SW8170721_HISTORICAL FILE_20170825 (3)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 k_10_121
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
�] HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20110825
YYYYMMDD

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
August 25, 2017
Hampstead Investment ]-Holdings, LLC
Attn: D.I. Logan, Managing Member
60 Gregory Road, Suite I
Belville, NC 28,151
Subject: Stale Stormwaler Management Permit No. SW8 1711721
Lewis Rd. Dry Stack
high Density Project
1'ender Cemrtv
Dear Mr. Logan
ROY COOPER
Governor
MICHAEL S. REGAN
Secretan•
TRACY DAVIS
Director
The Wilmington Regional Office received a complete, Isapress State. Stormwater Management Permit
Application for the subject project on July 28, 2017. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in "Title
15A NCAC 2111000 effective January 1, 2017. We are forwarding Permit No. SW8 170721 dated
August 25, 2017, for the construction, operation and maintenance of the stormwater control measures
(SCMs), built -upon areas, and the stormwater runoff collection system and/or vegetated conveyance
system associated with the subjectproject.
This permit shall be effective from the date of issuance until August 25, 2025 and shall be subject to the
conditions and limitations as specified therein, and does not supersede any other agency permit that may
be required. Please pay special attention to the pennit conditions regarding the operation and
maintenance of the SCNls, stormwater collection system, and/or vegetated conveyances; the limitation of
built -upon area; modification of the project; and the procedures for changing ownership, transferring
and/or renewing the permit. ]'lease also pay attention to the pennit conditions that require the recordation
of deed restrictions and protective covenants, easements, and the maintenance agreement, which must be
provided along with the certification upon completion of the project. Failure to comply with these
requirements 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 fling a written petition with the Office of Administrative ]Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes and
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
websitc at www.NCOAJ+com. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda
Lewis in the WilmingtomRegional office at [phone].
�Sinc rcl}',
�sw
�a? Tracy Dav , P.F., Director
Division of Energy, Mineral and Land Resources
GDS/arl: G:A\\Stormwater\l'ermits & Projects\2017\170721 IH1)\2017 08 permit 170721
Cc: J. Branch Smith, P.E., Paramounte Engineering
Pender County Planning Department
Division of Coastal Management
Wilmington Regional Office Stormwater Permit File
Slate of Nonli Carolina I Enviromnenl al Quality I Energy. hline4 and Ladd Resource:
VvIlmingtnn Regional office 1127 Cardinal Drive Extension I Wilmington, INC 28405
910 7q6 7215

State Stormwater Management
Permit No. SW8 170721
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Hampstead Investment Holdings, LLC
Lewis Rd. Dry Stack
579 Lewis Road, Hampstead, Pender County
FOR THE
construction, operation and maintenance of four (4) areas of permeable pavement ("stormwater
control measures" or "SCMs") discharging to Class SA-HQW waters in compliance with the provisions
of Title 15A NCAC 2H .1000 effective January 1, 2017 (the "stormwater rules") and the approved
stormwater management plans, application, supplement(s), specifications, and other supporting data
(the "approved plans and specifications") as attached and/or on file with and approved by the Division
of Energy, Mineral and Land Resources (the "Division" or "DEMLR") and considered an enforceable
part of this permit.
This permit shall be effective from the date of issuance until August 25, 2025 and shall be subject to
the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the management and volume of stormwater
described in the approved plans and specifications. The maximum amount of built -upon area
(BUA) allowed for the entire project is 21,840 square feet, comprised of proposed asphalt and
sidewalk that is "adjacent" the permeable pavement areas. A total of 8,610 square feet of
impervious area currently exists on site. After development, there will be 3,810 sf of existing
BUA remaining on site. Of that 3,810 sf, 810 sf of roof area from the existing Ship's Store will be
directed to SCM502 via a piped roof drain. The remaining 3,000 sf of existing BUA is comprised
of the remaining Ship Store roof and surrounding gravel area that will not be treated.
2. The drainage areas for the on -site stormwater systems will be limited to the amounts of built -
upon area indicated in this permit and the approved plans and specifications. The runoff from al
built -upon area within the permitted drainage areas of this project must be directed into the
permitted SCM's. The stormwater control measures labeled SCM500, SCM501, SCM502 and
SCM503 have been designed using the runoff volume match method. The pre -development
runoff fate of the total rainfall volume of 31,083 cubic feet is 28,255 via natural infiltration and
ET, leaving 2828 cubic feet untreated. The post -development runoff fate for the permeable
pavement areas is a total of 15,785 cubic feet; and the runoff fate for natural infiltration & ET is a
total of 14,631 cubic feet, leaving 667 cubic feet untreated, which is less than the 2828 cubic
feet of untreated pre -developed volume.
Page 1 of 5

State Stormwater Management
Permit No. SW8 170721
3. Where a project or lot is located within CAMA's Area of Environmental Concern (AEC), the
Division of Coastal Management (DCM) may calculate a different maximum built -upon area
based on CAMA regulations. The more restrictive BUA limit of DCM or DEMLR will apply to the
project.
4. A 50-foot wide vegetative setback must be provided and maintained adjacent to all surface
waters, measured horizontally from the normal pool elevation of impounded structures, from the
top of bank of each side of streams or rivers, and from the mean high waterline of tidal waters.
perpendicular to the shoreline in accordance with the stormwater rules and the approved plans
and specifications. The setback currently contains 3,810 sf of water -dependent existing BUA.
5. The four (4) permeable pavement stormwater control measures SCM500, SCM501, SCM502
and SCM503 are permitted based on the MDC listed in NCAC 02H.1050 and NCAC 02H.1055,
and as presented in the sealed, signed and dated StormEZ application, the calculation
documents, and as shown on the approved plans and specifications.
6. The permitted stormwater control measures must be provided and maintained at the design
condition with the following limitations:
SCM500
SCM501
SCM502
SCM503
a. Area of permeable pavement (so:
12845
8400
5580
3535
b. Adjacent BUA (sf):
6600
4600
5530
3350
c. Aggregate depth (inches):
6
6
8
8
d. Design Storm (inches):
3.75
3.75
3.75
3.75
e. Volume stored in aggregate (cf):
2569
1680
1488
943
f. Time to draw down (<72 hours):
24
24
24
24
g. SHWT separation (ft):
1.0
1.0
1.0
1.0
7. This project has achieved runoff volume match. Any excess runoff volume within the four (4)
permeable pavement areas that is not infiltrated within 72 hours, must be released at a non -
erosive velocity at the edge of the vegetated setback.
8. This project does not propose any new stormwater outlet discharge points and therefore will not
have the opportunity to cause erosion during the 10-year storm event. Runoff from a portion of
the existing roof of the Ship's Store and the existing gravel parking will continue to discharge as
it was before.
9. The stone base material used under the permeable pavement areas shall be a washed
aggregate.
10. The soil subgrade slope under the permeable pavement shall be less than or equal to 2%.
11. SCM502 captures the runoff from 810 square feet of existing rooftop (<1000 so that is piped and
discharged directly into the aggregate base of the SCM502 permeable pavement and does not
require screening.
12. The amount of adjacent BUA treated in any one of the permeable pavement areas may not
exceed a 1:1 ratio of adjacent BUA to permeable pavement area.
13. The project proposes a 278' x 42' area of #57 stone, laid 4 inches thick over a geotextile fabric,
located under the open dry stack rack and is not counted as BUA.
14. This project proposes a boatwash area. None of the washwater runoff shall enter the permeable
pavement.
15. Each permeable pavement area shall have at least one capped observation well placed at the
lowest point in the system.
II. SCHEDULE OF COMPLIANCE
The project shall be constructed, operated and maintained in accordance with the conditions of
this permit and the approved plans and specifications.
Page 2 of 5

State Stormwater Management
Permit No. SW8 170721
The permeable pavement shall infiltrate the 1 year 24 hour pre/post volume difference in less
than 72 hours, and shall infiltrate the 10-year, 24-hour storm event without discharging.
3. The Permeable Pavement areas shall be protected from sediment deposition from adjacent
pervious areas.
4. The soil subgrade for the permeable pavement shall be graded when there is no precipitation.
5. During construction, erosion shall be kept to a minimum and any eroded areas of the on -site
stormwater system will be repaired immediately. If the stormwater system is 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. All stormwater control measures, stormwater collection systems vegetated conveyance systems;
and/or maintenance accesses must be located in public rights -of -way, dedicated common areas
that extend to the nearest public right-of-way, and/or permanent recorded easements that
extend to the nearest public right-of-way for the purpose of inspection, operation, maintenance,
and repair.
The permittee shall provide and perform the operation and maintenance necessary, as listed in
the signed Operation and Maintenance Agreement, to assure that all components of the
permitted on -site stormwater system function at the approved design condition. The approved
Operation and Maintenance Agreement is incorporated by reference into this permit and must
be followed in its entirety and maintenance must occur at the scheduled intervals.
The operation and maintenance agreement must be recorded with the Office of the Register of
Deeds.
Records of maintenance activities must be kept and made available upon request to authorized
personnel of the Division. The records will indicate the date, activity, name of person performing
the work and what actions were taken.
10. The final plats for the project must be recorded with the Office of the Register of Deeds. The
recorded plat must reference the Operation and Maintenance Agreement and must also show all
public rights -of -way, dedicated common areas, and/or permanent drainage easements, in
accordance with the approved plans.
11. The permittee is responsible for verifying that the proposed built -upon area for the entire project
does not exceed the maximum allowed by this permit.
12. Upon completion of the project, the permittee shall determine whether or not the project is in
compliance with the permitted plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the permitted plans, then
within 45 days of completion, the permittee shall submit to the Division one hard copy and
one electronic copy of the following:
i. The completed and signed Designer's Certification provided in Attachment A
noting any deviations from the approved plans and specifications. Deviations
may require approval from the Division,
ii. A copy of the recorded maintenance agreement; and,
iii. A copy of the recorded plat delineating the public rights -of -way, dedicated
common areas and/or permanent recorded easements, when applicable.
b. If the permittee determines that the project is not in compliance with the permitted plans,
the permittee shall submit an application to modify the permit within 30 days of completion
of the project or provide a plan of action, with a timeline, to bring the site into compliance.
Page 3 of 5

State Stormwater Management
Permit No. SW8 170721
13. No person or entity, including the permittee, shall alter any component shown in the approved
plans and specifications. Prior to the construction of any modification to the approved plans, the
permittee shall submit to the Director, and shall have received approval for modified plans,
specifications, and calculations including, but not limited to, those listed below:
a. Any modification to the approved plans and specifications, regardless of size including the
stormwater control measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of the project
area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading or resizing of any
component of the approved stormwater control measure, stormwater collection system
and/or vegetative conveyance system shown on the approved plan.
e. The construction of any allocated future BUA.
f. The construction of any permeable pavement for BUA credit that is not included on the
approved plans.
g. The construction of any #57 stone areas, public trails or landscaping material to be
considered a permeable surface that were not included in the approved plans and
specifications.
h. Other modifications as determined by the Director.
14. 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 modified plans and certification in writing to
the Director that the changes have been made.
15. Prior to transfer of the permit, a file review and site inspection will be conducted by Division
personnel to ensure the permit conditions have been met and that the project and the on -site
stormwater system comply with the permit conditions. Any items that do not comply must be
repaired, replaced, restored, or resolved prior to the transfer. Records of maintenance activities
performed to date may be requested.
III. GENERAL CONDITIONS
1. Any individual or entity found to be in noncompliance with the provisions of a stormwater
management permit or the requirements of the stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
2. The issuance of this permit does not preclude the permittee from complying with and obtaining
any other permits or approvals that are required for this development to take place, as required
by any statutes, rules, regulations, or ordinances, which may be imposed by any other Local,
State or Federal government agency having jurisdiction. Any activities undertaken at this site
that cause a water quality violation or undertaken prior to receipt of the necessary permits or
approvals to do so are considered violations of NCGS 143-215.1, and subject to enforcement
procedures pursuant to NCGS 143-215.6.
3. If the facilities fail to perform satisfactorily, the permittee shall take immediate corrective actions.
This includes actions required by this Division and the stormwater rules such as the construction
of additional or replacement on -site stormwater systems. These additional or replacement
measures shall receive a permit from the Division prior to construction.
Page 4 of 5

State Stormwater Management
Permit No. SW8 170721
4. 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 State Stormwater Request Form
for Permit Transfer or Permit Information Update, accompanied by the supporting
documentation as listed on the form, to the Division 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 and protective covenants;
b. Bankruptcy;
c. Foreclosure, subject to the requirements of Session Law 2013-121;
d. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e) and NCGS
57D-6-07;
e. A name change of the current permittee;
f. A name change of the project;
g. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all terms and conditions of this permit until the
Division approves the transfer request. Neither the sale of the project, in whole or in part, nor
the conveyance of common area to a third party constitutes an approved transfer of the permit.
6. The permittee grants Division Staff permission to enter the property during normal business
hours to inspect all components of the permitted project.
7. The permit issued shall continue in force and effect until the permittee files a request with the
Division for a permit modification, transfer, renewal, or rescission; however, these actions do not
stay any permit conditions.
8. Approved plans, application documents, supplements, calculations, operation and maintenance
agreement, and specifications for this project are incorporated by reference and are enforceable
parts of the permit. A copy of this permit, application, supplements, operation and maintenance
agreement, and approved plans and specifications shall be maintained on file by the permittee.
9. Unless specified elsewhere, permanent seeding requirements for the on -site stormwater system
must follow the guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and modifying the
permit, revoking and reissuing the permit, or terminating the permit for cause as allowed by the
laws, rules, and regulations contained in Title 15A NCAC 2H.1000 and NCGS 143-215.1 et.al.
11. A permit renewal request must be submitted at least 180 days prior to the expiration date of this
permit. The renewal request must include the appropriate application, documentation and the
processing fee as outlined in Title 15A NCAC 02H.1045(3).
Permit issued this the 251" day of August 2017.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
;Tracy Dav' , P.E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 170721
Page 5 of 5

State Stormwater Management
Permit No. SW8 170721
Attachment A
Lewis Rd. Dry Stack
Stormwater Permit No. SW8 170721
Pender County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of my
abilities, due care and diligence was used in the observation of the project construction such that the
construction was observed to be built within substantial compliance and intent of the approved plans
and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
cc: NCDEQ-DEMLR Regional Office
Pender County Planning Department
SEAL
Page 1 of 2

State Stormwater Management
Permit No. SW8 170721
General Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built -
upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains
to the system.
4. All slopes are grassed with permanent vegetation.
5. Vegetated slopes are no steeper than 3:1.
6. The inlets are located per the approved plans and do not cause short-circuiting of the
system.
7. The permitted amounts of surface area and/or volume have been provided.
8. All required design depths are provided.
9. All required parts of the system are provided.
10. The required dimensions of the system are provided, per the approved plan.
11. All components of the stormwater control measure are located in either recorded
common areas, or recorded easements.
12. The design storm draws down within 72 hours.
13. The #57 stone areas have a minimum of 4" of washed stone laid over a geotextile
fabric.
14. The permeable pavement surface has demonstrated a minimum infiltration rate of 50
inches per hour using a head less than or equal to four (4) inches.
15. The washwater associated with the boatwash area does not drain onto the permeable
pavement.
16. A capped observation well has been provided at the low point in each permeable
pavement system.
Page 2 of 2

Operation & Maintenance Agreement
Lewis Rd Dry Stack
Hampstead, NC PENDER County
Prepared By: J Branch Smith, PE, Paramounte Engineering Inc
Maintenance records shall be kept on the following BMP(s). I his maintenance record snan De Kept in a iog in a Known set iocauc
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply &
Bioretention Cell Quantity:
Dry Detention Basin
Grassed Swale
Green Roof
Infiltration Basin
Infiltration Trench
Level Spreader/VFS
Permeable Pavement
Proprietary System
Rainwater Harvesting
Sand Filter
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
Soil Amendments
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Present:
Present:
O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
CLICK TO UPDATE O&M MANUAL > > >
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above, and attached 0&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature:
Hampstead Investment Holdings LLC
D I Logan / Managing Member
60 Gregory Rd, Suite 1
Belville NC 28451
910-332-3524
[e-mail]
Date: -7 /y t' j 7
�G'SS fCA VIAL; NVa a Notary Public for the State of A/0V'-f 1-( (fir
County of Mew kQ (1noL✓ do hearby certify that
personally appeared before me this o? day of 6� and
acknowledge the due execution of Operations and Mqmtenance A reement .
Witness my hand and official sea ,
ECEI V
JESSICA Z. V MVAKIAS JUL 29 201.7
NOTARY P BLIC
New Hanove County BY:
North Car line
My Commission Expl as
Ii0
STOBWNZ My commission expires 7/2012017
Version 1.4 Pagel of 4

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Permeable Pavement Maintenance Requirements
At all times, the pavement shall be kept free of:
Debris and particulate matter through frequent blowing that removes such debris, particularly during the fall and
spring.
Piles of soil, sand, mulch, building materials or other materials that could deposit particulates on the pavement.
Piles of snow and ice.
Chemicals of all kinds, including deicers.
The permeable pavement will be inspected once a quarter. Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potentialproblem:
How to remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, then plant ground
permeable pavement
erosive gullies
cover and water until established.
A vegetated area drains
Regrade the area so that it drains away from the pavement, then plant
toward the pavement.
ground cover and water until established.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The surface of the
Trash/debris present
Remove the trash/debris.
permeable pavement
Weeds
Do not pull the weeds (may pull out media as well). Spray them with a
systemic herbicide such as glyphosate and then return within the
week to remove them by hand. (Another option is to pour boiling water
on them or steam them.
Sediment
Vacuum sweep the pavement.
Rutting, cracking or slumping
Consult an appropriate professional.
or damaged structure
Observation well
Water present more than five
Clean out clogged underdrain pipes. Consult an appropriate
days after a storm event
professional for clogged soil subgrade.
Educational sign
Missing or is damaged.
Replace the sign.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
IContact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
ECEIVE
JUL Z E 2097
BY:
STORM-EZ 7/26/2017
Version 1.4 O&M Manual Page 2 of 2

MEMORY TRANSMISSION REPORT
TIME :08-28-2017 13:52
FAX NO.1 :9103502004
NAME :Mainfax
FILE NO.
477
DATE
08.28 13:50
TO
:n 97916760
DOCUMENT PAGES
8
START TIME
08.28 13:50
END TIME
08.28 13:52
PAGES SENT
8
STATUS
OK

L ,L--v UNTE
E N G 1 N E 1= R 1 N G, 1 N C.
1 2 2 CINEMA DR I V E
W i L M 1 N G T O N, NC 2 8 4 0 3
9 1 0- 7 9 1- 6 7 0 7( O) 9 1 0- 7 9 1- 6 7 6 0 ( F)
1, F T T F R O F T R A N S M I T T A L
To:
NCDEQ
Date:
I August 25, 2017
127 Cardinal Drive Extension
Wilmington, NC 28405
Re:
Lewis Drystack Facility
Attn:
Linda Lewis, EnvironmentalEn ineer'III
Project No.
16380.PE
We are sendin
❑ Originals
❑ Prints
❑ Shop Drawings
❑ Calculations
❑ Correspondence
® Plans
❑ Specifications
❑ Other as listed below
he following items:
Quantity
Dale
Dw . No.
Description
2
08/22/2017
C-3.2
Drainage Area Map (24"x 36")
Issue Stntus: ❑ For Approval ® As Requested ❑ Construction ❑ Bid
❑ For Your Use []For Review and Comment ❑ Approved as Noted ❑ See Remarks
Action Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
Cc: Signed:
J.
O E J Vli q
AUG 2 � 26i9

pARAMOUNTE
E N G 1 N E E R 1 N G, I N C.
Date: August 22, 2017
To: Ms. Linda Lewis
NCDEQ— NC Coastal Stormwater
[e-mail]
From: Branch Smith, PE
Paramounte Engin ring, Inc. bsmithPparamounte-ena.com pUQ i 2 �oi9
RE: Lewis Road Dry Stack SW8 170721
Topsail Township, Pender County, NC
Responses per your emailed comments dated 8/18/17.
1. The application (Storm-EZ Form) has been revised to correct the impervious numbers. The
existing BUA and proposed BUA numbers have been corrected along with drainage area
numbers. The existing BUA inside the 50-ft setback is 3,876 sf (Includes some of the
building and the gravel). This is not the entire existing BUA. The original comments had
asked for this number specifically. The BUA to remain in the 50-ft setback after
construction is as follows:
400 sf of pervious concrete.
3,876 sf of building and new concrete pavement.
An existing conditions map has been shown on Sheet C-3.2 to show the extents of the total
existing BUA of 8,610 sf (gravel and buildings).
2. We agree the application (Storm-EZ) is not updated with the new MDCs. In regards to
pervious concrete, the aggregate stone depth shouldn't matter per the new MDCs,
however, we have followed the application per the spreadsheet calculations for aggregate
depth. Based on the new MDC rules for permeable pavement, this design meets all the
MDC except for the final inspection and certification after construction.
3. The 1-yr, 24-hr design storm can be taken from the 10-yr, 24-hr. Therefore, if the 10-yr, 24-
hr design can infiltrate in a 24-hr time period, the 1-yr should be negligible. However,
when I revised the numbers I revised the 10-yr to the 1-yr storm. The 1" and 2nd submittal
of the Ready Mix Association spreadsheet included a "Simulation Sheet" at least on one of
the SCMs. But I attached again with the detailed breakdown of the time step routing and
you can determine the 24-hr storage and stage of the runoff volume. We have made
notations on these sheets to help explain more clearly.
12 2 CINEMA D R I V E, W I L M I N D T O N, No 2 B 4 D 3
P H I 1 9 1 01 7 9 1- 6 7 0 7 F A R! 1 9 1 D 1 O 9 1- 6 9 6 D

