventually clog the BMP and reduce its ability
to infiltrate. The setback from the face of the media is greater than the typical depth of a deep
bed sand filter as discussed in section 2.0. This again is an attempt to provide a factor of safety
in the design.
The perforations in the pipe are 1/3" radius holes. These holes are relatively large to avoid
clogging issues. In designing the length of the pipe, the number of perforations should allow for
the required flow to pass into the pipe. Given a 6" head over the perforation each perforation
[e-mail]
to 1910.448.1046
P.O. Box 4039
Surf City, NC 28445

Michael C. Gallant PE, PA
Engineering / Consult; /,D sig n
anT six �ole pattern the flow available through the orifices per linear foot of pipe is 0.01225
cfs. To achieve the required rate of 0.095 cfs requires 7.75 linear of feet of pipe. The design
specifies 123 linear feet. Given the specified hole pattern and spacing the collection pipe will
still function even if a large majority of the holes were obstructed. Once again this allows for a
significant factor of safety.
Both ends of the collection pipe end in sumps with grates. The bottom of the sumps are 2
feet below the pipe inverts. This allows for the collection of any fine material that may migrate
through the system over time. These sumps can be used as maintenance clean outs as well as
inspection ports. Given the size of the collection pipe and the available access points at both
ends inspection of the pipe using a camera system would not be an issue if the system were not
performing.
3.3 Outlet Structure
The outlet structure for the BMP was designed using the typical methodology used in
wet detention basin design. The outlet structure consists of a pre -fabricated concrete box with
a baffle wall. In the upstream chamber of the structure the collection pipe deposits flow into
the structure. A control pipe regulates flow through the baffle wall. During high flow storm
events the rim of the outlet structure allows excess flow to bypass the infiltration media and exit
the BMP. This is similar to a barrel riser design in a wet pond where the typical design flow is
through the control pipe and excess flow exits the BMP by overtopping the riser.
4.0 Other Design Elements
As stated previously the control pipe in the outlet structure regulates flow of the design storm
through the BMP. This design Is based on a 1.5" event. The depth of the media from the bottom of the
basin allows for storage of the design storm volume. The excess volume above the infiltration media
serves to retain larger storm events to prevent flooding downstream of the BMP.
The bottom of the basin is designed to be at the seasonal high water table (SHWT) elevation.
During site visits and by reviewing topographic maps of the site it is evident that the roadside ditch
directly downstream of the proposed BMP most likely determines the SHWT at the site. Once again this
allows for a conservative design where the actual SHWT is most probably lower than the design. This
will allow for some infiltration of runoff into the in -situ soils. This infiltration is not considered in the
ability of the basin to dewater or in the treatment of the runoff volume although benefits from both
processes will likely be evident, especially in drier periods and during small storm events.
The basin is designed with an emergency spillway for large storm events. This rip rap spillway is
designed to prevent erosion of the basin embankment during these events.
The upstream collection network consisting of a discrete pipe network and collection basins is
designed with 2 foot sumps in all catchments to allow for sediment settling and removal. In addition the
inlet of the basin has a significant rip rap area that acts as an energy dissipater during high flows to
reduce scouring.
gallantmceyahoo. com
tel [phone]
P.O. Box 4039
Surf City, NC 28445

"Lewis,Linda
ICI Ii1),Zt
From: Scott, Georgette
Sent: Monday, November 23, 2015 9:54 AM
To: MIchael Gallant; Lewis,Linda; Hall, Christine; Lucas, Annette; Bill Hunt
Subject: RE: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Mike,
I would think that what you discuss below should be part of the study of the system by ncsu. And yes I agree
that the study could in fact change the O & M. There should probably be a statement in the permit that the O &
M could potentially be updated based on the study findings.
Georgette
From: Michael Gallant [mailto:[e-mail]]
Sent: Sunday, November 22, 201511:50 AM
To: Lewis,Linda <[e-mail]>; Scott, Georgette <[e-mail]>; Hall, Christine
<[e-mail]>; Lucas, Annette <[e-mail]>; Bill Hunt <[e-mail]>
Subject: Re: O and M for lateral Infiltration Oak Ridge Properties at Olde Point
All,
See the amended O and M doc. I have added some additional verbiage at the end of the
document. Please note that the period and length of the study of the system is not designated.
Bill can you help out here?
Also please note that the only real way to evaluate the filter media from a hydraulic standpoint is to
observe the drawdown of the system. Because the drawdown is controlled by the control pipe and is
several orders of magnitude lower than the hydraulic potential of the media and the perforated
collection pipe it could be very difficult to tell when the media is clogged to a point where it is
impacting the drawdown.
That said it may occur that surface clogging is easily identifiable visually. In the wastewater systems
that are in operation this has not been the case. The material has shown no signs of large scale
clogging. Remember that the flow through the media in those systems is much higher but the treated
effluent is also very clean with low TSS. I think that we will have to see how it works out in the field
and amend the O and M appropriately at that time. Please send me any more comments you may
have.
Also please note that the maintenance of this same material in the wastewater application has
required very little maintenance over the course of several years.
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgallantengineer.com
On Friday, November 20, 2015 1:41 PM, "Lewis,Linda" <Iinda.lewisCu?ncdenr.gov> wrote:

The proposed O&M is too general and should go into more of the specifics of exactly how to maintain this filter
media, what to look for, and how often does that maintenance need to be done. You might want to incorporate
some of the O&M from the sand filter. Alternatively, you could attach a data sheet from the manufacturer of the
media which contains the information about how to maintain, what to look for, and how often to maintain.
The alternative design criteria are specified in .1008 (h) of the rules. And remember that alternative design
cannot be permitted via the express program.
Thanks,
Linda
From: Scott, Georgette
Sent: Friday, November 20, 2015 9:55 AM
To: Michael Gallant <gallantmc(@-vahoo.com>; Hall, Christine <Christine.Hal 10-ncdenr.gov>; Lewis,Linda
<Iinda.lewis(&-ncdenr.gov>; Lucas, Annette <annette.lucas(&-ncdenr.gov>; Bill Hunt <wfhuntO-)ncsu.edu>
Subject: RE: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Mike,
Mike during the meeting we talked about this new media you are using, the specific maintenance of
the media and the media shelf life (and maybe replacement costs). We need more of that added to
the O & M. Especially since this is going to be used as a NCSU research project. Linda and I talked
about this and she is going to send you some other things that we discussed in the meeting and we
both think should be added to the O & M.
By the way, Annette and I agreed this could be permitted as an alternative design. The research
aspect will be mentioned in the permit but will not list any permit requirements for the research. If
there are reports that are generated as a part of the research we will put addresses in the permit
for where to send those reports.
Georgette
From: Michael Gallant rmailto:gallantmcAyahoo.coml
Sent: Wednesday, November 18, 2015 3:04 PM
To: Hall, Christine <Christine.HaII0ncdenr.gov>; Scott, Georgette <georgette.scott(Dncdenr.gov>;
Lewis,Linda <Iinda.lewis(cD-ncdenr.gov>; Lucas, Annette <annette.lucas(ancdenr.gov>; Bill Hunt
<wfhuntCaD-ncsu.edu>
Subject: Re: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
Thanks Christine. Anyone else?
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgailantengineer.com
On Wednesday, November 18, 2015 1:53 PM, "Hall, Christine" <Christine. Hall((ncdenr.Qov>.wrote:
I don't really have any comments — looks like the majority of the O&M agreements the Division has out
there. My only comment is that I wouldn't call this a lateral infiltration basin. "Infiltration" seems to be used by
the Division to define measures that use natural soil as the treatment. Since this is more of a filter with a
specified type of media, you might want to consider something along the lines of "lateral filter". You could even
insert a descriptive term like "lateral media filter"

Just.my 2 cents (if it's even worth that much)
Christine
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall (&-ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
C" -�thing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Michael Gallant [mailto:gallantmcO-vahoo.coml
Sent: Sunday, November 15, 2015 12:33 PM
To: Scott, Georgette <georgette.scoft0-ncdenr.gov>; Lewis,Linda <linda.lewis(cD-ncdenr.gov>; Hall, Christine
<[e-mail]>; Lucas, Annette <annette.lucas(a-ncdenr.gov>; Bill Hunt <w_ fhunt _ncsu.edu>
Subject: O and M for lateral Infiltration - Oak Ridge Properties at Olde Point
All,
Please see the attached word doc. It is a first draft of an O and M agreement for the project. Please
review and comment. What was the outcome of the discussion between staff for the permitting route
for this project. Please let me know because I would like to submit something before the end of the
month.
Michael C. Gallant, PE PO Box 4039 Surf City, NC 28445 910.448.1046
www.michaelgailanten.gineer.com