Ms. Linda Lewis
August 22, 2017
Page 2 of 2
Other notes: The site has been updated slightly to include a few parking spaces and
relocate Boat Wash back to the original location.
Enclosures: (04 24"x36" Revised set V`'Dk A4V
(1) Revised Application
(1) Revised Calculations
CFIVE
AUG 2 2 2017
1 2 2 C I N E M A ❑ R I V E. W I L M 1 N❑ T❑ N. N C 2 B 40 3
P M: 1 9 1❑ 1 7 9 1
- 6 7❑ 7 FAX! 1 9 1❑ 1 7 9 1- 6 7 6❑

LEWIS RD DRY STACK
TOPSAIL TOWNSI-IIP, NORTH CAROLINA
STORMWATER AND EROSION CONTROL NARRATIVE
Prepared for:
Hampstead Investment Holdings, LLC
60 Gregory Road, Suite 1
Belville, NC 28451
Prepared by:
PARAM(DUNTE
E N O 1 N L G R 1 N O. 1 N G.
122 Cinema Drive
Wilmington, NC 28403
NC License #: C-2846
Project #16380.PF.
August 2017
\A I CAROB
:n SEAL �'• _
034354
I NE�Q��:
BRANCH

LEWIS RD DRY STACK
TOPSAIL TOWNSHIP, NORTH CAROLINA
Table of Contents
Project Narrative
Proposed Erosion Control Measures
Proposed Stormwater Control Measures
ATTACHMENTS:
&>hie Nift
Stormwater Calculations

PROJECT NARRATIVE
Hampstead Investment Holdings, LLC will be managing and building a dry stack structure for boats/watercraft
on existing tracts of land that current serve as a private boat launch, a waterfront marina building, and a few
wet slips along the Intracoastal Waterway (ICWW).
The site is further identified as Pender County PINS#: 4224-02-5093-0000 and 4224-01-5894-0000 (2.22 ac) at
the terminus of Lewis Rd (NC SR 1564) located off Sloop Point Rd in Hampstead. (Lac 34' 24' 24.1", Long:
W77° 36' 19.2").
The topography of the site is less than 1%and existing soils on the site are predominantly Autryville (AuB) and
Pactolus (PaA) according to the NRCS Web Soil Survey. According to the attached USGS and NC Stream
Classification maps, the site drains to the ICVUW; Topsail Sound, which is classified as SA; HQW (White Oak
River Basin). See LMG Soil Suitability Analysis.
PROPOSED EROSION CONTROL MEASURES
A. TEMPORARY CONSTRUCTION ENTRANCE (DENR PRACTICE 6.06) Two driveways
for this property will serve as the construction entrances off Lewis Rd.
TEMPORARY SILT (SEDIMENT) FENCE (DENR PRACTICE 6.62) Temporary silt fence
will be installed to keep sedimentation on -site and to prevent the sediment from washing into
undisturbed areas.
C. TEMPORARY INLET PROTECTION (DENR PRACTICE 6.51) Inlet protection is shown
for the new drainage inlets and they will be noted for maximum sediment blockage on the inlets since
the inlets are for the permanent infiltration systems.
PROPOSED STORMWATER CONTROL MEASURES
The Pervious Concrete is designed to infiltrate the 1-yr and 10-yr, 24-hr storm based on pervious porosity,
stone porosity, anti soil infiltration rates. The project is based on Pender County's LID Ordinance, which is
permitted by the State Coastal Stormwater Rules. The design is based on routing the storm events through a
simulation spreadsheet developed by Dr. H.R. Malcom and NC Ready Mix Concrete Association. It routes
the storm rather than looking at max. volume of rainfall at a single time event on the max. volume of storage
available, which is how the NCDEQ Storm-E% Spreadsheet works we believe. This spreadsheet is used for
Runoff Match Volume Analysis and we didn't have the benefit of verifying the results since there are no
instructions or calculations manual that goes along with it. The Runoff Match Volume was achieved for this
site given the four SCMs of pervious concrete and washed stone pavement sections.
Pender County UDO Section 7.14.13.2 states "LID Projects in the RA, RP, GB, OI, and IT zoning districts
shall be allowed a 50% reduction in the Minimum Lot Width, Minimum Chord Length at ROW Line for "cul
de sac's", Minimum Front, Side, and Rear Yards, and Minimum Required Structure Separation" if the
property is being designed to meet the County's section 7.14 LID standards. This project meets LID
definition as part of the Runoff Volume Match of NCDEQ ant] will be certified as an LID project under
Pender County's Ordinance in conjunction with the NCDEQ Stormwater Permit Certification.
There is 3,876 sf of existing gravel and building inside the 50-ft NC Coastal Stormwater setback and 400 sf of
pervious concrete inside the 50-ft setback. The total existing 13UA is 8,610 sgft.

Project: Lewis DryStack - DA B1 - SCM 500
Designer: Branch Smith
Values shown In blue are user inputs.
Values shown In red are computed results.
See caution note below.
Pervious concrete
Thickness 8 in
Surface area 12 845 sq It
Porosity 18 %
Gravel base
Thickness 6 in
Porosity 40 %
Pending limit in
ExOhratlon rate 6.470 in1hr
Impervious surface
Surface area 6 600 sq it
Off -site drains ��
Area F--�sgft
Summary of results
Effective CN
#NUMI
Estimated runoff (5 days)
0.00 in
Available storage used
0 %
Number of hours of pending
0
Available storage �a0ar 24�htr
100
Ava1a e s ttr. g'61f✓117da94-IVd-OT
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Intermediate results
Total drained surface area
19,445 sgft
Storage capacity, pervious concrete
1,156 cult
Storage capacity, gravel base
2.569 cult
Storage capacity, pending
0 cuff
Total stonowater storage
3,725 cult
Total precip volume
6,239 cult
5-day exflltration volume
6,239 tuft
Total runoff (overflow)
0 cult
Water stored after 5-days
0cull
Water balance error
0.0 tuft
Click Mere for
Metric Conversion
Run date 8.22.17
24-hr Precipitation
Location
Return edod
3.9
in
/
A�
Surf Cit
i
Design aim
Target C 4
Allowable runoff #DIV/01 in
uJryL, RAr 6443)
t 1.j
Rapid
"-------"------ i
Pending
Inflltratlon
Zone
ra Lea
Pervious
Concrete
IF
Sys
"all ry5,
�jj((�j`j. 1 f 1PIIf
;ii#�vI
Gravel
base
l@ ria tti�'re,{f
Controlling
exflltration
a
5011
rate
subbase
Caovdahl 2004 CRMCA
All rights reserved. Permission is granted to use this material for Its
Intended purpose, provided its origin is aaribuned to the copyright holder.
Caution: This spreadsheet Is Intended for study purposes to
Illustrate expected hydrologic behavior of pervious concrete.
Designers must verify results for specific sites by Independent
means.
Rare, Mo, P.,Gonc L.FF, DryStack DA 81.n1c Primes e12M017

CRMCA Per aus Concrete HyCrdogrdl Mddel
Z,4, r'
244v !m 3.
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ery Vdume n trw vduma aut Avaeada (o )
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66
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41
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0
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44
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45
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0
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48
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0
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Ready Mix PervConc Lewis Dr,Slam DA Bl As

Project Lewis DrySlack - DA B2 - SCM 501
Designer: Branch Smith
Values shown In blue are user inputs.
Values shown in red are computed results.
See cautlon note below.
Pervious concrete
Thickness 6 is
Surface area 8 400 sq If
Porosity 18
Gravel base
Thickness 6 in
Porosity 40 %
Pending limit in
Exnllration rate 3.500 in/hr
Impervious surface
Surface area 4 600 sq If
Off -site drainage r�
Areal __.Olsq ft
Summary of results
Effective CN
#NUMI
Estimated runoff (5 days)
0.00 in
Available storage used
0
Number of hours of pending
0
Max pending depth
.12.0 in
Available storage after 24 hr
100
Available storage after 5 days
100
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Intermediate results
Total drained surface area
13,000 still
Storage capacity, pervious concrete
756 cuff
Storage capacity, gravel base
1,680 curt
Storage capacity, pending
0 cult
Total stormwater storage
2,436 cult
Total prectp volume
4,171 cult
5-day ex0ltratiDn volume
4,171 cuff
Total runoff (overnow)
0 cult
Water stored after 5-days
0 cult
Water balance error
0.0 cult
Click Here for
Metric Conversion
Run dale 1 8.22.17
24-hr Precipitation
Location
Return period
3.g
in
N
Surf Ci
1
Design aim
Target CN 0
Allowable mnoff #DIV/01 in
Infiltration
�Zons
hdF+l
rm "aI
rV�tJ N Si5(�
j r �' .i
�sS� r
iP t t.
•� : w f = :,
� { (
P; htt
ivr�t<16 6':Lsr<� 2+t.Pervious
C1
Gravel
Coovdaht 2004 CRMCA
All nghts reserved, Permission is granted to use this material for its
intended purpose, provided its origin is attributed to the capynghl holder.
Ready Mir Pwvcorc L"a DrystKk 0A e].rle Pnnted a2]rze17

CRMCA Pervious Concrete Hydrelogir l Model
26-hr - m 3.9
Lomlion SurtcdY
Rehm 0
Page 1
Trial vohm. in (Wfl) Total eA6 atmn
Total vro8 vat(aft) SUxage at a (M)
Env
4171 4171
0 0
a.00
Sm ega
01c VaLme it h1c VaWrte Wl
Avai243 (Wg)
PWd N1 gage (m)
TM Stage tin)
ez6Rated
2436
120 1
12.0
T 11!
V1
V IY Na
V IT fV Wfl
V 01i5110 Cllil
$UT.l V VI Wit
Max h V eY6 m fl
Su Ia a S1atB PI(I
Ma VUi NeOX Wft
% $te2 a Used!
Laiided sta B T
0
000
0
0
0
0
0.0
1
0.04
30
16
0
46
46
0
0
0
00
2
0.05
32
18
0
50
50
0
0
0
0.0
3
0.05
32
18
0
50
50
0
0
0
0.0
4
0.05
35
19
0
54
54
0
0
0
0.0
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0.06
43
24
0
62
fit
a
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43
24
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62
62
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0.08
54
30
a
83
83
0
0
0
0.0
8
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54
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0
83
83
0
0
0
0.0
9
0.10
23
40
0
113
113
0
0
0
0.0
10
0.13
92
50
0
142
142
0
0
0
00
11
0.21
148
81
0
229
229
0
a
0
0.0
12
1.64
1151
630
0
1281
1781
0
0
0
0.0
13
044
305
167
0
471
471
0
0
0
0.0
14
0.19
132
72
0
204
204
0
0
0
0.0
15
0.12
84
46
0
in
129
0
0
0
0.0
16
0.10
fit
32
0
104
104
0
0
0
0.0
17
0.08
59
32
0
92
92
0
0
0
0.0
18
0,07
51
28
0
79
29
0
0
0
0.0
19
0.06
43
24
0
62
62
0
0
0
0.0
20
0.06
40
22
0
63
63
0
0
0
M
21
0.05
32
18
0
50
50
a
0
0
0.0
22
0.05
32
18
0
50
5a
0
0
0
0.0
23
0.05
32
18
0
50
50
0
0
0
0.0
24
0.04
30
16
0
46
46
0
0
0
0.0
25
OM
0
0
0
0
0
0
0
0
0.0
26
000
0
a
0
0
0
0
0
0
0.0
27
0.00
0
0
0
0
0
0
0
0
0.0
28
000
0
0
0
0
0
0
0
0
0.0
29
0.00
0
0
0
0
0
0
0
0
0.0
30
000
0
0
0
1 0
0
0
0
a
0.0
31
0.00
0
0
0
0
0
0
0
0
0.0
32
0.W
0
a
0
0
0
0
0
0
0.0
33
0.00
0
0
0
0
0
0
0
0
0.0
34
0.00
0
0
0
0
0
0
0
0
0.0
35
0.00
0
0
0
0
0
0
0
0
0.0
36
0.00
0
0
a
0
0
0
0
0
0.0
37
0.00
0
0
a
0
0
0no
0
0.0
38
0.00
0
0
0
0
0
0
0
0.0
39
0.W
0
0
0
0
0
0
0
0.0
40
0.00
0
0
0
0
0
0
0
0.0
41
0.00
0
0
0
0
0
0
0
0.0
42
0.00
0
0
0
0
0
0
0
0.0
43
0.00
0
0
0
0
0
0
0
0.0
44
a.00
0
0
a
0
a
0
0
0.0
45
0.W
o
0
0
0
0
0
0
0.0
66
0.00
0
0
0
0
0
0
0
0 0
42
0.00
0
0
0
0
0
0
0
0.0
4e
o 00
0
0
0
0
0
0
0
0.0
49
000
0
0
0
0
0
0
0
0.0
50
0.00
0
0
0
0
0
0
0
0
0.0
Page 1 Ready Mix Pery Lewis Dr/Stad DA 82.As

Results,'Sheet
W�Elm
Project: Lewis DryStack -DA 83 -SCM 502
Designer: Branch Smith
Values shown In blue are user inputs.
Values shown In red are computed results.
See caution note below.
Pervious concrete
Thickness 8 in
Surface area 5 580 sq ft
Porosity 18 %
Gravel base
Thickness 8 in
Porosity 40 %
Pending limit in
ExBltration rate 4.245 in/hr
Impervious surface
Surface area 5 530 sq ft
Off -site drainage
Summary of results
Effective CN
#NUMI
Estimated runo# (5 days)
0.00 in
Available storage used
0 %
Number of hours of pending
0
Max ponding depth
-14.0 in
Available storage after 24 hr
100 %
Available storage after 5 days
100 %
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Intermediate results
Total drained surface area
11,110 sgft
Storage capacity, pervious concrete
502 cuff
Storage capacity, gravel base
1,488 cult
Storage capacity, pending
0 tuft
Total stormwaler storage
1,990 cuff
Total precip volume
3,564 tuft
5-day exflltration volume
3,564 tuft
Total runoff (overflow)
0 tuft
Water stored after 5-days
0 tuft
Water balance error
0.0 aft
Click Here for
Metric Conversion
Run date 8.22.17
24-hr Precipitation
Location
Return edod
3.9
in
r
Surf Ci
1
Design aim
Target CN 0
Allowable runoff #DIV/01 in
Infiltration
Zone
rates
prt�F`
'S �Pt
rys ��al='Forvious
w
{s
, n� d�a
jir4 jli 1'iSU�f!IjConcrete
1
1
Gravel
Vass
Controlling
"filtration
# AhSoil
} a
dsubbase
Cooydoht 2004 CRMCA
All rights reserved, Permission is granted to use this material for its
Intended purpose, provided its origin is attributed to the copyright holder,
Caudon: This spreadsheet Is Intended for study purposes to
Illustrate expected hydrologic behavior of pervicus concrete.
Designers must verity results for specific *Iles by Independent
meam.
Ready Mir PervCone 6rMs Dryetad DA eJ W Printe4 al2=017

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oocbbbbobbeccbbbbbbbcbcbbbbbaecccbbbbbcbbbbaccbbbb
9'

r �aResgH Sheet
Project: I Lewis DryStack - DA BO - SCM 503
Designer: Branch Smith
Values shown in blue are user Inputs.
Values shown In red are computed results.
See caution note below.
Configuration
Pervious concrete
Thickness 6 in
Surface area 3 535 sq ft
Porosity 18 %
Gravel base
Thickness 8 in
Porosity 40
Ponding limit in
Exfiltration rate 3.700 in/hr
Impervious surface
Surface area 3 350 sq ft
Off -site drainage
Area 0 sq 0
CN 0
Summery of results
Effective CN
#NUMI
Estimated runoff (5 days)
0,00 in
Available storage used
0
Number of hours of ponding
0
Max ponding depth
-14.0 in
Available storage after 24 hr
100
Available storage after 5 days
100
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Intermediate results
Total drained surface area
6,885 sgft
Storage capacity, pervious concrete
318 cu0
Storage capacity, gravel base
943 cult
Storage capacity, ponding
0 cuff
Total stonnwater storage
1,261 cu0
Total precip volume
2.209 tuft
5-day exfiitration volume
2,209 tuft
Total runoff (overflow)
0 cu0
Water stored after 5-days
0 tuft
Water balance error
0.0 cult
4_')
Click Here for
Metric Conversion
Run date 1 8.22.17
24-hr Precipitation
Location
Return period
I 3.9
in
Surf City,
I 1
Design aim
Target CN 0
Allowable runoff #OIV/01 in
Infiltrations
ltts
he ted;
)'Zone
x s fA is sl xas+s
y
1" A�P�} vy�s
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ijf
PV'1Y lSeoiV r� � a���Y
Concrete
base
saffiltratti is n
soil
held,
oubba"
Coovrlcht 2004 CRMCA
All rights reserved. Permission Is granted to use this material for its
intended purposo, provided its origin is attributed to the copyright holder.
Caution: This aproadinner to Intended for study. purposes to
Illuseete sxpscted aydrologlc behavior of previous concrete.
Designers must verity results for specific sues by Independent
means.
Ready Mix PervConc LMs DoStack OA Be.xle Printed a@&20P

Simulation Sheet
241 ml 13.9
Location Sun
Retum tbd 1.0
Page 1
CRMCA Pelviuts Gamete Hydmbg.l Model
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exfltrated 1261 16.a 14.0
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Page 1 Ready Mix Pet, one Levns DrySNck DA BO.xls

M
Lewis,Linda
From: Lewis,Linda
Sent: Friday, August 18, 2017 6:12 PM
To: 'Branch Smith'; Scott, Georgette
Cc: Jessica Vamvakias
Subject: RE: Lewis Road Dry Stack SW8 170721
'Thank you Branch.
I spoke with staff in Raleigh earlier today (August 18, 2017) regarding my concerns about StormEZ
and the aggregate depth. As you may or may not know, StormEZ has not been updated to reflect the
2017 MDC, and because of a lack of funds, it will most likely not be updated. As indicated in the April
3, 2017 chapter A-1 for Runoff Treatment and Volume Match, a new evaluation tool (SNAP) is under
development. In the meantime, please carefully consider how the outdated StormEZ spreadsheet
may affect your ability to state that the site has achieved compliance with all of the 2017 MDC.
We are agreed that the permeable pavement MDC do not specify a minimum aggregate depth, so we
will not belabor that point. Raleigh staff indicated that the ability to infiltrate within 72 hours was the
goal vs. providing a certain depth of aggregate. MDC #8 for permeable pavement requires that the
design volume be infiltrated within 72 hours. Please provide your calculations which show that the
pre/post 1 year 24 hour design storm volume can be infiltrated within 72 hours using the 6" and 8"
aggregate depths proposed. If the routing calculations for the 10 year 24 hour storm already show
that the 1 yr 24 hr volume is infiltrated within 72 hours, please provide a copy of those calculations.
The Ready Mix Concrete Association simulation spreadsheets simply state that the 10 yr 24 hour
volume is infiltrated within 5 days, but it does not show the actual routing to support that conclusion.
The revised application reports that the BUA on the site is 20,550 sf which includes 18300 for parking
and 2250 sf existing BUA. The application also reports the adjacent BUA amounts for the 4
permeable pavement areas: 6400, 4900, 5325, and 3345, which totals up to 19,970 sf. If SCM 502 is
the only SCM that treats existing BUA (810 sf of the Ship Store roof), then it would appear that the
proposed "parking" amount on the application should be increased to 19,160 (i.e., 19970 -810).
Please check and verify.
Is there an existing conditions map which shows where the 3876 sf of existing BUA (as reported in
the narrative) is located and where existing BUA is being removed such that we end up with 2250 sf?
I'm trying to understand and make sure that everything that needs to be accounted for has been
accounted for. I appreciate your understanding and your patience, and I hope you have a good
weekend.
Linda
From: Branch Smith [mailto:[e-mail]]
Sent: Thursday, August 17, 2017 12:19 PM
To: Lewis,Linda <[e-mail]>; Scott, Georgette <[e-mail]>
Cc: Jessica Vamvakias <[e-mail]>
Subject: RE: Lewis Road Dry Stack SW8 170721

Linda, see responses in red. Hopefully you can understand my explanations?
Find Rc} ards;
Branch
From: Lewis,Linda [mailto:[e-mail]]
Sent: Thursday, August 17, 2017 10:20 AM
To: Branch Smith <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Jessica
Subject: Lewis Road Dry Stack SW8 170721
Branch
Vamvakias <[e-mail]>
I am drafting the permit and have come across more questions about the calculations and the
permeable pavement design:
1. All of these drainage areas appear to have 500 square feet of offsite drainage area. However,
based on the drainage area map, only SCM503 appears to have true offsite DA and
BUA. Offsite refers to drainage area and/or built -upon area that is not located within the
property boundary of the Lewis Road Dry Stack facility and which will contribute runoff volume
to the proposed SCM. Please label these offsite areas on your drainage area plan.
My calculations include offsite for my own sensitivity analysis to give me the understanding of factor of safety. It
was purely arbitrarily on my judgement. I will revise the DA Map to show exactly around the SCM, because
that's really how the intend of the grading was to be — no offsite or grassed areas draining into the SCMs.
The calculations suggest that storage credit is being claimed for the void space in the PC itself.
Please note that only the volume within the void space of the base aggregate can be counted
toward satisfying the minimum volume requirement.
There is not a minimum volume requirement in the MDC's 13 criteria. The design volume is based on the 1-yr
storm SCS CN Discrete Method for the LID Volume Match. My calculations do not reflect this method — the
spreadsheet does all the design storm calculating for you. If you toggle to lower than 6" or 8" depth in the
spreadsheet then this "Dwq" triggers an error under the Infiltration Check Box (I emailed Hunter Freeman to
verify because these boxes are not very clear to understand the talc background). This is the same Eqn you are
referring in the Manual (MDC 5 does not say you must use the equation, but that you must use washed
stone). MDC (8) of permeable pavements says the design volume must drain within 72 hrs. We're showing the
10-yr hydrograph drains out within 24 hrs which is more than the 1-yr design volume of 3.85". The spreadsheet
also is a routing program that considers inflow hydrograph like a real storm. The entire 3.85" water volume will
not fall on the pavement get stored and then infiltrate — it all happens at the same time. Therefore this program
shows the way it really happens by time step per hour. I could put the pervious concrete to 0" depth and just
have stone and the program still shows it'll drain out within a day. Only when you have 1"/hr or less does the
storage volume become compromised because the soil Ksat controls these systems — not the stone or pavement
— which is our ultimate goal: groundwater drainage of the runoff. I'll be glad to send you the spreadsheet to
analyze it more. Your question about the 10,805 cf of volume below is the estimated hydrograph volume of the
10-yr (7.5" total 24-hr precip). So to summarize, we're showing the 10-yr, 24-hr hydrograph routed through the
system (soil Ksat dependent) drains out within 24-hrs, which exceeds the MDC (8) of design volume (3.85" 1-yr,
24-hr Discrete SCS Method) draining out within 72 hrs.
I understand that with StormEZ, the SCM may not treat all of the design storm volume, but the
MDC must still be met. An infiltrating permeable pavement must be designed with a sufficient
aggregate depth, using the equation in the SCM Manual. The minimum amount of aggregate

depth that needs to be provided under all of these proposed permeable pavement areas is
much greater than the 6" and 8" depths being proposed. see above
I am not quite sure how this Hydrologic Analysis Program is figuring the total precipitation
volume. For example, SCM500 has a total area of 17725 sf. If a total of 3.85" of rain falls on
that amount of area, it should create a precipitation volume of (3.85/12) x 17725 = 5687 cubic
feet. The program indicates that the total precipitation volume is 10805 cubic feet. Can you
help me to understand how this program calculates volume? The analysis program also
indicates that the gravel base storage capacity is 2165 cubic feet (which jives with my
spreadsheet), but this is less than 5687 cubic feet and much less than the program's 10805
cubic foot precipitation volume. see above
Please provide the requested information by August 24, 2017.
Thank you.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis anncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, INC 28405
NoY
:. !-"Nothing Compares,-...
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

vri5inzlly rem"l d 7 28-17 M rAxvd
340woul 4�82o415 Mct/ rao• j F-22-1%
Lewis Rd Dry Stack
s Hampstead, NC PENDER County �J
J Branch Smith, PE, Paramounte Engineering Inc NCDENR
Type of application:
Only complete application packages will be accepted and reviewed. A complete package includes all of the items in the
checklist below. Add any comments, and Indicate the page or plan sheet number where the following information can be found.
Please indicate that you have provided the following required information by Initialing In the space provided next to each item.
Item
Part I: Submittal Checklist I
Notes / Comments Initials
1 Original and one copy of this application form (all worksheets) and the permit
JBS
application fee. For applications submitted to the DEMLR regular permitting
program, the fee is $505 payable to NCDENR. For Express Review, click on
the link below for information and fee schedule. Contact the appropriate
regional office Express Review Coordinator to schedule the required pre-
anm nlinalinnn entinn
Click here for EQmss Permitting info
2 A USGS map identifying the site location. If the receiving stream is reported
JBS
as class SA or the receiving stream drains to and is within 1/2 mile of SA
waters, then include the 1/2 mile radius on the map.
3 A copy of the most current property deed.
JBS
4 Two copies of additional calculations (as needed). Sealed, signed and dated.
JBS
5 Two sets of sealed, signed, & dated full-sized plans of the entire site at a
JBS
readable scale, including:
a. Project name, engineer and firm, revision number and dates.
JBS
b. Location map with street names and SR numbers, legend, north arrow,
JBS
scale.
c. Dimensioned property/project boundary with bearings & distances.
JBS
d. The boundaries of all surface waters. regulatory good zones, and
JBS
protected riparian buffers or a note on the plans that none exist.
e. The boundaries of all vegetated or protected riparian buffers.
JBS
I. Site layout showing all built -upon areas, drainage features, stormwater
JBS
collection systems (inlets, outlets, swales, pipe elevations, slopes and
diameters), and SCMs at ultimate build -out.
g. Existing contours, proposed contours, spot elevations, and finished floor
JBS
elevations.
h. Existing drainage (including off -site), drainage easements, pipe sizes,
JBS
runoff calculations.
i. Drainage area boundaries (included in the main set of plans, not as a
JBS
separate document).
j. Existing and proposed maintenance access routes, utility easements,
JBS
drainage easements, public rights -of -way etc.
k. A construction sequence that shows how the SCMs will be protected
JBS
from sediment until the entire drainage area is stabilized.
8 Two sets of sealed, signed, & dated full-sized plan details of each SCM (or
JBS
typical if appropriate) in both plan view and cross-section at a scale of 1" _
30'or larger, including:
a. Dimensions, side slopes, length to width ratios and elevations with a
JBS
benchmark for clean -out if appropriate.
b. All applicable conveyance devices, including: bypass structure,
JBS
pretreatment area, flow distribution device, underdrains, outlet device,
outlet dissipater and level spreader.
c. A table of elevations, incremental volumes and accumulated volumes (if
BE
applicable).
d. Specifications for applicable materials, such as planting media,
JBS
aggregate, sod, underdrains, outlet devices, etc.
AUG 15 2011 U
STORM-EZ 8/15/2017
Version 1.4 Application Page 1 of 13

7 Two sealed, signed, & dated planting plans for each SCM (or typical) at a
NA
scale of 1" = 20' or larger, as applicable, including:
a. The locations of each species and a planting detail.
b. A table summarizing the size, spacing and total quantity of each plant
species that should be used.
c. The source nursery for the plants.
d. A one-time fertilizer specification to establish plants if necessary.
8 A soils report based on field evaluation indicating the SHWT elevations
JBS
within the footprints of the proposed SCM(s). Provide a map of the boring
locations with the existing elevations and boring logs. For infiltration SCMs,
the report shall include the soil type, infiltration rate and method for
determining the infiltration rate. Soils information shall be signed and sealed
9 A copy of the signed and notarized operation and maintenance (O & M)
JBS
agreement.
10 A copy of the proposed deed restrictions protecting the SCMs and limiting
NA
the built -upon area so that it does not exceed the capacity of the SCM(s) or
the high density threshold (as applicable).
NCDENR Deed Restriction Forms
11 For corporations and limited liability corporations (LLC): Documentation from
JBS
the NC Secretary of Slate or other official documentation, which supports the
titles and positions held by the persons listed in the Contact Information
section. The corporation or LLC must be listed as an active corporation in
good standing with the NC Secretary of Slate, otherwise the application will
ha rahunad
NC Dept. of the Secretary of State
JBS
12 A copy of the lease agreement or pending sales agreement if applicable.
NA
ECEIVE
AUG 2 2 2017
BY:
STORM-EZ 8/22/2017
Version 1.4 Application Page 2 of 13

Part II: General Project and Applicant Information
Project Name: Lewis Rd Dry Stack Date:WCOASTAL
Jul
Project Street Address: 579 Lewis Road Lat:
City: Hampstead Zip: 28451 Long:
Directions to Project: 3000 fl from Intersection of Sloop Point Rd and Lewis Rd County:
(from nearest intersection)
Project Applicant: I Hampstead Investment Holdings LLC
(Identify the corporation, organization, property owner, designated
government official, etc. which owns the proiect.J
Owner / Signing Offical's Name:
Title:
Address:
City:
Stale:
Zip:
Phone:
Fax:
Email:
Status of applicant:
O I Logan
Managing Member
60 Gregory Rd, Suite 1
Belville
NC
28451
910-332-3524
jvCcDIo,qanhomes.com
Owner
River Basin: White Oak
Receiving Slream(s): Topsail Sound �j'937
Stream Class(es): SA:HQW
Surface Water Area (ac): Coastal wetland area (ac):
Total property area (ac): 2.22 Total project area (ac):
Goals/characteristics: YES Volume Matching (LID) NO Drains to an offsite stormwater system
NO I Low Density NO Within 575' of Saltwater ORW
YES High Density NO Within 5 miles of a public airport
Part III: Permit Information
Status of construction: Not Started
Sedimentation &erosion control 404 Permit / 401 Certification
Other permits needed: YES
YES CAMA Major Permit Isolated Wetlands Permit
Threatened & Endangered Species NPDES Industrial Stormwater Permit
If an application for this project has been previously returned, provide the original project number and previous name of the project:
Provide the permit type, number and issue date for any permits that have
If claiming vested rights, then identify (and attach) the supporting documents and approval dates:
Approval of a site -specific development plan or PUD Approval date:
Valid building permit Issue date:
Other Date:
Not Started
Point of Contact:
Phone number:0
In,���
/JUG 15 2017
BY;
STORM-EZ
Version 1.4 Application
8/15/2017
Page 3 of 13

(Optional) Additi
Person/
Signing O
Sh
Cil
Phon
Part IV: Additional Contact Information I
(Note: Person7Organizatlon noted above may be contacted for additional project information if
applicant cannot be reached.)
Part V: Consultant Information I
Complete this section if you wish to designate authority to another individual or firm so that they may provide information on your
behalf for this project (such as addressing requests for additional information).
Branch Smith, PE
Inc
Street address: 122 Cinema Drive
City, State, Zip: Wilmington NC 2t1409
Phone number(s): 910.791.6707
Part VI: Property Owner I Applicant Certification I
I, (the Owner & Applicant listed above), —b I L4*A--'J , certify that the information included
on this permit applicant form is, to the best of my knowledge, correct and that the project will be constructed in conformance with the
approved plans, that the required deed restrictusion and protective covenants will be recorded, and that the proposed project complies with
the requirements of the applicable state stormwater rules and requirements.
Signature: �/
� % Date: �(2 6b
I, Sset cs� 2. Y , a Notary Public for thgStat-7 ��✓TA ZA2/r4lay �l
Count of , do h arb certify that L .10ir 6
personally appeared before me this ' ( day of , iiu I U , ei
and acknowledge the due execution of the a ication for a s ormwater permit ` /p
Witness my hand and official seal, _ I,//► 44 t4rY IQ.LJ
JESSICA Z. VAMV KIAS
NOTARY PUBLIC
New Hanover County
North Carolina b3
My Commission Expires
Seal
ECE' V E
BY:
STORM-EZ 7/26/2017
Version 1.4 Application Page 4 of 4

Ot

Lewis NC Dry Stack ® /�
s Hampstead, NC PENDER County i•�
White Oak River Basin NCDENR
RAINFALL & CALCULATION DATA I
Project County: PENDER
Project City: Hampstead
Rainfall Source: Wilmington
Loaded Rainfall:
I Wilmin ton
Design Storm:
I 1- r, 24•hr
Discrete SCS Method,
Calculation Method
Pre • Poat
(Minimum Design Storm = P90 for non -SA, 1-yr, 24-hr for SA)
Storm Event
Depth
Inches
First Flush I WQV
1.50
P90
1.74
P95
2.45
1; r 2Yh
2- r 24-hr
3.85
4.68
10-yr, 24-hr
7.26
25- r, 24-hr
9.13
50- r, 24-hr
10.80
100- r, 24-hr
12.70
Click here to load forms. >>>
NOTE: Please use the Storm-EZ calculation sheets to document the stormwater design
and create the 08M Agreement. Highlighted Storm is Design Storm
I PROJECT INFORMATION I
Total Property Area
2.22
acres
Total Coastal Wetlands Area
0.00
acres
Total Surface Water Area
0.00
acres
Complete the breakdown of impervious area for the project
Basin Information
Entire Site
Receiving Stream name
TopsailSound
Stream Class
HQW; SA
Stream Index Number
18-87-10
Total Drainage Area
95,832
On -Site Drainage Area sf
95,832
Offete Drainage Area sf
0
Proposed Impervious Area sf
21,840
% Imperious Area total
23%
Impervious Surface Area
Entire Site
On -Site Buildin sti-ots sf
On -Site Streets s/
On -Site Parkin (at)21,030
On -Site Sldewalks sf
Other On -Site sf
Future sf
Off -site sf
ExistingBUA sf
810
Total
21,840
Total Impervious Area 0.50 acres
Project % impervious area 23%
ALL AREAS ARE IN SQUARE FEET
Use Worksheet Data? yes
Data in italics is derived from application
forms and land use data worksheets and
cannot be changed by user.
Click above to load forms.
Etc; NJ eft
AUG 2 2 n17
STORM-EZ 8/22/2017
Version 1.4 Project Data Page 5 of 13

Pre -Development Land Ui
Note: Enter BUA Donning to
Pemeable Pavamanl Below
User Defined Drainage
Lewis Rd Dry Stack
Hampstead,NC PENDERCounty
White Oak River Basin
Area # F-T-1 of
LAND USE CALCULATIONS
WAWA
NCDENR
le:
Are.
HSG
Landu.e
CN
.
acres
%
A
Im ervi0us
9B
8 c
0.20
8.89%
A
Posture orOpen S ace
39
88272
2.03
91.11%
Subtotal:
96,682
2.22
Existing ermoa a Pavement n trat on :
BCM# D... flagon
1001
Existing Green Roofs:
SCM 0
HSG
se t...at Area
Additional BUA
Sell
Inaltratlo
nRat.
Gravel
Vold Spec.
Total
Gravel
Da th
OriBca
Ols.
orma.
Height
BUA%
Has SynthaUc
Lineri
D.S.
BMP
(afi
(6il
(InIIR)
(%)
(it
(in)
(in)
end Use summary:
DS SCM N I Note.
Are. (AM
From Land Use Tablas.
96,882
2.22
acres
Permeable Pavement Addi11.1 BUA:
0
Green Roofs:
0
Preserved Su ace Waters& Non -Coastal Wetlands:
M2.
Preserved Coastal Walla d
Total Site Area:
g8852
Pro -Development SCN1s:
SCM 0 SCM T e
200
WO Volume
Pmvld.d
Oreine
aArea
Downseeam
SCM
Im .
O en
s
s
c
HSG
8610
88272
Design Storm Runoff Fate Summary:
Rainfall Volume=
8,56 ace -Inches .
31,083
cf
Runoff Reduction Components:
Natural Infiltration & ET =
.7.78 acre -inches •
-28,255
cf
Disconnected Impervious Surfaces =
0.00 acre -Inches a
a
cf
SCM Infiltration =
0.00 acre -Inches •
0
of
Permeable Pavement Infiltration =
0.00 acre-inche. s
0
of
Green Roof ET=
0.00 acre -inches .
0
cf
Post Filtration Discharge =
0.00 acre -Inches .
0
at
Total Runoff Reduction o
.7.78 acn-Ia.has a
-28,255
cf
SCM Treatment:
Treated SCM Outflow=
0.00 acre-lecne. -
0
of
Untreated Surface Runoff a
0.78 acre -inches a
2,828
cf
The Pre -Development protect area contains $610 at of built upon area, resulting In an overall density of 8.89%.
1 1 ! i . i TA
' I
j
I i 0 I
p
STORM-EZ
Version 1.4
PreAevelopmenl
812212017
Page 6 of 13

Lewis Dry Stack � �
HampWh tNC PENDSR
County
o 0 k River Bas n
NCDENR
Drainage Area P 1 of 1
POST -DEVELOPMENT LAND USE CALCULATIONS
inunreuan
olel
Hsc
Drmu
ornm•
Down-
Pevmem Aria
geauion,i BOA
vole aP•e•
anvil
mniv,non
Da.nnon
HSO
11.I TYp•
R•b
0• IM1
Slln•a�a
Dla.
HaIOM1I
cSLM
CM1acF
LM1eck
(d)
(acres)
(s0
(acre.
(inpi
(%)
(in)
(ia)
(In)
SCMa
Boo
A
PC
12,845
0.29
8,800
0.15
1211
40%
8
NO
OK
T>SDe
Sort
A
PC
8L00
0,18
4,800
0.11
T.0)
4.%
S
Na
OR
c
502
q
PC
5,580
0.13
5,530
0.13
848
40%
8
No
Or
%5D•
T>SD.
502
A
PC
3,5J5
008
3,350
0.08
T.39
40%
8
No
OR
T>5De,
RNrollli I Downrtrsem I Coronaries
Residential Lot CH Calculator EsI or RM and dedicated open spaces);
Lot Aro a oo:, of LOU Max Imp I Lot %ImO. wI Lot Open Space I Lot Avg Lot Size
(NJ tl sl (all
000
Renz in
HSD
A
A
Lana -Bee
cN
a1.10
%
Open Space (Managed pen Space)
F.
51,58)
5J3J%
Impervloue
g8.0
1,)60
004
182%
Permeable Pavement -BOA:
NIA
43555
100
44.90%
Oren. Rooly
NIA
0
000
ON%
Sub -Total
06882
322
100 ri
L•ntl Exclutla0 or Panlall Ealutletl Iron Volume Cakula0ona:
Samoa wrier: S Nen.c...ul wenenea: D D.pD
C.asMl Wetl.22 0 0.00
TaWass Are•: 98882 1 2.22
Rai Plat l Volume a 858 ecmdacaes • 31,083 of
Runoff Reduction Components:
Natural ln(Iltretion B ET=
-403 ec .arches •
-14,631
cl
Disconnected impervious Surfaces=
000 ilia inches •
0
cl
SCM InfiPration=
000 sc -aches ,
n
cl
P.Tranble Pavement lnlilllelion=
-4.35 eco�ocre,
-15,785
cl
Green Roo/ET=
pops inure,
0
n
Post Filtration Discharge =
0.00 ac ernes
0 _
cl
Total �-Reductiiona
.a]S scm-leNs •
-31J,�1B
C:
ECIEDVE
AUG 2 2 2017
BY: -
STORM (C 81
Version 1.4 Post Derelopmenl Page 7 of 13

Lewis Rd Dry Stack
NC
Hampstead, NC PENDER County
White Oak River Basin
Drainage Area# 1 of 1
®��
p,'
NCDENR
POST -DEVELOPMENT LAND USE CALCULATIONS
SCM Treefinent.
Treated SCM COMO.v= ON ..he,
0
Of
Untreated Surface Runoff • e.t9 .,a-lncka.
667
.1
Pre-Develomans RunoN= 078•cn-aces.
2828
cl
DMerence = .a e0 ..".arms
-2 161
cf
TM Post Development project arms contain. 09430 at of Oula upon...... use, In an..nll e... lry of 30.309.
AUG 2 2 2017 `I 1'1
BY:____-----_
S1ORWE2 0/ 011
varaam 1 4 Pa. Ppa 8.113

Lewis Dry Stack //��
Hampstead.
ad, NC PENDER County OH/..�
Mite Oak River Basin NC RR
Drainage Area 1 01 1
PROPOSED SIP. S STRUCTURAL RUNOFF VOLUME CONTROLS i
Enter only runoff volume below that will be Infiltrated or drawn down over f to 5 days. Additional volume provided In devices should not be entered In this worWheet.
Drewdown time requirement applies to all atom events.
OHNe lnpen»u• 0 ✓
77771
Nee Tre•IM
•LM
War".'.
0 ✓ hprNwe wu ems so mmCerM re
I'm ✓ml✓✓VarrI
or.., 1W1
%WTWr %Or... •avele Oowm N••Mb. MM• Hdson♦
enearvio- Pa. Volume amemsc. Volume volume ET
Mbe1Nr✓. ✓enbn wnWe
so ap.e. ✓s. va.
Design Saprm Runoff Fate Summary:
Rainfall Velum.•
Lb .oelumw
51.085
ef
Ru enf Reducllon Components:
Natural InNlmllon a ET •
-ado —`inns. •
Ia. W 1
d
Olsounnecoor Imprvbu. Ame •
aW .tnJxle.
0
✓
SCM InIHmtlon•
0. emlwdme
0
d
Mrmeebb Penman lnfrnuhm•
Jl5•mimnw
-IM85
1
Omen Roof ET •
a00 •us iron.
0
✓
POsIFI1n11on Dlscna a
100 aoee,ms
0
d
Tot.I Ron eH R.dutllen•
a9 .n•Jrcba
40,416
of
SCM Treatment
Fueled SCM Outlbw, •
0.00 —.1 •
0
It
Untested Buda.. RuneH •
a A. amarrae.
ere
d
Pre,Dev.1tormm Runoff•
01. ematle.
2,828
cf
Corson. •
ow•mpeIdns.•
2,161
cl
"VOLUME
MATCHING ACHIEVED••
TL• Pod-0•ebpnum wol•r.... coin•.least If W Arin upon was, nwa, Fin —,.I may as ID].%.
AUG 2 2 20W
BY:�_
year
mrs. T—wa %.IaCM
ONllee euebx volume
aTdiMES fl2llM,l
vmH I T a.. Comes page 9 d r]

Lewis Dry Stack
Nempeuea, NG NC FENCER County
V
eN/.,1
it
White Oak River B.em
R-bMR
own... No. a t of t
FATE OF RAINFALL
select storm: I t Y...
BASICTREATMENT SCALE
C.unpilauric. St., • t Year storm - RainfallDepth = 3.85JUchas
a
e.n. Trolm.m Tnrwroa
VOLUME MATCHING SCALE
Year Storm Rainfall e t Inches
Wlum. Fai Tlvnebla
FATE OF RAINFALL GRAPHS
Pre Development Fates
Post Development Fates
,me
Ima
ma
Y{
.as
eoa
—
�'Y
roe
ma
mx
ma
5M1a
�
SOIf
i�,
5
1 Iml
1 Ipn —
M
M
lml
tPf —
IP
M
LM
IrexMpnlleurremaMn�a rl YmreMNSurlxe Pumll-l.Na
. InIMW-I
Nl
fl-tl m0n nul6vrem PMN�ea
VmrnrMSWxe Pvna661 r1
InNvrbn
. I.-n.a
.•r. b..oa n
a oarnao nebwon .exm rlo rx r
'PNr rebailo. alno..oa
O1^"
ebnvabnWeMft. on
. loorr.x m Irxar.on .Gr..r, Poor l..wr.,.aNb,..oa
a
rbaal.ueo.mesa
e lorernbo.oem vvssa
xoo.orr.a..Me Imexvb..mmm�orr.oa
Pu'Fx.elfl.nl.Iar bOepnrM1ryJWpC p%.N..b.IrN IvrlYwbm.. v..WIMnO Gn.Om MC.rMneOvaWWw. he M.—.a vgri MxM GYMN.I. The Uu1 v. E.greEb WWYMNWmnlw
nn n.Ivm M.T OnOMe. ar.pe. b M lryvobpCMl.MrNreW Ilam ua.¢ebn.rE VYMN.Ipnmlx mnpemMMMpM
ECERV
AUG 222017
BY:-
eTOPM£3 MLIa11
Va. I. aanhu F.,. GraphPepe 10 M 1)

Lewis Rd Dry Stack
o
Hampstead, NC
FENDER County
ALTA
r:
White Oak River Basin
NCDENR
Drainage Area #
1
of
1
ADDITIONAL CALCULATIONS
TIME OF CONCENTRATION CALCULATIONS:
Pro -Development
Sheet Flow:
Sheet Flow:
Shallow Flow:
Shallow Flow:
Channel Flow:
Channel Flow:
Predovelopment T,=
5.00
min
IMmlmums ann0rea)
Post Development
(--
Sheet Flow:
N
�,.�
Sheet Flow:
nee
Shallow Flow:
tV
�s
Shallow FIDw:
C'V
Channel Flow:
Izj
Channel Flow:
Post ovolopment T.
5.00
min
(Mmlmvm 5 m mW)
ADJUSTED CURVE NUMBER CALCULATIONS:
Analysis
Area =
2.22 Acres
(0.003 sq. miles)
Pre -Development
P.F.
Post Development
it
PEAK FLOW CALCULATIONS:
Analysis Area = 2.22 Acres (0.003 sq. miles)
F.F.
P90
P95
1-Yr
2-Yr
10-Yr
25-Yr
50-Yr
100•Yr
Pre -Development
O' (In)
q° (csm/In)
a (cfs)
Post Development
O' (in)
qu(csm/in)
11
O (cfe)
"Nola: To decrease Post -development peak flows. increase storage volume being drawdown or infiltrated or lengthen post -
development time of concentration. See LID HELP for more information.
Length (tt) Slope (PoN) Surface Cover T, (hn)
Length (N)
Slope (tuft)
n-value
ow as
(N')
Wattotl Perimeter (tt)
T, (hrs)
Length (tt) Slope (N/N) Surface Cover T, (hrs)
Length (N)
Slope (Nltt)
n•velua
(N')
P90
P95
1•Yr
2•Yr
10•Yr
25-Yr
50-Yr
100•Yr
Rainloll In =
1.50
1.74
2.45
3,85
4.68
7.28
9.13
10.80
12.70
O'n=
0.11
0.13
0.20
0.35
0.52
1.d1
2.31
3.24
4.42
CN,a =
72
69
62
52
49
48
45
44
43
F.F.
P90
P95
1•Yr
2•Yr
10• r
25-Yr
50-Yr
100•Vr
Re1n1911 In = 1.50
774
2.45
3.85
4.68
7.28
9.13
10.80
72.70
O' - 0.02
0.03
0.04
O.OB
0.16
0.59
1.05
1.54
2.t6
CN,4 = 64
61
52
42
40
35
33
32
31
0.11
0.13
0.20
0.35
0.52
7,41
2.31
3.24
4.42
385.00
385.00
385.00
385.00
666.59
931.89
931.69
931.69
931.69
0.15
0.18
0.26
0.47
1.21
4.57
7.47
10.49
14.30
0.02
0.03
0.04
0.08
0.78
0.59
1.05
1.54
2.16
385.00
385,00
385.00
385.00
385.00
385.00
512.90
666.59
809.52
0.03
0.04
0.05
0.11
0.21
0.79
1.87
3.58
6.06
-80.0%
-77.8°/s
-80.8%
-76.6°0
-82.8%
-82.8°°
-75.0%
-66.1%
•57.5%
STORM-EZ 8122/2017
Version 1.4 Peek Flow Calcs Page 11 of 13

pARAMOUNTE
E N G I N E E R 1 N O. 1 N C.
August 15, 2017
State of North Carolina Environmental Quality: Energy, Mineral and Land Resources
Wilmington Regional Office
Attn: Linda Lewis, Environmental Engineer
127 Cardinal Drive Extension ecel v/ e ,
Wilmington, NC 28405
AUO i � �i9
RE: Request for Additional Information
Stormwater Project No. SW8 170721 BY:
Lewis Road Dry Stack
Pender County
Dear Ms. Lewis,
Please find this letter in response to your letter received August 8, 2017.
15A NCAC 021-1.1042(2)(g)(iv): There are not enough spot elevations shown along the inside
curve of the access road within the drainage area of SCM 503. If no additional spot elevations
are provided, the Division will assume that the pavement edge of the road is consistent at 7.0
from the beginning of the road extension to the first dry stack permeable pavement driveway.
If this is not the proposed condition, please provide additional post -development contours
and/or spot elevations.
• Yes, that is the grade. We have updated the contours and added some additional
grades. The grass or landscape areas are depressed and the depression is shown
near this area.
15A NCAC 02H .1042(2)(g)(v): Please provide dimensions for the existing Ship's Store.
a The ship store's dimensions are provided on Sheet C-2.0. The drawings are to
scale as well. The drainage area for SCM 502 has been modified, and we are
piping only 810 sf of rooftop to SCM 502.
15A NCAC 02H.1003(8): The proposed boat wash area may need to be reviewed and/or
permitted by DWR for an NPDES permit to discharge / treat the boat wash water. Per the
SCM Design Manual, permeable pavement shall not be used in areas where concentrations of
oil, grease, heavy metals and toxic chemicals are likely to be higher than in typical stormwater
runoff.
• The boat wash area has been relocated (south of the dry -stack) and is noted not
to discharge into the pervious concrete subbase. The wash water will be
captured and treated in a proprietary device and the owners will either obtain a
close -looped recycled permit or either a subsurface (non -discharge) permit
through III The stormwater plans indicate no stormwater runoff enters or
1 2 2 ❑ IN E M A D R I V E. W I L M 1 N❑ T❑ N. NO 2 9 40 3
F H: 1 9 1❑ 1 7 9 1- 6 7❑ 7 FAX: 1 9 1❑ 1 7 9 1- 6 7 6❑

PARAMOUNTE
E N 13 1 N E E R I N C3. I N C.
exits this area in order to protect the pervious concrete infiltration systems. See
revised plans.
4. 15A NCAC 02H.1055(7): Runoff from adjacent pervious areas shall be prevented from
reaching the permeable pavement. It appears that the proposed septic field is included within
the Drainage areas for SCM500 and SCM501. It is recommended that this area be regraded so
that it will not drain onto the permeable pavement.
• The septic field grades have been removed to show no stormwater runoff enters
the pervious and no stormwater is sloped back into the septic dosing area. See
revised grades and drainage area map.
15A NCAC 02H.1003(3)(b): Based on the contour information provided, offsitc drainage
from Lewis Road may impact SCM500. How is the drainage from Lewis Road and the
upslope development being routed through the proposed project? The existing contour
information does not clearly show any type of swale or ditch system along Lewis Road or any
existing drainage outlets. How will the extension of Lewis Road affect the drainage outlet for
the existing upslope development?
• Field investigations and survey indicate a portion of the roadway drainage flows
along the roadside swales. A more prominent swale has been proposed along the
property line to pick more of this offsite water away from the pervious concrete,
as well as the grading of the larger depression as shown on the other property
line. A small speed hump is shown to reduce sedimentation, water flow, and to
divert the smaller rain events towards the property line Swale.
6. 15A NCAC 02H.1055(7): Rooftop runoff is not subject to the 1:1 loading limitation, however,
the Design Manual indicates that no one downspout shall drain more than 1,000 square feet of
roof area to a single point onto the permeable pavement. The proposed design appears to be
draining the entire existing Ship Store roof area (approximately 2,300 sf based on scaling) to
one downspout which is released directly into the gravel base at a single point.
• Technically, the building is not required to be treated since it is existing,
however, a portion (810 sQ of rooftop is collected and piped into SCM 502.
7. 15A NCAC 02H.1042(3)(b): The access easement and parking area detail cross-section
indicates that the design is a 4" PC over a 6" stone base. However, the plan notes and
calculations indicate that the design is a 6" PC over either a 6" base or an 8" base. Please
adjust the detail accordingly.
• The details/plans have been revised to be 4" PC over 8" base.
15A NCAC 02H.1042(3)(b): Please note what material is being used for the "pervious
sidewalk on natural ground" identified in the access easement and parking area detail cross-
section. To be counted as a pervious surface, the sidewalk must meet one of the requirements
listed in SL 2017- 10, including 4" of #57 stone over a geotextile fabric, or landscaping
material including gravel, mulch, sand and vegetation placed on areas that receive pedestrian
or bicycle traffic and will not be compacted by the weight of a vehicle.
• The sidewalk has been revised to typical concrete sidewalk. See revised
plans/details. RECEIVE
AUG 15 2017
1 2 2 C IN E M A D R I V E. W I L M I N G T❑ N, NO fR;
P H: 1 9 1 ❑ 1 7 9 1- 6 7❑ 7 FAX: 1 9 1❑ 1 7 9 1- 6 7 6❑

-PARAMOUNTE
E N O 1 N E E R 1 N Q, 1 N C.
9. 15A NCAC 02H.1042(3)(b): The narrative needs to stipulate to the amount of existing BUA
that already lies within the 50' buffer and how much permeable pavement is being added
inside the buffer.
• The Narrative is updated with this information.
10. 15A NCAC 02H.1042(3)(b): Where does the "Concrete Pavement Section- (Heavy Duty
Pavement)" apply on this project? If that detail is not needed, please remove it from the plans
for clarity. If that detail does apply, please indicate those areas on the plan.
• It is removed.
11. 15A NCAC 02H.1042(2)(e): Please revise the location map to show the nearest intersection of
US 17 with a I, 2, or 3 digit numbered road, such as Highway 210, for example.
• Updated Vicinity Map on Sheet C-3.1.
Also note a portion of the SCM 503 is now converted back to concrete due to the grades
dropping towards the boat launch. The existing boat launch is compacted gravel and
the depth of the pervious could not make the grades work at these lower elevations at
the bulkhead, therefore this area is remaining impervious as it was before. I had to
increase the pervious concrete in front of the building to make sure I met the 1:1 loading
ratio.
Thank you for your attention to this matter. If you have any questions regarding any of this
information or require additional material, please let us know.
Sincerely,
Paramounte Engineering, Inc.
I. anch Smith, P
Encl:
(2) Revised Plans
Revised Narrative -Calculations and DA Map
Revised Storm-EZ Form
ECEOVE
AUG 15 a0V
BY:
1 2 2 C I N E M A D R I V E, W I L M I N D T O N, N C 2 9 4 D 3
P H: 1 9 1❑ 1 7 9 1- 6 7 0 7 FAX; 1 9 1 01 7 9 1- 6 7 6 D

LEWIS RD DRY STACK
TOPSAIL TOWNSHIP, NORTH CAROLINA
STORMWATER AND EROSION CONTROL NARRATIVE
Prepared for:
Hampstead Investment Holdings, LLC
60 Gregory Road, Suite 1
Belville, NC 28451
Prepared by:
P,ARAMOUNTE
122 Cinema Drive
Wilmington, NC 28403
NC License #: C-2846
Project #16380,PE
August 2017
ECEI V E
AUG 15 Z9i7
i 60� a 21
=p OF'ESS%p�'yy
;a SEAL 9�
034354
6;vGINE��41�:
i�'i ;;Z_

LEWIS RD DRY STACK
TOPSAIL TOWNSHIP, NORTH CAROLINA
Table of Contents
Project Narrative
Proposed Erosion Control Measures
Proposed Stormwater Control Measures
XfTACI-IMENTS:
Sails Map
Stormwater Calculations

PROJECT NARRATIVE
Hampstead Investment Holdings, LLC will be managing and building a dry stack structure for boats/watercraft
on existing tracts of land that current serve as a private boat launch, a waterfront marina building, and a few
wet slips along the Intracoastal Waterway (ICWW).
The site is further identified as Pender County P1Ns#: 4224-02-5093-0000 and 4224-01-5894-0000 (2.22 ac) at
the terminus of Lewis Rd (NC SR 1564) located off Sloop Point Rd in Hampstead. (Lac 34' 24' 24.1", Long:
W77° 36' 19.2").
The topography of the site is less than 1 % and existing soils on the site are predominantly Autryville (AuB) and
Pactolus (PaA) according to the NRCS Web Soil Survey. According to the attached USGS and NC Stream
Classification maps, the site drains to the ICWW; Topsail Sound, which is classified as SA; HQW (White Oak
River Basin). See LMG Soil Suitability Analysis.
PROPOSED EROSION CONTROL MEASURES
A. TEMPORARY CONSTRUCTION ENTRANCE (DENR PRACTICE 6.06) Two driveways
for this property will serve as the construction entrances off Lewis Rd.
B. TEMPORARY SILT (SEDIMENT) FENCE (DENR PRACTICE 6.62) Temporary silt fence
will be installed to keep sedimentation on -site and to prevent the sediment from washing into
undisturbed areas.
C. TEMPORARY INLET PROTECTION (DENR PRACTICE 6.51) Inlet protection is shown
for the new drainage inlets and they will be noted for maximum sediment blockage on the inlets since
the inlets are for the permanent infiltration systems.
PROPOSED STORMWATER CONTROL MEASURES
The Pervious Concrete is designed to infiltrate the 10-yr, 24-hr storm based on pervious porosity, stone
porosity, and soil infiltration rates. The project is based on Pender County's LID Ordinance, which is
permitted by the State Coastal Stormwater Rules. The design is based on routing the 10-yr, 24-hr rain event
through a simulation spreadsheet developed by Dr. H.R. Malcom and NC Ready Mix Concrete Association.
It routes the storm rather than looking at max. volume of rainfall at a single time event on the max. volume
of storage available which is how the NCDEQ Storm-EZ Spreadsheet works. This spreadsheet is used for
Runoff Match Volume Analysis and we didn't have the benefit of verifying the results since there are no
instructions or calculations manual that goes along with it. Therefore, we evaluated the pervious storage
using both spreadsheets to determine the appropriate design.
Pender County LIDO Section 7.14.13.2 states "LID Projects in the RA, RP, GB, 01, and IT zoning districts
shall be allowed a 50% reduction in the Minimum Lot Width, Minimum Chord Length at ROW Line for "cul
de sac's", Minimum Front, Side, and Rear Yards, and Minimum Required Structure Separation" if the
property is being designed to meet the County's section 7.14 LID standards. This project meets LID
definition as part of the Runoff Volume Match of NCDEQ and will be certified as an LID project under
Pender County's Ordinance in conjunction with the NCDEQ Stormwater Permit Certification.
There is 3,876 sf of existing gravel and building inside the 50-ft NC Coastal Stormwater setback and 400 sf of
pervious concrete inside the 50-ft setback.

Project: Lewis DryStack - DA 87 - SCM 500
Designer: Branch Smith
Values shown In blue are user Inputs.
Values shown in rod ere computed results.
See caution note below.
Coneguratlon
Pervious concrete
Thickness 6 in
Surface area 1 0 825 sq ft
Porosity18 %
Gravel base
Thicknessin
Porosity 40
Pending limit Din
Exfdlration rate 6.470 in/hr
Impervious surface
Surface area 8 400 sq It
Off -site drainage
Area 500 sq It
CN 39
Summary of results
Effective CN
21
Estimated runoff (5 days)
0.00 in
Available storage used
0 %
Number of hours of pending
0
Max pending depth
.12.0 in
Available storage after 24 hr
100
Available storage after 5 days
100 %
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Interme�dlate resuits.
Total drafted surface area
17,,7725 sgft
Storage
capacity;; pervious
-974 cuft
,concrete
Storage capacity gravel base
"r 2:165 cuff
Storage, capacity, pending
'"6CA
1 �=
Total stbnnwattarstorags
r'3139 _cuff
p
Total preclp vol me
t0Ii05 cuft
5-day exfiltrauon volume
' 101805 cuft `
y
"'-
Total runoff
1'` 0 cuft ` `
Watestored after^5-0ysT
`n'S�-'F'O
Weis balbnce�efror
rpsb`O'cuft ,
a
P A
Click Here for
Metric Conversion
Run date 1 8.15.17
24-hr Precipitation
Locatioril
Return period
1 7.5
in
Surf City
I 10
Design aim
Target CNO
Allowable runoff pDIV/01 in
Coovdaht 2004 CRMCA
All rights reserved. Permission Is granted to use this material for its
intended purpose, provided Its origin is attributed to the copyright holder.
Rise, Mix PeriConc Lsw s Dryelack DA 91,r1e Printed W52017

24-hr orean 7.5
L.ben in Sort G
Retan ermE 10.0
Page 1
CRMCA Pemq Conaete Hydrological Model
Total vdume m (oml Total exfOSatiw
TWaI mnoR vd (oRt) Saxage at erM (wfl)
FJmr
108p5 10805
0 0
0.00
sm aae
Ina Volume in Ina VOWme out
Available (e R)
PV W (viq slags (nl
Tw 6p9e (le)
ezNlraled
3139
12.0
12.0
T hr
Prey 'n
V ry aft
Vim ry wft
V oRvte wft
Sum inaV in wfl
Max Ina V exftl w ft
S d e a state v
Ina vol mwfl wfl
%Storage used
lxnIsE stye In
0
0.00
0
a
0
0
0.0
1
0.08
74
M
0
118
118
0
0
0
0.0
2
0.09
81
48
0
129
129
0
0
0
0.0
3
GAO
81
48
0
129
129
0
0
0
0.0
4
0.10
8a
52
0
140
140
0
0
0
0.0
5
0.12
108
64
0
172
172
0
0
0
0.0
6
0.12
108
64
0
122
172
0
0
0
0.0
7
0.15
135
80
0
215
215
0
0
0
0.0
8
0.15
135
80
0
215
215
0
0
0
0.0
9
0.20
183
to8
0
291
291
0
0
0
0.0
10
0,26
230
136
0
366
366
0
0
0
0.0
11
OA1
372
220
0
592 1
592
0
0 1
0
0.0
12
3.20
2889
1708
8
4605
4605
0
0
0
0.0
13
0.85
765
452
8
1225
1225
0
0
0
0.0
14
0.32
332
196
4
532
532
0
0
0
0.0
15
0.23
210
124
3
332
337
D
0
0
0.0
16
0.19
169
iD0
3
222
272
0
0
0
0.0
12
0.17
149
88
2
239
239
0
0
0
00
18
0.14
129
16
2
207
207
0
0
0
0.0
19
0.12
108
64
2
174
124
0
0
0
0 0
20
0.11
101
60
2
163
163
0
0
0
0.0
21
0.09
81
48
1
131
131
0
D
0
0.0
22
ON
81
48
1
131
131
0
0
0
0.0
23
1 0.09
81
1 48
1
131
131
0
0
0
0.0
24
0.08
24
dd
1
120
120
0
0
0
0.0
25
0.00BIG
0
0
0
0
0
0
0
0.0
26
0.00
0
0
0
0
0mo
0
0.0
27
D.aa
0
0
0
0
0
0
D.0
28
0.00
0
0
0
0
0
0
0.0
29
0.00
0
0
0
0
0
0
0.0
30
0.00
0
0
0
0
0
0
0.0
31
0.00
0
0
0
0
0
0
0.0
32
0.00
0
0
0
0
0
0
0.0
33
OW
0
0
0
a
0
0
0.0
34
0 00
0
0
0
0
0
0
0.0
35
0 00
0
0
0
0
0
0
0.0
36
0.00
0
0
0
0
0
0
0.0
32
0.00
0
0
a
D
0
0
0.0
38
000
0
0
0
0
0
0
0
0.0
39
0.00
0
0
0
0
0
0
0
0
0.0
40
0.00
0
0
0
0
0
0
0
0
0.0
41
0.00
0
0
0
0
0
0
0
0
0.0
42
0.00
0
0
0
D
0
0
0
0
0.0
43
000
0
0
0
0
0
0
0
0
0.0
44
0.00
0
0
0
0
0
0
0
0
0.0
45
0.00
0
0
0
0
0
0
0
0
0.0
46
0.00
0
0
0
0
0
0
0
47
0GO
0
0
0
0
0
0
0
0
0.0
afi
am
0
0
0
0
0
0
0
0
0.0
49
0.00
0
0
0
0
0
0
0
D
0.0
So
o.00
0
0
0
o
D
0
0
0
o.D
Page 1 Ready Mm PervConc Lewis DryStac DA Bt.xh

Project Lewis DryStack - DA B2 - SCM 501
Designer: Branch Smith
Values shown in blue are user Inputs.
Values shown in red are computed results.
See caution note below.
Configuration
Pervious concrete
Thickness fi in
Surface area 8 230 sq ft
Porosity 18
Gravel base
Thickness 6 in
Porosity 40 %
Pending limit in
Exflltralion rate 3.500 in/hr
Impervious surface
Surface area 4 900 sq it
Off -site drainage
Area 500 sq ft
CN 39
Summary of results
Effective CN
21
Estimated runoff (5 days)
0.00 in
Available storage used
47 %
Number of hours of pending
0
Max ponding depth
.7.9 in
Available storage after 24 fir
100
Available storage after 5 days
100
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Intermediate results
Total drained surface area
13,630 sgft
Storage capacity, pervious concrete
741 tuft
Storage capacity, gravel base
1,646 tuft
Storage capacity, pending
0 tuft
Total stormwater storage
2,387 tuft
Total precip volume
8,246 tuft
5-day exfiltratlon volume
8,246 tuft
Total runoff (overflow)
0 tuft
Water stored after 5-days
0 cult
Water balance offer
0.0 tuft
Click Mere for
Metric Conversion
Run date 1 8.15.17
24-hr Precipitation
Location
Return Deriod
7.5
In
Surf City
10
Design aim
Target CN 0
Allowable runoff #DIV/01 in
pending
SIP 't4 or
iy
i5
iD4
�1
s
I s+JdF:rvI
F
;v : f
1a2
tt
iF
us
'inese
k
.I
"filtration
Sell
rs, to
Cement 2004 CRMCA
All dghts reserved. permission is granted to use this material for its
intended purpose. provided Its origin Is attributed to the copyright holder.
Caution: This spreadeheat Is Intended for study purposes to
Illuseab espectad hydrologic behavior of pervious concrete.
Designers must verity results for specific sites by Independent
means.
Reedy Mix PmC Lees DnStack DA 02 xis Pnnled WIWD17

CRMCA Pervious Concrete Hydrological Model
244a m ].5
LoaWn Surl '
ReWm eriod 10.0
Page 1
Total vdume n (wft) Total e�d9tre6on Total r w (cuft) Storage at a (daft) Error
8246 8246 0 0 0.00
Storage
tr VWume m mcr Vdume M AealaSb (crR0 PaW ImW stage (vi) Top Stage (M)
exfYlrated 238] 12.0 1 12.0
T hr
ta
V ad, aft
Vim ry tuft
V doat.jdMl
Sum merV m aft
Max Incr V eA cu fl
Stara a stale aft
Ina v ..ffidaftl
% Sagan. used
Lveeted stage in
0
0.00
0
0
0
0
0.0
1
0.08
57
36
0
90
90
0
0
0
0.0
2
0.09
62
37
0
98
98
0
0
0
0.0
3
0.09
62
37
0
98
98
0
0
0
0.0
4
0.10
67
40
0
107
107
0
0
0
0.0
5
0.12
82
49
0
131
131
0
0
0
0.0
6
0.12
82
49
0
131
131
0
0
0
0.0
7
0.15
103
61
0
1"
164
0
0
0
0.0
8
0.15
103
61
0
164
164
0
0
0
0.0
9
0.20
139
83
0
222
222
0
0
0
0.0
10
0.26
175-
1W
0
279
279
0
0
0
0.0
11
0.41
283 1
168
0
451
451
0
0 1
0
0.0
12
3.20
21%
1308
B
3512
24M
1112
0
47
4.1
13
0.85
581
346
9
936
2047
0
0
0
0.0
14
0.37mo
150
4
406
406
0
0
0
0.0
15
0.23
95
3
257
257
0
0
0
0.0
16
0.19
]]
3
208
208
0
0
0
0.0
17
0.17
67
2
183
183
0
0
0
0.0
18
0.14
58
2
158
158
0
0
0
0.0
19
0.12
49
2
133
133
0
0
0
0.0
20
0.11
46
2
125
125
0
0
0
0.0
21
0.09
37
1
100
100
0
0
0
0.0
22
0.09
37
1
100
100
0
0
0
0.0
23
0.09
37
1
100
100
0
0
0
0.0
24
0.08
34
1
92
92
0
0
0
0.0
25
0.00
0
0
0
0
0
0
0
0.0
26
0.00
0
0
0
0
0
0
0
0.0
27
0.00
0
0
0
0
0
0
0
0
0.0
28
0.00
0
0
0
0
0
0
0
0
0.0
29
0.00
0
0
0
0
0
0
0
0
0.0
30
0.00
0
0
0
0
0
0
0
0
0.0
31
0.00
0
0
0
0
0
0
0
0
0.0
32
0.110
0
0
0
0
0
0
0
0
0.0
33
0.00
0
0
0
0
0
0
0
0
0.0
34
0.00
0
0
0
0
0
0
0
0
0 0
35
0.00
0
0
0
0
0
0
0
0
0.0
36
0.00
0
0
0
0
0
0
0
0
0.0
3]
0.00
0
0
0
0
0
0
0
0
0.0
38
0.00
0
0
0
0
0
0
0
0
0.0
39
0.00
0
0
0
0
0
0
0
0
0.0
40
0.00
0
0
0
0
0
0
0
0
0.0
41
0.00
0
0
0
0
0
0
0
0
0.0
42
0.00
0
0
0
0
0
0
0
0
0.0
43
0.00
0
0
0
0
0
0
0
0
0.0
44
0.00
0
0
0
0
0
0
0
0
0.0
45
0.00
0
0
0
0
0
0
0
0
0.0
46
OM
0
0
0
0
0
0
0
0
0.0
4]
0.00
0
0
0
0
0
0
0
0
0.0
4
o.w
0
0
0
0
0
a
o
0
0.0
d9
000
0
0
0
0
0
0
0
0
0.0
50
0.00
0
0
0
0
0
01
0
1 0
0.0
Page 1 Ready Mix PervConc Levis DryStack DA B2.xds

Project: Lewis DryStack - DA B3 - SCM 502
Designer: Branch Smith
Values shown in blue are user inputs.
Values shown in red are computed results.
See caution note below.
Pervious concrete
Thickness 6 in
Surface area 5 580 sq ft
Porosity 18
Gravel base
Thickness B In
Porosity 40 %
Ponding limit in
Exfiltration rate 4.245 in/hr
Impervious surface
Surface area 5 325 sq ft
Off -site drainage
Summary of results
Effective CN
21
Estimated runoff (5 days)
0.00 in
Available storage used
47 %
Number of hours of ponding
0
Max ponding depth
-8.9 in
Available storage after 24 hr
100 %
Available storage after days
100 %
Stage after 5 days
0.0 in
Additional time to drain completely
0 fir
Intermediate results
Total drained surface area
11,405 sgft
Storage capacity, pervious concrete
502 cuff .
Storage capacity, gravel base
1,488 cuff
Storage capacity, ponding
0 cufl
Total stormweter storage
1,990 cufl
Total precip volume
6.855 curt
5-day mfiltration volume
6,855 cult
Total runoff (overflow)
0 cult
Water stored after 5-days
0 cuff
Water balance error
0.0 cult
N�
Click Mere for
Metric Conversion
Run date 1 8,15.17
24-hr Precipitation
Locationi
Return perrod
7.5
in
Surf City
I 101vr
Design aim
Target CNO
Allowable runoff #DIV/01 in
Coovdoht 2004 CRMCA
All rights reserved. Permission is granted to use this material for its
intended purpose, provided Its origin is attributed to the copyright holder.
Ready Ux PervConc Lever DgStOCk DA 33.xle Panted BlI V2017

CRMCA Pery aConaere HydrONg lMocel
24t L5
Lu apon "
Reem 10.0
Page 1
Total vohvneo (W:t) Total effitYaBW Total rvWff vct(Mt) Storage ateM(M) Ertor
6855 6855 0 0 0.00
Sb 4ga
bta Vdume o, ea Vaemre - Ava4a6re lam) PqW b 14 0=0 (m) TW Stage (e)
e#YtrateE 199D 1d.0 14.0
T fir)
Prey e
V oery ottt
V ry afl
V o8sve W8
Sum via V n aft
Max 1rn V eW a fl
Sere a stare tuft
ea vd ranafl artt
%Sewage Used
Leaded adage, e
0
0.00
0
0
0
0
0.0
1
0.WM42
37
0
75
]5
0
0
0
0.0
2
0.09
40
0
82
82
0
0
0
0.0
3
0.09
40
0
82
u
0
0
0
0.04
0.10
43
0
89
89
0
0
0
0.05
0.12
53
0
109
109
0
0
0
0.0
6
OA2
53
0
109
109
0
0
0
0.0
]
0.15
67
0
136
136
0
0
0
0.0B
0.15
6]
0
136
136
0
0
0
0.09
0.W
90
0
184
1"
0
0
0
0.0
10
0.26
113
0
232
232
0
0
0
0.0
11
O41
183
0
3]5
375
0
0
0
0.0
12
3.20
1421
8
2918
1974
944
0
4]
5.1
13
0.85
34
376
8
719
1]23
0
0
0
0.0
14
0.37
171
163
4
338
338
0
0
0
0.0
15
0.23142
103
3
214
214
0
0
0
0.0
16
0.19
83
3
173
173
0
0
0
0.0
17
0.17
73
2
152
152
0
0
0
0.0
18
0.14
63
2
132
132
0
0
0
0.0
19
0.12
53
2
111
111
0
0
0
0.0
20
0.11
50
2
104
104
0
0
0
0.0
21
22
0.09
0.09
40
40
1
1
83
83
B3
83
0
0
0
0
0
0
00
0.0
23
0.09
40
1
8]
83
0
0
0
0.0
24
0.08
3]
1
]6
]6
0
0
0
0.0
25
0.W
0
0
0
0
0
00
0.0
26
27
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
28
0.00
0
0
0
0
0
0
0
0
0.0
z9
0.00
0
0
0
0
0
0
0
0
D.0
30
0.00
0
0
0
0
0
0
0
0
0.0
31
0.W
0
0
0
0
0
0
0
0
0.0
32
33
0.W
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
34
0.00
0
0
0
0
0
0
0
0
0.0
35
%
0.DO
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
3]
0.W
0
0
0
0
0
0
0
0
0.0
38
0.W
0
0
0
0
0
0
0
0
0.0
39
0.W
0
0
0
0
0
0
0
0
00
40
41
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
42
0.00
0
0
0
0
0
0
0
0
0.0
43
000
0
0
0
0
0
0
0
0
0.0
M
0.W
0
0
0
0
0
0
0
0
0.0
45
0.00
0
0
0
0
0
0
0
0
0.0
46
0.00
0
0
0
0
0
0
0
0
0.0
4]
000
0
0
0
0
0
0
0
0
0.0
4e
o.W
0
0
0
0
0
0
0
0
00
49
O.W
0
0
0
0
O
o
0
0
0.0
m
o.o0
0
0
1 0
0
0
0
0
0
0.0
Page 1 Ready Mix PewConc Lams DryStack DA B3.xIs

Project: Lewis DrySteck - DA SO - SCM 503
Designer: Branch Smith
Values shown in blue are user inputs.
Values shown in red are computed results.
See caution note below.
Configuration
Pervious concrete
Thickness 8 in
Surface area 34405gft
Porosity - 18
Gravel base
Thickness 8 in
Porosity 40 %
Ponding limit in
Ex0llralion rate 3.700 in/hr
Impervious surface
Surface area 53a5 sq it
Ott -site drainage
Area 500 sq If
39
Summary of results
Effective CN
21
Estimated runoff (5 days)
0.00 in
Available storage used
62 %
Number of hours of ponding
0
Max ponding depth
.7.4 in
Available storage after 24 hr
100 %
Available storage after 5 days
100 %
Stage after 5 days
0.0 in
Additional time to drain completely
0 hr
Click Hare for
Metric Conversion
Run date 1 8.15.17
24-hr Precipitation
Location
Return period
7.5
in
Surf Ci
10
Design aim
Target CNO
Allowable mnoff ttDIV/01 in
pomftno
�Ie
i 117SIry 1 '2 nrl<k id
q
Gravel
`c`$
roll
raise
it
subbase
Coovr rtht 2004 CRMCA
All rights reserved, Permission is granted to use this material for its
intended purpose, provided Its origin is attributed to the copyright holder.
RW, Mu P.,Canc -n .13,51. F OA eO.xle Printed BI I W2017

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Page 1 Ready Mu PervC nc Lewis Dry6tack DA e0.ds

Lewis,Linda
From: Lewis,Linda
Sent: Thursday, August 10, 2017 12:39 PM
To: 'Branch Smith'
Cc: Scott, Georgette; Sams, Dan; Gregson, Jim
Subject: RE: Lewis Dry Stack
Branch
I suggest you contact Jim Gregson regarding the possibility of an NPDES permit for the boatwash
did speak to him briefly to let him know about this facility, but I am not well -versed in those
requirements. I hesitate to act as the go-between in this matter.
I will check with stormwater staff whether the soap is a substance that needs to be prevented from
entering the permeable pavement. That may be a moot point if DWR requires you to collect that
washwater.
Per .1003(3)(d) only the runoff from the net increase in BUA on the site is required to be treated.
you are unable to redirect the runoff from the existing (not subject) BUA away from the proposed
SCM, then you do have to account for that drainage area and built -upon area in the design of the
SCM. You are free to remove that roof drain collection and allow it to continue to drain as it was
before.
I think that improving the water quality by collecting that existing roof runoff is great, but I'm not sure
how to marry that with the design requirements of the permeable pavement, especially if the integrity
or function of the permeable pavement may be adversely affected.
Linda
From: Branch Smith[maiIto: [e-mail]]
Sent: Thursday, August 10, 2017 12:13 PM
To: Lewis,Linda <[e-mail]>
Subject: Lewis Dry Stack
Linda
Can you answer a few questions based on the Lewis Dry Stack Review:
• Per q3, the boats will only be washed with soap. No gas fill -ups or changing of oils will occur onsite. So only
sand and soap will enter the pervious concrete. Please check with DWR on the soap issue, but there won't be
oil, grease, heavy metals or boat acids used. Soap from residences I assume get into the wet pond system and
possible pervious pavements over driveways currently.
Per #6, do we have to treat existing impervious such as the bldg. or existing boat ramp? I didn't look into the
rules.
I'll get these to you Monday or Tues (deadline) at latest

Thanks
1. Branch Smith, PE
Paramounte Engineering, Inc. 1 122 Cinema Drive I Wilmington, NC 28403
Office: [phone] 1 Cell: [phone] 1 Fax: [phone] \x�v.paramounte-eng.coin

Lewis,Linda
From:
Lewis,Linda
Sent:
Tuesday, August 08, 2017 5:09 PM
To:
'Branch Smith'
Cc:
'Jessica Vamvakias'
Subject:
Express Review Comments for SW8 170721 (REVISED)
Attachments:
DEMLR WIRO Letterhead_BW 2017 01 20.pdf
ME
Please see the revised review comments for the subject project, attached.
Old Comment #8 was relocated to be Comment #7 and old Comment #7 was modified to reflect
current BUA definitions in SL 2017-10, and renumbered as Comment #8.
Sorry for any confusion.
Linda
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis(a)ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
'Nothing Compares,
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Energy. Mineral &
Land Resources
ENVIRONMENTAL QUALITY
August 8, 2017
I lanipstead Investment I loldings, LLC
Attn: D.I. Logan, Managing Member
60 Gregory Road, Suite I
Belville, NC 28451
Subject: Request for Additional Information
Slormw: ter Project No. SW8 170721
Lewis Road Dry Stack
Pender County
])car Nit. Logan:
ROY COOPER
Governor
MICHAEL S. REGAN
$eCJCtprl'
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted an Express State Stornwater Management Permit
Application for the subject project on July 28, 2017. A preliminary in-depth review of that information
has determined that the application is not complete and that additional information is needed. To
continue the review, please provide the following additional information:
1. 15A NCAC 0211.1042(2)(g)(iv): There are not enough spot elevations shown along the inside
curve of the access road within the drainage area of SCM 503. If no additional spot elevations
are provided, the Division will assume that the pavement edge of the road is consistent at 7.0
from the beginning of the road extension to the first dry stack permeable pavement driveway. If
this is not the proposed condition, please provide additional post -development contours and/or
spot elevations.
2. 15A NCAC 0211 .1042(2)(g)(v): Please provide dimensions for the existing Ship's Store.
3. 15A NCAC 02I-I.1003(8): The proposed boat wash area may need to be reviewed and/or
permitted by DXVR for an NPDES permit to discharge / treat the boat wash water. Per the SCM
Design Manual, permeable pavement shall not be used in areas where concentrations of oil,
grease, heavy metals and toxic chemicals are likely to be higher than in typical stormwater runoff.
4. 15A NCAC 021-1.1055(7): Runoff from adjacent pervious areas shall be prevented from reaching
the permeable pavement. It appears that the proposed septic field is included within the Drainage
areas for SCM500 and SCM501. It is recommended that this area be regraded so that it will not
drain onto the permeable pavement.
5. 15A NCAC 0211.1003(3)(b): Based on the contour information provided, offsite drainage from
Lewis Road may impact SCM500. I low is the drainage from Lewis Road and the upslope
development being routed through the proposed project? The existing contour information does
not clearly show any type of Swale or ditch system along Lewis Road or any existing drainage
outlets. I -low will the extension of Lewis Road affect the drainage outlet for the existing upslope
development?
6. 15A NCAC 021-1.1055(7): Rooftop runoff is not subject to the 1:1 loading limitation, however,
the Design Manual indicates that no one downspout shall drain more than 1,000 square feet of
roof area to a single point onto the permeable pavement. The proposed design appears to be
draining the entire existing Ship Store roof area (approximately 2,300 sf based on scaling) to one
downspout which is released directly into the gravel base at a single point.
State of North Carolina I rnvironmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington, NC 28405
910 746 7215

State Stormwater Permit No. SW817072I
Page 2 of 2
7. 15A NCAC 021-1.1042(3)(b): The access casement and parking area dctail cross-section indicates
that the design is a 4" PC over a 6" stone base. I lowever, the plan notes and calculations indicate
that the design is a 6" PC over either a 6" base or an 8" base. Please adjust the detail accordingly.
8. 15A NCAC 021I.1042(3)(b): Please note what material is being used for the "pervious sidewalk
on natural ground" identified in the access casement and parking area detail cross-section. To be
counted as a pervious surface, the sidewalk must meet one of the requirements listed in SL 2017-
10, including 4" of ii57 stone over a gcotextile fabric, or landscaping material including gravel,
mulch, sand and vegetation placed on areas that receive pedestrian or bicycle traffic and will not
be compacted by the weight of a vehicle.
9. 15A NCAC 0214.1042(3)(b): The narrative needs to stipulate to the amount of existing RUA that
already lies within the 50' buffer and how much permeable pavement is being added inside the
buffer.
10. 15A NCAC 02I-1.1042(3)(b): Where does the "Concrete Pavement Section- (Ileavy Duty
Pavement)" apply on this project? If that detail is not needed, please remove it from the plans for
clarity. If that detail does apply, please indicate those areas on life plan.
11. 15A NCAC 021-1.1042(2)(c): Please revise the location map to show the nearest intersection of
US 17 with a I, 2, or 3 digit numbered road, such as Highway 210, for example.
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 021-1.1042(2).
The requested information should be received in this Office prior to August 15, 2017, or the application
will be returned as incomplete. If the project is returned and you wish to re -submit to the Express
Program, you will need to reschedule the project through the Express Coordinator for the next available
review date and will need to resubmit all required items at that time, including the application fee.
If additional time is needed to submit the requested information, please email your extension request,
prior to the original clue date, to the Division at the email address provided below. The extension request
must include a justification and a date of when the requested information will be submitted to the
Division, which shall be no later than 5 business days past the original due date. Please remember that
extension requests hill delay the issuance of the final permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control flan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
]'lease label all packages and cover letters as "Express" and reference the State assigned project number
oil all correspondence. If you have any questions concerning this matter, please feel free to call me at
[phone] or email me at linda.lewis r7 ncdcnr.gov.
Sincerely,
Linda Lewis, L.I.
Environmental Engineer
GDS/arl: \\\Stormwater\Permits & projects\2017\170721 1ID\2017 08 addinfo 170721
cc: Branch Smith, P.E. Paramonnte Engineering
Jim Gregson, DWIZ WiIZO
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mincral and Land Resources
Munington Regional Office I I27Cardlnal Uriw Ezlen9on I'Ailmington.NC 28405
910 796 7215

Lewis,Linda
From:
Lewis,Linda
Sent:
Tuesday, August 08, 2017 11:06 AM
To:
'Branch Smith'
Cc:
'Jessica Vamvakias'
Subject:
Express Review comments SW8 170721
Attachments:
DEMLR WIRO Letterhead_BW 2017 01 20.pdf
Attached please find my review comments for this express projects, Lewis Road Drystack.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis a ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
�4
Nothing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Lewis,Linda
From:
Lewis,Linda
Sent:
Friday, August 04, 2017 5:34 PM
To:
Lucas, Annette
Cc:
Scott, Georgette
Subject:
Permeable pavement / StormEZ
Annette:
Can you please explain to me where I can find the amount of volume provided in each proposed
permeable pavement section on StormEZ? Although the post -developed land use information
regarding pavement area, adjacent BUA area, stone depth, infiltration rate and void space for each
PP SCM is shown, there is no individual volume provided. The StormEZ just comes up with a single
volume in the runoff fate summary and I have no idea how it got that volume. With the other types of
SCM's, the volume that each SCM provides is reported somewhere on StormEZ.
When I calculate the permeable pavement storage volume in the gravel base on my spreadsheet
using the formulas in the SCM Design manual chapter for volume and drawdown, the total volume of
all the permeable pavement areas is much less than StormEZ says.
This is for an express review, so any help as quickly as possible would be appreciated.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy. Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis(a)ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
5Nothing Compares_-,.
. KM
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

PARAMOUNTE
E N G I N E E R 1 N C3. I N C.
1 2 2 CINEMA DRIVE
W I L M I N G T O N, NC 2 8 4 0 3
9 1 0- 7 9 1- 6 7 0 7( O) 9 1 0- 7 9 1- 6 7 6 0 ( F)
L E T T E R O F T R A N S M I T T A L
To:
NCDEQ
Date
7/28/17
DEAff-R — Land Qwfity - Stormwater
127 Cardinal Drive Extension
Re:
Lewis Dry Stack
Wilmington, NC 27405
1
Express Stormwater Resubmittal
Attn:
Linda Lewis
Project No.
I 16337.PE
e are sendin
® Originals
❑ Prints
❑ Shop Drawings
® Calculations
❑ Correspondence
® Plans
❑ Specifications
❑ Other as fisted below
'he following items:
Quantity
Date
Dwg. No.
Description
2
7/25/17
C-3.1
Stomtwater Plan (24"x36" Final Design — NFC)
2
DA-Map
Drainage Area Map for SCbi's 24"06")
2
Storm EZ LID Forms
2
Storm EZ O&DI Forms
1
Deed
1
Narrative & Calcs
1
I11filtration/SHW17 Report
1
7.26.17
Express Fee $4,000 Check #82045
1
SofS LLC
Issue Status,
For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved its Noted ❑ See Remarks
etion Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
Contact me with my additional information or questions. Thank you.
Branch Smith bstnith a. r mo a -en . om
Cc: Jessica Vamvakias; He Signed:
J.
tC-e4 `t
cc( VE
JUL 2 8 201
7
BY:_____

a
LIMITED LIABILITY COMPANY ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Hampstead Investment Holdings, LLC
SECRETARY OF STATE ID NUMBER: 1545818 STATE OF FORMATION: NC
REPORT FOR THE YEAR: 2017
1. NAME OF REGISTERED AGENT: Loaan, D I.
2. SIGNATURE OF THE NEW REGISTERED AGENT:
Fins Office Use Only
E-Filed Annual Report
1545818
CA201710300466
4/13/2017 08:40
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED OFFICE STREET ADDRESS & COUNTY 4. REGISTERED OFFICE MAILING ADDRESS
60 Gregory Road Suite 1 60 Gregory Road Suite 1
Belville, NC 28451-9276 Brunswick County
1. DESCRIPTION OF NATURE OF BUSINESS: Developer
2. PRINCIPAL OFFICE PHONE NUMBER: 910452-7175
4. PRINCIPAL OFFICE STREET ADDRESS 6 COUNTY
Belville, NC 28451-9276
3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
5. PRINCIPAL OFFICE MAILING ADDRESS
60 Gregory Road Suite 1 60 Gregory Road Suite 1
Belville, NC 28451-9276 Belville, NC 28451-9276
SECTION C: COMPANY OFFICIALS (Enter additional Company Officials in Section E.)
NAME: D I Logan Mr.
NAME: SHP Hampstead Investments, LL NAME:
TITLE: Managing Member TITLE: Managing Member TITLE:
ADDRESS:
ADDRESS:
60 Gregory Rd, Suite 1 1442 Military Cutoff Rd, Suite 26
Belville. NC 28451
Wilmington, NC 28403
ADDRESS:
ECEIVE
SECTION D: CERTIFICATION OF ANNUAL REPORT Section D must be completed in its enti b J6pe sonn/business ity.
ff L2 8 2017
D I Logan Mr. 4/13/2017 By,
SIGNATURE
Form must be signed by a Company Official listed under Section C of this form.
D I Logan Mr.
Print or Type Name of Company Official
Managing Member
Print or Type The Title of the Company Official
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Corporations Division, Post Office Bon 29525, Raleigh, NC 27626-0525

.1�
Lewis Rd Dry Stack
Hampstead, INC PENDER County
J Branch Smith, PE, Paramounte Engineering Inc NCDENR
Type of
Only complete application packages will be accepted and reviewed. A complete package Includes all of the items in the
checklist below. Add any comments, and indicate the page or plan sheet number where the following Information can be found.
Please Indicate that you have provided the following required Information by initialing in the space provided next to each item.
Part I: Submittal Checklist I
Item Notes I Comments Initials
1 Original and one copy of this application form (all worksheets) and the permit
JBS
application fee. For applications submitted to the DEMLR regular permitting
program, the fee is $505 payable to NCDENR. For Express Review, click on
the link below for information and fee schedule. Contact the appropriate
regional office Express Review Coordinator to schedule the required pre-
annlinafinn maelinn
Click here for Express Permitting info
2 A USGS map identifying the site location. If the receiving stream is reported
JBS
as class SA or the receiving stream drains to and is within 112 mile of SA
waters, then include the 1/2 mile radius on the map.
3 A copy of the most current property deed.
JBS
4 Two copies of additional calculations (as needed). Sealed, signed and dated.
JBS
5 Two sets of sealed, signed, & dated full-sized plans of the entire site at a
JBS
readable scale, including:
a. Project name, engineer and firm, revision number and dates.
JBS
b. Location map with street names and SR numbers, legend, north arrow,
JBS
scale.
c. Dimensioned property/project boundary with bearings & distances.
JBS
d. The boundaries of all surface waters, regulatory flood zones, and
JBS
protected riparian buffers or a note on the plans that none exist.
e. The boundaries of all vegetated or protected riparian buffers.
JBS
I. Site layout showing all built -upon areas, drainage features, stormwater
JBS
collection systems (inlets, outlets, swales, pipe elevations, slopes and
diameters), and SCMs at ultimate build -out.
g. Existing contours, proposed contours, spot elevations, and finished floor
JBS
elevations.
h. Existing drainage (including off -site), drainage easements, pipe sizes,
JBS
runoff calculations.
I. Drainage area boundaries (included in the main set of plans, not as a
JBS
separate document).
j. Existing and proposed maintenance access routes, utility easements,
JBS
drainage easements, public rights -of -way etc.
k. A construction sequence that shows how the SCMs will be protected
JBS
from sediment until the entire drainage area is stabilized.
6 Two sets of sealed, signed, & dated full-sized plan details of each SCM (or
JBS
typical if appropriate) in both plan view and cross-section at a scale of 1" _
30' or larger, including:
a. Dimensions, side slopes, length to width ratios and elevations with a
JBS
benchmark for clean -out if appropriate.
b. All applicable conveyance devices, including: bypass structure,
JBS
pretreatment area, Flow distribution device, underdrains, outlet device,
outlet dissipater and level spreader.
c. A table of elevations, incremental volumes and accumulated volumes (If
JBS
applicable).
d. Specifications for applicable materials, such as planting medi
device,,etc.hE
���
JBS
aggregate, sod, underdrains, outlet
nJUL 28 2017 I I
BY:_�
STORM-EZ 7/28/2017
Version 1.4 Application Page 1 of 13

7 Two sealed, signed, & dated planting plans for each SCM (or typical) at a
NA
scale of 1" = 20' or larger, as applicable, including:
a. The locations of each species and a planting detail.
b. A table summarizing the size, spacing and total quantity of each plant
species that should be used.
c. The source nursery for the plants.
d. A one-time fertilizer specification to establish plants if necessary.
8 A soils report based on field evaluation indicating the SHWT elevations
JBS
within the footprints of the proposed SCM(s). Provide a map of the boring
locations with the existing elevations and boring logs. For infiltration SCMs,
the report shall include the soil type, infiltration rate and method for
determining the infiltration rate. Soils information shall be signed and sealed
0 A copy of the signed and notarized operation and maintenance (O & M)
JBS
agreement.
10 A copy of the proposed deed restrictions protecting the SCMs and limiting
NA
the built -upon area so that it does not exceed the capacity of the SCM(s) or
the high density threshold (as applicable).
NCDENR Deed Restriction Forms
11 For corporations and limited liability corporations (LLC): Documentation from
JBS
the NC Secretary of Slate or other official documentation, which supports the
titles and positions held by the persons listed in the Contact Information
section. The corporation or LLC must be listed as an active corporation in
good standing with the NC Secretary of State, otherwise the application will
he reh vned
NC Dept, of the Secretary of State
JBS
12 A copy of the lease agreement or pending sales agreement if applicable.
INA
ECEI V E
JUL %Y2017
BY: -- - -
STORM-EZ 7/28/2017
Verslon 1.4 Application Page 2 of 13

Part It: General Project and Applicant Information
j
Project Name:
Lewis Rd Dry Stack
Date:WCOASTAL
Jul
Project Street Address:
579 Lewis Road
Lat:
City:
Hampstead Zip: 2 1
Long:
Directions to Project:
3000 it from Intersection of Sloop Point Rd and Lewis Rd
County:
(from nearest Intersection)
Project Applicant:1
Hampstead Investment Holdings LLC
(Identify the corporation, organization, property owner, designated
government official, etc. which owns the arolect.)
Owner / Signing Offical's Name:
Title:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
Status of applicant:
D 1 Logan
Managing Member
60 Gregory Rd, Suite 1
Belville
NC
28451
910-332-3524
[e-mail]
Owner
River Basin: White Oak
Receiving Stream(,): Topsail Sound
Stream Classics): SA;HOW
Surface Water Area (ac): Coastal wetland area (ac):
Total property area (ac): 2.22 Total project area (ac):
Goals/characteristics: YES Volume Matching (LID) NO Drains to an offsite slormwater system
NO Low Density NO Within 575' of Saltwater ORW
YES High Density NO Within 5 miles of a public airport
summarize how the stormwater runoff will be treated:
Flow Runoff to and on Pervious Concrete
Part III: Permit Information
Status of construction: FNot Started
Other permits needed: F YES Sedimentation & erosion control 404 Permit 1401 Certification
CAMA Major Permit Isolated Wetlands Permit
Threatened & Endangered Species NPDES Industrial Slormwater Permit
If an application for this project has been previousl returned, provide the original project number and previous name of the project:
Provide the permit
this
If claiming vested rights, the Identify (and attach) the supporting documents and approval dates:
Approval of a site -specific development plan or PUD Approval date:
Valid building permit Issue dater
Other Date:
Not Started
Point of Contact:
Phone number:0
ECEIVE
JUL %? 2O17
BY:
STORM-EZ
Version 1.4 Application
7/28/2017
Page 3 of 13

Lewis NC Dry Stack A
e Hampstead, NC PENDER County NCDENR
White Oak River Basin
RAINFALL & CALCULATION DATA
Project County: PENDER
Project City: I Hampstead
Rainfall Source: Wilmington
Loaded Rainfall:
Wilmington
Design Storm:
1- r, 24-hr
Discrete SCS Method,
Calculation Method
Pre - Post
(Minimum Design Storm = P90 for non -SA, 1-yr, 24-hr for SA)
Storm Event
Depth
(inches)
First Flush / W OV
1.50
P90
1.74
P95
2.45
1 r, 24=hr
2- r 24-hr
3.85
4.68
10-yr, 24-hr
7.26
25- r, 24-hr
9.13
50- r, 24
-.hr
10.80
100- r, 2
12.70
Click here to load forms. >>>
NOTE: Please use the Storm-EZ calculation sheets to document the stormwater design
and create the 08M Agreement. Highlighted Storm is Design Storm
PROJECT INFORMATION
Total Propery Area
1 2.22
lacres
Total Coastal Wetlands Area
10.00
lacres
Total Surface Water Area
0.00
acres
Complete the breakdown of impervious area for the project
Basin Information
Entire Site
Receiving Stream name
TopsailSound
Stream Class
HOW; SA
Stream Index Number
18-87-10
Total Drainage Area
96,882
On -Site Drainage Area sf
95,832
Offsite Drainage Area sf
1,050
Proposed Impervious Area sf
20,550
%Impervious Area total
21%
Impervious Surface Area
Entire Site
On -Site Buildings/Lots sf
On -Site Streets at
On -Site Parkin sf
18,300
On -Site Sidewalks s
Other On -Site sf
Future sf
Off -site sf
Existing BUA sf
2.250
Total
20,550
Total Impervious Area 0.47 acres
Project % impervious area 1 21 %
ALL AREAS ARE IN SQUARE FEET
Use Worksheet Data? Yes
Data in italics is derived from application
forms and land use data worksheets and
cannot be changed by user.
Click above to load forms.
ECEIVE
JUL a S 10Y�
BY.
STORM.EZ 7/28/2017
Version 1.4 Project Data Page 5 of 13

Lewis Rd Dry Stack
NC
Hampstead, NC PENDER County
®��
ATA
White Oak
River Basin
I—�
NCDENR
Drainage Area #
= of i 1
PRE -DEVELOPMENT LAND USE CALCULATIONS
Pre -Development Land Ut
Note: Enter BUA Draining to
Permeable Pavement Below
User Defined Drainage
e:
Area
HSG
Land.use
EN
•
acres
%
A
Impervious
98
8fi10
0.20
8.89%
A
Pasture or Open space
38
88 272
2.03
91.11%
Subtotal:
90,882
2,22
Existing ermea a Pavement (Infiltration):
scat Description
100=
Existing Green Roofs:
BCM
HSG
Pavement Area
Atltlltlonal BUA
Solt
In011ratlo
nRete
Gravel
Vold Spoce
Total
Grevel
Da Ih
Orlflce
Dla,
Ortflce
Haight
BUAX
Ha• Synthetic
LI... 7
D.S.
BMP
(of)
Isll
(mulls)
1%)
(in)
(In)
(in)
PAW
and
DS SCM # i Note.
From Land Use Tables:
98882
2,22
acres
Permeable Pavement+ Addi9Dnal BUA:
0
aeo
aaes
Green Roofs:
0
0.00
acres
Preserved Sudace Waters B Non -Coastal Wetlands:
Uou
aaes
Preserved Coastal Wetlands:
0.00
aaes
Total Site Area:
96,882
2.22
acres
Pro -Development SCMs:
SCM# SLMT a
200
WO Volume
Provided
Ds aArea
Downstream
SCM
Iramm . Open
(sq El
cf
HSG
8610 88272
Design Storm Runoff Fate Summary:
Rainfall Volume -
8.56 sae-Incha. •
31,083
cf
Runoff Reduction Components:
Natural Infiltration 8 ET =
-7.78 acre -inches =
.2B255
of
Disconnected Impervious Surfaces =
0.00 acre-Inchea -
0
of
SCM Infiltration=
0,00 ecre-Incnes-
0
at
Permeable Pavement Infiltration =
0.00 acre -Inches •
0
cf
Green Roof ET=
o00 acre-Inchea =
0
cf
Post Filtration Discharge =
0,00 acre -inches -
0
cf
Total Runoff Reduction -
.7.78 acre -inches
-28,255
cf
SCM Treatment:
Treated SCM Outflow =
0,00 ...inches
0
cf
Untreated Surface Runoff =
0.78 acre.inchea
2,828
cl
The Pre -Development protect area contain. 8610 of of built upon area, resulting In an overall density of 8.89%.
STORM-EZ
Version 1,a
EiCEIVE
JUL 2 A 2017
Pro -Development
7I28R017
Page 6 of 13

Lewis Rd Dry Stack TA NO
Hampstead, NO PENDER County L.1
White Oak River Basin NCDENR
DminaDe Area N 1 of 1
' POST -DEVELOPMENT LAND USE CALCULATIONS
P., Iol. P...... I.
Inlltlnllon
Tobl
Nu
OrMlu
Orlllca
Oowm
Prve-.nl No
M6111onsI0UA
Vole Space
Onval
MIIIVtlIan
Oetenllon
HBO
pvml TYpa
Rab
Oa IF
SLlnrtic
Ola.
NeIpM
at..
CFacF
LllecF
BCMY
(aQ
(scree)
lal)
acres)I
000r) j
(%)
lin)
(n)
(I.
600
A
PC
1096U
015
6AW
0.1<
129J
1O%
8
NO
ON
T>SOsa
Sof
A
PC
B.<BU
Oxi
B.00].0I
LO%
0
Na
OK
T>SOaa
602
A
PC
5.500
0.1J
5,x]U
0,10
1 BAB
1 .0%
B1
No
OK
T>SOea
503
A
PC
4.800
Utt
<200
D.10
1 ].JB
1 40%
0
1
OK
I T>50a a
�.xLla Tor tF�
;ts is
140WAtto
Green ROnfs: 1M1>✓ ��� 1
p8p pAW D, Nae RatrpOtl Dowmtresm Lamment. aV4
SLM• % al acre BLMa
Soo1 385 1 1 D 000 I,
Lot Mee Tool lob Maa lmpl Lal
%Imp,
WDoe.ILot
0". Spec.I Lo1
Av8 tet 8k.
(i1)
al
(al
(sl 1
o.oe
L.neAu
I CN
al
s real
%
pen Space l.o... e .,on pace)
39D
54.582
125
56.3a%
Permeable Paremenl r BUA:
NIA
ct 300
097
L356%
Green Raft
NIA
0
000
a 00
Sao Tmw
OBe81
23i
100M%
Lane E.clWee ur Panlall E.cIW.e Lom Volum. CakPl.Hov: M.
Bad— Wnler. B No,CoaMal Mounea: 0 DO0
cpeael wevanea: D poe
Tp1a181b Nea: 96 sex xRt
Rainfall Volume. 066 ecre'amnea 31,083
Runoff Roducffon Components:
Natural lnhitnuron 6 ET=
.4.0e eov8 hea •
-u,93i
cl
Disconneclee Impervious Surfaces =
0.00 arre.ncnes •
0
c/
SCM lnflliralion=
000 ens.ghee •
o
c
PBn9Ba0lo Pevement lnlJhSlian-
..x4 ernl hs. •
16.106
It
Gmen Roof ET =
000 .c. mhe. •
0
c]
post Filfmfion Discha e =
OME' Pa
aa0 em irclMa •
0
f
Tote uno 6 uct on
0.5x a e
c
ECEIVE
JUL %7 209
BY:
STORM-EZ ]20201]
v.1 < POM DevsbD .nl Page 7 of 13

Lewis NC Dry Stack
Hampstead, NC PENDER County
TA
Whit. Oak River Basin
NCDENR
Drainage Area 1 al 1
POST -DEVELOPMENT LAND USE CALCULATIONS
SCM Traefmanf:
Treafwkm OleeOw= OW ..,he.
0
c!
Untreated Surface Runoff a a." acre -lochs
145
cf
Pre-Davelo marl Runoff = 0.18 peramcnee
2,828
Cf
Difference = dla ene;ncnee
-2,683
c/
TM Poet-pevalopmanl prolaot area confine xexao of of auto upon area, resulting In an overall density of 29.110%,
ECEIVE
11
JUL 8 Z 201.7
©Y:
STORMEZ 708/2017
Voyager 1.e nofl Devalopmanl Page 8 of 13

Lewis Dry Stack e4FA
NamOtleaq NC NC PENOER County
Mile Oak Rlv.r Basin RdbMR-
Dreinage Area e 1 of 1
PROPOSED Sips S STRUCTURAL RUNOFF VOLUME CONTROLS
Enter only runoff volume below that will be Inflamed or drawn down over Y to 5 days. Additional volume provided In devices should not be entered In this worksheat.
Drawdown time requirement applies to all atom events.
OHaa. Ynprvwua 0 d
Alea inal.E
D•aWp. Total Pen
an I.. a.1 TaRl %of Too atonal. Dery wa.. Mbw YiYYarona Papal. T•uw %or acts
.C. Ian ,I (m anPr.bea ParMua nn.m so. v..n. v... ET cumber ONrnw V...
..real
D alFgrvan.n. mlx.O mnplrslroo orl open..1. mf dons' Mo.
oleMarp.mou, m^O.rW mSl yo 11. npnlgra p.moae
awl ern.. area w..
Design Stocm Runoll Summary:
Rainfall Volume a
ex mearu,.r -
81,085
cl
Runoff Raductlon Comlwn.nb:
Natural ln611ra0an 8 ET-
yap weaowe
maul
d
Dlacroo.ded Impervious Area •
One an.aeov.-
p
d
$CM lnfJtralion •
aW warts. •
0
d
Permeable Pavement ln0rtra0an.
yea
Green Roof ET -
OW viNrcLes
0
d
Post Filtration Discharge.
O.M ecreMl,ea-
0
0l
Total Runoff Reduction •
40 011.aoaea. -
40,938
cf
SCOT Trnlmam:
Traarad SCM Om0ow -
0. ar..im .a -
0
cl
Untreated Surface Runoff •
aM amMm
145
cf
Pm-0evebpment Runoff.
Ole wekrn.a-
8,828
of
Wfierance•
.11 evaprm.e
.2,683
of
"VOLUME
MATCHING ACHIEVED"
Tlv Pe.larveeom.rl project area conum. 2e2.e.1 of sus voon.•,a, rnunlrq In an away aamay 029.1 M.
EGEBVE
JUL 8 2120,
BY:
STORM Er 11.
Version 1 a aemm.w ConW pp.8 N I]

Lewis Rd Dry Stack
Nampetutl, NC PENOER County
White Oak River Basin
Oreln.ae Are. e 1 DI 1
//��
®�/.,1
NCDENR
FATE OF RAINFALL
el¢t Storm:
I 1 ynr
BASIC TREATMENT SCALE
Com Ilanc for YearRainfall
88 Inches
r' I:Ifl it }
sell[ TI.elm.. Tnre.now
VOLUME MATCHING SCALE
I-YAar §tqM - Rainfalla inches
as
W... W10In1TMe tell
FATE OF RAINFALL GRAPHS
law
sox
8
i [w
e
Pre Development Fates
Post Development Fates
IW
—
AI
w —
me —
3 sw
a
Y
ew
a —
n re o sort El lrl55t1 Ire[1 a rom BMle�Gr1 IlmrenM Sorters Punoll �lXl. rl
e ra on OJlluw�a rl • n
a In11 rIv, b 1M11-1,, • emer a eremenr n rxun�00
•arar.r. IIII-I. IVI lnllXrnbn�Gr1 •Green Poul [v.wtrnl,plrvllon�a rl
•InIlXrellon eon El�11155 r1
In11 X,nlon mal1�3a31a[1 l0,111 tlb MR�0a1
Inn nllrnlon DUHlowatl m
DZ
e In11Nr.Ibn BY BMI[a [I
meedepevemencln n-I..d
•Dluenne[IeG lmp.rvlpuL lnlAOeXpn �a[1
IlmrenN 3urlxePunoll-1[Stl
iM'Fn.MP.nIeY'[X.N
EINI.yN. MOrploPcr,......b WrkX I...VObm.e er. wLIttI.E Be.. G.r Ne..n... randw.WItrye,eM IlprmxtlwLpnVpa.nlerea Ey Ne wer.iXecXeN s'e OeapneE Ip Eaplry Yre ttprmwabr
n. him MACXIM4.1.. <Xwp.e I. P. lnirnpek ry ..1,—I It. ,b......na vnbu..iwmm.l.r......m.M........
ECEIVE
JUL 8 S 20?
BY:
STOF.E3 1naen
vs 11 nWY Feb OrRen "a"I.I I]

Lewis Rd Dry Stack
s Hampstead, NC FENDER County White Oak River Basin ATA
Drainaqe Area # 1 of 1 NCDENR
OF CONCENTRATION CALCULATIONS:
Pre -Development
Length (fl) Slope (ft/fl) Surface Cover T, (hre)
Sheet Flow:
Sheet Flow:
Shallow Flow:
Shallow Flow:
Channel Flow:
Channel Flow:
ADDITIONAL CALCULATIONS
Length (h)
Slope (hlft)
n-value
ow roe
(h)
Mince Porimeter (ft)
T, (hrs)
Pre -development Tc = 5.00 min I1401.5 mnmvs)
Post Development
Length(h) Slope(f0h) Surface Cover T,(hrs)
Sheet Flow:
Sheet Flow:
Shallow Flow:
Shellew Flow:
Channel Flaw:
Channel Flaw:
Pre -Development
Length (h)
Slope (tuft)
n-value
(ttr)
Wetted Perimeter (h)
T,(hrs)
Post -development T.= 5.00 min (M".. 5 ntivrer)
Analysis Area - 2.22 Acres (0.003 sq. miles)
F.F.
P90
P95
1-Yr
2- r
10-Yr
1 25-Yr
1 50-Yr
100-Yr
Rainfall fin )=
1.50
1.74
2,45
3.85
4.68
7.2b
9.13
10.80
12.70
IQ,a) =
0.11
0.13
0.20
0.35
0.52
1.41
2.31
3.24
1 4.42
CN,4 =
72
69
62
52
49
46
45
44
43
Post Development
F.F.
P90
1 P95
1 1-Yr
1 2• r
10-Vr
25-Yr
50-Vr
11
Rainfall in = 1.50
1 1.74
1 2.45
1 3,85
1 4.68
it 7.25
9.13
10.80
12.70
10*1bi = 0.00
1 0,00
1 0.00
1 0.02
1 0.08
1 0.49
0.94
1.42
2.05
ICN.dj 1 57
1 53
1 45
1 38
1 37
1 34
1 32
31
30
Analysis Area = 2.22 Acres (0.003 sq. miles)
F.F. P90 P95 1-Yr 2•Vr I 10-Yr 25•Yr 50-Yr 100•Vr
Pre -Development
O' (in)
qu (csm/in)
it
Q (cfe)
Post Development
0' (in)
in)
0.11
0.13
0.20
0.35
0.52
1.41
2.31
3.24
4.42
385.00
385.00
385.00
385,00
668.59
931.89
931.69
931.69
931.69
0.15
0.18
0.28
0.47
1.21
4.57
7.47
10.49
14.30
0.00
0.00
0.00
0.02
0,08
0.49
0.94
1.42
2.05
"Note: To decrease Post -development peak flows - increase storage volume being
development time of concentration. See LID HELP for more inlormotion,
JUL 27 209
STORM-EZ 4 G I/ 712812017
Version 1.4 Peak Now Calcs BVC Page 11 of 13

E
LEWIS RD DRY STACK
TOPSAIL TOWNSHIP, NORTH CAROLINA
RMWATER AND EROSION CONTROL NARRATIVE
Prepared for:
Hampstead Investment Holdings, LLC
60 Gregory Road, Suite 1
Belville, NC 28451
Prepared by:
-nARAMOUNTE
122 Cinema Drive
Wilmington, NC 28403
NC License #: C-2846
Project #16380.PE.
July 2017
E G E'VE
JUL 2 8 2017
BY:
CARpl�
:a SEAL
034354
+v• Q' •h2�
�v .F,yG I
e-2-1
'!
f

Hydrologic Soil Group—Pender County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit— Ponder County, North Carolina (NC141)
Map i
init symbol
7Map unit name
Rating
Acres In AOI
Percent of Act
AnB
Alpin One sand, 1 to 6
percent slopes
A
5.3
15.7%
AuB
Autryville fine sand, 1 to
4 percent slopes
A
14.6
43.4%
PeA
Pactolus fine sand, 0 to
2 percent slopes
A
12.2
36.3%
W
Water
1.6
4.6%
Totals fo
Area of Interest
33. 1
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and VD). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
usoA Natural Re¢ourcee Web Soil Survey 7/3/2017
Conservati+ n Servlce National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil GroIp—Pender County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie -break Rule: Higher
USIA Natural Re4ourcee Web Soil Survey 7/3/2017
Conservatl n Service National Cooperative Soll Survey Page 4 of 4

Pervious Concrete
Hydrological Analysis- Program_
To return to Home Page please close this Excel program.
Click "Data Input Sheet"
to begin entering in values.
Now
Data Input Sheet
Results Rainfall Info
07
SCS Curve Help
Numbers
r Concrete P�lh r T
1 - Thinking mNRMCA
Imaskinnple wutltl PortlanO CemtRswtlatlon -

LMG
LAND MANAGEMENT GROUP iHc.
Environmental Consultants
Mr. Tim Clinkscales
mounte Engineering, Inc.
Cinema Drive
nineton. NC 28403
ECEIVE
JUL 2 8 2017
gY:
July 24, 2017
RE Stormwater infiltration study for the proposed stormwater control measures associated with
the proposed Lewis Road Dry Stack Marina Project, Pender County, Hampstead, NC.
Mr. Clinkscales:
riday, July 21, 2017, Land Management Group, Inc. evaluated the stormwater SCM areas
iated with the proposed Lewis Road Dry Stack Marina Project, Pender County, Hampstead,
The purpose of the evaluation was to describe the soil profile, quantify the depth to the
nal high water table (SHWT) and quantify infiltration rates for the project engineer. The
led soil boring locations are shown in Figure One.
c1
\ I
\\ \ QA...../ ,i - ` i .art • o _,_� .. /1 \\.\ \`�� 1
`y

All IIecorded depths are from the existing surface as noted in the soil profile description in
Appl-ndix B. The site appears to be a landscaped primarily with turf grass (see Test Area Map
Appi ndix A, soil profile descriptions in Appendix B.). LMG was asked to determine the
infilttration rate at the four preselected locations in the proposed SCM areas. The site was tested
at a depth within 24 inches above the seasonal high water table (SHWT) at each boring location
(math ked by wooden stakes and orange ribbon). Soil permeability was tested using a Double Ring
Infiltrometer method taken from Methods of Soil Analysis, 2000. The turf layer was removed and
all tests were conducted in bare soil.
The soils on this site are mapped as the Pactolus fine sand soil unit the Soil Survey of Pender
County (USDA, 1991). Soil borings 1-4 are confirmed as the Pactolus Soil Type (see Appendix
B). The Pactolus soil can best be described as alluvial and aeolian marine sandy sediment
formed on low ridges and stream terraces in the Coastal Plane. Official series description for the
Paci olus soil series is shown in Appendix B for comparison.
In s it boring 4 a minor amount of fill was encountered in the upper five inches overlying a
sorrewhat poorly drained variant of the Pactolus soil type. The surface of the buried soil was
higher in organic matter but appeared to have very little coarse vegetative matter present.
Infiltration tests were conducted in the sediment below the existing root mat at each bore hole
m. Boring 4 infiltration tests were conducted in the buried surface and in the soil below the
I surface. It is recommended that the buried surface soil be removed and back filled with
sand to maintain the 24 inch separation from the bottom of the SCM to the SHWT.
seasonal high water table (SHWT) is normally evident by observation of redoximorphic
res suggesting past conditions of saturation and reduction. The evidence of SHWT was
I to be at 19 in boring 4 to as deep as 31 inches in boring I from the existing surface.
One shows both the SHWT and the measured infiltration rate for the preselected boring
Detailed soil profile descriptions are shown in Appendix A.
Th test results for borings I through 4 are shown in Table One. B I was conducted at 8 inches
be[ w ground surface (BGS) and had an infiltration rate of 12.93 in/hr. B2 was conducted at 2
inc es BGS and had an infiltration rate of 7.07 in/hr. B3 was conducted at 2 inches BGS and had
an nfiltration rate of 8.49 in/hr. B4 was conducted at 5 inches BGS and had an infiltration rate of
2.611 in/hr. B4 was also conducted at the sandier material below the old surface at 9 inches BGS
had an infiltration rate of 7.39 in/hr. LMG recommends utilizing fifty percent of the
sured rate as the design infiltration rate for the proposed SCM areas as shown in Table 1.

Table 1.
Bore
SHWT
BGS
inches
Test
Depth
(Inches
Infiltration
Rate
(inches
perhour)
50%
Reduction
in/hr
BIN
31
8
12.93
6.47
B
24
2
7.07
3.54
B
27
2
1 8.49
4.25
84
19
5
2.61
1.31
64
19
9
7.39
3.70
In s mmary, this site has an area that is proposed for stormwater SCM placement. This area has
soil with a seasonal high water table that ranges from 19-31 inches at the boring locations from
the Lil surface as shown in Table 1. It is recommended that all surface soil root mat and
tation be removed and backfilled with clean sand where applicable. The soils in boring 4 are
ested to be excavated and back filled with clean sand below the buried surface soil layer and
bac filled with clean sand to create the required 24 inch separation to the SHWT. The measured
infi tration rates exceed the minimum 0.52 inches per hour at each location as shown in Table 1.
It i recommended that 50% of the recommended rates be utilized for design purposes Please do
iesitate to contact me if you have any questions with this report. If you have any questions
it this report or need any additional information I may be reached at 910-452-0001, 910-471-
or at nhowell(@,Imgroup.net .
holas "Nick" P. Howell
Licensed Soil Scientist 91294
\ CPSS #328892
Soil Classifier #113
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403

„k rr ti
An6
its`.
+.`;�•?r,r wi ��,A 0.r''S N w r✓ram �Yi tip.'. ...`.
{fir / •,,�.r .r r, �.. �~� P `Ci ns`�.;�� *'\, .2. L,.,,'f f5
BI
i •�!""i fir,. 1 ,•� •B4 `. f..
Goo'gWE8fti1,
d c

ig 4.0-1% Slope Somewhat Poorly Drained variant of Pactolus
- 0-5" Mixed Clean Sandy Fill
-9" 10YR 3/1, Loamy Sand, granular, friable, non sticky non plastic.
9-19" 10YR 3/3, Sand, granular, very friable, non sticky non plastic.
9-30" 1 OYR 3/4 with 1 OYR 3/6 RMF mottles 1 OYR 6/2 depletions, Loamy Sand,
grained, loose, non sticky non plastic.
30-48" 10YR 6/2, Sand, single grained, loose, non sticky non plastic.
Water: 26"
19"
terminated due to heaving sand
ig 3 0-1% Slope, Pactolus Soil Type
-4" 10YR 3/3, Sand, granular, very friable, non sticky non plastic.
4-14" 1 OYR 4/4, Sand, single grained, loose, non sticky, non plastic.
14-27" 10YR 5/6, Sand, single grained, loose, non sticky, non plastic.
27-44" 1 OYR 6/4 with 1 OYR 6/2 depletions and 1 OYR 5/6 RMF mottles, Sand,
grained, loose, non sticky, non plastic.
44-50" 1 OYR 6/1 with IOYR 6/4 RMF mottles, Sand, single grained, loose, non
non plastic.
,al Water: 31"
27"
terminated due to heaving sand
ing 1 2% Slope, Pactolus Soil Type
0-4" 1 OYR 3/3, Sand, granular, very friable, non sticky non plastic.
— 4-12" 1 OYR 4/3, Sand, single grained, loose, non sticky, non plastic.
—12-31" 10YR 5/6, Sand, single grained, loose, non sticky, non plastic.
— 31-60" 1 OYR 6/6 with 1 OYR 6/2 depletions and 7.5YR 5/6 RMF mottles, Sand,
;le grained, loose, non sticky, non plastic.
Water: 36"
31"
ling 2 2% Slope, Pactolus Soil Type
- 0-13" I OYR 3/3, Sand, granular, very friable, non sticky non plastic.
—13-24" 10YR 4/4, Sand, single grained, loose, non sticky, non plastic.
— 24-28" 1 OYR 4/3 with 1 OYR 5/2 depletions and 1 OYR 3/6 RMF mottles, Sand,
gle grained, loose, non sticky, non plastic.
— 28-50" 1 OYR 6/2 with IOYR 3/6 RMF mottles, Sand, single grained, loose, non
non plastic.
i1 Water: 27"
24"
terminated due to heaving sand

Appendix C
Published Description and Chemical and Physical Properties
Of the Pactolus Soil Series

LOC4TION PACTOLUS NC+AL FL SC VA
Established Series
Rev. 11-PLT
SERIES
1(s): 133A, 153A
SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina
Class: Very deep
rge Class: Moderately well to somewhat poorly drained
ability: Rapid
e Runoff: Slow
Material: Sandy fluvial and marine sediments
0 to 6 percent
Annual Air Temperature (type location): 63 degrees F.
Annual Precipitation (type location): 48 inches
CLASS: Thermic, coated Aquic Quartzipsamments
TY�ICAL PEDON: Pactolus loamy sand --cultivated. (Colors are for moist soil unless otherwise stated.)
to 8 inches; dark grayish brown (I OYR 4/2) loamy sand; weak fine granular structure; very friable;
m fine roots; moderately acid; clear wavy boundary. (5 to 14 inches thick)
Cl -8 to 15 inches; light yellowish brown (I OYR 6/4) loamy sand; single grained; very friable; few fine
roo s; moderately acid; clear wavy boundary. (4 to 8 inches thick)
15 to 25 inches; brownish yellow (10YR 6/6) loamy sand; single grained; very friable; few fine roots;
strongly acid; gradual wavy boundary. (8 to 12 inches thick)
03 -25 to 40 inches; light yellowish brown (10YR 6/4) loamy sand; common medium distinct light gray
(I 9YR 7/1) iron depletions; single grained; very friable; few fine roots; strongly acid; gradual wavy
boundary. (10 to 20 inches thick)
40 to 80 inches; light gray (10YR 7/1) loamy sand; common medium distinct brownish yellow (10YR
soft masses of iron accumulation; single grained; very friable; very strongly acid.
s LOCATION: Pitt County, North Carolina; about 4 miles north of Grimesland on SR 1566, 350 feet
of intersection SR 1564; 80 feet northeast of bam, 10 feet east of path.
IN CHARACTERISTICS:
of sandy horizons: 80 inches or more. The 10 to 40 inch control section contains 10 to 25 percent
h to Bedrock: Greater than 80 inches
h to Seasonal High Water Table: 18 to 36 inches, December to April
Reaction: extremely acid to strongly acid except where the surface has been limed
or Ap horizon:
)lor--hue of I OYR or 2.5Y, value of 3 through 6, and chroma of 1 to 4
:xture--loamy sand, loamy fine sand, sand, or fine sand
horizon (upper part):
tlorhue of I OYR or 2.5Y, value of 5 to 7, and chroma of 3 through 8
:xture--sand, loamy sand, fine sand, coarse sand, or loamy fine sand
horizon (lower part):
rlorl OYR or 2.5Y, value of 5 to 8, and chroma of 3 or 4
:xture--sand, loamy sand, fine sand, coarse sand, or loamy fine sand

iic features --iron depletions with chroma of 2 or less may occur in some pedons within a depth
Iron masses in shades of yellow, brown, or red are found in some pedons.
The tipper part of the C horizon has hue of 1 OYR or 2.5Y, value of 5 to 7, and chroma of 3 through 8. The
lowe{ part of the C horizon has hue of 1 OYR or 2.5Y, value of 5 to 8, and chroma of 3 or 4. Iron depletions
in sh des of gray are at depths of less than 40 inches, and may occur within a depth of 20 inches. The lower
C horizon in some pedons is mottled with redoximorphic features in shades of gray, yellow, brown, or red.
Clean sand grains are in the lower part of the C horizon in most pedons. Texture is sand, loamy sand, fine
sand coarse sand, or loamy fine sand.
The g horizon, where present, has hue of I OYR or 2.5Y, value of 5 to 7, and chroma of I or 2. Soft
mas es of iron accumulation in shades of red, yellow, or brown range from none to many. Texture is the
sam� as for the C horizon.
4PETING SERIES:
ley soils --somewhat poorly drained soils (seasonal high water table 18 to 36 inches)with 5 to 10
:nt silt plus clay in the 10 to 20 inch control section
ah soils --somewhat poorly drained soils (seasonal high water table 18 to 36 inches) with 5 to 10
rat silt plus clay in the 10 to 20 inch control section
s soils -moderately well to somewhat poorly drained soils (seasonal high water table 18 to 36 inches)
buried A horizons within a depth of 40 inches
GRAPHIC SETTING:
cape: Coastal Plain
brm: Stream an marine terraces
lion: 25 to 120 feet above mean sea level
t Material: Loamy and sandy fluvial sediments and marine sediments
Annual Air Temperature: 59 to 70 degrees
Annual Precipitation: 38 to 60 inches
Free Period: 210 to 270 days
GEOGRAPHICALLY ASSOCIATED SOILS:
9I 11 c! soils --somewhat excessively drained soils (seasonal high water table greater than 60 inches)with a
midimum of 10 percent silt plus clay in the control section
Ke to sville soils --well drained soils (seasonal high water table greater than 48 inches) in loamy particle
size class on slightly higher landscapes
I. Sonia soils --well drained soils in coarse -loamy family on slightly higher landscapes
Os er soils --poorly drained soils (seasonal high water within 12 inches of the surface for 3 to 6 months in
most years) on lower parts of the landscapes
Troup soils --somewhat excessively drained soils (seasonal high water table greater than 60 inches) in
loamy particle size class on higher landscapes
W ram soils -well drained soils (seasonal high water table greater than 72 inches) with loamy particle size
class on higher landscapes
: AND PERMEABILITY:
Drainage Class: Moderately well to somewhat poorly drained
: Rapid
AND VEGETATION:
r Uses: Mostly cultivated
inant Vegetation: Where cultivated --corn, soybeans, peanuts, improved pasture grasses, tobacco, and
crops. Where wooded--loblolly pine, longleaf pine, sweetgum, blackgum, red maple, water oak,
w oak, and black cherry, gallberry, inkberry, blueberry, huckleberry, greenbrier, sassafras, and switch
IBUTION AND EXTENT:
ition: Florida, Georgia, North Carolina, South Carolina, and Virginia
Moderate

R
unicnuu�mmuia i� �u _____
217301
Re
6 N 0408 PMDeN0016
Fee Aml: %' 00 Papa 1 of 4
Exdae Tar: 83.700 00
Pander CowN Nonh Carolina
Sh
enLeer INIOOUghby, Register of Desds
Bk 4632 PG 1798 - 1801 (4)
NORTH CAROLINA GENERAL WARRANTY DEED
Parcel Identifier No. 5'.>7eTY- 0%._TeTS,Y1Y �flerified by
Mail/Box to: Jellrey P. r cete
This instrument was prepared
County on the _ day of , 20_
Brief description for the Index: PARTTRACT41 AND TRACT#2 OF THE EVA LEWIS LANDS
THIS DEED trade this 15th day of November , 2016 , by and between
Roy Wayne Mathews and Patsy Rose Mathews
148 Redd Banks Lane
Hampstead,NC 28443
Hampstead Investment Holdings, LLC
60 Gregory Road, Suite I
Belvillc,NC 28451
Enter in appropriate block for each Grantor and Grantee: name, mailiag address, and, if appropriate, character of entity, e.g.
corporation or partnership _
The desigoution Grantor and Grantee as used berein shall include said parties, their -heirs, successors, and assigns, and shall include singular,
plural, masculine, feminine or neuter as required by context.
W ITNESSETH, that the Grantor, for a valuable consideration paid by the Granme, the rweipt of which is hereby acknowledged, has and by
dme presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot, parcel of land or condominium unit
situated in the City of Hampstead I Township, Pender County,
North Carolina and more particularly described as follows:
See attached Exhibit "A".
The property hereinabove described was acquired by Grantor by instrument recorded in Book � 11,241f page a%H
All or a portion of the property herein conveyed _ includes or _X_ does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book 15 page 80
Peso 1 of 2
NC By Associstioo Four No. 3 O 1976. Revived O 1977, 2002. 2013 Ibis a.Ward form has bees epprovW by
Prisnd by Asreemear wW the NC Bar Aswcistiw -1981 North C.U. It. Arsocisdos - NC Bar Fun No. 3
4
ECEI Y E
JUL 28 2017
BY:

TO HAVE AND T'D HOLD the aforesaid lot or parcel of land and all privileges and appurtaoances thcreto belonging to the Grantee in fee
simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful
claims of all persons whomsoever, other than the following exceptions:
Covenants and Restrictions of record; Easements of Record; Applicable Zoning and Land Use Laws and/or Ordinances pertaining to the
use of the premises; Taxes to be assessed.
Sk 4832
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above wrinen. Pn 1 7qq
(Entity Name)
Mot/Type Narrle &
By:
Print/Type Name & Title: Print/Type Name:
By: (SEAL)
Primllype No= & Title: Print/Type Name:
State of ,North Carolina - County or City of Pender
1, the undersigned Notary Public of the County or City of Pender _ and State aforesaid, certify that
Roy Wayne Mathews and Patsy, Rose Mathews _ personally appeared before me this day and acknowledged thedue
execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial stamp or seal this 15�h day of
November 20 16
STEPHANIE B. OTT
NOTARY PUBLIC
My Commission Expires: !% Z5--,;-7V0 Brunswick County, North Not Public
(Affix Seal) Printed or Typed Name
State of - County or City of
I, the undersigned Notary Public of the County or City of and State aforesaid, certify that
personally appeared before me this day and acknowledged thedue
execution of the foregoing instrument for s my hand and Notarial stamp or seal this _ day of
2oSSTEPHANIE B. OTTAWAY
NOTARY PUBLIC
My Cotmnission Expires:
County, North CetVoh
(Affix Seal)
Notary's Printed or Typed Name
Public
Store of - County or City of
1, the undersigned Notary Public of the County or City of and State aforesaid, certify that
personally came before me this day and acknowledged that
_he is the of —a North Carolina or
corporation/limited liability company/genual parmership/limited partnership (strike through the
inapplicable), and that by authority duly given and as the act of such entity, _he signed the foregoing instrument in its name on its
behalf as its act and deed. Witness my hand and Notarial stamp or seal, this _ day of , 20_
My Commission Expires:
(Affix Seal)
NC Bu Assaciadoo Farm No. 3 O 1976, Revisal O 1977, 2002. 2013
Printed by Apoern of m0i arc NC By Association -19a1
Public
Notary's Printed or Typed Name
Pop 2 of 2
7hls uandW room has beea appmvrd by:
NoM Cmolim B. Association -NC nor I. No. 3

Sk 4632
EXHIBIT Pg 1800
LOCATED IN TOPSAILTOWNSHIP, PENDER COUNTY, NORTH
CAROLINA, AND BEING DESCRIBED AS FOLLOWS:
TRACT I:
LOCATED INTOPSAILTOWNSHIP, PENDER COUNTY, NORTH
CAROLINA, ADJACENT TO AND NORTHWEST OFTOPSAIL SOUND AND
BEING MORE FULLY DESCRIBE) AS FOII.OWS,TO WIT:
BEGINNING AT AN EXISTING IRON PIPE THAT MARKS THE
NORTHEASTERN MOST CORNER OF TRACT NO.1 OF THE MRS. EVA LEWIS
LAND DIVISION, SAID IRON PIPE BEING IN THE SOUTHWESTERN LINE OF
TRACT NO2 AT THE SOUTHEASTERN TERMINUS OF SECONDARY ROAD
NO.1564 AS SHOWN ON A MAP OF SAID DIVISION BEING DULY RECORDED
IN MAP BOOK 15. AT PAGE 80 OF THE FENDER COUNTY REGISTRY; AND
RUNNING THENCE, FROM THE BEGINNING, SO LOCATED,
(1) WITH THE DIVIDING LINE BETWEEN TRACT NO. I ANDTRACT NO2 OF
THE ABOVE SAID EVA LEWIS DIVISION SOUTH 37 DEGREES 23 MINUTES 00
SECONDS EAST 157.10 FEET (PASSING OVER AN INLINE IRON PIPE AT 147.70
FEET) TO A POINT ON THE EDGE OF A CONCRETE BULK READ; THENCE,
(2) ALONG SAID BULK HEAD SOUTH 74 DEGREES 45 MINUTES 21 SECONDS
WEST 100.00 FEET TO A POINT ON SAID CONCRE4TE BULK HEAD; THENCE,
(3) NORTA 26 DEGREES 47 MINUTES 19 SECONDS WEST 140.38 FEET
TO AN IRON STAKE IN LINE; THENCE,
(4) TO AND WITH THE DIVIDING LIVE BETWEEN TRACT NO.1 AND THE
SOUTHEASTERN TERMINUS OF SECONDARY ROAD NO.1564 NORTH 68
DEGREES 09 MINUTES 00 SECONDS EAST 6935 FEET (PASSING OVER AN
INLINE IRON STAKE AT 7.05 FEET) TO THE BEGINNING CONTAINING 0278
ACRES, MORE OR LESS, AND IS AS SURVEYED BY THOMPSON SURVEYING
CO., PA., OF BURGAW, NORTH CAROLINA DURING MARCH 1995.
THE ABOVE DESCRIBED TRACT BEING A PORTION OF TRACT NO. I OF
TIIE MRS. EVA LEWIS LAND DIVISION AS SIIOWN ON A MAP OF SAME
BEING DULY RECORDED IN MAP BOOK 15. AT PAGE 80 OF THE PENDER
COUNTY REGISTRY.

Sk 4612
Pn 7R(17
THIS CONVEYANCE IS ALSO A PORTION OF LOT NO.I OFTHE EVA LEWIS
LAND DIVISION AS SHOWN IN MAP BOOK 15, AT PAGE 80 OFTHE FENDER
COUNTY REGISTRY THAT WAS CONVEYEDTO VERNON KING LEWIS IN
SEPTEMBER 1977, AS RECORDED INDEED BOOK 528, PAGE 95 OFTHE
PENDERCOUNTY REGISTRY.
TOGETHER WITH ALL RIGHT,TTTLE AND INTEREST OF GRANTOR IN AND TO.
TILE PROPERTY LYING BETWEEN THE SOUTHEASTERN LINE(CONCRETE
BULKHEAD) OFTRE ABOVE-DESCR®ED PROPERTY ANDIME CENTERLINE
OF THE INTRACOASTAL WATERWAY THAT UES BETWEEN THE
FOLLOWING TWO LINES:
(1) THE PROJECTION OF THE FIRST CALL INA SOUTHEASTERLY -
DIRECTION SOUTH 37 DEGREES 23 MINUTES 00 SECONDS EAST FROM
THE POINT ON THE EDGE OF A CONCRETE BULKHEAD (THE CORNER AT
TIE; END OF THE FIRST CALL) TO THE CENTERLINE OF THE
INTRACOASTAL WATERWAY, AND _
(2) THE PROJECTION OFTHETIHRD CALL INA SOUTHEASTERLY
DIRECTION SOUTH 26 DEGREES 47 MINUTES 19 SECONDS EAST FROM A
POINT ON THE CONCRETE BULKHEAD (THE CORNER AT THE END OFTHE
SECOND CALL) TO THE CENTERLINE OFTHE INTRACOASTAL WATERWAY.
komal1PR
BEING ALI, OF LOT 2, CONTAINING 1.94 ACRES, AS SHOWN ON MAP OFTHE
DIVISION OF LANDS OF MRS EVA LEWIS RECORDED IN MAP BOOK [SAT
PAGE 80 OF THE PENDER COUNTY REGISTRY, REFERENCE TO WHICH SAID
MAP IS HEREBY MADE FOR A MORE PARTICULAR DESCRIPTION.

SIGN UP SHEI:'r
MEETING
Lewis Road Dry Stack Proposal SW Express Meeting
Lewis Road
Pender County
7/26/2017
Name
Agency
Phone
Email
Cameron Weaver
NCDEQ-DEACS
91.0-796-7303
Cameron.Weavet'@ncdenr.,pv
L i�o�2 L e<.N S
NC LEK9
0/ -79 34
V
�sy�a VaMva las
Logan 61WS
9io-33� 3�a
✓ l anllawc�5.�owl
(/
L?lo - 7`I(� 7v 7
e/kr�l1 %oo�a c%vE
R!/
4-7
NCDENR
WILNI NGTON REGIONAL OPPICE
127 CARDINAL DRIVE
WILMINGTON, NC 28405
910-796-7215,FAX [phone]

North Carolina Department of Environmental Quality
SCOPING MEETING REQUEST
Please complete all the information below. Call and email the appropriate coordinator with the completed form.
• Asheville Region -Alison Davidson 828-296.4698; alison.davidson(alncdenr.gov
• Fayetteville and Raleigh Regions - David Lee 919-791.4204; david.lee(&,ncdenr.pov
• Mooresville and Winston-Salem Regions — Marcia Allocco 704.235.2107; marcia.allocco0mcdenr.aov
• Washington Region -Lyn Hardison 251-948-3841; Iyn.hardison(�ncdenr.aov
• Wilmington Region - Cameron Weaver 910-796.7303; cameron.weaver(tncdenr.gov
Project Name: Lewis Road Dry Stack Boat Storage County: Pander
Applicant: D Logan Company: Hampstead Investment Holdings, LLC
Address: 60 Gregory Road, Suite 1 City: Belville State: NC Zip: 28451
Phone: [phone] Fax: nla Email: dlogan()loganhomes.com
Physical Location of Project: Lewis Road, Pander County
Engineer/Consultant: Steve Morrison Company: Land Management Group, Inc.
Address: 3805 Wrightsville Avenue, Suite 15 City: Wilmington State: NC Zip: 28403
Phone: [phone] Fax: [phone] Email: smorrison(rDlmgroup.net
Please provide a DETAILED project narrative, pdf site plan and a vicinity map with road names along with this Request form.
The project narrative should include the following when available:
Existing Conditions- List of existing permits, previous project name(s) or owner name(s), existing compliance or pollution incidents, current
conditions or development on site, size of tract, streams or wetlands on site', stream name and classification, historical significance of
property, seasonal high water table elevation, riparian buffers, areas of environmental concern, setbacks
Proposed- Full scope of project with development phase plan, acreage to be disturbed, wetlands to be disturbed, waste treatment & water
supply proposed, soils report availability, % impervious surface, stormwater treatment and number of bmps, public or private funding.
'Relative To Wetlands — Federal and coastal wetlands most be delineated by a US Army Corps Regulatory Official, Coastal Management
Field Rep or a qualified environmental consultant prior to undertaking work such as filling, excavating or land clearing. The delineations
must be approved by the US Army Corps of Engineers (USACE) andlor the Division of Coastal Management. Wetland delineations are valid
for a period not to exceed five years from date of USACE approval.
Please provide estimated investment & expected employment numbers: $1.972 million, estimated 6 Jobs
For the scoping meeting, it is best to provide a list of questions and topics of concern. It is helpful to know what you hope to gain
from the meeting. Please have thoughts and presentations organized as much as possible to make the best use of time.
Agencies Involved: Check all agencies that may be involved with project:
® Marine Fisheries ❑ National Marine Fisheries ❑ U.S. Fish & Wildlife ❑ NC Wildlife Resources
® Coastal Management ® Land Resources (® Stormwater ®Erosion Control) ® U.S. Army Corps of Engineers
® Shellfish Sanitation ®Water Resources: (® 4011buffer ❑ NPDES ❑ Non -discharge ❑ Public Water Supply)
❑ Air Quality ❑ Solid Waste ❑ UST ❑ Hazardous Waste _ ❑ Other _ - ❑ Other_
❑ Other_ ❑ Other _ ❑ Other
NCDEO Scoping Meeting
March 2016

LMG
LAND MANAGEMENT GROUP rec.
Environmental Consultants
4/27/ 17
Cameron Weaver
NCDEQ
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
Re: Scoping Meeting Request, Lewis Road Dry Stack Boat Storage, Hampstead Investment
Holdings, LLC, Pender County
Dear Cameron,
On behalf of Hampstead Investment Holdings, LLC, 1 am requesting a scoping meeting for the
Lewis Road Dry Stack Boat Storage project on Lewis Road in Pender County. The applicant has
received a conditional rezoning recommendation from the County Planning Board and the
Pender County Commissioners will meet on May 15`h to take up the matter. I have enclosed the
project narrative that was prepared for the conditional rezoning by Paramounte Engineering. It
contains some of the information requested for the scoping meeting.
In addition to the conditional rezoning narrative, we are providing the following additional
information:
There is an existing CAMA Major Permit (Number 98-15, issued 9/28/15, expires 12/31/19)
obtained by the former owners Roy Matthews and Ron Baxley for the ship's store/bait shop
parcel of the subject property formerly known as Channel Marker 90 Seafood Marina. That
permit authorized the addition of an 8'x80' floating dock to supplement the existing fixed dock
system. The approved total number of boat slips is 9. That floating dock has since been installed.
A bulkhead also exists along the shoreline of this parcel and the adjoining vacant parcel of the
subject property. The existing structures appear to be in compliance with the CAMA permitting
and there are no known incidents of pollution. According to Paramounte Engineering, an earlier
CAMA Major Permit (Number 40-05, issued 1/13/06, expired 12/31/08) was authorized for
bulkhead and pier construction.
The proposed facility includes dry stack slips with a capacity for 224 boats which are to be
leased. The range of boat sizes to be stored is 20' to 30' in length. All docks will be for
temporary tie up for launch, loading and unloading and retrieval. No permanent wet slips are
proposed. Bulkhead reinforcement in its current location near the south end of the waterfront for
the forklift launch site is included.
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

The project property is located on Topsail Sound and the water quality classification is SA,
HQW. According to NCDEQ, there is a 100' prohibited shellfishing area extending from the
former Sloop Point Boathouse Marina and the former Channel Marker 90 Seafood Marina.
Boating access to the Intracoastal Waterway is through a dredged channel approximately 300' to
the northeast. Information on any past dredging in front of the subject property is currently
unknown. The only wetland on the subject property is the coastal wetland fringe beginning at the
toe of the existing bulkhead on the vacant parcel. The seasonal high water table on the parcel
proposed for the dry stack operation ranges between 22" and 36" below the soil surface. The 75'
coastal shoreline Area of Environmental Concern (AEC) and 30' buffer extends landward of the
normal high water line, which is located at the toe of the existing bulkheading.
For the proposed project; the total impervious surface area would be 7917 sf within the 75' AEC
(37%) and 64,754 sf total for the overall property. This does not take into consideration the use
of pervious paving materials.
The project will be privately funded.
Please contact me with any questions that you may have regarding this scoping meeting request.
Sincerely,
Steve Morrison
Environmental Consultant
Encl: Scoping Meeting Request form, conditional rezoning narrative, vicinity map,
development plan, soils report
Cc: Hampstead Investment Holdings, UC
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

PA RAMOUNTE
E N G 1
Date: 16 March 2017
Lewis Rd. Drystack Conditional Zoning Map Amendment
The requested rezoning is submitted by Paramounte Engineering, Inc. on behalf of the
applicant, Hampstead Investment Holdings, LLC. This request's subject parcels located on
the Intracoastal Waterway at the end of Lewis Road and described as parcel ID numbers
4224-02-5093-0000 and 4224-01-5894-0000, totaling ±2.22 acres. One of these two parcels
currently operates as a ship's store/ bait shop while the other tract is primarily undeveloped.
Boats are stored on the property now, but not in the form of a drystack. The parcels are
currently zoned Residential Performance (RP) zoning. The applicant requests a conditional
rezoning to General Business (GB) to create water -related businesses similar and compatible
with the ones existing in this area of Lewis Rd.
While these subject tracts and all others adjacent to them are zoned RP, the existing uses on
these subject parcels and on the surrounding tracts are all operating as water -related
businesses/uses or water access recreation areas. The subject parcel is located at the end of
Lewis Rd. and contains a ship store and bait shop. Both parcels have direct access to the
Intracoastal Waterway as well as Lewis Rd. A large boatyard is currently operating directly
behind and to the east of the two subject tracts and adjacent to Lewis Rd. A private Pecan
Grove boat ramp and associated building are located immediately to the southwest of the
subject parcels. The state boat ramp and associated parking is located one parcel away and
across Lewis Rd. to the west/southwest from the two subject tracts. The nearest residential
homes are located almost one quarter mile away to the north of the County boat ramp
facility and north/northwest of the boatyard on Lewis Rd. No adjacent property to the
subject parcels is used as single family home sites. Because all the surrounding uses are
compatible with the proposed use of the subject parcels, we respectfully request
consideration for a conditional rezoning to GB to continue operation of the existing ship's
store and add the drystack use to the property.
The subject parcels have existing wells in operation for the ship's store that are planned to
remain in operation. In addition, a previously permitted potable well exists to serve up to
seven 2-bedroom mobile homes on the land. At a minimum, the capacity of this well is
estimated to be 1680 gpd based on 240 gpd for each mobile home. Land Management
Group performed a preliminary soil assessment for the subject properties. The results
assure an equal amount of wastewater can be treated in on -site septic (1680 gpd). The flow
generated for the dry stack boat storage and existing store, using the 2T sewer rules is based
on the number of employees under the general business use. We estimate 6 employees
maximum for the new drystack facility. Total, this will generate a flow of 150 gpd based on
25 gallons per employee. The same flow will apply for the potable water usage. The boat
2 2 C I N r M Y D R I V E, W I L M I N D T D N, NO 2 O 9 O
P H t 1 9 1 0 1 7 9 1- 8 7 D 7 F A x I 1 9 1 0 1 7 9 1- 8 7 6 0

Page 2 of A
washing activity will use a separate, non -potable well and will be permitted and constructed
without affect to the project's domestic water use.
This project employees the following:
Pender County LIDO Section 7.14.B.2 "LID Projects in the RA, RP, GB, OI, and IT zoning
districts shall be allowed a 50% reduction in the Minimum Lot Width, Minimum Chord Length
at ROW Line for "cul de soc's", Minimum Front, Side, and Rear Yards, and Minimum Required
Structure Separation"
The above section allows for a reduction in setbacks making this parcel capable of achieving
the prosed 43' dry stack structure height. The project is being designed to meet the
County's section 7.14 LID standards and will be certified as an LID project under such
guidelines.
A soils consultant performed the necessary soil testing to verify the viability of the soils to
handle infiltration/ LID practices. The results confirm that the soils can support either of the
options proposed on this project. The plans show two stormwater/LID options since the
project has not gone through the full design and permitting process. As the project moves
forward, and the full design informs the best option for this site, one of the two options will
be selected. In the interested of informing the staff and boards of our intentions, we show
both the option of using pervious asphalt or concrete to allow infiltration throughout the site
AND the option of underground infiltration trenches/piping with an infiltration basin. Both
are approved LID options suitable to handle this site's stormwater. we will use the
recommendation of professionals that construct these types of facilities and on the final
necessary bearing capacity of the parking surface to inform the best option for the site. In
either scenario, we will be providing the necessary storage to meet the various regulatory
agency's mandated storm requirements with no direct discharge to the waterway.
The proposed project will not exceed the 100 AM/PM peak hours trips triggering a TIA.
Although there is no exact drystack use identified in the Trip Generation Manual, we did use
a more intensive marina use for the site. The 224 drystacks using the marina use produced
663 daily trips with 18 AM peak hours trips and 43 PM peak hour trips. However, the dry
stack uses will be under these trip generations as it is limited public water access and the use
is geared toward weekend boaters.
After consultation with Pender County Planning staff, we are requesting this conditional
rezoning to GB as suitable uses/zoning for the site to maintain and offer a new business
compatible with the surrounding land uses. As this project is in keeping with adopted 2009
Pender County Future Land Use Plan's "Mixed Use" designation and the conditional zoning
will not change existing land use patterns or alter the character of the area, the applicant
respectfully requests consideration of the conditional rezoning of the these parcels.

Page 3 of 4
Post TRC Revisions:
TRC comments brought forth questions about general operations and maintenance of the
drystack facility. The applicant is working with a dry stack operator to develop this project,
and that entity outlined the daily operations as follows:
A dry stack is a business, usually with 3 employees to 6 employees, who oversee daily
operations and take the boats to the water and store them after use. A drystack is not for
the general public to put boats in the water. A drystack is a paid service for people that do
not want to transport their boat back and forth on a trailer to the water. There is an
important distinction to be made. Drystacks with holding docks are not marinas. There is no
fee charged to park the boat at the dock. Nor do the boats stay at the docks for an extended
period of time. The docks are a necessary part of a drystack operation.
The drystack business stores boats and manages everything that happens to the boat on the
drystack property. The dock master runs the overall operations and oversees maintenance
of the boats and equipment. The administrative portion of the business handles sales and
accounts. The forklift drivers use forklifts to remove and place boats in and out of the
drystack racks as well as deliver the boats to the water and tie them to a holding dock until
the owner is ready to get in the boat and drive away. The holding docks are for temporary
boat staging. People generally call the drystack operators on the way to the drystack and
request a time to place the boat in the water. The owner shows up, settles any outstanding
accounts with the administration, and is free to get on his boat and leave. Generally, boats
are in the holding area for 30 minutes at one time. The drystack operates from dawn to
dusk in good weather and reduced hours in colder months. If an owner returns after the
drystack Is closed for the day, he knows to leave his boat at the holding dock and the
drystack operator will put it away in the morning. The boats are washed down before being
put away, and that wash down has a filtration system under the boat wash that filters
debris, oil, fuel and other potential pollutents into a filter tank. These tanks do require
maintenance approximately every year. It is the drystack's responsibility to hire the filter
clean out service. The drystack will operate with two boat lifts that put boats in the water.
There is one pier and one shoreline -area dock existing on site now. This could handle
approximately 3% of the boats in a holding capacity and the drystack operators say 10%
holding docks is preferred. The applicants plan shows holding docks suitable to handle 10%
of the drystack's boats. This higher quantity of holding docks helps alleviate congestion on
the mainland operations side of the drystack, so we ask the board to consider the extra
docks as the most efficient way to run this type of business. The future holding docks do
need CAMA approval and there is a long process of design and review to permit and build
these temporary staging areas. The plan shows a concept of the arrangement we would like
to have, but the CAMA permitting process may alter the number, location, size, etc. of the
holding docks. The applicant will work through that process with CAMA, the County
planning staff and all other regulatory agencies.

Page 4 of 4
At TRC, we received questions about the parking provided. We provide the required parking
for the use per the County's code. The site plan is compliant with the code, and the drystack
operator tells us the parking is adequate for his needs based on the company's experience
with use of these types of facilities.
Other TRC comments have been addressed on the attached plans and in the response letter.
We appreciate review and consideration of this drystack business being allowed to operate
on this land that is not currently zoned to accept the business, but that is surrounded by
similar water -dependent boating facilities.

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Area of Interest (At70
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soils
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Water Features
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Background
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MAP INFORMATION
The soil surveys that compnse your AOI were mapped at
1,24.000,
Wareing: Soil Map may not be vaW at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used A more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version dates) listed below.
Sal Survey Area: Render County, North Carolina
Survey Area Data Version 18, Sep 20. 2016
Soil map units are labeled (as space allows) for map scales
1.50.000 or larger.
Date(s) aerial Images were photographed. Mar 7, 2010— Cct 17,
2010
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifbng of map unit boundaries may be evident.
usDA Natural Resources Web Soil Survey 7/3/2017
Conservation Service National Cooperative Soil Survey Page 2 of

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